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Drainage Report
Addendum to Drainage Report for Equinox Subdivision Phase 1 College Station, Texas August 2014 Developer: DWS Development P.O. Box 4508 Bryan, Texas 77805 Prepared By: Schultz Engineering, LLC TBPE Firm No. 12327 P.O. Box 11995 College Station, TX 77842 2730 Longmire Drive, Suite A College Station, Texas 77845 (979) 764-3900 Equinox Subdivision,Phase 1 Drainage Report—Addendum 1 ENGINEER Schultz Engineering,LLC P.O.Box 11995 College Station,Texas 77842 Phone/Fax: (979) 764-3900 OWNER/DEVELOPER DWS Development P.O. Box 4508 Bryan,Texas 77805 Addendum changes • The values in Table 2&3 were changed • Exhibit C was revised to include an evaluation point of"X10". Drainage area 323 is now split into 323A and 323B. • Appendix B1 was revised to include an evaluation point ("X10") at the intersection of Kate Lane and Summerway Drive. • The slope of Flume 1 was changed and the analysis was updated to reflect this change (appendix B3). • The cross section and slope of Flume 2 was changed and the analysis was updated to reflect this change(appendix B3). • The slope and flowlines of pipes 100, 101 & 200 were updated to reflect the changes to construction plans(appendix B4). • Page 20 of Appendix D was updated to include information about culvert 300. Addendum additions • Exhibit D—showing the drainage area contributing to the mid-block cross drainage valley gutter. • Exhibit E—Showing the drainage areas contributing to the cross lot drainage swales. • Appendix E—analyzing the mid-block cross drainage valley gutter. • Appendix F—analyzing the cross-lot drainage and flow over sidewalk. CERTIFICATION I,Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of OF 436' INt Texas,certify that this report for the drainage design for Equinox Subdivision,Phase 1,was prepared by me in accordance with the * * provisions of the Unified Stormwater Design Guidelines. 'al /krwlil wilt ds P. SCHULTY ' / •Mr#fiNiiii Nl*NfI1Hl1lN •YII Josep P. S ultz,P.E. t. �,2 7 F-12327 SCHULTZ ENGINEERING, U.C. Page 1 of 1 As shown in Table 2,the post-development peak outflows from the project site are less than the allowable peak outflow for each design storm event. Additionally, Tables 3 presents the maximum water surface and the amount of freeboard for the Detention Ponds. The peak flow out of the detention ponds and the maximum water surface was determined by the Storage Routing Analysis and the combining of the resulting hydrographs with the hydrographs from the areas that do not flow into the ponds. TABLE 3-Summary of Detention Ponds Maximum Water Surface Levels Detention Pond 1 Storm Event Peak Flow out Water Surface Freeboard of Pond,(cfs) Elevation, ft. ft. 2-year 5.36 325.30 1.95 10-year 6.15 325.58 1.67 25-year 6.46 325.69 1.56 50-year 6.78 325.82 L43 100-year 6.90 325.86 1.39 100-year plugged 8.29 326.08 1.17 Top of Berm=327.25, Spillway Crest=325.86, Spillway Width=20' Detention Pond 2 Storm Event Peak Flow out Water Surface Freeboard of Pond,(cfs) Elevation, ft. ft. 2-year 3.29 308.84 1.96 10-year 3.69 309.42 1.38 25-year 3.89 309.72 1.08 50-year 4.90 310.01 0.79 100-year 5.96 310.09 0.71 100-year plugged 9.55 310.26 0.54 Top of Berm=310.80, Spillway Crest=310.09, Spillway Width=40' The Detention Ponds have overflow spillways which discharges when the outlet structure is clogged. The Detention Pond spillways will be grass lined at the flat crest. The ponds have greater than 6"of freeboard even with the outlet structure clogged. The grading plan for the Detention Ponds and the pond outlet structure and discharge pipe details are shown on Exhibit E.1 &E.2. revised: August 26, 2014 Page 7 of 8 TABLE 2-Pre- & Post-Development Runoff Comparison-Detention Analysis Runoff Flow Direction 1 Northeasterly Outfall to Buena Vida Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development @ Outfall(Flow from Buena Vida Drainage Area 9.24 12.58 14.37 16.26 16.98 Map Exhibits Sum of Areas OSI, OS2, &OS3) Post-Development Drainage Area 240(outfalls directly to Buena 7.83 10.69 12.20 13.80 14.40 Vida Subdivision) Decrease in Peak Flow 1.41 1.89 2.17 2.46 2.58 Runoff Flow Direction 2 Southeasterly Outfall to Rock Prairie Road West Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development Drainage Area 101 (Outfalls to roadside ditch 8.19 11.58 13.30 15.12 15.78 along Rock Prairie Road West) Post-Development 15.01 20.48 23.39 26.44 27.61 Drainage Area 210 (Outfalls to Detention Pond 1) Detention Pond 1 Outfall 5.36 6.15 6.46 6.78 7.03 Post-Development Drainage Area 230(Outfalls to roadside ditch 2.20 3.01 3.43 3.88 4.05 along Rock Prairie Road West) Combined Outfall 6.63 7.92 8.59 9.25 9.47 Decrease in Peak Flow 1.56 3.66 4.71 5.87 6.31 Runoff Flow Direction 3 Northwesterly Outfall to Barracks II Section 101 Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development @ Outfall(Design flow for Barracks II 3.61 5.13 5.89 6.70 6.99 Subdivision Section 101 Storm Sewer Pipe) Post-Development 22.53 30.75 35.12 39.70 41.45 Drainage Area 220 (Outfalls to Detention Pond 2) Detention Pond 2 Outfall 3.29 3.69 3.89 4.90 5.96 Decrease in Peak Flow 0.32 1.44 2.00 1.80 1.03 revised: August 26, 2014 Page 6 of 8 Exhibit C—Drainage Area Map Post-Development Pipe Design revised: August 26, 2014 Exhibit D—Drainage Area Map Mid-Block Cross Drainage Valley Gutter August 26,2014 Appendix B1—Depth of Flow in Gutter Analysis revised: August 26, 2014 • > N §• N P.. | 13. 3 § 2 | § 2 6� I . ! 11 Z - 71 q § . § 9 2 § '§ 4 rn I , g / o 2 o § a H \ k § K § %' \ . . ! j .1(!, i _ ' | m 51 I ?. ° 6 3. § 2. ! | \ f ) ciI / § §J § a § i ! 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O S m 9 W S A 121' N 2 II , 1 P- i'S O C N T N Appendix B3—Concrete Flume Design Analysis revised: August 26, 2014 S I E ' o @ o c LL V > w M � N n { a E Is o ISI g LL ( 8 y^i r G 8 2 P. 6 C c o u. V I > n m g ° fi t g I 3r �i t c 16 d O Q O z rI a s Io of qF tg C t L �( V L g Q C 3 �$ C.) § § o 0 I E to d M ^) CNC C G • b C a. Of _, o C N O 0 LL ¢ dl , o 'v E M a Ny c C 6 LO c a° C C v c t q LL LL Q 0 m u V W V I Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Concrete Flume 1 - 10 Year Storm User-defined Highlighted Invert Elev (ft) = 325.52 Depth (ft) = 0.46 Slope (%) = 0.75 Q (cfs) = 10.49 N-Value = 0.018 Area (sqft) = 2.75 Velocity (ft/s) = 3.81 Calculations Wetted Perim (ft) = 6.90 Compute by: Known Q Crit Depth, Yc(ft) = 0.46 Known Q (cfs) = 10.49 Top Width (ft) = 6.00 EGL (ft) = 0.69 (Sta, El, n)-(Sta, El, n)... (0.00,326.59)-(4.00,326.02,0.045)-(4.50,326.02,0.018)-(4.51,325.52,0.018)-(10.49,325.52,0.018)-(10.50,326.02,0.018)-(11.00,326.02,0.018) -(15.00,326.59,0.042) Elev (ft) Section Depth (ft) 327.00 - 1.48 326.50 0.98 7--- 326.00 0.48 325.50 -0.02 325.00 -0.52 -2 0 2 4 6 8 10 12 14 16 18 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Concrete Flume 1 - 100 Year Storm User-defined Highlighted Invert Elev(ft) = 325.52 Depth (ft) = 0.74 Slope (%) = 0.75 Q (cfs) = 14.14 N-Value = 0.027 Area (sqft) = 5.08 Velocity(ft/s) = 2.79 Calculations Wetted Perim (ft) = 11.36 Compute by: Known Q Crit Depth, Yc (ft) = 0.60 Known Q (cfs) = 14.14 Top Width (ft) = 10.34 EGL (ft) = 0.86 (Sta, El, n)-(Sta, El, n)... (0.00,326.59)-(4.00,326.02,0.045)-(4.50,326.02,0.018)-(4.51,325.52,0.018)-(10.49,325.52,0.018)-(10.50,326.02,0.018)-(11.00,326.02,0.018) -(15.00,326.59,0.042) Elev (ft) Depth p (ft) Section 327.00 1.48 326.50 II I 325.50 -0.02 325.00 -0.52 -2 0 2 4 6 8 10 12 14 16 18 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Concrete Flume 2 - 10 Year Storm Rectangular Highlighted Bottom Width (ft) = 1.50 Depth (ft) = 0.34 Total Depth (ft) = 0.75 Q (cfs) = 1.550 Area (sqft) = 0.51 Invert Elev (ft) = 325.50 Velocity(ft/s) = 3.04 Slope (%) = 1.00 Wetted Perim (ft) = 2.18 N-Value = 0.018 Crit Depth, Yc(ft) = 0.33 Top Width (ft) = 1.50 Calculations EGL (ft) = 0.48 Compute by: Known Q Known Q (cfs) = 1.55 Elev (ft) Section Depth (ft) 327.00 1.50 326.50 1.00 326.00 - 0.50 325.50 — -- 0.00 325.00 -0.50 0 .5 1 1.5 2 2.5 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Concrete Flume 2 - 100 Year Storm Rectangular Highlighted Bottom Width (ft) = 1.50 Depth (ft) = 0.42 Total Depth (ft) = 0.75 Q (cfs) = 2.100 Area (sqft) = 0.63 Invert Elev(ft) = 325.50 Velocity (ft/s) = 3.33 Slope (%) = 1.00 Wetted Perim (ft) = 2.34 N-Value = 0.018 Crit Depth, Yc(ft) = 0.40 Top Width (ft) = 1.50 Calculations EGL (ft) = 0.59 Compute by: Known Q Known Q (cfs) = 2.10 Elev (ft) Section Depth (ft) 327.00 1.50 326.50 1.00 326.00 ® 0.50 325.50 - + 0.00 325.00 -0.50 0 .5 1 1.5 2 2.5 Reach (ft) Appendix B4—Storm Sewer Pipe Design Analysis revised: August 26, 2014 tea ; z d 18 o 5lisi x 0 m c� = 6 f 6 ,N iN N. c.2 o m" WV, o 4 Iei o IN Z W .. OI IN MI = W �f jOf 10141 j A or 0 N r < F 4 a d J ico o i;, -N4N 0. LL W m 1 GL 0 T It. N NM M *I M E M G7 l7 M M • iai A I2 Q. Q. N [ ca 8 A 4) 4 Ir g .0f . ` 'w g g ill g Igi 1 i p8 'cal p p o Up 8 IO N 2 '2 10 it0V iN t IO 10 O O N y Cpp y �p I y J b $ I$N V1 N p,J 18 coNN b N 6. u. Oi co N .N O) a GG. W o N N M G9 M 1 M co Gn (! & M [9 I ai cti cci E m m E m e m O `o a I o m m 6Y 8 4 N ; 6> M 14 Nr of ' �' co O y O Y �yy �Np yj O<y fMV G C I-1M! g t+f M0 a s I a s I U 2 gl S S O co eco 8 2 O_ 8 O O IW o to 0 It t77 Z N N Z N N W CO CO Wm m a = a N `=N a 1 N a Q I I g,-33 Q N N `1 N d d S o w o `r 8 ry n a n o ,-- 1n Irrn s NI o a s y '�' C 7 O co (7 8 8 I L G R CI V O 8I I' � rm I 3 3 3 o S. * e * ee * d 7 $ * oe o N N '' _ o & o 4 4 a s M 6 k o 0- o 4 10 a-oa O O O 0 Oy m =H 0 o O O O d d E E E E a: ob 2 g a°o as zt.1 M ; I j� � w v b a o C o 0 0 o i0 6 d o 0 o 0 i0 Co 0_ N G 6 a N m m m A ii' pUI4 ( D N ca AGyj v ao . Go o 8i .g 7 _ as _ a o g q N ti i. E E 8. ^ r O t.) O f0 f0 O C8 E 8 ? Ira A N Iml O O CC a t� cGi co O O 1.- m N; f. ` U C,+ N .2..& `' a j, as m' as O O 0l O d d E E = E E N 1 I I as co Q� p va • O_. 8 8 8 18 N m N Q r. oa 8 8 2 18 N 6 N a- C d y v o �o N r C ol 2 N 0 0 N 0 Q i o o m Q o 0 OS C CD CD 63 C = co GJ y N N Z CO w N 2 0. 't7) S. o,% O o ss CL .0 _& O S. 8 8 00 C ® Cr. m I N . o A co ° z g `S v 5 `8, O 0 J l I C C o a a J C_ C_ .i. $ _ I , EE y Q EE yI V C0C > S. » c C 13. d 6 N co co co co co y a d 8. N Go co co co co w y .0N 3 a w�Y 2 i' (l) a n N X O I . g o 0 g 4 coc c X En Ia8 NY Q ° 8 Ii 1( 1 1Qd l l it, Z N W CO � � I Z N Appendix D—Technical Design Summary revised: August 26, 2014 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Management Concept(continued) Within Or Serving Subject Property (Phase, or Site)(continued) Named Regulatory Watercourses (&Tributaries): Are culverts proposed on these facilities? ✓ No Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? Yes No If"no", explain: 3, Arterial or Major Collector Streets: Will culverts serve these types of roadways? No ✓ Yes How many instances? 1 For each identify the a, location and provide the information below. } Q Instance 1: Proposed culvert crossing at Towers Parkway where it meets Rock Prairie °' Instance 2: c o Instance 3: c 0 o m Yes or No for the 100-year design flow: 1 2 3 z E O Headwater WSE 1 foot below lowest curb top? YES C Spread of headwater within ROW or easement? YES Is velocity limited per conditions(Table C-11)? YES .N '6 Explain any"no"answer(s): o• c U o > 0 o 42 Minor Collector or Local Streets: Will culverts serve these types of streets? uvi No Yes How many instances? for each identify the • -v location and provide the information below: 0 m Instance 1: N c Instance 2: n o Instance 3: For each instance enter value, or"yes"/"no"for: 1 2 3 U• RS c Design yr. headwater WSE 1 ft. below curb top? Q .2 100-yr. max. depth at street crown 2 feet or less? E Product of velocity (fps) &depth at crown (ft)= ? o Is velocity limited per conditions(Table C-11)? Limit of down stream analysis(feet)? Explain any"no" answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 Appendix E—Mid Block Cross Drainage Valley Gutter Design Analysis August 26, 2014 / E E ! \ k i [ � . . § - k a- >> $ f E / } / f k L.1.1 U.1 / ` a. k } k ( C. ( — § | § ` k a ! g ] ! § k ® / k o m 0 > — ns C \ § ) C � .> 0 ! | .0' •• _ * k d , g 3 § } ) / «Q] Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Mid-Block Cross Drainage Valley Gutter - 10 Yr Storm Triangular Highlighted Side Slopes (z:1) = 160.00, 160.00 Depth (ft) = 0.16 Total Depth (ft) = 0.31 Q (cfs) = 6.480 Area (sqft) = 4.10 Invert Elev(ft) = 326.92 Velocity(ft/s) = 1.58 Slope (%) = 1.50 Wetted Perim (ft) = 51.20 N-Value = 0.018 Crit Depth, Yc(ft) = 0.16 Top Width (ft) = 51.20 Calculations EGL (ft) = 0.20 Compute by: Known Q Known Q (cfs) = 6.48 Elev (ft) Section Depth (ft) 328.00 1.08 327.500.58 327,00 0.08 – ----T— - ., 326.50 - -0.42 326.00 - -0.92 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Monday,Aug 25 2014 Mid-Block Cross Drainage Valley Gutter - 100 Yr Storm Triangular Highlighted Side Slopes (z:1) = 160.00, 160.00 Depth (ft) = 0.17 Total Depth (ft) = 0.31 Q (cfs) = 8.730 Area (sqft) = 4.62 Invert Elev (ft) = 326.92 Velocity (ft/s) = 1.89 Slope (%) = 1.50 Wetted Perim (ft) = 54.40 N-Value = 0.018 Crit Depth, Yc (ft) = 0.18 Top Width (ft) = 54.40 Calculations EGL(ft) = 0.23 Compute by: Known Q Known Q (cfs) = 8.73 Elev (ft) Section Depth (ft) 328.00 1.08 327.50 0.58 327.00 _11111111110111111 0.08 326.50 -0.42 326.00 -0.92 0 10 20 30 40 50 60 70 80 90 100 110 120 Reach (ft) Appendix F—Depth of Flow in Cross-Lot Drainge & Over Sidewalk Design Analysis August 26, 2014 llrnl 1� o R o a o 0 o mo F •v t 0 o rr .or - o r r rr r o 0 I ! I m LL I ' if. 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Box 11995 College Station, TX 77842 2730 Longmire Drive, Suite A College Station, Texas 77845 (979) 764-3900 • Equinox Subdivision,Phase 1 Drainage Report—Executive Summary ENGINEER - Schultz Engineering,LLC P.O.Box 11995 College Station,Texas 77842 Phone/Fax: (979)764-3900 OWNER/DEVELOPER DWS Development P.O.Box 4508 Bryan,Texas 77805 GENERAL DESCRIPTION AND LOCATION Location: 3270 Rock Prairie Road West approximately 700 feet west of the intersection between Keefer Loop and Rock Prairie Road West. Description: • Area: 9.269 acres ..r • Proposed Land Use: R-3 -Townhouse ID • #of Lots: 51 lots • Existing Land Use: Residential&Horse Facility • ■ Land Description: Flat terrain with a slight high point near the middle of the property. The site partially developed with horse facilities,pasture and riding areas. ID • Adjoining Land Use: The site is bounded on the south by Rock Prairie Road West, on the east by Buena Vida Subdivision and Diamond T Storage Facility, on the west by a 23 acre tract, and on the North by future phases of the Equinox Subdivision and Barracks II Subdivision. - Primary Drainage Facility: Bee Creek Flood Hazard Information: FEMA FIRM: #48041C0305 F (April 2,2014) • Floodplain: No portion of this Phase lies within the floodplain. C C HYDROLOGIC CHARACTERISTICS The site partially developed with a residence,horse facilities,pasture and riding areas. The elevations range from 330 to 309.The site drains in three directions.One direction sloping IL generally in a southeasterly direction where the runoff enters the roadside ditch along Rock I • Prairie Road West,then into a tributary of Bee Creek. The second direction sloping generally in a northeasterly direction where the runoff enters the Buena Vida development.The flow from the site into the Buena Vida development is sheet flow,there is no existing drainage way or channel. I _ The third direction sloping generally in a northwesterly direction where the runoff enters the Barracks II development.The flow from the site into the Barracks II development is sheet flow, there is no existing drainage way or channel. • 4111 • Page 1 of 8 GENERAL STORMWATER PLAN The drainage plan for this development will involve the installation of curb and gutter,inlets, junction boxes, storm sewer pipes,drainage channels,and drainage flumes which will convey the runoff into two different detention ponds and with some areas discharging directly off site. The runoff draining in the northeasterly direction will discharge directly into Kate Lane and the Buena Vida Subdivision drainage system. The drainage report for the Buena Vida drainage system accounted for 3.24 Acres of upstream undeveloped property. The post development area contributing to the Buena Vida drainage system will decrease in size and the post development peak runoff is less than or equal to the peak runoff accounted for in the drainage report for the Buena Vida Subdivision. The Tables presented later in this report show the peak runoff comparisons. The majority of runoff draining in the southeasterly direction will be captured by Detention Pond 1 and will discharge into the roadside ditch along Rock Prairie Road West through a proposed storm sewer pipe. A small portion of the runoff draining in the southeasterly direction will bypass the detention pond and discharge directly to the Rock Prairie Road West roadside ditch. The combined outfall is less than or equal to the predevelopment peak runoff draining in the southeasterly direction. The runoff draining in the northwesterly direction will be captured by temporary Detention Pond 2 and will discharge into an existing storm sewer pipe stubbed out from the Barracks II Subdivision Section 101 until phase 2 is developed and the final Detention Pond 2 is constructed. The temporary Detention Pond 2 decreases the