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HomeMy WebLinkAboutDRAINAGE REPORTDrainage Report — Executive Summary Meadowcreek Subdivision, Phase 5 Brazos County, Texas ENGINEER SCHULTZ ENGINEERING, LLC. P.O. Box 11995 College Station, Texas 77842 Phone: (979) 764 -3900 Fax: (979) 764 -3910 OWNER/DEVELOPER BCS Development Company 4090 State Highway 6, South College Station, Texas 77845 Phone: (979) 690 -1222 GENERAL DESCRIPTION AND LOCATION This project consists of the development of Phase 5 of the Meadowcreek Subdivision in Brazos County. Phase 5 is a single - family residential development, which will include the construction of utility and roadway infrastructure. Location: Description: • Area: • Proposed Land Use • # of Lots: • Existing Land Use: • Land Description: Primary Drainage Facility: Flood Hazard Information: FEMA FIRM: Floodplain: Phase 5 is located southeast of Phase 4B of the Meadowcreek Development. The development is located west of FM 2154 along the south side of Koppe Bridge Road, approximately 1 mile from Wellborn, Texas. 12.722 Acres Single Family Residential 59 lots Vacant The terrain slopes generally towards the southeast. Peach Creek Drainage Basin #48041CO325E, Dated May 16, 2012 None of this phase of the development lies within the floodplain. HYDROLOGIC CHARACTERISTICS The existing site was cleared in 2005. The elevations range from 294 to 306, sloping generally in a southeasterly direction. The runoff will be directed to the roadways and proposed drainage channels which discharge into the existing detention facilities. Ultimately, this runoff flows into a tributary of Peach Creek and then into Peach Creek. GENERAL STORMWATER PLAN The drainage plan for this development will involve the installation of storm sewer pipes and inlets, as well as drainage channels, which will collect and convey the runoff into Detention Pond 2A and Detention Pond 1. The runoff that is collected by the existing detention ponds will be discharged into a tributary of Peach Creek, which will flow into Peach Creek. The detention pond analysis and design for this phase is covered under the drainage report titled, "Detention Pond Analysis for Meadowcreek Subdivision Phase 4 & 5 Brazos County, Texas, Dated November 2008 ". There are two roadway culvert crossings within this phase of the development. Culvert Run 1 (Pipes 501 A — F) will be the main crossing and will pass the 100 year storm. Culvert Run 2 (Pipes 601 A — D) will be the secondary crossing and will allow the 100 year storm to pass over the roadway. Both crossings have been designed in accordance with the BCS Drainage Design Guidelines. Refer to Exhibit A for locations and Appendices for design results. The peak flows for the culvert designs are from the drainage report titled, "Detention Pond Analysis for Meadowcreek Subdivision Phase 4 & 5 Brazos County, Texas, Dated November 2008 ". Due to the limitation of the existing detention pond outfalls and the relatively flat terrain Pipe 302 matches the invert elevation of Culvert Run 2 at the discharge point of Pipe 302. This is necessary to allow adequate cover of the storm sewer pipe crossing under the roadway upstream of Pipe 302. COORDINATION & STORMWATER PERMITTING This 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 General Information: Stormwater runoff from Phase 5 of the subdivision will be collected by a storm sewer system and will ultimately discharge into a tributary of Peach Creek. The location of the drainage areas for evaluation of the gutter depth check, inlet sizing, pipe evaluation and channel sizing are shown on Exhibit A. Refer to Exhibit B for the locations of the inlets and storm sewer pipes. Street Design: Standard Cross - Section (3% cross - slope, 27' B -B Residential Roadway) Lay down curb and gutter on residential streets Asphalt Pavement Standard recessed curb inlets (5' or 10' in length) T, Methodology: TR 55 T, Minimum: 10 Minutes Design Storm Event: 10 year design storm & 100 year analysis for residential streets & storm sewer 25 year design storm & 100 year analysis for drainage channels Pipe Materials: Corrugated HDPE Storm Sewer Pipe with smooth interior Class III RCP, Profile Gasket in accordance with ASTM C443, ASTM C76 Cast in place box culverts Channel Specifications: 10:1 Side Slope, 18 "Minimum Depth Standard Flume Section in the bottom of the channel Manning's n Values: 0.013 for pipes 0.035 for Grass lined channels 0.018 for Concrete lined channels 0.021 — 0.026 for Composite Channels Runoff Coefficients: 0.60 for developed lots Design Constraints: Max. water depth in gutter: 4.5" or 0.375' for the 10 year design storm Min. pipe flow velocity: 2.5 fps Max. pipe flow velocity: 15 fps 100 -yr storm runoff maintained within the ROW (3" above curb) 25% reduction of cross - sectional area of pipes less than 24" in diameter Min. 1' freeboard for the 25 year design storm depth of flow Design Software: Excel Spreadsheets, Hydraflow Express Extension for AutoCAD Civil 3D 2013, Hydraflow Storm Sewers Extension for AutoCAD Civil 3D 2013 & HY -8 7.2 Federal Highway Administration. The software was used to compute pipe capacities, flow rates and velocities, compute hydraulic grade line elevations, headwater elevations, gutter depth, inlet sizing & channel sizing. The 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 was used in the analysis and the 18" diameter pipe areas were reduced by 25% and a 15.6" diameter pipe was used in the analysis. Design Results: The data presented in the Appendices indicates the gutter depth, inlet sizing, pipe sizes and channel sizing is in accordance with the requirements of Brazos County and the City of College Station. Detention Analysis: The stormwater runoff from the Meadowcreek Subdivision was previously studied and detention ponds were designed for the entire development including this phase. See the drainage report titled, "Detention Pond Analysis for Meadowcreek Subdivision Phase 4 & 5 Brazos County, Texas, Dated November 2008 ". Applicable Exhibits: Exhibit A — Drainage Area Map Exhibit B — Storm Sewer System Layout Appendix Al — Drainage Area Summary Appendix A2 — T,, Calculations Post Development Appendix B 1 — Depth of Flow in