peak runoff to less than or equal to the design flows for the existing storm sewer pipe found in the drainage report for the Barracks II Subdivision Section 101. The final Detention Pond 2 will utilize the outfall for the temporary detention pond and add an additional outfall to the Barracks II Subdivision Phase 202 storm sewer system. A subsequent drainage report will be submitted with the development of phase 2 for the final Detention Pond 2. COORDINATION& STORMWATER PERMITTING The project will require that a Notice of Intent be submitted to the Texas Commission for Environmental Quality. No other permits are anticipated for this project. DRAINAGE DESIGN-STORM SEWER General Information: Stormwater runoff from Phase 1 of the subdivision will be collected by curb&gutters along the street and conveyed to storm inlets, storm pipes, drainage channels and drainage flumes. The runoff will discharge in three directions as described above. The runoff will ultimately discharge into a tributary of Bee Creek. The location of the drainage areas for evaluation of the gutter depth check, inlet sizing, storm sewer pipe sizing, drainage channel and flume evaluation are shown on Exhibit C. Also shown are the location of the inlets, junction boxes, storm sewer pipes, drainage channels and concrete flumes. A summary of the drainage areas and design flow values is provided in Appendix A. Page 2 of 8 Due to the flat terrain for the portion of the site adjacent to Rock Prairie Road, there is not enough elevation change to have curb inlets at the low point in Sophies Lane. A valley gutter for mid-block drainage is proposed in this location instead of curb inlets with storm sewer pipes. The valley gutter discharges into a concrete channel, which conveys the runoff to Detention Pond 1. Street Design: Standard cross-section(3%cross-slope,38' B-B&34' B-B residential) Lay down curb&gutter on residential streets Asphalt pavement Standard recessed curb inlets(5', 10' and 15' in length) TT Methodology: TR 55 TT Minimum 10 minutes Design Storm Event: 10-year-residential street&storm sewer Pipe Materials: Corrugated HDPE w/smooth interior,RCP,Profile Gasket in accordance with ASTM C443,ASTM C76,Class III Manning's n Value: 0.013 or 0.012 for HDPE w/smooth interior Runoff Coefficients: 0.75 for townhouse developed lots Design Constraints: Max.water depth in curb=4.0 in.or 0.33 ft. Min. flow velocity=2.5 fps Max. flow velocity= 15 fps 100-yr storm runoff maintained within the ROW(4 inches above curb) 25%Reduction in cross-sectional area of pipes less than 24"in diameter Design Software: Excel spreadsheets, Autodesk Civil 3D Storm Sewer Analysis and Hydraflow This software was used to compute pipe capacity, flow rate and velocity through each pipe, and determine hydraulic grade line elevations at each inlet or junction box. All of this information is shown in the summary tables in Appendices A,Bl,B2,&B3. The College Station requirement for a 25% reduction in cross-sectional area of pipes less than 24" diameter is achieved by using internal pipe diameters that are less than the standard diameter. The 24"diameter pipe areas were reduced by 25% and a 20.6" diameter pipe used in the analysis and the 18' diameter pipe areas were reduced by 25% and a 15.6"diameter pipe was in the analysis. Design Results The data presented in the Appendices indicates the gutter depth, inlet sizing, pipe sizes, drainage channel sizing, and concrete flume sizing are in accordance with the requirements of the design guidelines. Page 3 of 8 DETENTION ANALYSIS&DESIGN General: The stormwater runoff from this subdivision discharges into 3 different outfalls as shown on Exhibit A. Two of the outfalls discharge from two detention ponds for this site. Refer to Exhibit B for their locations. Detention Ponds 1&2 will be constructed with Equinox Subdivision Phase 1 and the runoff from this development will discharge in accordance with the requirements of the design guidelines. DETENTION PONDS(RATIONAL EQUATION ANALYSIS): 11 Methodology: TR 55 Tc Methodology: TR 55 T,Minimum 10 minutes Design Storm Events: 2, 10,25, 50 and 100-year storms—detention analysis Pond Discharge Pipe Materials: Corrugated HDPE w/smooth interior Manning's n Value: 0.013 Runoff Coefficients: 0.35 —undeveloped/greenspace property, 0.45 — existing developed site conditions,0.75—townhome developed area Design Constraints: Post Development flow less than or equal to Pre-Development flow 6"freeboard for 100 year storm with outlet clogged Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for Detention Pond 3 design. Q=CIA Q=Flow(cfs) A=Area(acres) C=Runoff Coefficient I=Rainfall Intensity(in/hr) Design Software: Excel spreadsheets,Hydraflow Hydrographs Extension The software was used to compute the pond storage and discharge data and the pre and post development flow and the routing of the flow through the detention ponds. Design Analysis: The Pre-development Drainage area,DA 101, is shown on Exhibit A. The post-development drainage areas,DA 210-240, are shown on Exhibit B. All of the runoff does not flow into Detention Ponds as some of the runoff drains offsite. The design data and descriptions of the detention pond outlet structures,discharge pipes and overflow spillways are found in Appendix C. Page 4 of 8 The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on the Continuity Equation as follows: (I1+12)+((2s1/dt)-O1)=((2s2/dt)=02). The time interval,dt,used was 1 minute. The calculations and results of the Storage Routing 49 Analysis were used to generate hydrograph peak flows and graphs for the pre and post • development conditions. A summary of the peak flows from the site are shown in Table • 1. • The hydrographs for the drainage area that does not flow into the detention ponds was • combined with the detention pond outflows to determine the total post development peak - flows. Triangular hydrographs were created for each area assuming the peak runoff value occurs at the time of concentration and then goes to a runoff value of zero at three times the time of concentration. ID TABLE 1—Pre-&Post-Development Drainage Area Information ® Area# Area C Tc Acres Min. Pre 101 4.69 0.45 25 Pre(From Barracks II Section 101 Area to 2.44 0.40 27 drainage report for storm sewer Barracks pipe design) Post 210 3.54 0.67 10 Post 220 6.14 0.52 10 Post 230 0.58 0.60 10 Post 240 1.65 0.75 10 • fa mook Page 5 of 8 TABLE 2-Pre-&Post-Development Runoff Comparison-Detention Analysis Runoff Flow Direction 1 Northeasterly Outfall to Buena Vida Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development @ Outfall(Flow ' �� from Buena Vida Drainage Area 9.24 12.58 14.37 16.26 16.98 Sl Map Exhibits Sum of Areas OS1,0S2, &0S3) , Post-Development 6 ` Drainage Area 240 (outfalls directly to Buena 7.83 10.69 12.20 13.80 14.40 61► Vida Subdivision) /// Decrease in Peak Flow 1.41 1.89 2.17 2.46 2.58 Runoff Flow Direction 2 Southeasterly Outfall to Rock Prairie Road West Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development Drainage Area 101 (Outfalls to roadside ditch 8.19 11.58 13.30 15.12 15.78 along Rock Prairie Road West) Post-Development 15.01 20.48 23.39 26.44 27.61 Drainage Area 210 (Outfalls to Detention Pond 1) Detention Pond 1 Outfall 5.36 6.15 6.46 6.78 6.90 Post-Development Drainage Area 230 (Outfalls to roadside ditch 2.20 3.01 3.43 3.88 4.05 along Rock Prairie Road West) Combined Outfall 6.63 7.92 8.59 9.25 9.47 Decrease in Peak Flow 1.56 3.66 4.71 5.87 6.31 Runoff Flow Direction 3 Northwesterly Outfall to Barracks II Section 101 Location Q2 Q10 Q25 Q50 Q100 cfs cfs cfs cfs cfs Pre-Development @ Outfall(Design flow for Barracks II 3.61 5.13 5.89 6.70 6.99 Subdivision Section 101 Storm Sewer Pipe) Post-Development 22.53 30.75 35.12 39.70 41.45 Drainage Area 220 (Outfalls to Detention Pond 2) Detention Pond 2 Outfall 3.29 3.69 3.89 4.90 5.96 Decrease in Peak Flow 0.32 1.44 2.00 1.80 1.03 Page 6 of 8 As shown in Table 2,the post-development peak outflows from the project site are less than the allowable peak outflow for each design storm event. Additionally,Tables 3 presents the maximum water surface and the amount of freeboard for the Detention Ponds. The peak flow out of the detention ponds and the maximum water surface was determined by the Storage Routing Analysis and the combining of the resulting hydrographs with the hydrographs from the areas that do not flow into the ponds. TABLE 3-Summary of Detention Ponds Maximum Water Surface Levels Detention Pond 1 Storm Event Peak Flow out Water Surface Freeboard of Pond, (cfs) Elevation, ft. ft. 2-year 5.36 325.30 1.70 10-year 6.15 325.58 1.42 25-year 6.46 325.69 1.31 50-year 6.78 325.82 1.18 100-year 6.90 325.86 1.14 100-year plugged 8.29 326.08 0.92 Top of Berm= 327.25, Spillway Crest= 325.86, Spillway Width=20' Detention Pond 2 Storm Event Peak Flow out Water Surface Freeboard of Pond, (cfs) Elevation, ft. ft. 2-year 3.29 308.84 1.96 10-year 3.69 309.42 1.38 25-year 3.89 309.72 1.08 50-year 4.90 310.01 0.79 100-year 5.96 310.09 0.71 100-year plugged 9.55 310.26 0.54 Top of Berm= 310.80, Spillway Crest=310.09, Spillway Width=40' The Detention Ponds have overflow spillways which discharges when the outlet structure is clogged. The Detention Pond spillways will be grass lined at the flat crest. The ponds have greater than 6"of freeboard even with the outlet structure clogged. The grading plan for the Detention Ponds and the pond outlet structure and discharge pipe details are shown on Exhibit E.1 &E.2. Page 7 of 8 APPLICABLE EXHIBITS&APPENDICIES Exhibit A—Drainage Area Map—Pre-Development Exhibit B—Drainage Area Map—Post-Development Pond Design Exhibit C—Drainage Area Map—Post-Development Pipe Design Exhibit D.1 &D.2—Buena Vida Drainage Report Exhibits Exhibit E.1 &E.2—Detention Pond 1 &2 Design Appendix A—Drainage Area Summary Appendix B1 —Depth of Flow in Gutter Summary Appendix B2—Inlet Design Analysis Appendix B3—Flume Design Analysis Appendix B4—Storm Sewer Design Analysis Appendix B5—Culvert Design Summary Appendix B6—Channel Design Summary Appendix C-Detention Pond 1 &2 Design Appendix D-Technical Design Summary CONCLUSION The storm sewer drainage and detention facilities described in this report are designed in accordance with the standards in the BCS Drainage Design Guidelines with the exception of the use of a mid-block cross drainage valley gutter on Sophies Lane. The peak runoff flowrate from the site will be less than the pre-development flowrates for all storm events. CERTIFICATION I,Joseph P. Schultz,Licensed Professional Engineer No. 65889, State of Texas,certify that this report for the drainage design for Equinox Subdivision,Phase 1,was prepared by me in accordance with the provisions of the Unified Stormwater Design Guidelines. (\ t t Ail �""� 91)---..t— I Josep /1. Sch��i tz,P.E. teivinnesuiwks JOSEPH P. SCHULTZ , .=.. . `fi5889: F—12327 !I 'G SCHULTZ ENGINEERING; LLC. Page 8 of 8 Exhibit A—Drainage Area Map Pre-Development Exhibit B—Drainage Area Map Post-Development Pond Design • • • • • • • • • • • • • • • • • • • • Exhibit C—Drainage Area Map ® Post-Development Pipe Design • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Exhibits D.1 & D.2 • • Buena Vida Drainage Area Maps C • • • • • • • • • • • • • • • • • C • • • • • • • • • • • • • • • • • • • Exhibits El & E2 Detention Pond 1 Design Detention Pond 2 Design • • • • • • • • • • • • • • • • • • • • • Appendix A—Drainage Area Summary • • • • • • • • • • • • • • • • • • • • APPENDIX A Equinox Subdivision Phase 1 Drainage Area Summary 10 year storm 100 year storm Area,A C tc Area# 110 Qio lion Qum (acres) (min) (in/hr) (cfs) (in/hr) (cfs) 310 1.63 0.750 10.0 8.635 10.56 11.639 14.23 311 1.62 0.750 10.0 8.635 10.49 11.639 14.14 311A 0.92 0.750 10.0 8.635 5.96 11.639 8.03 311B 0.70 0.750 10.0 8.635 4.53 1 11.639 6.11 312 0.24 0.750 10.0 8.635 1.55 11.639 2.10 320 1.39 0.350 10.0 8.635 4.20 11.639 5.66 321 0.17 0.750 ` 10.0 8.635 1.10 11.639 1.48 322 0.17 0.750 10.0 8.635 1.10 11.639 1.48 323 1.26 0.750 10.0 8.635 8.16 11.639 11.00 324 0.71 0.750 10.0 8.635 4.60 11.639 6.20 325 0.25 0.75010.0 8.635 1.62 11.639 2.18 326 0.51 0.750 , 10.0 8.635 3.30 11.639 4.45 327 0.05 0.750 \ 10.0 8.635 0.32 11.639 0.44 328 0.53 0.750 10.0 8.635 3.43 11.639 4.63 329 0.92 0.350 10.0 8.635 2.78 11.639 3.75 330 1.98 0.500 15.0 7.194 7.12 9.732 9.63 340 0.68 0.750 10.0 8.635 4.40 11.639 5.94 341 0.10 0.750 10.0 8.635 0.65 11.639 0.87 342 0.83 0.750 10.0 8.635 5.37 11.639 7.25 The Rational Method: Q=CIA I=b/(tc+d)e tc=L/(V*60) Q=Flow(cfs) tc=Time of concentration(min) L=Length(ft A=Area(acres) V=Velocity(ft/sec) C=Runoff Coeff. I =Rainfall Intensity(in/hr) Brazos County: 10 year storm 100 year storm b= 80 b= 96 d= 8.5 d= 8.0 e= 0.763 e= 0.730 Appendix B1 —Depth of Flow in Gutter Summary • al is S • in is is • • S al in 0 0 al r s jp No 8 N A N W ^ O 2 O m WC N V N CKN V V 6 C 6 N C. A ' N O 0Ca o Cl N A o _ V (V l N 03 N M ? M _N 72 V LW 7 L 6 aa Op 0 rY - M .- N N O VI 0- 0- N to t" so E 0 o 0 0 0 0 0 0 0 o d d m `o a h g "a° 2E r 2, E M I p U e "ccO O N m M 8 O O^ a 8 8 N d `. as .•• ? M o M r O ,n H 7 V • J a m A A A A A A r,:-, 1,:,- A ',-.1 A _ ••-•-= M N c'':, N N N N N N N N N E co co co '0 co m co co co co '0 0 m _ ? o 0 0 tD tC tG tD f0 (G tD f0 �C C X o co Z wO O O O a O O O d .9 "E a a a a a o a a o a a o0 Q •— o 0 0 0 o c o 0 0 0 o c C a E m m o a m Orn a m g g o a ? •'n ° ? 0 0 0 0 0 0 0 0 0 2 0 0c . ,,, N• — o o o 0 0 0 0 0 0 C 0 0 3 . o C 0 N ti ci O co N N N 0 N N N H 0 N H N N V U A A A A A A A A A A A A m0 0 0 0 0 0 0 0 0 0 0 0 Qp - Q 11 O M N m >. c0 _ _ o O O O O O o o O O O O a a 1!') N N A vi O r ro r 0 O C N O co J "" o G o O O C o o C C O O C N Q O II II n' CO x a C = 0 N N M 3) C 0 A 00 NIa m yN N � O MNf N M M M N M Sw v f > d W.— U O Q M H 's � r . N c C ' cU 0 ANY ; 3 LL>n o u5 m u C O c ` U m 3 137 r UOa0 _6N W c g taO cOaOaOKDOTCI m X M X N X XA X m 0 . L CL z o m to 0 m `ai 0 0, 5 a S , _ '.] N 7 Q w 7 4110 Q4) W NF- Wo cc (n 0 cc II III II II ma c fn >, N II A N o O O o O O O o O o O O LL O 3 H N OA OA N N 8 N N N O ?2 7 7 0 m Y Y N N Ci N EA n d' W N M M M M M M M M N M (N9 E i o as N mW 0 N M V V M O N V " E) j e 7 7 ID ID 7 V N N 11i M r is: >:. (.0 C (N') 8 M 8 M 8 HN) 8 M M (NO 8 8 d J o 2 P P N N 2 O V 4 n • LL N N N N V N N NNUM N N M N 161 O O a M M 7 O h N N N O 7 O O' O• = V C N ID V 4 N N 0 di - I� OU N N N N N N N N N N N N I- M M M M M M M M M M M M r girON M N aD > a m m CO N O pi M 7 EV N N N V (+i 6 r d lbR C iD• , f- A IA r f` i.- fs r f•-.O T CP (O ED m fD (O (O CO CO CD (D p O h6 N N o 0 0 CO 0 N C a pp C 2 V (D O N N M (ND N H O N V N <4 6 '- C N .- 6 N O ..,. E I o mm O 2 8 _ pp" m ul -- , coN coN 8 coa ON 4 KN M O o 0 C o 0 0 O o 0 0 0 0 Z O IA — x Q a > _ D y + 2. a O o N7 O 8 O 4 O M 4 A 8 M 7_ V. � 7. V G Ti 6 4 ," ci A KI m e— m T M MD W M m T 0 W W W 1 N M (D co. O N tO co. N (O (D m «t` -a. 0 0 0 8 0 0 0 0 0 0 o S — o 0 o ci o o C o 0 o 0 o 47 12- $. s m w o o 8 8 m m n $ o 8 ? D a o 0 0 0 0 0 0 0 0 0 0 o a M N "' 6 0 0 o 0 o 0 0 o 0 o o C O (D C N I O E+ N 0 N H 0 N h . N N N ID N _ v- W o A A A A A A A A A AN A o c o 0 0 0 o c o c o o .. Q 0 II O M N N T c O O o 0 o O O O o 0 o O O o 0 i0 d co 0 A 0 N N 2 N O .2 F. Oc EMD W r D O C N 0 0 0 ci 0 0 0 ci 0 ci 0 0 0 0 15 R d d ri," I9 I oCv 0 N Q m 03 d M OAoagmm f O gc • 7 O Q MM M 3 en M M n N h N >,CDN o7N N c c U W c') M n c O C 0 'O 3 " C 1i to 0 h m o U a `O oL ; wVN LLX 1 o o 7 aLOpX p o 0 0 0 NM 7 N X A X y �1 • o0 Z o N y y N O o) D) L a((pp,ff 7 Qcs 0).w J y L • o N a..=", O ct [n p ix W Q A II II II II II F- O) o c (n T N ei • • • • • • • • • • • • • • • • • • • • Appendix B2—Inlet Design Analysis • • • • • • • • • • • • • • • • • • • 0 err 0 C APPENDIX B2 0 Equinox Subdivision Phase 1 Storm Sewer Inlets on Grade - Design Analysis r Inlet Length Street Q10 L10, ft. Bypass Q100 L100, ft. Bypass IIII No. ft. Slope cfs Design cfs cfs Design cfs • S100 5 1.98% 1.10 9.06 0.26 1.48 10.42 0.46 • • 5101 10 1.98% 8.16 23.22 2.96 11.00 26.72 4.73 S200 5 2.00% 1.62 10.89 0.54 2.18 12.53 0.87 16 S201 10 2.00% 4.60 17.79 1.04 6.20 20.47 1.85 GI Assume 10% clogging for design L,, Se =Sx+ (a/w)* Eo r Eo=Qw/Q = 1 - [ 1 -Wa]2.67 L=Kc*Q0.47*S0.3*(1/(n*Se))0.6 W =Width of Depressed Gutter(ft) = 2 Sx=Cross flow of Road Surface 0.03 T=Total Spread of water in gutter(ft) 12.5 a=Gutter depression depth (ft)= 0.33 n=Manning's Roughness Coefficient= 0.018 Kc= 0.6 Qw=Flow in width, W SO E=Efficiency of inlet or percentage of interception S=Longitudinal Slope Li=Curb opening length Se =Sx +(a/w)* Eo 0.091412 Eo=Qw/Q = 1 -[ 1 -W/T]2•67 0.372194 Pi GI • • • • • • • • • • • • • • • • • C Appendix B3—Concrete Channel Design Analysis • • • • • • • • • • 2 13 E a . ( \ ® 0 / 8 LTC thir ( } § w � g Fa' ti ' k § § 8 _ 2 ( ® , ■ i { } a AMIEL t II § \ _ V � , fi ' ■ f k a k w a \ ) £ , 0, O co § 2 i E k ) _ a- E - 0L ` V co Co - ow ° ` ® �)d L \ QQJ � < Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jul 15 2014 Concrete Flume 1 - 10 Year Storm User-defined Highlighted Invert Elev (ft) = 325.52 Depth (ft) = 0.34 Slope (%) = 2.00 Q (cfs) = 10.49 N-Value = 0.018 Area (sqft) = 2.04 Velocity (ft/s) = 5.15 Calculations Wetted Perim (ft) = 6.66 Compute by: Known Q Crit Depth, Yc (ft) = 0.46 Known Q (cfs) = 10.49 Top Width (ft) = 5.99 EGL (ft) = 0.75 (Sta, El, n)-(Sta, El, n)... (0.00,326.59)-(4.00,326.02,0.045)-(4.50,326.02,0.018)-(4.51,325.52,0.018)-(10.49,325.52,0.018)-(10.50,326.02,0.018)-(11.00,326.02,0.018) -(15.00,326.59,0.042) Elev (ft) Section Depth (fi 327.00 - 1.48 326.50 0.98 326.00 0.48 400 • 325.50 -0.02 325.00 -0.52 -2 0 2 4 6 8 10 12 14 16 18 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 Concrete Flume 1 - 100 Year Storm User-defined Highlighted Invert Elev (ft) = 325.52 Depth (ft) = 0.41 Slope (%) = 2.00 Q (cfs) = 14.14 N-Value = 0.018 Area (sqft) = 2.46 Velocity (ft/s) = 5.76 Calculations Wetted Perim (ft) = 6.80 Compute by: Known Q Crit Depth, Yc (ft) = 0.60 Known Q (cfs) = 14.14 Top Width (ft) = 6.00 EGL (ft) = 0.93 (Sta, El, n)-(Sta, El, n)... (0.00,326.59)-(4.00,326.02,0.045)-(4.50,326.02,0.018)-(4.51,325.52,0.018)-(10.49,325.52,0.018)-(10.50,326.02,0.018)-(11.00,326.02,0.018) -(15.00,326.59,0.042) L, • fr Elev (ft) Depth (fi Section 327.00 - 1.48 326.50 I - 0.98 326.00 ® 0.48 ® 325.50 -0.02 325.00 -0.52 -2 0 2 4 6 8 10 12 14 16 18 Sta (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jul 15 2014 Concrete Flume 2 - 100 Year Storm Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0.15 Total Depth (ft) = 0.50 Q (cfs) = 2.100 Area (sqft) = 0.60 Invert Elev (ft) = 325.50 Velocity (ft/s) = 3.50 Slope (%) = 3.10 Wetted Perim (ft) = 4.30 N-Value = 0.018 Crit Depth, Yc (ft) = 0.21 Top Width (ft) = 4.00 Calculations EGL (ft) = 0.34 Compute by: Known Q Known Q (cfs) = 2.10 Elev (ft) Section Depth (fi ® 327.00 1.50 • 326.50 1.00 326.00 0.50 325.50 - 0.00 ..... ............................ 