Gutter Appendix B2 — Storm Sewer Inlet Summary Appendix B3 — Storm Sewer Pipe Summary Appendix C — Culvert Analysis Appendix D — Channel Sizing CONCLUSION The storm sewer, culverts & channel drainage system for Phase 5 of the Meadowcreek Subdivision will function within the requirements and restrictions of the BCS Design Guidelines. CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the drainage design for Meadowcreek, Phase S, was prepared by me in accordance with the requirements of the Brazos County Road and Bridge Department and 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. OF k t Joseph P. chL M, P.E. r ....w. »... ................. sl JOSEPH P. SCHUL Z ................ r... .... 0a.. F -12327 SCHULTZ ENGtNEERiNG, LLC. EXHIBIT A DRAINAGE AREA MAP H�1 It'll J . �.) A, �t .0 ro Mo . . . . . . . . . . . . . . . ,. fit � FAAM IM - �� (� ���■ NMI ran tz X o C) r cn 4 4 V a N Q I On i .. a `. EXHIBIT B STORM SEWER SYSTEM LAYOUT � N J M Z O W 2 J aU Utw/I ZO oe °o.5 w U U N MLLJ- *0100 �` _ v N I 1 I r \�N I oa \ I Q � M I I M ULU I _�_ ice. M J d� aM ( JO z'� a a. z - aau V *M ?i s -a- I N ZaW a0 d� =Z ._ N I I N NaN z� as a _ N I I I N I M I N N — wN ~~ C7 ~ aN M J wo a: z zO — — I � I N — M 1 a I E _ oo a F W a Z O -dim e h N m0 M w O I 0 > . L i j w N _ J ^ — a I I M I n I I ~ N — � J � I C> I r- F a� m ( o x a w = IL x m X W W $ �I J � � Q p a o �w h� r � �l A y O V V � N A W N N 9 o i J c?a$` o �° sa 9 ' � O r+ 0 • APPENDIX Al DRAINAGE AREA SUMMARY 0 0 ® Meadowcreek Phase 5 ® Drainage Area Summary • Q 0 • • O • • • • • • • • • • • • • 0 0 0 0 • • 0 • 0 • 0 • 0 d APPENDIX Al Area # Area, A (acres) C tc (min) 10 year storm 100 year storm 110 (in /hr) Q10 (cfs) 1 100 (in /hr) 0100 (cfs) 101 1.00 0.600 14.7 7.257 4.36 9.815 5.90 102 0.16 0.600 11.9 8.018 0.76 10.822 1.03 103 0.66 0.600 11.1 8.265 3.75 11.149 6.30 104 0.32 0.600 10.0 8.620 1.66 11.620 2.24 105 0.16 0.600 10.0 8.635 0.81 11.639 1.09 201 0.40 0.600 10.0 8.635 2.08 11.639 2.81 202 0.47 0.600 11.4 8.155 2.29 11.004 3.09 203 0.39 0.600 10.0 8.635 2.01 11.639 2.71 204 0.47 0.600 11.9 8.017 2.24 10.822 3.02 301 1.82 0.600 27.6 5.184 5.65 7.073 7.71 302 0.97 0.600 22.6 5.807 3.37 7.899 4.58 303 0.46 0.600 11.7 8.068 2.25 10.888 3.04 304 0.26 0.600 16.1 6.947 1.09 9.406 1.48 305 0.22 0.600 10.0 8.63 1.13 11.639 1.52 306 0.53 0.600 17.0 6.758 2.16 9.156 2.93 Area # Area, A (acres) C t (min) 25 year storm 100 year storm 1 t0 (in /hr) Q10 (cfs) 1100 (in /hr) 4100 (cfs) 401 1.51 0.600 20.9 6.948 6.30 8.231 7.46 402 0.99 0.600 15.2 8.191 4.87 9.682 5.75 403 1.44 0.600 16.0 7.977 6.89 9.431 8.15 404 0.30 0.600 10.0 9.861 1.78 11.639 2.10 The Ration Method: Q = CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in /hr) Brazos County: I = b / (t +d) t = Time of concentration (min) 10 year storm b = 80 d = 8.5 e = 0.763 25 year storm b= 89 d = 8.5 e = 0.754 t = L /(V *60) L = Length (ft V = Velocity (ft/sec) 100 year storm b = 96 d = 8.0 e = 0.730 • O • • • • • • • • 0 APPENDIX A2 • T, CALCULATIONS POST DEVELOPMENT • e • 0 • • • • • • • • • • • • • 0 0 • e �o �o %No OW 0 P= L= (P)0.5 *(S)0.4 Gutter Flow 1: V= L= T L /(60 *V) _ 4.5 Elev 305.1 y EIev =� Slope= 0.195 hours 11.7 min fps (paved) Elev - M �� v�J Elev ,& 2= 0.2 min Total Time of Concentration T.= 11.9 min • Appendix A2 Meadowcreek Subdivision - Phase 5 T, Calculations Post Development . Drainage Area # 101 Sheet Flow: n= (dense grass) L= P= Elev EIev Slope = T 0 007(L *n)"'� = 0.190 hours 11.4 min (P)0.5*(S)0.4 • Concentrated Flow 1: V= s (paved) g Slope= _ L El = EIev T L /(60 *V) _ . Gutter Flow 1: s V= ' , - fps (paved) ) EIev Slope= RM - L= Elev,= T L /(60 - V) = 3.0 min - Total Time of Concentration T.= 14.7 min • Drainage Area # 102 Sheet Flow: n= t) 24 ° . (dense grass) %No OW 0 P= L= (P)0.5 *(S)0.4 Gutter Flow 1: V= L= T L /(60 *V) _ 4.5 Elev 305.1 y EIev =� Slope= 0.195 hours 11.7 min fps (paved) Elev - M �� v�J Elev ,& 2= 0.2 min Total Time of Concentration T.= 11.9 min Appendix A2 Meadowcreek Subdivision - Phase 5 T Calculations Post Development Area Sheet Flow: n= P= L= T 0 007(L *n) ( *(S)0.4 Concentrated Flow 1: V= L= T L /(60 *V) _ Gutter Flow 1: V= L= RIMM T L /(60 *V) _ Total Time of Concentration I T c = 11.1 min # 104 • • • • • • • • • • • 0 • • • • Sheet Flow: n= P L= T 0.007(L *n) (P)0.5 *(S)0.4 Concentrated Flow 1: V= L= T L /(60 - V) _ Gutter Flow 1: V= T U(60 *V) _ (dense grass) Elev Slope Elev = .° 0.172 hours 10.3 min IIJIMfps (paved) j �� "' e Elevt= �',� Elv = ,4 z 0.5 min fps (paved) Elev ,z "= Elevz= 0.3 min ' (dense grass) 4c Elev Elev Slope= F 0.154 hours 9.2 min fps (paved) Elev ! El ev 0.7 i vta Total Time of Concentration T.= 10.0 min Drainage Area # 105 *Minimum Time of Concentration Total Time of Concentration T.= 10.0 min • • C C w AVPWN Concentrated Flow 1: V= L= T U(60" V) _ Gutter Flow 1: V= T U(60" V) _ Total Time of Concentration I TC= 5.4 min Minimum 10 min .w C , 0 Drainage Area # 202 Sheet Flow: n= L= P= T 0.007(L"n) _ (P)0.5r(S+)0.4 Concentrated Flow 1: V= L= IBM T U(60 - V) _ Gutter Flow 1: V= L= � T U(60 _ fps (paved) Elev,= i 4+,m EIev2= 0.3 min ,, fps (paved) Elev = �`�'+" e� EIev 0.6 min (dense grass) AINNIIIIIIIIIII Elev EIev Slope= am 0.163 hours 9.8 min .t, fps (paved) Elev ='' EIev 0.2 min Slope= fps (paved) Elev,= EIev 1.4 min a _' Slope 1.0300 Slope= Total Time of Concentration IT 11.4 min Appendix A2 Meadowcreek Subdivision - Phase 5 T, Calculations Post Development Drainage Area # 203 Sheet Flow: n= P= L = (P)0.5 *(S)0.4 Concentrated Flow 1: V= L= MEM T L /(60 *V) _ Gutter Flow 1: V= L= T U(60 - V) _ Total Time of Concentration IT 8.3 min Minimum 10 min (dense grass) Elev,= Elev Slope= 0.0143 0.123 hours 7.4 min fps (paved) Elev 0.2 min Slope= 0.0371 M f (paved) Elev k� Elev 0.8 min Drainage Area # 204 L= T L /(60 - V) 4= (dense grass) fi Elev,= Elev ., Slope , 0.171 hours 10.3 min f fps (paved) Elev� =? Elev 0.2 min ,MI Slo p e= Fr ., x . Gutter Flow 1: V= fps (paved) L =, � z 9 &, Elev,= �'x' Elev2= T U(60 - V) = 1.4 min Total Time of Concentration [ TC= 11.9 min • • • • f Appendix A2 Meadowcreek Subdivision - Phase 5 T Calculations Post Development Drainage Area # 301 Sheet Flow: n= P= L= Tt= 0.007(L *n)" -' _ (P)0.5 *(S)0.4 Concentrated