325.00 -0.50 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jul 15 2014 Concrete Flume 2 - 10 Year Storm Rectangular Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0.12 Total Depth (ft) = 0.50 Q (cfs) = 1.550 Area (sqft) = 0.48 Invert Elev (ft) = 325.50 Velocity (ft/s) = 3.23 Slope (%) = 3.10 Wetted Perim (ft) = 4.24 N-Value = 0.018 Crit Depth, Yc (ft) = 0.17 Top Width (ft) = 4.00 Calculations EGL (ft) = 0.28 Compute by: Known Q Known Q (cfs) = 1.55 Elev (ft) Section Depth (fi ®327.00 1.50 ID 326.50 1.00 326.00 0.50 325.50 0.00 325.00 -0.50 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Reach (ft) Appendix B4—Storm Sewer Pipe Design Analysis of, ; d )O M )O m o 3 n 3 L d 0 O o o co. 6 0 > N N 3 V N oO) 0 0 00 CO O p a 1,... (0 > CO M O M M o f '0 t0 fD R co co m O C N o') of m d cd csi td c6 2 W CCal O M M M M 2 W CO M M M M I'- OI CD N a- h 0) c0 N .- C0.J 0 N W N V Q,J O C] CO N 7 )L N N • d LL N N �{ N E M M M M M R M M no M M o 0 . N y o. 6 j M CC') co co 0 O. )O )O co co 0 O m O n> CO CO a V N L M ONO M M M ~W M M M M M m 0 0) O O N Y O p g O O N N N C') O` O O O O Fa Cl) U) y y O —y f!) !N/) co h co V) S.J h N co b .0m co h H N 2 GM O. LL N 5" N N N 0.LL 0 n N N N M V) CO CO CO M M M M CO 0) 0) W 0) m 0 "ca % E E R N C 01 01 m 01 01 2 o. M (0 N 0 3 2 o.> N co N 0 0 i/) O m R CO )O O O N O m CO 'cc' O O C F-W % N N C H W N N N = M CO CO 0) m ; CO CO CO O O CI- O n n p 0.n 0 'n n 0 • 'n'a m 0NN O c C C C m o O 7 OO ON 0 C C C CU O N NO O iF- O NO .OH F- 2 m y y D f)f.') 2 m D a) v> > U � LO CO O O =77 CO y O O 'o ' a m 2 2 2 0 0 o X o)) Z N Ls-) Z N Ci N LU t0 0 W CO )0 0. N N 0. N N d .C Q. C C < a0.' laii_ m m a 0) m m 0) 7- 00. N N o N O QQ. N Or) 00) Cal O Q d m > , O 7 O co co o > v 0 '0 0 O R 2 E co .c.c00 .c.c R 2 O )- co O o 3 3 0 3 3 j o m ff' o o e e m m ° 0 m e o e a e 0) m N - C O CO N N N n n y O. N 0 CO CO r.- 0 n n O N •5-5- 0 O O N o V V 'O.OQ o O O O O = y Ci 0 0 0 Ci 0) 0) d N N 0) d U) E E E E 0 .c t a u M Cop V w -O L Sig W ^ a s d o O 0 O C O )o p0 m wm 0 0 O 0 �p 0 �N 0 ^i 0 N lii co co E E m 10 . Co- OmNO N h BO Z 0 - NZ > 4o. 7 D OO 0N7 N N O 0 > .4 O C OO W 00 00 N N 70 1:3 m m C` as0,a o W ,TJ N O 0 E E O nmvmCO E E O O E O .. N N N O OE U�. h 1n V. " D h O m m) w ` ` N N aas s 51 o N U) 0 N G E m �- 2 m U) m m Cl) m m .y m 0- ,y m 'o:o Ti n Q a O N co0000 N co N T a o e O CO C0D N co N V" C 0. y v N O O IV r C d H v r N O O N Q7 Q O O O O O L d7 0) N R C m m w 2 O t CO .t-• 0 N N d 'y _C 0 L 0 fD 0 v 0 O O d 'y a 0 N NO O NO M NO 0 0 O a J N N C C C D O' J M Q N c.- O O C C N E E 'y a) E E '> o. v'o •> a 'c o Q. C. N.0 W CO CO CO CO `CO COC 'O C. N t CO CO CO CO m A N d d in` co N Imi) a) o. in C 0) 0) N d 2 2 co 0 0 C o o X to O co c c 0 0 .E a C 0 0 0 .-- O 0.V V C E a 0 O O O O O y.V U O,+O+ O.Z N N CO �ll Ii .ay 0_Z N N N CD Lt.‘-LL W CO Zs-N W 0 Z5N Appendix B5—Culvert Design Summary o Oh O y o • t. • w en cn0 — O In 00 C'! v In En co O Q C" .0 d M 014 'C M C O ' E2 0. v� C N $ O 0-- c r (0 U G) 0 (/) J z1.. 0 a tti > O• E 0 - C_ N C U a w 0 0 c ami L_ 0. o o a Z en 17 V Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 CULVERT 300 - 10 YEAR STORM Invert Elev Dn (ft) = 324.09 Calculations Pipe Length (ft) = 60.00 Qmin (cfs) = 7.12 Slope (%) = 0.50 Qmax (cfs) = 9.63 Invert Elev Up (ft) = 324.39 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 Shape = Box Highlighted Span (in) = 24.0 Qtotal (cfs) = 7.12 No. Barrels = 1 Qpipe (cfs) = 7.12 n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Rectagular Concrete Veloc Dn (ft/s) = 3.59 Culvert Entrance = Slope tapered, Veloc Up (ft/s) = 4.85 more favorable edges HGL Dn (ft) = 325.08 Coeff. K,M,c,Y,k = 0.5, 0.667, 0.0378, 0.71, 0.2 HGL Up (ft) = 325.12 Hw Elev (ft) = 5.56 -- Embankment Hw/D (ft) 0.93 Top Elevation (ft) = 326.32 - Flow Regime = Inlet Control Top Width (ft) = 48.00 Crest Width (ft) = 48.00 Bev(0) CULVERT 300-10 YEAR STORM Hat Depth(0) 327.00 2.61 326.50 .._........_....._..._._............................._.............._....._........................................ 2.11 325.00 1.61 325 60 ...... ., . - Jplet Control 1.1t ................ 0.61 326.00 �._�-^ 324.50 .e 0.11 324.00 -039 taw- 323.60 0 5 10 15 20 25 30 36 40 45 60 55 60 66 70 75 60 Box Cu vert H3L Embank Reach OD C C C 0 C 0 49 Culvert Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday,Jul 15 2014 CULVERT 300 - 100 YEAR STORM Invert Elev Dn (ft) = 324.09 Calculations • Pipe Length (ft) = 60.00 Qmin (cfs) = 7.12 • Slope (%) = 0.50 Qmax (cfs) = 9.63 • Invert Elev Up (ft) = 324.39 Tailwater Elev (ft) = (dc+D)/2 Rise (in) = 15.0 w Shape = Box Highlighted • Span (in) = 24.0 Qtotal (cfs) = 9.63 • No. Barrels = 1 Qpipe (cfs) = 9.63 • n-Value = 0.012 Qovertop (cfs) = 0.00 Culvert Type = Rectagular Concrete Veloc Dn (ft/s) = 4.49 IIIP Culvert Entrance = Slope tapered, Veloc Up (ft/s) = 5.36 • more favorable edges HGL Dn (ft) = 325.16 Coeff. K,M,c,Y,k = 0.5, 0.667, 0.0378, 0.71, 0.2 HGL Up (ft) = 325.29 Hw Elev (ft) = 325.84 Embankment Hw/D (ft) = 1.16 16) Top Elevation (ft) = 326.32 Flow Regime = Inlet Control Top Width (ft) = 48.00 Crest Width (ft) = 48.00 41Y>f/ Ela(It) CLLYERT 300-10 YEAR STORM Hw Depth(R) 1 11601""s. 327.00 �����1���1� 2.84 % 32500 ......__ 1.61 ® _ -_ --_-_ ,ii,.„ii„ • 325.W .. _.......-: 1.11 . - is 0.84 • 041 324.W 3R. xZ � �c, E�^ 4 ....._. 49 ----I-- 'gig ; ' Imiiiii .......__.. .... ..iiinWi _..._ ........ ._.._... 324 00 -0303 ___:gm minsia _____________MI - Mai 323.W -088 0 5 10 15 20 25 30 35 40 45 W 65 80 15 70 75 80 Box Guyon HGL Embank Ruch(R) 0 C C , C C C C 1 Appendix B6—Channel Design Summary \ N \ \ § / § k ci 0 3 ksi— J - \ 7 0 7 / NON N (A 00 N $ \ N - 2 CDC § r°,• (-20 o o. 0 \ ° [ § a O O. � to (5N N j 0 en 0 .. N r. co m m ff 6 o a N q o 2 / (i) — -4 o > > o $ _1 o \ \ 2 f ig ) - § § 11- c co o § \ C \-03 \ ■ ® / 14 0 j .C2 -o = e "- CI j X 7, , 2 0 0 0 c — CO 3 N 5 § k 2 \ d Cr -C 0 Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 Channel No 100 - 10 yr Storm Trapezoidal Highlighted 0 Bottom Width (ft) = 4.00 Depth (ft) = 1.06 IS Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 29.85 Total Depth (ft) = 2.00 Area (sqft) = 8.73 Invert Elev (ft) = 309.02 Velocity (ft/s) = 3.42 • Slope (%) = 1.11 Wetted Perim (ft) = 12.74 al N-Value = 0.035 Crit Depth, Yc (ft) = 0.90 Top Width (ft) = 12.48 i Calculations EGL (ft) = 1.24 . Compute by: Known Q • Known Q (cfs) = 29.85 C° Elev (ft) Section Depth (fl 312.00 2.98 -----E s 311.50 !NW2.48 0 I mai ElbillihmE C 311.00 11 0.1. -E. 1.98 mi. . — Es No ablia gpiaiNinManit NM NM ANUNIM4916 Mi 310.50 Nil mom 1.48 MMNMRIIZI kiiiniiiii iala M Ir Q 310.00limp 0.98 rimmum NM MI 309.50 111111 MRINIMMIr EIIIIII 0.48 Mk MI IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII El ligr le 309.00 MIME -0.02 308.50 -0.52 0 2 4 6 8 10 12 14 16 18 20 22 24 I Reach (ft) Channel Report • Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 fit - Channel No 100 - 100 yr Storm Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 1.22 Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 40.23 Total Depth (ft) = 2.00 Area (sqft) = 10.83 • Invert Elev (ft) = 309.02 Velocity (ft/s) = 3.71 Slope (%) = 1.11 Wetted Perim (ft) = 14.06 • N-Value = 0.035 Crit Depth, Yc (ft) = 1.05 Top Width (ft) = 13.76 Calculations EGL (ft) = 1.43 Compute by: Known Q Known Q (cfs) = 40.23 Elev (ft) Section Depth (fi 312.00 2.98 311.50 I 1111.111.11111 all 2.48 MIEN311.00 1.98 mail MIL 1.1111=E NM _ imill rill 310.50 1.48 Ir 11111 1 11 11111.1111111 310.00 0.98 kikiai 309.50 111111 lit 1111 0.48 309.00 IllIl . -0.02 El 6 _ .... 308.50 -0.52 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Channel Report • Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 — Channel No 200 - 10 yr Storm Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0.64 Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 12.22 Total Depth (ft) = 2.00 Area (sqft) = 4.20 Invert Elev (ft) = 315.93 Velocity (ft/s) = 2.91 Slope (%) = 1.40 Wetted Perim (ft) = 9.28 N-Value = 0.035 Crit Depth, Yc (ft) = 0.55 Top Width (ft) = 9.12 Calculations EGL (ft) = 0.77 Compute by: Known Q Known Q (cfs) = 12.22 Elev (ft) Section Depth (fi 318.00 2.07 317.50 1.57 317.00 - 1.07 316.50 = 0.57 316.00 0.07 315.50 - -0.43 ..m . 315.00 -0.93 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk,Inc. Tuesday,Jul 15 2014 Channel No 200 - 100 yr Storm Trapezoidal Highlighted Bottom Width (ft) = 4.00 Depth (ft) = 0.74 Side Slopes (z:1) = 4.00, 4.00 Q (cfs) = 16.47 Total Depth (ft) = 2.00 Area (sqft) = 5.15 Invert Elev (ft) = 315.93 Velocity (ft/s) = 3.20 Slope (%) = 1.40 Wetted Perim (ft) = 10.10 N-Value = 0.035 Crit Depth, Yc (ft) = 0.65 Top Width (ft) = 9.92 Calculations EGL (ft) = 0.90 Compute by: Known Q Known Q (cfs) = 16.47 Elev (ft) Section Depth (fi 318.00 2.07 1:=1116‘1,111 mimmord 317.50 nip"' 1.57 317.00 1.07 Lk Mk �r , A MIN C 316.50 Ipill111116, III ME 0.57 ir nom MIMI I WAI • L. 1 111111111111111 All r 316.00 0.07 MIMIM Mil EMIN 111 1E1 315.501 -0.43____ gli .1111111 r. ___.... = im _ _ ._ 315.00 -0.93 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) Appendix C—Detention Ponds 1 & 2 o w 'p 7 C 0, E a N 0 R u T i0 b '0 W U ri O N N .. .-. .. .-. y s.,2.00 u. y .N. O V 0 00 W 00 00 O N F N 00 N N O, \ 0.) 1 e `'y ��. N .r11 M .M. ' 7 04 / y O o II II II o tvl s m — a > y On 00 O oR d II I II >, _ ?. .a - 0) e moo. '000 Vl ,n o 00 0, 'N-. M0 00 0 O E r'2. 00 M 7 N d' V-, 00 a d .-V' V1 N M M .N. l0 00 Ni l v0 $ o ..el t- oo a oo O R O II II II a, _ ° A 'G m L" O N '0 '0 '0 o O N ,-,2 ,..0 O 00 00 00 00 v.,• bV a; O. a 0\ :. .M. 00 n O b oNi leo E a v N N N 0 z 0 o h .+ " 00 00 O uQ II II II .^�.+ .O '0 0) ^ L FF 7 N 00 0 0 0N CV1 01 0000 00 00 D, ,. ._ M O M 0 M D, WV `? N 00 M '.a N g a `V.r o0 M N N r M \ ro C O O 5 00 0o c ` ` Its II II II u 5-4, b0.11 T n N i" 00 O M M N M 0 1 00 N M M M M M M 'a )O )o ,D •8 N 0 -d Ya. -d O :11i C O O co O O co 0a. 3 p O N N o0 .*4 0 ❑ 4 �D U o C�' a U y R '9 >: w 9 y oo c ✓ C Q U Q 'O w ,c II II II e o . Fn' . } o o b .. C U v v ,0 0�n0 00 N o `0 ro o ``-' N A :3 0 0 0 0 0 0 .gp Ly A E•-. d F -¢ FII II ta y m .,o g2i 4 0 . R 0 7 o a. o 0 G 0 L 00 7 V', .-. N O N O y E ice. v V N M '0 O 07 .0- 'p '• CZ O Q a) C:-- 04 0 00 .p R . C O U ` c°'. x c 9 . v o m U v� A d ° aa. 3 o as 3 o U o Gd cu ax 0 b b hO wti p, . E . .` R CV "' 0 J C74 T N (C O ° 0V o o x O ' . f . Q „ri N w ° 0 CI OL " v, 4 II II II Ia" G• F. � C 9 Q a II 64 A Q • 0 HaaQU : -a - § A I 0 © ot 7 } { k Q = ra A' = A E \ � / \ ) / � « ) 0/ § / - 61.k �\ � � 2 2 ] # k »/ \ j } } )/. Q / v-,-§§ ,\\ <ij z 0g ©B V) Q \ . t 7 2 | ./ j ƒ 2 a 2 t k j t \ c4 } I; O a ! . § A . A § « 22 . 0 /_ & \ 9 \ / 4. ® ^ 2 : I k : ] / 2 ƒ ) / 0 \ / \ \ \ j \ 0. II , i II II II ! � _ £ ® 2 / 2 .:S" 4 Detention Pond 1 Appendix C Detention Pond 1 Summary Detention Pond 1 Design Storm Inflow Outflow W.S. Elevation (yr) (cfs) (cfs) (ft) 2 15.01 5.36 325.30 10 20.48 6.15 325.58 25 23.39 6.46 325.69 50 26.44 6.78 325.82 100 27.61 6.90 325.86 100 Plugged 27.61 8.29 326.08 Top of Pond Berm=327.25',Top of Spillway 325.86' Detention Pond 1 Appendix C Detention Pond 1 Area-Capacity Data Detention Pond 1 Elevation Depth Volume Cumulative 90% Cumulative Volume Volume (ft) (ft) (ft3) (ft3) (ft3) 323.5 0.0 0 0 0 324.0 0.5 28 28 26 324.5 1.0 458 486 442 325.0 1.5 3,067 3,553 3,230 325.5 2.0 6,800 10,353 9,412 326.0 2.5 10,133 20,486 18,624 326.5 3.0 15,892 36,378 33,071 Detention Pond 1 Appendix C Elevation-Discharge Data Depth-Discharge Data 15" Outfall 20' Trapezoidal Pond Pipe Weir Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 323.5 0.0 0.00 0.00 0.00 324.0 0.5 1.10 0.00 1.10 324.5 1.0 2.89 0.00 2.89 325.0 1.5 4.30 0.00 4.30 325.5 2.0 5.94 0.00 5.94 326.0 2.5 7.22 0.00 7.22 326.5 3.0 8.31 0.00 8.31 Notes: 1.The Outlet Structure is a 15" outfall pipe. 2. The overflow spillway is a trapezoidal weir at 325.86'and 20'wide. Detention Pond 1 Plugged Condition Depth-Discharge Data 15" Outfall 20' Trapezoidal Pond Pipe Weir Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 323.5 0.0 0.00 0.00 0.00 324.0 0.5 0.00 0.00 0.00 324.5 1.0 0.00 0.00 0.00 325.0 1.5 0.00 0.00 0.00 325.5 2.0 0.00 0.00 0.00 326.0 2.5 0.00 3.49 3.49 326.5 3.0 0.00 34.10 34.10 Notes: 1.The Outlet Structure is a 15" outfall pipe. 2. The overflow spillway is a trapezoidal weir at 325.86'and 20'wide. Detention Pond 1 Appendix C Storage Routing Analysis Parameters t=60s Detention Pond 1 Elevation Depth Discharge Storage 2 s/t 2 s/t+0 (ft) (ft) (0, cfs) (s, cf) 323.50 0.0 0.00 0.0 0.0 0.00 324.00 0.5 1.10 25.6 0.9 1.95 324.50 1.0 2.89 442.0 14.7 17.62 325.00 1.5 4.30 3230.0 107.7 111.97 325.50 2.0 5.94 9412.0 313.7 319.67 326.00 2.5 7.22 18624.0 620.8 628.02 326.50 3.0 8.31 33071.0 1102.4 1110.68 The Outlet Structure is a 15" pipe.The overflow spillway is a trapezoidal weir at elev=325.86' Detention Pond 1 Inflow&Outflow Hydrographs Appendix C Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr Time(min) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.50 0.79 2.05 1.12 2.34 1.15 2.64 1.19 2.76 1.21 2 3.00 1.41 4.10 1.60 4.68 1.73 5.29 1.86 5.52 1.91 3 4.50 1.97 6.14 2.42 7.02 2.66 7.93 2.89 8.28 2.90 4 6.00 2.70 8.19 2.96 9.36 3.01 10.58 3.06 11.04 3.08 5 7.50 2.98 10.24 3.11 11.69 3.17 13.22 3.22 13.80 3.24 6 9.00 3.11 12.29 3.24 14.03 3.21 15.86 3.35 16.56 3.45 7 10.50 3.22 14.34 3.37 16.37 3.70 18.51 4.01 19.32 4.13 8 12.00 3.19 16.38 3.95 18.71 4.31 21.15 4.47 22.08 4.53 9 13.50 3.65 18.43 4.40 21.05 4.59 23.80 4.78 24.85 4.86 10 15.01 4.13 20.48 ' 4.67 23.39 4.89 26.44 5.12 27.61" 5.20 11 14.25 4.42 19.46 4.93 22.22 5.18 25.12 5.43 26.23 5.53 12 13.50 4.59 18.43 5.15 21.05 5.43 23.80 5.71 24.85 5.81 13 12.75 4.74 17.41 5.35 19.88 5.65 22.47 5.95 23.46 6.03 14 12.00 4.87 16.38 5.52 18.71 5.84 21.15 6.09 22.08 6.18 15 11.25 4.98 15.36 5.67 17.54 5.99 19.83 6.22 20.70 6.31 16 10.50 5.07 14.34 5.80 16.37 6.09 18.51 6.33 19.32 6.43 17 9.75 5.15 13.31 5.91 15.20 6.17 17.19 6.43 17.94 6.53 18 9.00 5.22 12.29 5.98 14.03 6.25 15.86 6.52 16.56 6.62 19 8.25 5.27 11.26 6.04 12.86 6.31 14.54 6.59 15.18 6.69 20 7.50 5.31 10.24 6.08 11.69 6.36 13.22 6.65 13.80 6.76 21 6.75 5.34 9.22 6.11 10.53 6.40 11.90 6.70 12.42 6.81 22 6.00 5.36 8.19 6.14 9.36 6.43 10.58 6.73 11.04 6.85 23 5.25 5.36 7.17 6.15 8.19 6.45 9.25 6.76 9.66 6.92 24 4.50 5.35 6.14 6.15 7.02 6.46 7.93 6.77 8.28 7.01 25 3.75 5.33 5.12 6.15 5.85 6.46 6.61 6.78 6.90 7.03 26 3.00 5.30 4.10 6.14 4.68 6.45 5.29 6.77 5.52 7.00 27 2.25 5.26 3.07 6.11 3.51 6.43 3.97 6.75 4.14 6.91 28 1.50 5.21 2.05 6.08 2.34 6.40 2.64 6.73 2.76 6.84 29 0.75 5.15 1.02 6.04 1.17 6.36 1.32 6.69 1.38 6.81 30 0.00 5.07 0.00 5.99 0.00 6.31 0.00 6.64 0.00 6.76 31 0.00 4.99 0.00 5.93 0.00 6.26 0.00 6.58 0.00 6.70 32 0.00 4.91 0.00 5.85 0.00 6.20 0.00 6.53 0.00 6.65 33 0.00 4.83 0.00 5.77 0.00 6.15 0.00 6.47 0.00 6.59 34 0.00 4.75 0.00 5.69 0.00 6.09 0.00 6.42 0.00 6.54 35 0.00 4.66 0.00 5.60 0.00 6.04 0.00 6.37 0.00 6.48 36 0.00 4.58 0.00 5.52 0.00 5.98 0.00 6.31 0.00 6.43 37 0.00 4.50 0.00 5.44 0.00 5.92 0.00 6.26 0.00 6.37 38 0.00 4.42 0.00 5.36 0.00 5.84 0.00 6.20 0.00 6.32 39 0.00 4.34 0.00 5.28 0.00 5.76 0.00 6.15 0.00 6.26 40 0.00 4.20 0.00 5.20 0.00 5.68 0.00 6.09 0.00 6.21 41 0.00 4.02 0.00 5.11 0.00 5.60 0.00 6.04 0.00 6.15 42 0.00 3.84 0.00 5.03 0.00 5.51 0.00 5.98 0.00 6.10 43 0.00 3.66 0.00 4.95 0.00 5.43 0.00 5.92 0.00 6.04 44 0.00 3.48 0.00 4.87 0.00 5.35 0.00 5.84 0.00 5.99 45 0.00 3.30 0.00 4.79 0.00 5.27 0.00 5.75 0.00 5.93 46 0.00 3.20 0.00 4.71 0.00 5.19 0.00 5.67 0.00 5.85 47 0.00 3.25 0.00 4.62 0.00 5.11 0.00 5.59 0.00 5.77 48 0.00 3.23 0.00 4.54 0.00 5.02 0.00 5.51 0.00 5.69 49 0.00 3.19 0.00 4.46 0.00 4.94 0.00 5.43 0.00 5.60 50 0.00 3.13 0.00 4.38 0.00 4.86 0.00 5.35 0.00 5.52 51 0.00 3.06 0.00 4.29 0.00 4.78 0.00 5.26 0.00 5.44 52 0.00 2.98 0.00 4.11 0.00 4.70 0.00 5.18 0.00 5.36 53 0.00 2.90 0.00 3.93 0.00 4.62 0.00 5.10 0.00 5.28 54 0.00 2.34 0.00 3.75 0.00 4.53 0.00 5.02 0.00 5.20 55 0.00 1.79 0.00 3.57 0.00 4.45 0.00 4.94 0.00 5.11 56 0.00 1.37 0.00 3.39 0.00 4.37 0.00 4.86 0.00 5.03 57 0.00 0.66 0.00 3.21 0.00 4.27 0.00 4.78 0.00 4.95 58 0.00 0.00 0.00 3.22 0.00 4.09 0.00 4.69 0.00 4.87 59 0.00 0.00 0.00 3.24 0.00 3.91 0.00 4.61 0.00 4.79 Iiii 0 • Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr 411 60 0.00 0.00 0.00 3.21 0.00 3.73 0.00 4.53 0.00 4.71 II 61 0.00 0.00 0.00 3.16 0.00 3.55 0.00 4.45 0.00 4.62 62 0.00 0.00 0.00 3.09 0.00 3.37 0.00 4.37 0.00 4.54 o 63 0.00 0.00 0.00 3.02 0.00 3.19 0.00 4.27 0.00 4.46 64 0.00 0.00 0.00 2.94 0.00 3.23 0.00 4.09 0.00 4.38 65 0.00 0.00 0.00 2.66 0.00 3.24 0.00 3.90 0.00 4.29 66 0.00 0.00 0.00 2.07 0.00 3.21 0.00 3.72 0.00 4.11 67 0.00 0.00 0.00 1.58 0.00 3.15 0.00 3.54 0.00 3.93 68 0.00 0.00 0.00 1.19 0.00 3.09 0.00 3.36 0.00 3.75 69 0.00 0.00 0.00 0.07 0.00 3.01 0.00 3.19 0.00 3.57 70 0.00 0.00 0.00 0.02 0.00 2.93 0.00 3.23 0.00 3.39 71 0.00 0.00 0.00 0.01 0.00 2.60 0.00 3.24 0.00 3.21 72 0.00 0.00 0.00 0.01 0.00 2.02 0.00 3.21 0.00 3.22 73 0.00 0.00 0.00 0.01 0.00 1.54 0.00 3.15 0.00 3.24 74 0.00 0.00 0.00 0.00 0.00 1.16 0.00 3.08 0.00 3.21 75 0.00 0.00 0.00 0.00 0.00 0.01 0.00 3.01 0.00 3.16 76 0.00 0.00 0.00 0.00 0.00 0.01 0.00 2.93 0.00 3.10 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.57 0.00 3.02 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.99 0.00 2.94 79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.52 0.00 2.66 80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.15 0.00 2.07 81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.58 82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 P 85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 102 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 104 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ` 107 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 108 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 109 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 110 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 111 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 113 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 114 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 i 121 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4, 122 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 123 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 124` ` 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 126 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 128 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 129 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 131 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 132 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 134 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 135 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 136 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 137 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 138 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 139 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 140 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 142 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 144 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 145 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 146 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 147 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 148 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 151 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 152 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 153 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 154 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 155 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 156 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 157 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 158 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 159 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 160 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 162 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 163 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 164 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 165 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 166 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 167 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 169 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 170 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 171 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 174 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 175 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 176 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 177 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 179 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 180 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 181; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 182 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 183 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 184 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 185 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr l0yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 186 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 188 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 189 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 190 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 191 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 193 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 194 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 195 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 196 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 197 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 198 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 199 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 200 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 201 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 202 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 203 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 204 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 205 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 206 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 207 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 208 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 209 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 210 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 211 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 212 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 213 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 215 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 216 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 217 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 218 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 219 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 220 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 221 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 222 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 223 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 224 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 225 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 226 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 227 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 228 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 229 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 230 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 231 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 232 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 233 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 234 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 235 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 236 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 237 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 238 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 239 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 240 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 241 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 242 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 243 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 244 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L ?N N ?� o Y 4— 3 C O - LS C C o o O. 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I 1 I 1 � 7 , r,r''rrr.r....P.R..e O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O 00 t i 4 Ni O o0 O 4 Ni O W QS 4 Ni O m N N N N N r-1 r-1 c-I e--I r-I (sp)al.ietpsia Runoff Flow Direction 2-Pre-Development VS.Post Development Hydrographs Appendix C Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr l0yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr Time(min) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.33 1.01 0.46 1.42 0.53 1.50 0.60 1.58 0.63 1.61 2 0.66 1.85 0.93 2.20 1.06 2.41 1.21 2.64 1.26 2.72 3 0.98 2.63 1.39 3.32 1.60 3.69 1.81 4.05 1.89 4.12 4 1.31 3.58 1.85 4.16 2.13 4.38 2.42 4.61 2.53 4.70 5 1.64 4.08 2.32 4.62 2.66 4.89 3.02 5.16 3.16 5.26 6 1.97 4.43 2.78 5.04 3.19 5.27 3.63 5.68 3.79 5.88 7 2.29 4.76 3.24 5.47 3.72 6.10 4.23 6.73 4.42 6.96 8 2.62 4.95 3.71 6.35 4.26 7.05 4.84 7.57 5.05 7.77 9 2.95 5.63 4.17 7.10 4.79 7.68 5.44 8.27 5.68 8.50 10 3.28 6.34 4.63 7.67 5.32 8.32 6.05 8.99 6.31 9.25 11 3.60 6.51 5.10 7.78 5.85 8.44 6.65 9.12 6.94 9.38 12 3.93 6.57 5.56 7.85 6.38 8.52 7.26 9.20 7.57 9.46 13 4.26 6.61 6.02 7.90 6.92 8.57 7.86 9.25 8.21 9.47 14 4.59 6.63 6.49 7.92 7.45 8.59 8.47 9.20 8.84 9.42 15 4.92 6.63 6.95 7.92 7.98 8.56 9.07 9.13 9.47 9.35 16 5.24 6.62 7.41 7.90 8.51 8.49 9.67 9.05 10.10 9.26 17 5.57 6.59 7.88 7.86 9.04 8.40 10.28 8.95 10.73 9.16 18 5.90 6.54 8.34 7.79 9.58 8.31 10.88 8.84 11.36 9.05 19 6.23 6.48 8.80 7.69 10.11 8.20 11.49 8.72 11.99 8.92 20 6.55 6.41 9.27 7.58 10.64 8.08 12.09 8.59 12.63 8.78 21 6.88 6.33 9.73 7.46 11.17 7.95 12.70 8.44 13.26 8.63 22 7.21 6.24 10.19 7.34 11.71 7.81 13.30 8.29 13.89 8.47 23 7.54 6.13 10.66 7.20 12.24 7.65 13.91 8.12 14.52 8.34 24 7.86 6.01 11.12 7.06 12.77 7.49 14.51 7.94 15.15 8.23 25 8.19 5.89 11.58 6.90 13.30 7.32 15.12 7.75 15.78 8.05 26 8.03 5.75 11.35 6.74 13.04 7.14 14.81 7.55 15.47 7.81 27 7.86 5.59 11.12 6.56 12.77 6.95 14.51 7.34 15.15 7.52 28 7.70 5.43 10.89 6.38 12.50 6.75 14.21 7.11 14.83 7.25 29 7.54 5.26 10.66 6.19 12.24 6.53 13.91 6.88 14.52 7.01 30 7.37 5.07 10.43 5.99 11.97 6.31 13.60 6.64 14.20 6.76 31 7.21 4.99 10.19 5.93 11.71 6.26 13.30 6.58 13.89 6.70 32 7.04 4.91 9.96 5.85 11.44 6.20 13.00 6.53 13.57 6.65 33 6.88 4.83 9.73 5.77 11.17 6.15 12.70 6.47 13.26 6.59 34 6.72 4.75 9.50 5.69 10.91 6.09 12.40 6.42 12.94 6.54 35 6.55 4.66 9.27 5.60 10.64 6.04 12.09 6.37 12.63 6.48 36 6.39 4.58 9.04 5.52 10.37 5.98 11.79 6.31 12.31 6.43 37 6.23 4.50 8.80 5.44 10.11 5.92 11.49 6.26 11.99 6.37 38 6.06 4.42 8.57 5.36 9.84 5.84 11.19 6.20 11.68 6.32 39 ' 5.90 4.34 8.34 5.28 9.58 5.76 10.88 6.15 11.36 6.26 40 5.73 4.20 8.11 5.20 9.31 5.68 10.58 6.09 11.05 6.21 41 5.57 4.02 7.88 5.11 9.04 5.60 10.28 6.04 10.73 6.15 42 5.41 3.84 7.65 5.03 8.78 5.51 9.98 5.98 10.42 6.10 435.24 3.66 7.41 4.95 8.51 5.43 9.67 5.92 10.10 6.04 44 5.08 3.48 7.18 4.87 8.25 5.35 9.37 5.84 9.78 5.99 45 4.92 3.30 6.95 4.79 7.98 5.27 9.07 5.75 9.47 5.93 46 4.75 3.20 6.72 4.71 7.71 5.19 8.77 5.67 9.15 5.85 47 4.59 3.25 6.49 4.62 7.45 5.11 8.47 5.59 8.84 5.77 48 4.42 3.23 6.26 4.54 7.18 5.02 8.16 5.51 8.52 5.69 49 4.26 3.19 6.02 4.46 6.92 4.94 7.86 5.43 8.21 5.60 50 4.10 3.13 5.79 4.38 6.65 4.86 7.56 5.35 7.89 5.52 51 3.93 3.06 5.56 4.29 6.38 4.78 7.26 5.26 7.57 5.44 52 3.77 2.98 5.33 4.11 6.12 4.70 6.95 5.18 7.26 5.36 53 3.60 2.90 5.10 3.93 5.85 4.62 6.65 5.10 6.94 5.28 54 3.44 2.34 4.87 3.75 5.59 4.53 6.35 5.02 6.63 5.20 55 3.28 1.79 4.63 3.57 5.32 4.45 6.05 4.94 6.31 5.11 56 3.11 1.37 4.40 3.39 5.05 4.37 5.74 4.86 6.00 5.03 57 2.95 0.66 4.17 3.21 4.79 4.27 5.44 4.78 5.68 4.95 58 2.79 0.00 3.94 3.22 4.52 4.09 5.14 4.69 5.37 4.87 59 2.62 0.00 3.71 3.24 4.26 3.91 4.84 4.61 5.05 4.79 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr 10yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr 60 2.46 0.00 3.48 3.21 3.99 3.73 4.53 4.53 4.73 4.71 61 2.29 0.00 3.24 3.16 3.72 3.55 4.23 4.45 4.42 4.62 62 2.13 0.00 3.01 3.09 3.46 3.37 3.93 4.37 4.10 4.54 63 1.97 0.00 2.78 3.02 3.19 3.19 3.63 4.27 3.79 4.46 64 1.80 0.00 2.55 2.94 2.93 3.23 3.33 4.09 3.47 4.38 65 1.64 0.00 2.32 2.66 2.66 3.24 3.02 3.90 3.16 4.29 66 1.47 0.00 2.09 2.07 2.39 3.21 2.72 3.72 2.84 4.11 67 1.31 0.00 1.85 1.58 2.13 3.15 2.42 3.54 2.52 3.93 68 1.15 0.00 1.62 1.19 1.86 3.09 2.12 3.36 2.21 3.75 69 0.98 0.00 1.39 0.07 1.60 3.01 1.81 3.19 1.89 3.57 70 0.82 0.00 1.16 0.02 1.33 2.93 1.51 3.23 1.58 3.39 71 0.66 0.00 0.93 0.01 1.06 2.60 1.21 3.24 1.26 3.21 72 0.49 0.00 0.70 0.01 0.80 2.02 0.91 3.21 0.95 3.22 73 0.33 0.00 0.46 0.01 0.53 1.54 0.60 3.15 0.63 3.24 74 0.16 0.00 0.23 0.00 0.27 1.16 0.30 3.08 0.32 3.21 75 0.00 0.00 0.00 0.00 0.00 0.01 0.00 3.01 0.00 3.16 76 0.00 0.00 0.00 0.00 0.00 0.01 0.00 2.93 0.00 3.10 77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.57 0.00 3.02 78 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.99 0.00 2.94 79 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.52 0.00 2.66 80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.15 0.00 2.07 81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.58 82 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.20 83 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 84 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 85 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 86 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 87 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 88 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 89 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 97 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 99 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 101 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 102 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 103 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 104 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 105 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 106 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 107 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 108 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 109 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 110 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 111 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 112 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 113 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 114 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 115 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 116 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 118 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 119 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 120 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 121 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 122 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr 10yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr 123 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 124 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 125 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 126 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 127 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 128 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 129 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 130 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 131 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 132 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 134 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 135 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 136 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 137 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 138 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 139 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 140 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 141 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 142 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 143 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 144 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 145 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 146 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 147 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 148 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 149 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 150 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 151 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 152 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 153 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 154 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 155 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 156 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 157 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 