Flow 1: V= L= Elm T L /(60 - V) _ Gutter Flow 1: V= L= Sam T L/(60 *V) _ (dense grass) Elev EIev2= LWSlope= 9- 0.0111 0.406 hours 24.4 min ON Slope= 0.0685 fps(paved) Elevt =yi), EIev2= 3.1 min Total Time of Concentration T,= 27.6 min Drainage Area # 302 Sheet Flow: n= P= L= T 0.007(L *n) _ (P)0.5 *(S)0.4 Gutter Flow 1: V= L= T L /(60 - V) _ (dense grass) Elev,= EIev Slope= 0.325 hours 19.5 min 2.5 fps (paved) Elev,= ) EIev 3.1 min • -. • g Total Time of Concentration I T c = 22.6 min Appendix A2 Meadowcreek Subdivision - Phase 5 T Calculations Post Development Total Time of Concentration F 16.1 min Drainage Area # 305 Sheet Flow: n= P= L= T 0.007(L *n) ' - P)0.5 *(S)0.4 Gutter Flow 1: V= L= � T L/(60 *V) _ 0:24" ' (dense grass) 4.5 Elev,= 301.83 Elev t Slope 0.129 hours 7.8 min fps(paved) Elev���i(' y ,; Elev 1.0 min RN . • - � � Total Time of Concentration I T c = 8.8 min Minimum 10 min Drainage Area # 303 Sheet Flow: n= R, (dense grass) P= L= Elev,= Elev : Slope=:w • T 0.007(L *n) " = 0.175 hours 10.5 min (P)0.5 *(S)0.4 ..r Concentrated Flow 1: V= 4.5 fps (paved) I L= H , Elev,= 00.67 Elev Slope= T L/(60 - V) = 0.3 min I � Gutter Flow 1: V= ' f s aved L= � Elev� (' Elev Slope- a Tt= U(60 = 1.0 min 4 Total Time of Concentration T, 11.7 min Drainage Area # 304 Sheet Flow: n U fa (dense grass) © P L= Elev,= Elev W w. Slope E1 E 0 T 0.007(L *n) ' = 0.268 hours 16.1 min (P )0.5 *(S )0.4 Total Time of Concentration F 16.1 min Drainage Area # 305 Sheet Flow: n= P= L= T 0.007(L *n) ' - P)0.5 *(S)0.4 Gutter Flow 1: V= L= � T L/(60 *V) _ 0:24" ' (dense grass) 4.5 Elev,= 301.83 Elev t Slope 0.129 hours 7.8 min fps(paved) Elev���i(' y ,; Elev 1.0 min RN . • - � � Total Time of Concentration I T c = 8.8 min Minimum 10 min Appendix A2 Meadowcreek Subdivision - Phase 5 T, Calculations Post Development Drainage Area # 306 Sheet Flow: n= P= L= T 0.007(L *n)"' _ (P)0.5 *(S)0.4 Gutter Flow 1: V= L= Elm T L /(60 - V) _ Mll .. -� Total Time of Concentration T,= 17.0 min Drainage Area # 401 Z�� .0 Gutter Flow 1: V= L= e Tt= U(60 - V) _ (dense grass) Elev,= EIev Slope= 0.313 hours 18.8 min fps (paved) Elev,= %r99 EIev 0.5 min fps (paved) Elev,- EIev 1.6 min Total Time of Concentration ITS 20.9 min Appendix A2 Meadowcreek Subdivision - Phase 5 T,, Calculations Post Development Drainage Area # 402 Sheet Flow: n= P= L= 87 T 0.007(L *n)" _ (P) 0.5 * Concentrated Flow 1: V= (}'.24,' (dense grass) `45 Elev,= 3q Elev 301.8 Slope= 4.0138 0.208 hours 12.5 min 3 fps (paved) Elev,- 341.$ EIev 0.9 min 298 Slope= 4 0232; t °25 fps (paved) .: ��� Elev - Elev �° 2= 1.8 min Slope 001 q4^ Total Time of Concentration T, 15.2 min Drainage Area # 403 Sheet Flow: n= P= L= 1 09 T 0 007(L *n) - (P)0.5 *(S)0.4 Concentrated Flow 1: V= L= s . T L /(60 - V) _ Gutter Flow 1: V= L= 141 T L /(60 *V)� - '4;24 (dense grass) = 4 5 A,. Elev,= 303'` Elev 301.4 ;Slope= 0. 