158 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 159 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 160 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 161 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 162 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 163 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 164 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 165 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 166 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 167 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 168 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 169 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 170 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 171 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 172 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 173 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 174 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 175 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 176 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 177 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 178 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 179 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 180 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 181 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 182 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 183 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 184 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 185 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr l0yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 186 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 187 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 188 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 189 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 190 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 191 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 192 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 193 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 194 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 195 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 196 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 197 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 198 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 199 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 200 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 201 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 202 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 203 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 204 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 205 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 206 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 207 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 208 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 209 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 210 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 211 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 212 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 213 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 214 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 215 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 216 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 217 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 218 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 219 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 220 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 221 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 222 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 223 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 224 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 225 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 226 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 227 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 228 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 229 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 230 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 231 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 232 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 233 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 234 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 235 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 236 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 237 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 238 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 239 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 240 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 241 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 242 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 243 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 244 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 245 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 T N N _ C 41• N Q Q O N > a) N o O +, CU O a a 0 - N O - u1 N 0 N N 0 m N O N N N 0 _c N 0. 0 i O N p 0 Ql 1 O _ 00 ci - O n C o O o u- > ai 0) Q. _ • Q C 0 E a 4 U o E N 0 a L t--1 f0 O 0 N O o Co - O N- I ..� . . o 40. o rn -F '" oo / - o s- 0 N m `° �.. = o 6 «,.. �.. 4%. r' ... 1 1 1 -T .+ o 0 0 0 0 0 0 O 00 (sp)a2JeLpsia L 0 0 <-4 c a) a) E Q 0 0 v a) a) O +, N I_ 0 CL CL I ' 0 - Ln - N O N N O m N 0 N VI 0 Q. — ,-i 6 _ N L O 0 – o -a , O T Q1 }, – oo = I E U - • — — LO "a 02) ami Q. = Ln O Q +, Q o d O E .-1 a) 0 E LT a 0 ca 0 - o o 3 T aO) o oo - 0 r LD in - O 0o r o r _ o ✓ m (0000 CN +r .� <-4 ..1410 MOM t .._., I - 0 0 0 0 0 0 0 0 0 0 0 0 0 N O 00 L0 N O ci c I r1 (sp)agaetpsia L >. 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'E o H di 0) o E aI L 0 H 0 o 0 o `-1 !'I 0 ch ..r o o 0 00 .00t - N 40o l0 O co r' - L!1 NF - CJ- Lri ,-1 ( 0 c-I ♦ «r -` m N N w - O ', ,.., a .s. o 0 0 0 0 0 0 0 0 0 0 0000 ci-i 4 Nit-I O o0 lD d' Ni O (sp)88JeIps!a • • • Detention Pond 2 • Appendix C • Detention Pond 2 Summary • • Detention Pond 2 • Design Storm Inflow Outflow W.S. Elevation Cr (yr) (cfs) (cfs) (ft) • 2 22.53 3.29 308.84 • 10 30.75 3.69 309.42 • 25 35.12 3.89 309.72 • 50 39.70 4.90 310.01 100 41.45 5.96 310.09 • 100 Plugged 41.45 9.55 310.26 • Top of Pond Berm=310.80',Top of Spillway 310.09' • • • • • • • • • • • • • • • • • • • • • • • • • • • • Detention Pond 2 Appendix C Detention Facility Area-Capacity Data Detention Pond 2 Elevation Depth Volume Cumulative 90% Cumulative Volume Volume (ft) (ft) (ft3) (ft3) (ft3) 306.04 0.0 0 0 0 307.0 1.0 1,331 1,331 1,210 308.0 2.0 7,043 8,374 7,613 309.0 3.0 11,310 19,685 17,895 310.0 4.0 13,581 33,265 30,241 311.0 5.0 16,589 49,854 45,322 Detention Pond 2 Appendix C Elevation-Discharge Data Depth-Discharge Data 18" Outfall 24" x 24" 40' Trapezoidal Pond Pipe 18" x 4" Slot Grate Inlet Weir Total Design Elevation Depth Flow Flow Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 306.0 0.0 0.00 0.00 0.00 0.00 0.00 307.0 1.0 1.07 1.07 0.00 0.00 1.07 308.0 2.0 2.64 2.61 0.00 0.00 2.64 309.0 3.0 3.43 3.41 0.00 0.00 3.43 310.0 4.0 4.76 3.91 0.84 0.00 4.76 311.0 5.0 16.79 0.89 15.90 0.00 16.79 Notes: 1. The Outlet Structure is a concrete box with a 18" outfall pipe and an 18"tall x 4" wide slot in the front of the box. 2. The overflow spillway is a trapezoidal weir at 310.09',with a width of 40'. The outlet structure will also have a 24" x 24'*grate at 309.90'to be used as overflow if the slot is clogged. Detention Pond 2 Plugged Condition Depth-Discharge Data 18" Outfall 24" x 24" 40' Trapezoidal Pond Pipe 18" x 4" Slot Grate Inlet Weir Total Design Elevation Depth Flow Flow Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 306.04 0.0 0.00 0.00 0.00 0.00 0.00 307.0 1.0 0.00 0.00 0.00 0.00 0.00 308.0 2.0 0.00 0.00 0.00 0.00 0.00 309.0 3.0 0.00 0.00 0.00 0.00 0.00 310.0 4.0 0.00 0.00 0.00 0.00 0.00 311.0 5.0 0.00 0.00 0.00 115.63 115.63 Notes: 1. The Outlet Structure is a concrete box with a 18" outfall pipe and an 18"tall x 4"wide slot in the front of the box. 2. The overflow spillway is a trapezoidal weir at 310.09',with a width of 40'. The outlet structure will also have a 24" x 24" grate at 309.90'to be used as overflow if the slot is clogged. Detention Pond 2 Appendix C Storage Routing Analysis Parameters t=60s Detention Pond 2 Elevation Depth Discharge Storage • 2 s/t 2 s/t+0 • (ft) (ft) (0,cfs) (s, cf) - 306.04 0.0 0.00 0.0 0.0 0.00 • 307.00 1.0 1.07 1331.0 44.4 45.44 308.00 2.0 2.64 8374.3 279.1 281.78 • 309.00 3.0 3.43 19684.5 656.2 659.58 310.00 4.0 4.76 33265.1 1108.8 1113.60 • 311.00 5.0 16.79 49854.2 1661.8 1678.60 • The Outlet Structure is a box structure with an 18" outfall pipe and an 18" x • 4" slot in the front.The overflow spillway is a trapezoidal weir at elev= • 310.09'and a 24" grate inlet at elev=309.90' ID • • r • • • S S S • S S S • S S • • • • Detention Pond 2 Inflow&Outflow Hydrographs Appendix C Inflow Outflow Inflow Outflow Inflow` Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr Time(min) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 2.25 0.01 3.07 0.02 3.51 0.02 3.97 0.03 4.14 0.03 2 4.51 0.10 6.15 0.16 7.02 0.20 7.94 0.24 8.29 0.26 3 6.76 0.35 9.22 0.57 10.54 0.70 11.91 0.84 12.43 0.89 4 9.01 0.84 12.30 1.12 14.05 1.17 15.88 1.23 16.58 1.25 5 11.26 1.17 15.37 1.32 17.56 1.41 19.85 1.51 20.72 1.54 6 13.52 1.35 18.45 1.59 21.07 1.73 23.82 1.87 24.87 1.93 7 15.77 1.58 21.52 1.93 24.58 2.10 27.79 2.24 29.01 2.29 8 18.02 1.86 24.60 2.24 28.09 2.40 31.76 2.54 33.16 2.58 9 20.28 2.15 27.67 2.50 31.61 2.63 35.73 2.72 37.30 2.76 10 22.53''s 2.38 30_75" 2.68 35.12 2.79 39.70 2.89 4145 2.94 11 21.40 2.57 29.21 2.82 33.36 2.94 37.71 3.06 39.38 3.11 12 20.28 2.67 27.67 2.94 31.61 3.08 35.73 3.21 37.30 3.26 13 19.15 2.76 26.14 3.05 29.85 3.20 33.74 3.35 35.23 3.40 14 18.02 2.84 24.60 3.15 28.09 3.31 31.76 3.46 33.16 3.51 15 16.90 2.91 23.06 3.25 26.34 3.41 29.77 3.55 31.09 3.61 16 15.77 2.97 21.52 3.32 24.58 3.49 27.79 3.64 29.01 3.69 17 14.64 3.03 19.99 3.40 22.83 3.55 25.80 3.71 26.94 3.77 18 13.52 3.08 18.45 3.46 21.07 3.62 23.82 3.78 24.87 3.84 19 12.39 3.13 16.91 3.51 19.32 3.67 21.83 3.84 22.80 3.90 20 11.26 3.16 15.37 3.54 17.56 3.72 19.85 3.89 20.72 3.95 21 10.14 3.20 13.84 3.58 15.80 3.76 17.86 3.94 18.65 4.00 22 9.01 3.22 12.30 3.62 14.05 3.79 15.88 3.97 16.58 4.48 23 7.89 3.25 10.76 3.64 12.29 3.82 13.89 4.07 14.51 4.94 24 6.76 3.27 9.22 3.66 10.54 3.85 11.91 4.38 12.43 5.38 25 5.63 3.28 7.69 3.67 8.78 3.86 9.92 4.62 10.36 5.70 26 4.51 3.29 6.15 3.68 7.02 3.88 7.94 4.78 8.29 5.89 27 3.38 3.29 4.61 3.69 5.27 3.88_ 5.95 4.90` 6.22 5.96 28 2.25 3.29 3.07 3.69 3.51 3.88 3.97 4.90 4.14 5.92 29 1.13 3.28 1.54 3.69 1.76 3.88 1.98 4.80 2.07 5.77 30 0.00 3.27 0.00 3.68 0.00 3.87 0.00 4.65 0.00 5.52 31 0.00 3.26 0.00 3.66 0.00 3.86 0.00 4.48 0.00 5.23 32 0.00 3.24 0.00 3.65 0.00 3.85 0.00 4.32 0.00 4.96 33 0.00 3.23 0.00 3.64 0.00 3.84 0.00 4.17 0.00 4.72 34 0.00 3.21 0.00 3.63 0.00 3.82 0.00 4.02 0.00 4.55 35 0.00 3.20 0.00 3.62 0.00 3.81 0.00 3.99 0.00 4.38 36 0.00 3.18 0.00 3.61 0.00 3.80 0.00 3.98 0.00 4.23 37 0.00 3.17 0.00 3.60 0.00 3.79 0.00 3.97 0.00 4.08 38 0.00 3.15 0.00 3.58 0.00 3.78 0.00 3.96 0.00 3.99 39 0.00 3.14 0.00 3.57 0.00 3.77 0.00 3.94 0.00 3.98 40 0.00 3.13 0.00 3.56 0.00 3.75 0.00 3.93 0.00 3.97 41 0.00 3.12 0.00 3.55 0.00 3.74 0.00 3.92 0.00 3.96 42 0.00 3.10 0.00 3.54 0.00 3.73 0.00 3.91 0.00 3.95 43 0.00 3.09 0.00 3.52 0.00 3.72 0.00 3.89 0.00 3.94 44 0.00 3.07 0.00 3.51 0.00 3.70 0.00 3.88 0.00 3.92 45 0.00 3.06 0.00 3.50 0.00 3.69 0.00 3.87 0.00 3.91 46 0.00 3.04 0.00 3.49 0.00 3.68 0.00 3.86 0.00 3.90 47 0.00 3.03 0.00 3.48 0.00 3.67 0.00 3.85 0.00 3.89 48 0.00 3.01 0.00 3.47 0.00 3.66 0.00 3.83 0.00 3.87 49 0.00 3.00 0.00 3.46 0.00 3.65 0.00 3.82 0.00 3.86 50 0.00 2.99 0.00 3.44 0.00 3.63 0.00 3.81 0.00 3.85 51 0.00 2.97 0.00 3.43 0.00 3.62 0.00 3.80 0.00 3.84 52 0.00 2.96 0.00 3.42 0.00 3.61 0.00 3.79 0.00 3.83 53 0.00 2.95 0.00 3.41 0.00 3.60 0.00 3.78 0.00 3.82 54 0.00 2.93 0.00 3.39 0.00 3.59 0.00 3.76 0.00 3.80 55 0.00 2.92 0.00 3.38 0.00 3.57 0.00 3.75 0.00 3.79 56 0.00 2.90 0.00 3.36 0.00 3.56 0.00 3.74 0.00 3.78 57 0.00 2.89 0.00 3.35 0.00 3.55 0.00 3.73 0.00 3.77 58 0.00 2.87 0.00 3.33 0.00 3.54 0.00 3.71 0.00 3.76 59 0.00 2.86 0.00 3.32 0.00 3.53 0.00 3.70 0.00 3.74 Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr 10yr 25yr 25yr 50yr 5Oyr 100yr 100yr 60 0.00 2.85 0.00 3.31 0.00 3.52 0.00 3.69 0.00 3.73 61 0.00 2.83 0.00 3.29 0.00 3.50 0.00 3.68 0.00 3.72 62 0.00 2.82 0.00 3.28 0.00 3.49 0.00 3.67 0.00 3.71 63 0.00 2.81 0.00 3.27 0.00 3.48 0.00 3.65 0.00 3.69 64 0.00 2.79 0.00 3.25 0.00 3.47 0.00 3.64 0.00 3.68 65 0.00 2.78 0.00 3.24 0.00 3.46 0.00 3.63 0.00 3.67 66 0.00 2.77 0.00 3.22 0.00 3.45 0.00 3.62 0.00 3.66 67 0.00 2.75 0.00 3.21 0.00 3.43 0.00 3.61 0.00 3.65 68 0.00 2.74 0.00 3.19 0.00 3.42 0.00 3.60 0.00 3.64 69 0.00 2.72 0.00 3.18 0.00 3.41 0.00 3.59 0.00 3.63 70 0.00 2.71 0.00 3.16 0.00 3.39 0.00 3.57 0.00 3.62 71 0.00 2.69 0.00 3.15 0.00 3.38 0.00 3.56 0.00 3.60 72 0.00 2.68 0.00 3.14 0.00 3.37 0.00 3.55 0.00 3.59 73 0.00 2.67 0.00 3.12 0.00 3.35 0.00 3.54 0.00 3.58 74 0.00 2.65 0.00 3.11 0.00 3.34 0.00 3.53 0.00 3.57 75 0.00 2.64 0.00 3.10 0.00 3.32 0.00 3.51 0.00 3.55 76 0.00 2.63 0.00 3.08 0.00 3.31 0.00 3.50 0.00 3.54 77 0.00 2.61 0.00 3.07 0.00 3.30 0.00 3.49 0.00 3.53 78 0.00 2.60 0.00 3.05 0.00 3.28 0.00 3.48 0.00 3.52 79 0.00 2.58 0.00 3.04 0.00 3.27 0.00 3.47 0.00 3.51 80 0.00 2.55 0.00 3.02 0.00 3.25 0.00 3.46 0.00 3.50 81 0.00 2.53 0.00 3.01 0.00 3.24 0.00 3.44 0.00 3.49 82 0.00 2.51 0.00 3.00 0.00 3.22 - 0.00 3.43 0.00 3.47 83 0.00 2.49 0.00 2.98 0.00 3.21 0.00 3.42 0.00 3.46 84 0.00 2.46 0.00 2.97 0.00 3.19 0.00 3.41 0.00 3.45 85 0.00 2.44 0.00 2.96 0.00 3.18 0.00 3.39 0.00 3.44 86 0.00 2.42 0.00 2.94 0.00 3.17 0.00 3.38 0.00 3.42 87 0.00 2.39 0.00 2.93 0.00 3.15 0.00 3.36 0.00 3.41 88 0.00 2.36 0.00 2.91 0.00 3.14 0.00 3.35 0.00 3.40 89 0.00 2.33 0.00 2.90 0.00 3.13 0.00 3.33 0.00 3.38 90 0.00 2.31 0.00 2.88 0.00 3.11 0.00 3.32 0.00 3.37 91 0.00 2.28 0.00 2.87 0.00 3.10 0.00 3.31 0.00 3.35 92 0.00 2.25 0.00 2.86 0.00 3.09 0.00 3.29 0.00 3.34 93 0.00 2.23 0.00 2.84 0.00 3.07 0.00 3.28 0.00 3.33 94 0.00 2.20 0.00 2.83 0.00 3.06 0.00 3.27 0.00 3.31 95 0.00 2.17 0.00 2.82 0.00 3.04 0.00 3.25 0.00 3.30 96 0.00 2.14 0.00 2.80 0.00 3.03 0.00 3.24 0.00 3.29 97 0.00 2.11 0.00 2.79 0.00 3.01 0.00 3.22 0.00 3.27 98 0.00 2.07 0.00 2.78 0.00 3.00 0.00 3.21 0.00 3.26 99 0.00 2.04 0.00 2.76 0.00 2.99 0.00 3.19 0.00 3.24 100 0.00 2.01 0.00 2.75 0.00 2.97 0.00 3.18 0.00 3.23 101 0.00 1.98 0.00 2.73 0.00 2.96 0.00 3.16 0.00 3.21 102 0.00 1.94 0.00 2.72 0.00 2.95 0.00 3.15 0.00 3.20 103 0.00 1.90 0.00 2.70 0.00 2.93 0.00 3.14 0.00 3.18 104 0.00 1.87 0.00 2.69 0.00 2.92 0.00 3.13 0.00 3.17 105 0.00 1.83 0.00 2.67 0.00 2.90 0.00 3.11 0.00 3.16 106 0.00 1.80 0.00 2.66 0.00 2.89 0.00 3.10 0.00 3.14 107 0.00 1.77 0.00 2.65 0.00 2.87 0.00 3.08 0.00 3.13 108 0.00 1.73 0.00 2.64 0.00 2.86 0.00 3.07 0.00 3.12 109 0.00 1.70 0.00 2.62 0.00 2.85 0.00 3.05 0.00 3.10 110 0.00 1.67 0.00 2.61 0.00 2.83 0.00 3.04 0.00 3.09 111 0.00 1.64 0.00 2.59 0.00 2.82 0.00 3.02 0.00 3.07 112 0.00 1.61 0.00 2.57 0.00 2.81 0.00 3.01 0.00 3.06 113 0.00 1.58 0.00 2.55 0.00 2.79 0.00 3.00 0.00 3.04 114 0.00 1.56 0.00 2.53 0.00 2.78 0.00 2.99 0.00 3.03 115 0.00 1.53 0.00 2.50 0.00 2.76 0.00 2.97 0.00 3.02 116 0.00 1.50 0.00 2.48 0.00 2.75 0.00 2.96 0.00 3.00 117 0.00 1.48 0.00 2.46 0.00 2.73 0.00 2.95 0.00 2.99 118 0.00 1.45 0.00 2.43 0.00 2.72 0.00 2.93 0.00 2.98 119 0.00 1.42 0.00 2.41 0.00 2.71 0.00 2.92 0.00 2.96 120 0.00 1.40 0.00 2.38 0.00 2.69 0.00 2.90 0.00 2.95 121 0.00 1.38 0.00 2.35 0.00 2.68 0.00 2.89 0.00 2.94 122 0.00 1.35 0.00 2.33 0.00 2.66 0.00 2.87 0.00 2.92 Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr l0yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr 123 0.00 1.33 0.00 2.30 0.00 2.65 0.00 2.86 0.00 2.91 124 0.00 1.31 0.00 2.27 0.00 2.64 0.00 2.84 0.00 2.89 125 0.00 1.29 0.00 2.24 0.00 2.63 0.00 2.83 0.00 2.88 126 0.00 1.27 0.00 2.22 0.00 2.61 0.00 2.82 0.00 2.86 127 0.00 1.25 0.00 2.19 0.00 2.59 0.00 2.80 0.00 2.85 128 0.00 1.23 0.00 2.16 0.00 2.57 0.00 2.79 0.00 2.84 129 0.00 1.21 0.00 2.13 0.00 2.55 0.00 2.78 0.00 2.82 130 0.00 1.19 0.00 2.10 0.00 2.53 0.00 2.76 0.00 2.81 131 0.00 1.17 0.00 2.07 0.00 2.51 0.00 2.75 0.00 2.80 132 0.00 1.15 0.00 2.03 0.00 2.49 0.00 2.73 0.00 2.78 133 0.00 1.13 0.00 2.00 0.00 2.46 0.00 2.72 0.00 2.77 134 0.00 1.11 0.00 1.96 0.00 2.44 0.00 2.70 0.00 2.75 135 0.00 1.10 0.00 1.93 0.00 2.41 0.00 2.69 0.00 2.74 136 0.00 1.08 0.00 1.89 0.00 2.39 0.00 2.68 0.00 2.72 137 0.00 1.03 0.00 1.86 0.00 2.36 0.00 2.66 0.00 2.71 138 0.00 0.96 0.00 1.82 0.00 2.33 0.00 2.65 0.00 2.69 139 0.00 0.89 0.00 1.79 0.00 2.30 0.00 2.64 0.00 2.68 140 0.00 0.83 0.00 1.76 0.00 2.28 0.00 2.62 0.00 2.67 141 0.00 0.77 0.00 1.72 0.00 2.25 0.00 2.61 0.00 2.66 142 0.00 0.71 0.00 1.69 0.00 2.22 0.00 2.59 0.00 2.64 143 0.00 0.66 0.00 1.66 0.00 2.20 0.00 2.57 0.00 2.63 144 0.00 0.62 0.00 1.63 0.00 2.17 0.00 2.55 0.00 2.62 145 0.00 0.58 0.00 1.60 0.00 2.14 0.00 2.53 0.00 2.60 146 0.00 0.54 0.00 1.57 0.00 2.10 0.00 2.51 0.00 2.58 147 0.00 0.51 0.00 1.55 0.00 2.07 0.00 2.48 0.00 2.56 148 0.00 0.48 0.00 1.52 0.00 2.04 0.00 2.46 0.00 2.54 149 0.00 0.45 0.00 1.49 0.00 2.01 0.00 2.43 0.00 2.52 150 0.00 0.42 0.00 1.47 0.00 1.97 0.00 2.41 0.00 2.49 151 0.00 0.39 0.00 1.44 0.00 1.94 0.00 2.38 0.00 2.47 152 0.00 0.37 0.00 1.42 0.00 1.90 0.00 2.36 0.00 2.44 153 0.00 0.35 0.00 1.39 0.00 1.86 0.00 2.33 0.00 2.42 154 0.00 0.33 0.00 1.37 0.00 1.83 0.00 2.30 0.00 2.39 155 0.00 0.32 0.00 1.35 0.00 1.79 0.00 2.27 0.00 2.37 156 0.00 0.30 0.00 1.32 0.00 1.76 0.00 2.25 0.00 2.34 157 0.00 0.28 0.00 1.30 0.00 1.73 0.00 2.22 0.00 2.31 158 0.00 0.27 0.00 1.28 0.00 1.70 0.00 2.19 0.00 2.29 159 0.00 0.25 0.00 1.26 0.00 1.67 0.00 2.17 0.00 2.26 160 0.00 0.24 0.00 1.24 0.00 1.64 0.00 2.13 0.00 2.23 161 0.00 0.23 0.00 1.22 0.00 1.61 0.00 2.10 0.00 2.20 162 0.00 0.22 0.00 1.20 0.00 1.58 0.00 2.07 0.00 2.18 163 0.00 0.21 0.00 1.18 0.00 1.55 0.00 2.04 0.00 2.15 164 0.00 0.20 0.00 1.16 0.00 1.53 0.00 2.01 0.00 2.11 165 0.00 0.19 0.00 1.14 0.00 1.50 0.00 1.97 0.00 2.08 166 0.00 0.18 0.00 1.13 0.00 1.47 0.00 1.93 0.00 2.05 167 0.00 0.17 0.00 1.11 0.00 1.45 0.00 1.89 0.00 2.02 168 0.00 0.17 0.00 1.09 0.00 1.42 0.00 1.86 0.00 1.98 169 0.00 0.16 0.00 1.07 0.00 1.40 0.00 1.82 0.00 1.95 170 0.00 0.15 0.00 1.01 0.00 1.38 0.00 1.79 0.00 1.91 171 0.00 0.15 0.00 0.94 0.00 1.35 0.00 1.76 0.00 1.87 172 0.00 0.14 0.00 0.87 0.00 1.33 0.00 1.73 0.00 1.84 173 0.00 0.14 0.00 0.81 0.00 1.31 0.00 1.70 0.00 1.80 174 0.00 0.13 0.00 0.75 0.00 1.29 0.00 1.66 0.00 1.77 175 0.00 0.13 0.00 0.70 0.00 1.26 0.00 1.63 0.00 1.74 176 0.00 0.12 0.00 0.65 0.00 1.24 0.00 1.60 0.00 1.71 177 0.00 0.12 0.00 0.61 0.00 1.22 0.00 1.58 0.00 1.68 178 0.00 0.11 0.00 0.57 0.00 1.20 0.00 1.55 0.00 1.65 179 0.00 0.11 0.00 0.53 0.00 1.18 0.00 1.52 0.00 1.62 180 0.00 0.10 0.00 0.50 0.00 1.17 0.00 1.50 0.00 1.59 181 0.00 0.10 0.00 0.47 0.00 1.15 0.00 1.47 0.00 1.56 182 0.00 0.10 0.00 0.44 0.00 1.13 0.00 1.44 0.00 1.53 183 0.00 0.09 0.00 0.41 0.00 1.11 0.00 1.42 0.00 1.51 184 0.00 0.09 0.00 0.39 0.00 1.09 0.00 1.40 0.00 1.48 185 0.00 0.09 0.00 0.36 0.00 1.08 0.00 1.37 0.00 1.45 Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow Inflow Outflow 2yr 2yr 10yr l0yr 25yr 25yr 50yr 50yr 100yr 100yr 186 0.00 0.08 0.00 0.34 0.00 1.03 0.00 1.35 0.00 1.43 187 0.00 0.08 0.00 0.33 0.00 0.95 0.00 1.33 0.00 1.41 188 0.00 0.08 0.00 0.31 0.00 0.88 0.00 1.30 0.00 1.38 189 0.00 0.08 0.00 0.29 0.00 0.82 0.00 1.28 0.00 1.36 190 0.00 0.07 0.00 0.28 0.00 0.76 0.00 1.26 0.00 1.34 191 0.00 0.07 0.00 0.26 0.00 0.71 0.00 1.24 0.00 1.31 192 0.00 0.07 0.00 0.25 0.00 0.66 0.00 1.22 0.00 1.29 193 0.00 0.07 0.00 0.24 0.00 0.61 0.00 1.20 0.00 1.27 194 0.00 0.07 0.00 0.23 0.00 0.58 0.00 1.18 0.00 1.25 195 0.00 0.06 0.00 0.22 0.00 0.54 0.00 1.16 0.00 1.23 196 0.00 0.06 0.00 0.21 0.00 0.50 0.00 1.14 0.00 1.21 197 0.00 0.06 0.00 0.20 0.00 0.47 0.00 1.13 0.00 1.19 198 0.00 0.06 0.00 0.19 0.00 0.44 0.00 1.11 0.00 1.17 199 0.00 0.06 0.00 0.18 0.00 0.42 0.00 1.09 0.00 1.15 200 0.00 0.06 0.00 0.17 0.00 0.39 0.00 1.07 0.00 1.13 201 0.00 0.05 0.00 0.16 0.00 0.37 0.00 1.02 0.00 1.12 202 0.00 0.05 0.00 0.16 0.00 0.35 0.00 0.94 0.00 1.10 203 0.00 0.05 0.00 0.15 0.00 0.33 0.00 0.87 0.00 1.08 204 0.00 0.05 0.00 0.15 0.00 0.31 0.00 0.81 0.00 1.05 205 0.00 0.05 0.00 0.14 0.00 0.30 0.00 0.75 0.00 0.97 206 0.00 0.05 0.00 0.13 0.00 0.28 0.00 0.70 0.00 0.90 207 0.00 0.05 0.00 0.13 0.00 0.27 0.00 0.65 0.00 0.84 208 0.00 0.05 0.00 0.12 0.00 0.25 0.00 0.61 0.00 0.78 209 0.00 0.04 0.00 0.12 0.00 0.24 0.00 0.57 0.00 0.72 210 0.00 0.04 0.00 0.12 0.00 0.23 0.00 0.53 0.00 0.67 211 0.00 0.04 0.00 0.11 0.00 0.22 0.00 0.50 0.00 0.63 212 0.00 0.04 0.00 0.11 0.00 0.21 0.00 0.47 0.00 0.59 213 0.00 0.04 0.00 0.10 0.00 0.20 0.00 0.44 0.00 0.55 214 0.00 0.04 0.00 0.10 0.00 0.19 0.00 0.41 0.00 0.51 215 0.00 0.04 0.00 0.10 0.00 0.18 0.00 0.39 0.00 0.48 216 0.00 0.04 0.00 0.09 0.00 0.17 0.00 0.37 0.00 0.45 217 0.00 0.04 0.00 0.09 0.00 0.17 0.00 0.35 0.00 0.42 218 0.00 0.03 0.00 0.09 0.00 0.16 0.00 0.33 0.00 0.40 219 0.00 0.03 0.00 0.08 0.00 0.15 0.00 0.31 0.00 0.38 220 0.00 0.03 0.00 0.08 0.00 0.15 0.00 0.30 0.00 0.35 221 0.00 0.03 0.00 0.08 0.00 0.14 0.00 0.28 0.00 0.34 222 0.00 0.03 0.00 0.08 0.00 0.14 0.00 0.27 0.00 0.32 223 0.00 0.03 0.00 0.07 0.00 0.13 0.00 0.25 0.00 0.30 224 0.00 0.03 0.00 0.07 0.00 0.13 0.00 0.24 0.00 0.29 225 0.00 0.03 0.00 0.07 0.00 0.12 0.00 0.23 0.00 0.27 226 0.00 0.03 0.00 0.07 0.00 0.12 0.00 0.22 0.00 0.26 227 0.00 0.03 0.00 0.07 0.00 0.11 0.00 0.21 0.00 0.24 228 0.00 0.03 0.00 0.06 0.00 0.11 0.00 0.20 0.00 0.23 229 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.19 0.00 0.22 230 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.18 0.00 0.21 231 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.17 0.00 0.20 232 0.00 0.02 0.00 0.06 0.00 0.09 0.00 0.16 0.00 0.19 233 0.00 0.02 0.00 0.06 0.00 0.09 0.00 0.16 0.00 0.18 234 0.00 0.02 0.00 0.05 0.00 0.09 0.00 0.15 0.00 0.18 235 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.15 0.00 0.17 236 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.14 0.00 0.16 237 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.14 0.00 0.15 238 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.13 0.00 0.15 239 0.00 0.02 0.00 0.05 0.00 0.07 0.00 0.13 0.00 0.14 240 0.00 0.02 0.00 0.05 0.00 0.07 0.00 0.12 0.00 0.14 241 0.00 0.02 0.00 0.04 0.00 0.07 0.00 0.12 0.00 0.13 242 0.00 0.02 0.00 0.04 0.00 0.07 0.00 0.11 0.00 0.13 243 0.00 0.02 0.00 0.03 0.00 0.05 0.00 0.07 0.00 0.08 244 0.00 0.02 0.00 0.03 0.00 0.04 0.00 0.07 0.00 0.08 T T N N ?� 0 0 w 3 C O C c 0 0 a a CrI : o - l0 T N O - to C - N O • - d' N O .- CO r O »- N N j ] O , ci N 0 in O Q O f9c11L ri 1100 "0 il T O 3O o V It 41) 3 � O `� oF a I )- O E M s- o E /# 3 O 0 // F a/ r CO / t o I o - o N _ O tri 4 O . 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O M N O jJ N N r7 0 of ,- f0 t (No a • O 0tzt 0 'a 0 C GJ • Q 2 o E C 0 E O Irsj L � I � ›- 0 0 0 e-1 7- rn I 7 O r co Lr; _ M Lrs o - O 3,33 ,,,11/„3 31431 3„3 „3, „33 T333 1333 3333 11, litt 3I3, 3„3 1333 3133 3„1 - r O 0 o O O O O O O O o 0 0 o O O O o O O o 0 o O O o cacao co O o 0 0 o O O o O o 0 o O N O 00 l0 N O o6 L.D N O DD u6 4 N O o0 tD 4 N 4 4 4 M M M M M N N N N N rI ri r1 r1 rI (s;p)a2JeLpsid I Runoff Direction 3-Pre-Development VS.Post Development Hydrographs Appendix C Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr 10yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr Time(min) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.13 0.01 0.19 0.02 0.22 0.02 0.25 0.03 0.26 0.03 2 0.27 0.10 0.38 0.16 0.44 0.20 0.50 0.24 0.52 0.26 3 0.40 0.35 0.57 0.57 0.65 0.70 0.74 0.84 0.78 0.89 4 0.54 0.84 0.76 1.12 0.87 1.17 0.99 1.23 1.04 1.25 5 0.67 1.17 0.95 1.32 1.09 1.41 1.24 1.51 1.29 1.54 6 0.80 1.35 1.14 1.59 1.31 1.73 1.49 1.87 1.55 1.93 7 0.94 1.58 1.33 1.93 1.53 2.10 1.74 2.24 1.81 2.29 8 1.07 1.86 1.52 2.24 1.74 2.40 1.98 2.54 2.07 2.58 9 1.20 2.15 1.71 2.50 1.96 2.63 2.23 2.72 2.33 2.76 10 1.34 2.38 1.90 2.68 2.18 2.79 2.48 2.89 2.59 2.94 11 1.47 2.57 2.09 2.82 2.40 2.94 2.73 3.06 2.85 3.11 12 1.61 2.67 2.28 2.94 2.62 3.08 2.98 3.21 3.11 3.26 13 1.74 2.76 2.47 3.05 2.83 3.20 3.22 3.35 3.37 3.40 14 1.87 2.84 2.66 3.15 3.05 3.31 3.47 3.46 3.63 3.51 15 2.01 2.91 2.85 3.25 3.27 3.41 3.72 3.55 3.88 3.61 16 2.14 2.97 3.04 3.32 3.49 3.49 3.97 3.64 4.14 3.69 17 2.27 3.03 3.23 3.40 3.71 3.55 4.22 3.71 4.40 3.77 18 2.41 3.08 3.42 3.46 3.93 3.62 4.46 3.78 4.66 3.84 19 2.54 3.13 3.61 3.51 4.14 3.67 4.71 3.84 4.92 3.90 20 2.68 3.16 3.80 3.54 4.36 3.72 4.96 3.89 5.18 3.95 21 2.81 3.20 3.99 3.58 4.58 3.76 5.21 3.94 5.44 4.00 22 2.94 3.22 4.18 3.62 4.80 3.79 5.46 3.97 5.70 4.48 23 3.08 3.25 4.37 3.64 5.02 3.82 5.70 4.07 5.96 4.94 24 3.21 3.27 4.56 3.66 5.23 3.85 5,95 4.38 6.21 5.38 25 3.35 3.28 4.75 3.67 5.45 3.86 6.20 4.62 6.47 5.70 26 3.48 3.29 4.94 3.68 5.67 3.88 6.45 4.78 6.73 5.89 27 3.61 3.29 5.13 3.69 5.89 3_88 6.70 4.90 639 5.96 28 3.55 3.29 5.03 3.69 5.78 3.88 6.57 4.90 6.86 5.92 29 3.48 3.28 4.94 3.69 5.67 3.88 6.45 4.80 6.73 5.77 30 3.41 3.27 4.84 3.68 5.56 3.87 6.32 4.65 6.60 5.52 31 3.35 3.26 4.75 3.66 5.45 3.86 6.20 4.48 6.47 5.23 32 3.28 3.24 4.65 3.65 5.34 3.85 6.08 4.32 6.34 4.96 33 3.21 3.23 4.56 3.64 5.23 3.84 5.95 4.17 6.21 4.72 34 3.14 3.21 4.46 3.63 5.12 3.82 5.83 4.02 6.08 4.55 35 3.08 3.20 4.37 3.62 5.02 3.81 5.70 3.99 5.96 4.38 36 3.01 3.18 4.27 3.61 4.91 3.80 5.58 3.98 5.83 4.23 37 2.94 3.17 4.18 3.60 4.80 3.79 5.46 3.97 5.70 4.08 38 2.88 3.15 4.08 3.58 4.69 3.78 5.33 3.96 5.57 3.99 39 2.81 3.14 3.99 3.57 4.58 3.77 5.21 3.94 5.44 3.98 40 2.74 3.13 3.89 3.56 4.47 3.75 5.08 3.93 5.31 3.97 41 2.68 3.12 3.80 3.55 4.36 3.74 4.96 3.92 5.18 3.96 42 2.61 3.10 3.70 3.54 4.25 3.73 4.84 3.91 5.05 3.95 43 2.54 3.09 3.61 3.52 4.14 3.72 4.71 3.89 4.92 3.94 44 2.48 3.07 3.51 3.51 4.03 3.70 4.59 3.88 4.79 3.92 45 2.41 3.06 3.42 3.50 3.93 3.69 4.46 3.87 4.66 3.91 46 2.34 3.04 3.32 3.49 3.82 3.68 4.34 3.86 4.53 3.90 47 2.27 3.03 3.23 3.48 3.71 3.67 4.22 3.85 4.40 3.89 48 2.21 3.01 3.13 3.47 3.60 3.66 4.09 3.83 4.27 3.87 49 2.14 3.00 3.04 3.46 3.49 3.65 3.97 3.82 4.14 3.86 50 2.07 2.99 2.94 3.44 3.38 3.63 3.84 3.81 4.01 3.85 51 2.01 2.97 2.85 3.43 3.27 3.62 3.72 3.80 3.88 3.84 52 1.94 2.96 2.75 3.42 3.16 3.61 3.60 3.79 3.75 3.83 53 1.87 2.95 2.66 3.41 3.05 3.60 3.47 3.78 3.63 3.82 54 1.81 2.93 2.56 3.39 2.94 3.59 3.35 3.76 3.50 3.80 55 1.74 2.92 2.47 3.38 2.83 3.57 3.22 3.75 3.37 3.79 56 1.67 2.90 2.37 3.36 2.73 3.56 3.10 3.74 3.24 3.78 57 1.61 2.89 2.28 3.35 2.62 3.55 2.98 3.73 3.11 3.77 58 1.54 2.87 2.18 3.33 2.51 3.54 2.85 3.71 2.98 3.76 59 1.47 2.86 2.09 3.32 2.40 3.53 2.73 3.70 2.85 3.74 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr l0yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 60 1.40 2.85 1.99 3.31 2.29 3.52 2.60 3.69 2.72 3.73 61 1.34 2.83 1.90 3.29 2.18 3.50 2.48 3.68 2.59 3.72 62 1.27 2.82 1.80 3.28 2.07 3.49 2.36 3.67 2.46 3.71 63 1.20 2.81 1.71 3.27 1.96 3.48 2.23 3.65 2.33 3.69 64 1.14 2.79 1.61 3.25 1.85 3.47 2.11 3.64 2.20 3.68 65 1.07 2.78 1.52 3.24 1.74 3.46 1.98 3.63 2.07 3.67 66 1.00 2.77 1.42 3.22 1.64 3.45 1.86 3.62 1.94 3.66 67 0.94 2.75 1.33 3.21 1.53 3.43 1.74 3.61 1.81 3.65 68 0.87 2.74 1.23 3.19 1.42 3.42 1.61 3.60 1.68 3.64 69 0.80 2.72 1.14 3.18 1.31 3.41 1.49 3.59 1.55 3.63 70 0.74 2.71 1.04 3.16 1.20 3.39 1.36 3.57 1.42 3.62 71 0.67 2.69 0.95 3.15 1.09 3.38 1.24 3.56 1.29 3.60 72 0.60 2.68 0.85 3.14 0.98 3.37 1.12 3.55 1.17 3.59 73 0.54 2.67 0.76 3.12 0.87 3.35 0.99 3.54 1.04 3.58 74 0.47 2.65 0.66 3.11 0.76 3.34 0.87 3.53 0.91 3.57 75 0.40 2.64 0.57 3.10 0.65 3.32 0.74 3.51 0.78 3.55 76 0.33 2.63 0.47 3.08 0.55 3.31 0.62 3.50 0.65 3.54 77 0.27 2.61 0.38 3.07 0.44 3.30 0.50 3.49 0.52 3.53 78 0.20 2.60 0.28 3.05 0.33 3.28 0.37 3.48 0.39 3.52 79 0.13 2.58 0.19 3.04 0.22 3.27 0.25 3.47 0.26 3.51 80 0.07 2.55 0.09 3.02 0.11 3.25 0.12 3.46 0.13 3.50 81 0.00 2.53 0.00 3.01 0.00 3.24 0.00 3.44 0.00 3.49 82 0.00 2.51 0.00 3.00 0.00 3.22 0.00 3.43 0.00 3.47 83 0.00 2.49 0.00 2.98 0.00 3.21 0.00 3.42 0.00 3.46 84 0.00 2.46 0.00 2.97 0.00 3.19 0.00 3.41 0.00 3.45 85 0.00 2.44 0.00 2.96 0.00 3.18 0.00 3.39 0.00 3.44 86 0.00 2.42 0.00 2.94 0.00 3.17 0.00 3.38 0.00 3.42 87 0.00 2.39 0.00 2.93 0.00 3.15 0.00 3.36 0.00 3.41 88 0.00 2.36 0.00 2.91 0.00 3.14 0.00 3.35 0.00 3.40 89 0.00 2.33 0.00 2.90 0.00 3.13 0.00 3.33 0.00 3.38 90 0.00 2.31 0.00 2.88 0.00 3.11 0.00 3.32 0.00 3.37 91 0.00 2.28 0.00 2.87 0.00 3.10 0.00 3.31 0.00 3.35 92 0.00 2.25 0.00 2.86 0.00 3.09 0.00 3.29 0.00 3.34 93 0.00 2.23 0.00 2.84 0.00 3.07 0.00 3.28 0.00 3.33 94 0.00 2.20 0.00 2.83 0.00 3.06 0.00 3.27 0.00 3.31 95 0.00 2.17 0.00 2.82 0.00 3.04 0.00 3.25 0.00 3.30 96 0.00 2.14 0.00 2.80 0.00 3.03 0.00 3.24 0.00 3.29 97 0.00 2.11 0.00 2.79 0.00 3.01 0.00 3.22 0.00 3.27 98 0.00 2.07 0.00 2.78 0.00 3.00 0.00 3.21 0.00 3.26 99 0.00 2.04 0.00 2.76 0.00 2.99 0.00 3.19 0.00 3.24 100 0.00 2.01 0.00 2.75 0.00 2.97 0.00 3.18 0.00 3.23 101 0.00 1.98 0.00 2.73 0.00 2.96 0.00 3.16 0.00 3.21 102 0.00 1.94 0.00 2.72 0.00 2.95 0.00 3.15 0.00 3.20 103 0.00 1.90 0.00 2.70 0.00 2.93 0.00 3.14 0.00 3.18 104 0.00 1.87 0.00 2.69 0.00 2.92 0.00 3.13 0.00 3.17 105 0.00 1.83 0.00 2.67 0.00 2.90 0.00 3.11 0.00 3.16 106 0.00 1.80 0.00 2.66 0.00 2.89 0.00 3.10 0.00 3.14 107 0.00 1.77 0.00 2.65 0.00 2.87 0.00 3.08 0.00 3.13 108 0.00 1.73 0.00 2.64 0.00 2.86 0.00 3.07 0.00 3.12 109 0.00 1.70 0.00 2.62 0.00 2.85 0.00 3.05 0.00 3.10 110 0.00 1.67 0.00 2.61 0.00 2.83 0.00 3.04 0.00 3.09 111 0.00 1.64 0.00 2.59 0.00 2.82 0.00 3.02 0.00 3.07 112 0.00 1.61 0.00 2.57 0.00 2.81 0.00 3.01 0.00 3.06 113 0.00 1.58 0.00 2.55 0.00 2.79 0.00 3.00 0.00 3.04 114 0.00 1.56 0.00 2.53 0.00 2.78 0.00 2.99 0.00 3.03 115 0.00 1.53 0.00 2.50 0.00 2.76 0.00 2.97 0.00 3.02 116 0.00 1.50 0.00 2.48 0.00 2.75 0.00 2.96 0.00 3.00 117 0.00 1.48 0.00 2.46 0.00 2.73 0.00 2.95 0.00 2.99 118 0.00 1.45 0.00 2.43 0.00 2.72 0.00 2.93 0.00 2.98 119 0.00 1.42 0.00 2.41 0.00 2.71 0.00 2.92 0.00 2.96 120 0.00 1.40 0.00 2.38 0.00 2.69 0.00 2.90 0.00 2.95 121 0.00 1.38 0.00 2.35 0.00 2.68 0.00 2.89 0.00 2.94 122 0.00 1.35 0.00 2.33 0.00 2.66 0.00 2.87 0.00 2.92 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr 10-yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 123 0.00 1.33 0.00 2.30 0.00 2.65 0.00 2.86 0.00 2.91 124 0.00 1.31 0.00 2.27 0.00 2.64 0.00 2.84 0.00 2.89 125 0.00 1.29 0.00 2.24 0.00 2.63 0.00 2.83 0.00 2.88 126 0.00 1.27 0.00 2.22 0.00 - 2.61 0.00 2.82 0.00 2.86 127 0.00 1.25 0.00 2.19 0.00 2.59 0.00 2.80 0.00 2.85 128 0.00 1.23 0.00 2.16 0.00 2.57 0.00 2.79 0.00 2.84 129 0.00 1.21 0.00 2.13 0.00 2.55 0.00 2.78 0.00 2.82 130 0.00 1.19 0.00 2.10 0.00 2.53 0.00 2.76 0.00 2.81 131 0.00 1.17 0.00 2.07 0.00 2.51 0.00 2.75 0.00 2.80 132 0.00 1.15 0.00 2.03 0.00 2.49 0.00 2.73 0.00 2.78 133 0.00 1.13 0.00 2.00 0.00 2.46 0.00 2.72 0.00 2.77 134 0.00 1.11 0.00 1.96 0.00 2.44 0.00 2.70 0.00 2.75 135 0.00 1.10 0.00 1.93 0.00 2.41 0.00 2.69 0.00 2.74 136 0.00 1.08 0.00 1.89 0.00 2.39 0.00 2.68 0.00 2.72 137 0.00 1.03 0.00 1.86 0.00 2.36 0.00 2.66 0.00 2.71 138 0.00 0.96 0.00 1.82 0.00 2.33 0.00 2.65 0.00 2.69 139 0.00 0.89 0.00 1.79 0.00 2.30 0.00 2.64 0.00 2.68 140 0.00 0.83 0.00 1.76 0.00 2.28 0.00 2.62 0.00 2.67 141 0.00 0.77 0.00 1.72 0.00 2.25 0.00 2.61 0.00 2.66 142 0.00 0.71 0.00 1.69 0.00 2.22 0.00 2.59 0.00 2.64 143 0.00 0.66 0.00 1.66 0.00 2.20 0.00 2.57 0.00 2.63 144 0.00 0.62 0.00 1.63 0.00 2.17 0.00 2.55 0.00 2.62 145 0.00 0.58 0.00 1.60 0.00 2.14 0.00 2.53 0.00 2.60 146 0.00 0.54 0.00 1.57 0.00 2.10 0.00 2.51 0.00 2.58 147 0.00 0.51 0.00 1.55 0.00 2.07 0.00 2.48 0.00 2.56 148 0.00 0.48 0.00 1.52 0.00 2.04 0.00 2.46 0.00 2.54 149 0.00 0.45 0.00 1.49 0.00 2.01 0.00 2.43 0.00 2.52 150 0.00 0.42 0.00 1.47 0.00 1.97 0.00 2.41 0.00 2.49 151 0.00 0.39 0.00 1.44 0.00 1.94 0.00 2.38 0.00 2.47 152 0.00 0.37 0.00 1.42 0.00 1.90 0.00 2.36 0.00 2.44 153 0.00 0.35 0.00 1.39 0.00 1.86 0.00 2.33 0.00 2.42 154 0.00 0.33 0.00 1.37 0.00 1.83 9.00 2.30 0.00 2.39 155 0.00 0.32 0.00 1.35 0.00 1.79 0.00 2.27 0.00 2.37 156 0.00 0.30 0.00 1.32 0.00 1.76 0.00 2.25 0.00 2.34 157 0.00 0.28 0.00 1.30 0.00 1.73 0.00 2.22 0.00 2.31 158 0.00 0.27 0.00 •1.28 0.00 1.70 0.00 2.19 0.00 2.29 159 0.00 0.25 0.00 1.26 0.00 1.67 0.00 2.17 0.00 2.26 160 0.00 0.24 0.00 1.24 0.00 1.64 0.00 2.13 0.00 2.23 161 0.00 0.23 0.00 1.22 0.00 1.61 0.00 2.10 0.00 2.20 162 0.00 0.22 0.00 1.20 0.00 1.58 0.00 2.07 0.00 2.18 163 0.00 0.21 0.00 1.18 0.00 1.55 0.00 2.04 0.00 2.15 164` 0.00 0.20 0.00 1.16 0.00 1.53 0.00 2.01 0.00 2.11 165 0.00 0.19 0.00 1.14 0.00 1.50 0.00 1.97 0.00 2.08 166 0.00 0.18 0.00 1.13 0.00 1.47 0.00 1.93 0.00 2.05 167 0.00 0.17 0.00 1.11 0.00 1.45 0.00 1.89 0.00 2.02 168 0.00 0.17 0.00 1.09 0.00 1.42 0.00 1.86 0.00 1.98 169 0.00 0.16 0.00 1.07 0.00 1.40 0.00 1.82 0.00 1.95 170 0.00 0.15 0.00 1.01 0.00 1.38 0.00 1.79 0.00 1.91 171 0.00 0.15 0.00 0.94 0.00 1.35 0.00 1.76 0.00 1.87 172 0.00 0.14 0.00 0.87 0.00 1.33 0.00 1.73 0.00 1.84 173 0.00 0.14 0.00 0.81 0.00 1.31 0.00 1.70 0.00 1.80 174 0.00 0.13 0.00 0.75 0.00 1.29 0.00 1.66 0.00 1.77 175 0.00 0.13 0.00 0.70 0.00 1.26 0.00 1.63 0.00 1.74 176 0.00 0.12 0.00 0.65 0.00 1.24 0.00 1.60 0.00 1.71 177 0.00 0.12 0.00 0.61 0.00 1.22 0.00 1.58 0.00 1.68 178 0.00 0.11 0.00 0.57 0.00 1.20 0.00 1.55 0.00 1.65 179 0.00 0.11 0.00 0.53 0.00 1.18 0.00 1.52 0.00 1.62 180 0.00 0.10 0.00 0.50 0.00 1.17 0.00 1.50 0.00 1.59 181 0.00 0.10 0.00 0.47 0.00 1.15 0.00 1.47 0.00 1.56 182 0.00 0.10 0.00 0.44 0.00 1.13 0.00 1.44 0.00 1.53 183 0.00 0.09 0.00 0.41 0.00 1.11 0.00 1.42 0.00 1.51 184 0.00 0.09 0.00 0.39 0.00 1.09 0.00 1.40 0.00 1.48 185 0.00 0.09 0.00 0.36 0.00 1.08 0.00 1.37 0.00 1.45 Pre Post Pre Post Pre Post Pre Post Pre Post 2yr 2yr 10yr 10yr 25yr 25yr 50yr 50yr 100yr 100yr 186 0.00 0.08 0.00 0.34 0.00 1.03 0.00 1.35 0.00 1.43 187 0.00 0.08 0.00 0.33 0.00 0.95 0.00 1.33 0.00 1.41 188 0.00 0.08 0.00 0.31 0.00 0.88 0.00 1.30 0.00 1.38 189 0.00 0.08 0.00 0.29 0.00 0.82 0.00 1.28 0.00 1.36 190 0.00 0.07 0.00 0.28 0.00 0.76 0.00 1.26 0.00 1.34 191 0.00 0.07 0.00 0.26 0.00 0.71 0.00 1.24 0.00 1.31 192 0.00 0.07 0.00 0.25 0.00 0.66 0.00 1.22 0.00 1.29 193 0.00 0.07 0.00 0.24 0.00 0.61 0.00 1.20 0.00 1.27 194 0.00 0.07 0.00 0.23 0.00 0.58 0.00 1.18 0.00 1.25 195 0.00 0.06 0.00 0.22 0.00 0.54 0.00 1.16 0.00 1.23 196 0.00 0.06 0.00 0.21 0.00 0.50 0.00 1.14 0.00 1.21 197 0.00 0.06 0.00 0.20 0.00 0.47 0.00 1.13 0.00 1.19 198 0.00 0.06 0.00 0.19 0.00 0.44 0.00 1.11 0.00 1.17 199 0.00 0.06 0.00 0.18 0.00 0.42 0.00 1.09 0.00 1.15 200 0.00 0.06 0.00 0.17 0.00 0.39 0.00 1.07 0.00 1.13 201 0.00 0.05 0.00 0.16 0.00 0.37 0.00 1.02 0.00 1.12 202 0.00 0.05 0.00 0.16 0.00 0.35 0.00 0.94 0.00 1.10 203 0.00 0.05 0.00 0.15 0.00 0.33 0.00 0.87 0.00 1.08 204 0.00 0.05 0.00 0.15 0.00 0.31 0.00 0.81 0.00 1.05 205 0.00 0.05 0.00 0.14 0.00 0.30 0.00 0.75 0.00 0.97 206 0.00 0.05 0.00 0.13 0.00 0.28 0.00 0.70 0.00 0.90 207 0.00 0.05 0.00 0.13 0.00 0.27 0.00 0.65 0.00 0.84 208 0.00 0.05 0.00 0.12 0.00 0.25 0.00 0.61 0.00 0.78 209 0.00 0.04 0.00 0.12 0.00 0.24 0.00 0.57 0.00 0.72 210 0.00 0.04 0.00 0.12 0.00 0.23 0.00 0.53 0.00 0.67 211 0.00 0.04 0.00 0.11 0.00 0.22 0.00 0.50 0.00 0.63 212 0.00 0.04 0.00 0.11 0.00 0.21 0.00 0.47 0.00 0.59 213 0.00 0.04 0.00 0.10 0.00 0.20 0.00 0.44 0.00 0.55 214 0.00 0.04 0.00 0.10 0.00 0.19 0.00 0.41 0.00 0.51 215 0.00 0.04 0.00 0.10 0.00 0.18 0.00 0.39 0.00 0.48 216 0.00 0.04 0.00 0.09 0.00 0.17 0.00 0.37 0.00 0.45 217 0.00 0.04 0.00 0.09 0.00 0.17 0.00 0.35 0.00 0.42 218 0.00 0.03 0.00 0.09 0.00 0.16 0.00 0.33 0.00 0.40 219 0.00 0.03 0.00 0.08 0.00 0.15 0.00 0.31 0.00 0.38 220 0.00 0.03 0.00 0.08 0.00 0.15 0.00 0.30 0.00 0.35 221 0.00 0.03 0.00 0.08 0.00 0.14 0.00 0.28 0.00 0.34 222 0.00 0.03 0.00 0.08 0.00 0.14 0.00 0.27 0.00 0.32 223 0.00 0.03 0.00 0.07 0.00 0.13 0.00 0.25 0.00 0.30 224 0.00 0.03 0.00 0.07 0.00 0.13 0.00 0.24 0.00 0.29 225 0.00 0.03 0.00 0.07 0.00 0.12 0.00 0.23 0.00 0.27 226 0.00 0.03 0.00 0.07 0.00 0.12 0.00 0.22 0.00 0.26 227 0.00 0.03 0.00 0.07 0.00 0.11 0.00 0.21 0.00 0.24 228 0.00 0.03 0.00 0.06 0.00 0.11 0.00 0.20 0.00 0.23 229 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.19 0.00 0.22 230 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.18 0.00 0.21 231 0.00 0.03 0.00 0.06 0.00 0.10 0.00 0.17 0.00 0.20 232 0.00 0.02 0.00 0.06 0.00 0.09 0.00 0.16 0.00 0.19 233 0.00 0.02 0.00 0.06 :. 