014 4 `' 0.245 hours 14.7 min ;fps (paved) Elev,= 30 1.43 Elev 0.4 min 3041 ? Slope= 0.0133 2.5 fps(paved) Elev,= Elev 0.9 min n Slope= 0.0070 Total Time of Concentration I T c = 16.0 min APPENDIX B1 DEPTH OF FLOW IN GUTTER m X 0 Z w a a Q C O J W N d � t V a � m Q7 0 V � w C O O L {0 Q m y y N > a u Ili � -w N i[ N m M � N N N C N N 11 T v O 9 2 7 fn N p C O _� U o a d� T c` N N p N N O N O � y T O N O C w T N O O O O N N N N O O O O 0 N 0 0 0 � N d o c a O m N ' V O O m a Cj �R N 2 O a0 N 1 ¢) N O <NO eC ro ro N m 0�D T ' I I 0 0 v m o d a y O o 0 O 0 0 O O G in o 0 V ° o Q ° O 0 o Q c V N o 0 O O 0 0 0 0 O 0 0 0 0 Q a O O O O 0 0 0 0 O 0 0 D O y o 0 0 0 0 0 0 ° 0 0 0 0 0 0 0 0 ¢ N v c o N d ¢ O m O ¢ O ¢ O m O ¢ 0 m 0 ¢ m O O ¢ O ¢ ¢ O m O ¢ m O m o C N O a O � N L ` C t U a m 7 11 T v O 9 fn T N p C O _� U o a d� a c` N L N p N N O N O � y J H w O C w T N m X Z W a a C O mm J J N d � � L a ° m x 3 Ln d O V - w O O O . L c m a L � � a d o 0 0 0 0 0 0 0 0 0 C 0 0 0 0 � L « N C a "m � io ti p � m O T o a F, C K W v 0 M v 0 M 0 v v 0 0 0 M 0 0 o o M 00 M of of N of m rn m N N E U O_ V7 O 7) i0 U w U O ? c o `0 N 0 ?1 N .a OC L O d II Ip H y W in II II II II C7 C v) T N T� C J M M M t M M M N N N N O 0 O 0 O N A m m O> m m a v c v e o o ao m H 0 0 0 o M N m N .. N N > o . n m to � M M o m O io d d L a v v N Ni E B d O O 0 0 6 6 6 O O O O o N a _ a Q o N ao o N v W Q m O O N m 0 O I� � P O N m m o m a m rn m m m m� E O N m ^ 8 O 0 0 0 0 0 0 0 0 0 0 0 0 0 N 6 0 N y Q 0 0 O N 0 0 0 0 < O O O O O O 0 m 0 v E o ¢ m ¢ ¢ m ¢ m G m Q ¢ ¢ m Q m o J 0 0 0 0 — __ o � `m z ° a c in , oa C O � L « N C a "m � io ti p � m O T o a F, C O y C vri U O_ V7 O 7) i0 U w U O ? c o `0 N 0 ?1 N .a OC L o II Ip H y W in II II II II C7 C v) T N APPENDIX B2 STORM SEWER INLET SUMMARY w W } w N oa 'a Z O_ C -4 U) m � � x Q E N m w J to CL a?w a wM U N O � O �a O "' w w C) N ° o = CL �z a O m � N K � In Cl) m Z �- - n a -i aZ� a�w w� �o w 02 U) APPENDIX B3 STORM SEWER PIPE SUMMARY c M m X_ Z W C. CL Q LO Q W W W Q O = t a. Z Q N 5 D Cl) m W acl) a w w W R. U W U) O � Q 0 LU CL y NN n V N � OMO O 0 Lo M M M M M CD N U) CD CD C W hO C00»� Lq -fD0 O -W0 OMm CD C> M CD .7 Uj C M CM C'! M CD to M O N 0 O Cn C]. D Cn a0 CD 61 O U) O aO NNNMOO 00 0W w7O f-w00 to PAM C-- U 0 0 0 0 0 0 0 0 m m o m = Cl) M M M M M M N N N N N C 0 WN00ti N Cn q q CA CO LQ a0 g 7 V O — M NM CDM J C-4 C-4 N O.. MCD.. C 7 0 0 0 0 0 0 0 0 W 0 0 0 = M M M M M N M N N N N N N 7 O O O O O O O O O O O O m o0000000000o C CL O (qo n�CAOOO N M0IMMCMtpnetClDaOC.fl a0 CD0MO C O O O C C C C O C C C O J N aa CCpD U') -M 0 M N ACA O>.- C O CIDm �p Mtn tD > C Of N CA N 0 CM 0 M 0 M M N 0) N N W N MM N N 6� C V MONMNO -wo C m Is o Cn�ONtD W CAM CD 0 NNM 0— NMNNN m o o O N E u) NNN v Li C w C a0�N N NtiNO M D O C M M C M M M tl C O J N U) M M M _ _ _ M M r_M t i J LL ..V MN� C C C M 0 4 —N � M00 C ~ 7M Ca CL Nm Cl)m m U m N ". -- M q C M O Lo w N� co OC M N N 0 4 0 6 M NN LL O Z 5 w ANN IC m -CC) Ta �00 io O 0 O 00 C m a N W W �00 W N N M M M M CL L(LILCL CL CL a o. aa0aaaaa.EQ Z F- N � C y �NMd'tn COti� W C J H U a N 11 Z c� U) Q D H a e0 11 Z C7 w 0 CD o C N m C3 W U D 0 W w N N w CU d o 1L z • • • • • • I( Li W Lo W r ,a Z 0 M W C V/ m aaN CL if Q w W W ED C C/) 0 C �a O W U) J Q H U Q N 11 Z CD N W O N J Q H Q 11 Z C� 0 W 0 CD o Lo N O U CO > � w U M rf 7 U) w mN L LU N i a- N 7 O (n Z Z y NMNOOO�t �ON O�NOOM �t co; M M co 1 O t� 0n 1�1:cccciaauid ctiai4iaoca C 0 yOMNOOMd'OMOODO OONO.