0.00 0.09 0.00 0.16 0.00 0.18 234 0.00 0.02 0.00 0.05 0.00 0.09 0.00 0.15 0.00 0.18 235 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.15 0.00 0.17 236 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.14 0.00 0.16 237 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.14 0.00 0.15 238 0.00 0.02 0.00 0.05 0.00 0.08 0.00 0.13 0.00 0.15 239 0.00 0.02 0.00 0.05 0.00 0.07 0.00 0.13 0.00 0.14 240 0.00 0.02 0.00 0.05 0.00 0.07 0.00 0.12 0.00 0.14 241 0.00 0.02 0.00 0.04 0.00 0.07 0.00 0.12 0.00 0.13 242 0.00 0.02 0.00 0.04 0.00 0.07 0.00 0.11 0.00 0.13 243 0.00 0.02 0.00 0.03 0.00 0.05 0.00 0.07 0.00 0.00 244 0.00 0.02 0.00 0.03 0.00 0.04 0.00 0.07 0.00 0.00 245 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 >- N N }, C C a) a a O du > > CU 0 0 a a a a I 0 - N 0 — In N O N I- O M N & O F- N N N IO t — e1 Q I N f0 O L — O NI O 1 0 2 o 4, W -® _ o O - Lo . x r o a 00 CU D.s / _ o O CL r o in O r o E v ! r- L e► - r-I i0 — 0 N / / O rn 1 ® o00 r _ o r 7 N. r =� rO N r' 7...... 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O N s j N Q O II- / N 1/0 O O / 0 L N -0 I co ++ / 0 coC 0.) / 0 CL" X / r' CU CU 1 0 p a / Ln G Q / Cr c -I a / 0 E di / m OJ o E a fC / O o GJ `i 7. / o Ln / O N 0 / rn 0 1 00 / _ 0 /00 CO 0 m / _ o Un rn _ o 00 /ui 0 ` m i o N +ar s n� w O AN* mow 3 3 • 3 3 , 1 3 3 3 _ O 0 0 0 0 0 0 0 0 0 0 00 CD d' N O (sp)aSieIpsia 0 Y Y 0 C a) E E Q Q 0 O z TU > > a.) • o o Y !n v 0 CL a I Is 0 LO N 0 Lfl N 0 I (71-1 0 I • m N / O N Vf N s / 0 CU / N bA re O O l O L N / Q�l / O C co Q. V O x / 0 C1) c> / o C O. / Ln a o a / Cr 0 E a / CZ a, CD 0 E o co / • ,-I CI) o / o `n / 0 rn / o / co / o / 0 O in/ 1 4 T 0. 0 M \ N torn 0 s "Mirr-I 0 O O O O O 00 iD 4 N O (5p)a2Jetps!q 0 0 0 0 c a) a) E E o" 0 0 7) > > v au o o a a II I 0 N O N N 0 ! CI N 0 l J CO N {/I if 0 t N as N CO O L .1 ,-'1 O s*" o "CS / O N >. 2 / m C f O CD co E V ® 0 a.o N x _' o Lo o) w / 0 o 4-0 a / 1-11 COVI 0 Q / c / o E off! m L / O E L_ N i= L RS 0 - s 7 O 0 / 0 .--I `1 / 0 Cr) / 0 / o0 0 / / o - - o t.o 7 ,n al - o rn �n r, I .1116 ., Ware b.. 0 ayr . N allimg ....... O 0 0 0 0 0 0 0 0 0 CO l0 Ti N O (sp)alie.psis Appendix D—Technical Design Summary SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both require storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section III (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subdivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions(affirmative or negative) and provide, at minimum, the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition, electronic versions of the report forms may be obtained from the City. Requirements for the means (medium) of submittal are the same as for a conventional report as detailed in Section III of these Guidelines. Note: Part 1 — Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 — Executive Summary Report Part 2—Project Administration Part 3—Project Characteristics Part 4—Drainage Concept and Design Parameters Part 5—Plans and Specifications Part 6—Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 — Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to STORMWATER DESIGN GUIDELINES Page 1 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY applications that are in process with either City: plat(s), site plans, zoning requests, or clearing/grading permits, as well as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project should be described. This should identify the Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ETJ is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use, of any of the following features: storm drains coupled with streets; detention / retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land within floodplain areas must be outlined. 6. Coordination and permitting of stormwater matters must be addressed. This is to include any specialized coordination that has occurred or is planned with other entities (local, state, or federal). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation, the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One -page drainage report dated , one set of construction drawings ( sheets) dated , and a -page specifications document dated comprise the drainage report for this project." STORMWATER DESIGN GUIDELINES Page 2 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Start (Page 2.1) Engineering and Design Professionals Information Engineering Firm Name and Address: Jurisdiction Schultz Engineering,LLC City: Bryan P.O.Box 11995 1 College Station College Station, Tx 77842 Date of Submittal: Lead Engineer's Name and Contact Info.(phone, e-mail,fax): Other: Joseph P.Schultz,PE email:joeschultz84@verizon.net Phone: 764-3900 fax: 764-3910 Supporting Engineering/Consulting Firm(s): Other contacts: n/a Developer/Owner/Applicant Information Developer/Applicant Name and Address: Phone and e-mail: DWS Development,Inc. 979-229-5118 P.O.Box 4508 david@dwsdevelopment.com Bryan, Texas 77805 Property Owner(s) if not Developer/ Applicant(&address): Phone and e-mail: Charles&Mary Turner-3270 Rock Prairie Road, College Station, 1 979.764.2967-diamondt3375@yahoo. Project Identification Development Name:Equinox Subdivision,Phase 1 Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? Multi-Phase Subdivision If multi-phase, subject property is phase 1 of 2 . Legal description of subject property(phase)or Project Area: (see Section II, Paragraph B-3a) A000701,CRAWFORD BURNETT(ICL), TRACT 182.1,21.8501 ACRES If subject property(phase)is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. General Location of Project Area, or subject property(phase): 3270 Rock Prairie Road West approximately 700 feet west of the intersection between Keefer Loop and Rock Prairie Road West. In City Limits? Extraterritorial Jurisdiction(acreage): Bryan: acres. Bryan: College Station: College Station: 9.269 acres. Acreage Outside ETJ: STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Rock Prairie Road Diamond T Storage Towers Parkway Buena Vida Subdivision Sophies Lane Barracks II Subdivision Kate Lane Named Regulatory Watercourse(s) &Watershed(s): Tributary Basin(s): Bee Creek Bee Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: Final Plat File#: N/A Date: Name: Status and Vol/Pg: submitted with this project If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property(or Phase) Zoning Type: Townhouse Existing or Proposed? Existing Case Code: Case Date Status: Zoning Type: Gen Sub Existing or Proposed? Existing Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: N/A Preliminary Report Required? N/A Submittal Date Review Date Review Comments Addressed? Yes No In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s)from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.3) Coordination For Project or Subject Property(or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: With Other Departments of Jurisdiction City(Bryan or College Station) Coordination With Summarize need(s) &actions taken (include contacts&dates): Non jurisdiction City Needed? Yes No ✓ Coordination with Summarize need(s)&actions taken(include contacts&dates): Brazos County Needed? Yes No ✓ Coordination with Summarize need(s)&actions taken(include contacts&dates): TxDOT Needed? Yes No ✓ Coordination with Summarize need(s)&actions taken(include contacts&dates): TAMUS Needed? Yes No ✓ Permits For Project or Subject Property(or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or Status of Actionsinclude dates Approved ? Actions (include US Army Crops of Engineers No ✓ Yes US Environmental Protection Agency No ✓ Yes Texas Commission on General Permit It will be filed by the Construction Contractor. Environmental Quality 150000 No Yes ✓ Brazos River Authority No ✓ Yes STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, including extent of impervious cover? Currently vacant Proposed development is residential subdivision.High density.Impervious cover=65% Site Redevelopment of one platted lot, or two or more adjoining platted lots. Development Building on a single platted lot of undeveloped land. Project Building on two or more platted adjoining lots of undeveloped land. (select all Building on a single lot, or adjoining lots, where proposed plat will not form applicable) a new street(but may include ROW dedication to existing streets). Other(explain): Subdivision Construction of streets and utilities to serve one or more platted lots. Development ✓ Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of 51 lots Proposed Approximately 2525'of streets Project 3.02 ac.ROW Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? ✓ No Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No ✓ Yes (Section II, Paragraph B1)or a tributary thereof? Is any part of subject property in floodplain No ✓ Yes Rate Ma 4804100305-F area of a FEMA-regulated watercourse? p Encroachment(s) Encroachment purpose(s): Building site(s) Road crossing(s) into Floodplain areas planned? Utility crossing(s) Other(explain): No ✓ N/A Yes If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.2) Hydrologic Attributes of Subject Property(or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study(&date)here, and attach copy if not already in City files. Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes_ _ No_ _ If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management ✓ plan for the property in Part 4. If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. See Attached Drainage Report Do existing topographic features on subject property store or detain runoff? ✓ No Yes Describe them (include approximate size, volume, outfall, model, etc). Any known drainage or flooding problems in areas near subject property? ✓ No Yes Identify: Based on location of study property in a watershed, is Type 1 Detention(flood control)needed? (see Table B-1 in Appendix B) ✓ Detention is required. Need must be evaluated. Detention not required. What decision has been reached? By whom? If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.3) Hydrologic Attributes of Subject Property(or Phase) (continued) Does subject property straddle a Watershed or Basin divide? No ✓ Yes If yes, describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larger acreage Lesser acreage Bee Creek x Above-Project Areas(Section II, Paragraph B3-a) Does Project Area(project or phase)receive runoff from upland areas? ✓ No Yes Size(s)of area(s)in acres: 1) 2) 3) 4) Flow Characteristics(each instance)(overland sheet, shallow concentrated, recognizable concentrated section(s), small creek(non-regulatory), regulatory Watercourse or tributary); Flow determination: Outline hydrologic methods and assumptions: Rational Equation. Does storm runoff drain from public easements or ROW onto or across subject property? ✓ No Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Conveyance Pathways(Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? No I Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). Refer to Attached Drainage Report STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.4) Hydrologic Attributes of Subject Property(or Phase) (continued) Conveyance Pathways(continued) Do drainage If yes, for what part of length? 0 % Created by?_ / plat, or easements instrument. If instrument(s), describe their provisions. exist for any part of Drainage from this site will be conveyed via public right of way and/or existing pathway(s)? storm sewer pipe in easement ✓ No Yes Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Refer to attached drainage report. Pathway Areas Describe any built or improved drainage facilities existing near the property(culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Existing roadside ditch along Rock Prairie Road West,Existing curb and gutter and storm sewer system for Buena Vida Subdivision,Existing storm sewer system for Barracks II Section 101. Nearby Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? No / Yes If yes, explain: limit proposed runoff flows to pre-development conditions STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Start (Page 4.1) Stormwater Management Concept Discharge(s)From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. N/A Discharge(s)To Lower Property(ies)(Section II, Paragraph El) Does project include drainage features(existing or future)proposed to become public via platting? ✓ No _ _Yes Separate Instrument?_ _No _ _Yes Per Guidelines reference above, how will Establishing Easements(Scenario 1) runoff be discharged to neighboring Pre-development Release(Scenario 2) property(ies)? I Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit# refer to final plat for easements proposed Scenario 2: Provide general description of how release(s)will be managed to pre-development conditions(detention, sheet flow, partially concentrated, etc.). (Attached Exhibit#C Detention Ponds and reduction in drainage area. Combination: If combination is proposed, explain how discharge will differ from pre- development conditions at the property line for each area (or point)of release. The discharge will be less than pre-development conditions. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s)of receiving property(ies)? No ✓ _ Yes Explain and provide documentation. The discharge will be less than pre-development conditions and adjacent land owners will be contacted prior to work in recorded easements. STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept(continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? ✓ No Yes How will runoff from Project 1. With facility(ies)involving other development projects. Area be mitigated to pre- 2. ✓ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. ✓ On phase(or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility(type&location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit#B There are two proposed detention ponds,one adjacent to Rock Prairie Road and one adjacent to Barracks II Section 101 2. For Overall Project Area (type&location of facilities): (Attached Exhibit#B The two proposed detention ponds will in full build-out serve the entire development 3. By phase(or site)proiect: Describe planned mitigation measures for phases(or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? No Yes In which phase(s)or project(s)? c- a) v, mAre other Best Management Practices for reducing stormwater pollutants proposed? No ✓ Yes Summarize type of BMP and extent of use: Silt fences,construction exits a) o2 o If design of any runoff-handling facilities deviate from provisions of B-CS Technical ED,To ✓ Specifications, check type facility(ies)and explain in later questions. Detention elements Conduit elements Channel features Swales Ditches Inlets Valley gutters Outfalls Culvert features Bridges Other STORMWATER DESIGN GUIDELINES Page 11 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project(continued) Will Project Area include bridge(s)or culvert(s)? No I Yes Identify type and general size and In which phase(s). A box culvert will be installed in the existing Rock Prairie Road roadside ditch at the Tower's Parkway Connection to Rock Prairie Road If detention/retention serves (will serve)overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Two detention ponds are proposed on site,refer to Exhibit B and the attached drainage report for detailed information. Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? / Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? Surfaces? C-• a Steepest side slopes: Usual front slopes: Usual back slopes: w• >- a) Y Flow line slopes: least Typical distance from travelway: 0 typical greatest (Attached Exhibit# • z -0 2• ✓ Are longitudinal culvert ends in compliance with 13-CS Standard Specifications? Yes No, then explain: c, At intersections or otherwise, do valley gutters cross arterial or collector streets? I °' ✓ No Yes If yes explain: m NCD Are valley gutters proposed to cross any street away from an intersection? a) 5 z No ✓ Yes Explain: (number of locations?) ) A valley gutter is proposed mid block on Sophies Lane to provide cross drainage where Qstorm sewer inlets and pipes can not be used due to grading issues. STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase,or Site)(continued) Gutter line slopes: Least 0.80 Usual 0.80 Greatest 0.80 Are inlets recessed on arterial and collector streets? ✓ Yes No If"no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections(arterial with arterial or collector)? ✓ Yes No If no, explain where and why not. a) Will inlet size and placement prevent exceeding allowable water spread for 10-year design storm throughout site(or phase)? _ ✓ _Yes No If no, explain. c Saq curves: Are inlets placed at low points? ✓ Yes No Are inlets and .� Y conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? ✓ Yes No Explain"no" answers. a) Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? / Yes No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? ✓ Yes No If not, describe difference(s)and attach justification. Are any 12-inch laterals used? ✓ No Yes Identify length(s)and where used. Q) Pipe runs between systemrn Typical 50' Longest 150' } access points(feet): E Are junction boxes used at each bend? ✓ Yes No If not, explain where and why. o . Z Are downstream soffits at or below upstream soffits? Least amount that hydraulic Yes ✓ No If not, explain where and why: grade line is below gutter line (system-wide): STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). 0 cts 1) Watercourse(or system),velocity, and angle? Storm sewer system drains into proposed drainage channel N -, o c E 2) Watercourse(or system),velocity, and angle? o o 0 c aa, E " 3)Watercourse(or system), velocity, and angle? oT .a 0 O "0 Q E For each outfall above, what measures are taken to prevent erosion or scour of g receiving and all facilities at juncture? En 1) rock riprap is proposed at the storm sewer outfalls. n 0 2) a� 0 3) Are swale(s)situated along property lines between properties? ✓ No Yes Number of instances: For each instance answer the following questions. Surface treatments(including low-flow flumes if any): grass lined and concrete flumes in low flow areas 0 a> y ) } Flow line slopes(minimum and maximum): 1.1%-1.4% -o 0 • o z Outfall characteristics for each(velocity, convergent angle, &end treatment). a✓• Outfalls into the detention pond 2 . Will 100-year design storm runoff be contained within easement(s)or platted drainage ROW in all instances? ✓ Yes No If"no" explain: STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Are roadside ditches used? ✓ No Yes If so, provide the following: rIs 25-year flow contained with 6 inches of freeboard throughout? Yes No Are top of banks separated from road shoulders 2 feet or more? Yes No Are all ditch sections trapezoidal and at least 1.5 feet deep? Yes No a) P P For any"no"answers provide location(s)and explain: 0 If conduit is beneath a swale, provide the following information(each instance). Instance 1 Describe general location, approximate length: >- Is 100-year design flow contained in conduit/swale combination? Yes No - If "no"explain: o cis Space for 100-year storm flow? ROW Easement Width Z .c Swale Surface type, minimum Conduit Type and size, minimum and maximum -c--0 and maximum slopes: slopes, design storm: 0 2; CD m Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): C• a C -C U L- C o O o Access Describe how maintenance access is provided (to swale, into conduit): o ra o € o • C .w Instance 2 Describe general location, approximate length: m @ • U) 2 70 Is 100-year design flow contained in conduit/swale combination? Yes No o ` If "no"explain: iv a E Space for 100-year storm flow? ROW Easement Width o 0 Swale Surface type, minimum Conduit Type and size, minimum and maximum Ed and maximum slopes: slopes, design storm: C ca o 0. gj Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): m Ta c o °'• Access Describe how maintenance access isprovided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX.D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.7) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) If"yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c Channel 1:Outflow of Pipe 101 Hydromulch seeding is proposed n o w ui Is 100-year design flow contained in swale? ✓ Yes No Is swale wholly • within drainage ROW? Yes ✓ No Explain "no" answers: L The property will have a blanket easement. E Access Describe how maintenance access is provide: L o z The property will have a blanket easement. • Instance 2 Describe general location, approximate length, surfacing: v• i .n Channel 2:Outflow of Pipe 202 Hydromulch seeding is proposed. o E .c a� 3 Is 100-year design flow contained in swale? ✓ Yes No Is swale wholly a o within drainage ROW? Yes ✓ No Explain "no" answers: 3 The property has a blanket easement. cn o Access Describe how maintenance access is provided: _U E. The property will have a blanket easement. Instance 3,4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s)of concentrated flow be channelized (deepened, widened, or straightened)or otherwise altered? ✓ No Yes If only slightly shaped, see"Swales" in this Part. If creating side banks, provide information below. r• m .c Will design replicate natural channel? Yes No If"no",for each instance o a describe section shape&area, flow line slope(min. &max.), surfaces, and 100-year o w design flow, and amount of freeboard: � - Instance 1: C > a) o Instance 2: Q E ° z N E ✓ Instance 3: cU 0 STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.8) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Existing channels (small creeks): Are these used? ✓ No Yes If"yes" provide the information below. Will small creeks and their floodplains remain undisturbed? Yes No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape&area, flow line slope(min. &max.), surfaces, and 100-year design flow. z Watercourses(and tributaries): Aside from fringe changes, are Regulatory Watercourses proposed to be altered? ✓ No Yes Explain below. Submit full report describing proposed changes to Regulatory Watercourses. Address existing and proposed section size and shape, surfaces, alignment, flow line changes, > length affected, and capacity, and provide full documentation of analysis procedures a and data. Is full report submitted? Yes No If"no" explain: E a) UAll Proposed Channel Work: For all proposed channel work, provide information requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. N/A Will 100-year flow be contained with one foot of freeboard? ✓ Yes No If not, identify location and explain: Are ROW/easements sized to contain channel and required maintenance space? ✓ Yes No If not, identify location(s)and explain: STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.9) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) How many facilities for subject property project? 2 For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served&design volume+ 10% 3.54 33,071 cf 6.14 43,426 100-yr volume:free flow&plugged 16,101 cf 21,066 cf 28,430 30,582 Design discharge(10 yr&25 yr) 6.15 6.46 3.55 3.74 Spillway crest at 100-yr WSE? ✓ yes no ✓ yes no Berms 6 inches above plugged WSE? ✓ yes no ✓ yes no Explain any"no" answers: >- a) ✓ For each facility what is 25-yr design Q, and design of outlet structure? Facility 1: 6.46 cfs-proposed 15"outfall pipe 0 Z Facility 2: 3.74 cfs-Proposed Concrete Riser with Narrow Weir Slot Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: ✓ Yes No Facility 2: ✓ Yes No -` ' 0If"no"explain: 0 0 °- For each, what is velocity of 25-yr design discharge at outlet? & at spillway? Facility 1: 5.26 & N/A Facility 2: 2.12 & N/A *(7)- Are energy dissipation measures used? ✓ No Yes Describe type and location: C 0 C a) a) 0 2 For each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility1: Grass lined overflow spillway Facility 2: Grass lined overflow spillway For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Concrete safety end treatment Facility 2: Discharges directly into existing storm sewer system If berms are used give heights, slopes and surface treatments of sides. Facility 1: 4H:1 V side slopes,grass slopes Facility 2: 4H:1 V side slopes,grass slopes STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.10) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Do structures comply with B-CS Specifications? Yes or no, and explain if"no": Facility 1; aai Yes Li 5 Facility 2: c — Yes o c o C U a.) oFor additional facilities provide all same information on a separate sheet. Are parking areas to be used for detention? I No Yes What is maximum depth due to required design storm? Roadside Ditches:Will culverts serve access driveways at roadside ditches? No Yes If"yes", provide information in next two boxes. Will 25-yr.flow pass without flowing over driveway in all cases? Yes No Without causing flowing or standing water on public roadway? Yes No Designs&materials comply with B-CS Technical Specifications? Yes No Explain any"no" answers: 0) a) oAre culverts parallel to public roadway alignment? Yes No Explain: U co . Creeks at Private Drives: Do private driveways, drives, or streets cross drainage is ways that serve Above-Project areas or are in public easements/ ROW? • z No Yes If"yes" provide information below. 1 How many instances? Describe location and provide information below. • Location 1: 0 E Location 2: Location 3: For each location enter value for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Named Regulatory Watercourses(&Tributaries): Are culverts proposed on these facilities? ✓ No _Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? Yes No If"no", explain: m Arterial or Maior Collector Streets: Will culverts serve these types of roadways? No ✓ Yes How many instances? 1 For each identify the location and provide the information below. >- n Instance 1: Proposed culvert crossing at Towers Parkway where it meets Rock Prairie 2 Instance 2: ✓ c o Instance 3: 0 o .Ti Yes or No for the 100-year design flow: 1 2 3 z E o Headwater WSE 1 foot below lowest curb top? n, Spread of headwater within ROW or easement? E N Is velocity limited per conditions(Table C-11)? .N c Explain any"no" answer(s): 0 c U .0 >,C6 c6 U O co N o Minor Collector or Local Streets: Will culverts serve these types of streets? 2 n No Yes How many instances? for each identify the -0o location and provide the information below: o_ Cll Instance 1: c Instance 2: O Instance 3: 0 For each instance enter value, or"yes"/"no"for: 1 2 3 (6 o c Design yr. headwater WSE 1 ft. below curb top? < .2 100-yr. max. depth at street crown 2 feet or less? E Product of velocity(fps)&depth at crown(ft)_ ? Is velocity limited per conditions(Table C-11)? Limit of down stream analysis(feet)? Explain any"no"answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) All Proposed Culverts: For all proposed culvert facilities(except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? ✓ Yes No If not, identify location(s)and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? ✓ No Yes If"yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? ✓ No Yes If yes, identify location(s)and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? a ✓ No Yes If"yes" identify location(s), describe outfall design treatment(s): z c C 0 0 N Is scour/erosion protection provided to ensure long term stability of culvert structural 0 components, and surfacing at culvert ends? ✓ Yes No If"no" Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ROW? ✓ Yes No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s)not encompassed in subject property? ✓ No Yes If "yes" describe location(s)and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? ✓ Yes No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.13) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Is a bridge included in plans for subject property project? ✓ No Yes If"yes" provide the following information. Name(s)and functional classification of the roadway(s)? What drainage way(s) is to be crossed? a 0) m A full report supporting all aspects of the proposed bridge(s)(structural, geotechnical, hydrologic, and hydraulic factors)must accompany this summary report. Is the report provided? Yes No If"no" explain: Is a Stormwater Provide a general description of planned techniques: Pollution Prevention Construction Exits,Sediment Pond,Silt Fence,Revegetation,Rock To Plan(SW3P) riprap and inlet protection d established for project construction? No ✓ Yes Special Designs—Non-Traditional Methods Are any non-traditional methods(aquatic echosystems, wetland-type detention, natural stream replication, BMPs for water quality, etc.)proposed for any aspect of subject property project? I No Yes If"yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? Yes No If"no"explain: STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.14) Stormwater Management Concept(continued) Within Or Serving Subject Property(Phase, or Site)(continued) Special Designs—Deviation From B-CS Technical Specifications If any design(s)or material(s)of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies)and explain by specific detail element. Detention elements Drain system elements Channel features Culvert features Swales Ditches Inlets Outfalls I Valley gutters Bridges(explain in bridge report) In table below briefly identify specific element,justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) Valley Gutter for mid block drainage Low Flow in area of valley gutter and lack of elevation for curb inlets 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide"yes" or"no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology Is a map(s)showing all Design Drainage Areas provided? I Yes No Briefly summarize the range of applications made of the Rational Formula: Pipe Design,Inlet Design,Detention Pond Design and Gutter Depth Check What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 6.14 acres Location (or identifier): 220 STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.15) Design Parameters(continued) Hydrology(continued) In making determinations for time of concentration,was segment analysis used? No I Yes In approximately what percent of Design Drainage Areas? 100 % As to intensity-duration-frequency and rain depth criteria for determining runoff flows,were any criteria other than those provided in these Guidelines used? ✓ No Yes If"yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies(year)analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets N/A N/A Storm drain system for local streets 10&100 10 Open channels 10&100 10 Swale/buried conduit combination in lieu of channel N/A N/A Swales 10& 100 100 Roadside ditches and culverts serving them N/A N/A Detention facilities: spillway crest and its outfall 2,10,25, 50,100 100 Detention facilities: outlet and conveyance structure(s) 2, 10,25, 50,100 100 Detention facilities:volume when outlet plugged 100 100 Culverts serving private drives or streets N/A N/A Culverts serving public roadways 100 10 Bridges: provide in bridge report. N/A NM Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest(feet per second) - - - - - Lowest(feet per second) - - - - - Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: 0.018 For conduit type(s) RCP HDPE Coefficients: 0.013 0.013 STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.16) Design Parameters(continued) Hydraulics(continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? ✓ No Yes Head and friction losses ✓ No Yes Explain any"yes" answer: In conduit is velocity generally increased in the downstream direction? ✓ Yes No Are elevation drops provided at inlets, manholes, and junction boxes? ✓ Yes No Explain any"no" answers: Are hydraulic grade lines calculated and shown for design storm? ✓ Yes No For 100-year flow conditions? ✓ Yes No Explain any"no" answers: What tailwater conditions were assumed at outfall point(s)of the storm drain system? Identify each location and explain: Free Discharge Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? Yes No Outside of straight sections, is flow regime within limits of sub-critical flow? Yes No If"no" list locations and explain: Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet(barrel)control or inlet control? Entrance,friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.17) Design Parameters(continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher Excel spreadsheets,Autodesk Civil 3D Storm Sewer Analysis and Hydroflow Part 5 — Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions Add any concluding information here: The storm sewer system and detention facilities are designed in accordance with the BCS Drainage Design Guidelines. Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing below. "This report(plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued or all under applicable general permit ;.OF ase (Affix Search °. o a 0* C,�we.I s- y 0`� 3 Licensed ro essional Engineer .144 °Q°`°°^°° °° °°�9a°°�°���=°='i �e^_:::\;16,:8:000.141 ooa°noeeaaoeom�nocoa°State of Texas PE No. se °s ups,°��� STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D:TECH. DESIGN SUMMARY Effective February 2007 As Revised August 2012