- 1fi e1' V'CO OOOMOnn ECG C7 COO <O >�►�CD CL pw n no -�mmr- Cl) CD Inn coMD1 O J SCVd� C�nOfGnr 00 = v C� M s N N N N N C n0ONN00 O IT n n N COOn�MNaO n 7 q d' d' O oO -� (� �C4 O -W OCI0 0n = 0000 M M M M M 010000170 N M N N N N N N d Q. M M M M M M M M M M M M 7 O O O O O O O O O O O O i0 C C C C O C C C C C C O C N O F5 \ n N -0000 M O M M M4) ao 7 n v, a MO 000 c0 - CCOCCCCCOCCo J CL N OpCpp O ONfM�C0070�M 0i 0 OCD 066 0 M 7 M In LoLo 7 a) > 70i 0 N 0 N M 0 M 0 M 0 N N N N N N N Nv NM V N 47 O CON y g C9Oir000o0 w l0Ca m C NNMN CMNNNNNNN L 0�„E N 7 7 �_N CO O�N0 N CO Cl) M W v MM M MM M C 1 0 C r r r J N N CMM CO MM c O CO MO J LL MO1� MI NO N'T Vti . CL mM cc U M 0 M f M C $ N q N O O N� C'7 U O Z E �!'N N of NCO 1 OD 0 0 0 08 C Ca N W ?N—N—M � CM— 000 N 00000m p � W N N M M M M a c w w w Wg: w w W W W W— _, aaaaaLLii9 i iCL aaaa0aadadaZ Z � W C N N M V O W n w O C M J Q H U Q N 11 Z CD N W O N J Q H Q 11 Z C� 0 W 0 CD o Lo N O U CO > � w U M rf 7 U) w mN L LU N i a- N 7 O (n Z Z APPENDIX C CULVERT ANALYSIS � > JL6 > � E E § 0 04 0 m R 0 k ��� k 2 ° C13D o ( \ \k t $ 2w R §w R e E I = o co E t § © m o) _& R_ § % (D $ G C \ ca \ 2 ° / Cl) k � e U) 0 o A c e 0 & & « n > % / n / J o— 2' ° � c Z � 4k 6 w / CL �\ a m 2 a (D 2 ��0 E to ƒ S$ 2 -J cc . m � o . n o e � k R I � f§ c t C"! c t �� kd � kk \ #� U p Lk0\ ® 04 q X a C-4 « E k k o © t T a§ 2 © t G w 2 � k » k D t 6 it .9 of 'a W IL w§ I o a_ -)d z O w » 04 O n w m C*4 e _ CL O 2 2 w UJ D E U)k a 2 \ = o= o L c CO o m c o e 2 $ 2 § a 2 §v2$ Rk � E E 22 a. o CL c o 0 2 5$ # e 2 £ ƒ2 co to cc a D (0 / a UL LL k a) (D 2z 0 kz Q o to J N Z CO) a CL >w J W D W v� U 0 x o a C W C W G CL a a N C Of .66 CR D O O T p U N N � N N J 0 N U X O H w m T W O U U ¢ o N IL C f6 =LO o m • o a C v N ) h C4 c N x E d >O W) Z 3 'a ) Q 3 y T > N fE O O O K W a a O W N O n O w a " 0 O 'O j ti 0 W N a � N � O 3 ° • CO tm w rn 0 = N L N A rn o N L `( O U V N H U 0 w y > M J C C O C O U) U) W N w N C p) N Coo. 5D X CO 2 U N N a CL v O L c c J r- 0 > C Q U Z i co 0 g H 0 ti O d j ti ~ W N CD w CD Co O o =w rn N E O T 7 U N w rn J E M_ = C C O O O O � O O Cl) W N C N 4 w N otS U') C �_ N m N X CL C/) S LO (D N a v O L � o d co J > O a �Z U m N 7 O. 7 O N L H _M O N 0 M U U O Q w C O . C W N N X w 0 C) Z 7 y d cc Q L o 3 w > O O L U t6 3 C 0 0 0 n L � N O m n CD m Z' E m E N O Z 2.00 I s '3 1.00 Iwo - 0.00 -1.00 -5 Monday, Jul 16 2012 = 0.51 = 6.300 = 2.08 = 3.03 = 8.26 = 0.53 = 8.20 = 0.65 Depth (fi 3.50 2.50 1.50 0.50 -0.50 -1.50 55 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) Channel Report -Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. &APPENDIX D - CHANNEL 1 SECTION 1 - 25 YEAR r User - defined Highlighted C Invert Elev (ft) = 0.50 C. Slope ( %) = 0.90 c N -Value = 0.018 Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) C Compute by: Known Q Crit Depth, Yc (ft) 4p Known Q (cfs) = 6.30 Top Width (ft) EGL (ft) (Sta, El, n) -(Sta, EI, n)... - ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018)- (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) C Elev (ft) Section 4.00 3.00 2.00 I s '3 1.00 Iwo - 0.00 -1.00 -5 Monday, Jul 16 2012 = 0.51 = 6.300 = 2.08 = 3.03 = 8.26 = 0.53 = 8.20 = 0.65 Depth (fi 3.50 2.50 1.50 0.50 -0.50 -1.50 55 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) • C Channel Report C. &, Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. APPENDIX D - CHANNEL 1 SECTION 1 - 100 YEAR C User - defined Highlighted C:: Invert Elev (ft) = 0.50 Depth (ft) E Slope ( %) = 0.90 Q (cfs) N -Value = 0.021 Area (sqft) C. Velocity (ft/s) ® Calculations Wetted Perim (ft) it Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 7.46 Top Width (ft) EGL (ft) C' (Sta, El, n) -(Sta, El, n)... ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) 0 • • 0 Elev (ft) Section 4.00 3.00 2.00 1.00 i 41 0.00 two • -1.00 • -5 • • Monday, Jul 16 2012 = 0.58 = 7.460 = 2.70 = 2.76 = 9.67 = 0.56 = 9.60 = 0.70 Depth (fi 3.50 2.50 1.50 0.50 916111 -1.50 55 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) C Channel Report - Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. APPENDIX D - CHANNEL 1 SECTION 2 - 25 YEAR ... User - defined Highlighted .: Invert Elev (ft) = 0.50 Depth (ft) Slope ( %) = 0.90 Q (Cfs) . N -Value = 0.025 Area (sqft) Velocity (ft/s) • Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) ® Known Q (cfs) = 13.19 Top Width (ft) EGL (ft) C' (Sta, El, n) -(Sta, El, n)... C ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) C. I C C Elev (ft) Section 4.00 3.00 X1161 1.00 Depth (fi 2.50 1.50 0.50 M 0.00 AVW -5 l 0 5 10 15 20 25 Sta (ft) 30 35 40 45 50 5 Monday, Jul 16 2012 = 0.76 = 13.19 = 4.76 = 2.77 = 13.29 = 0.71 = 13.20 = 0.88 -0.50 -1.50 ■ .I Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. c C APPENDIX D - CHANNEL 1 SECTION 2 -100 YEAR r User - defined Highlighted C Invert Elev (ft) = 0.50 Depth (ft) C Slope ( %) = 0.90 Q (cfs) C.. N -Value = 0.026 Area (sqft) Velocity (ft/s) C Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 15.61 Top Width (ft) EGL (ft) C- (Sta, El, n) -(Sta, El, n)... C ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) Q C C Elev (ft) Section 4.00 low � 3.00 2.00 1.00 0.00 -1.00 -5 Monday, Jul 16 2012 = 0.82 = 15.61 = 5.58 = 2.80 = 14.49 = 0.75 = 14.40 = 0.94 Depth (fl 3.50 2.50 1.50 0.50 -0.50 -1.50 55 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) W C-Channel Report C - Hydraflow Express Extension for AutoCAD® Civil 3138 2013 by Autodesk, Inc. APPENDIX D - CHANNEL 1 SECTION 3 - 25 YEAR C User - defined Highlighted C Invert Elev (ft) = 0.50 Depth (ft) C Slope ( %) = 0.90 Q (cfs) N -Value = 0.027 Area (sqft) Velocity (ft/s) C Calculations Wetted Perim (ft) C_ Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 19.83 Top Width (ft) EGL (ft) (Sta, Ell, n) -(Sta, El, n)... ( 0.00, 3.00)-(20.00,1.00, 0.035) - (24.00, 0.50, 0.018)-(28.00,1.00, 0.018) - (48.00, 3.00, 0.035) i C. O C Elev (ft) Section 4.00 3.00 2.00 is - 1.00 0.00 ird -1.00 C -5 C Monday, Jul 16 2012 = 0.90 = 19.83 = 6.80 = 2.92 = 16.10 = 0.83 = 16.00 = 1.03 Depth (fi 3.50 2.50 1.50 0.50 11116101 -1.50 55 0 5 10 15 20 25 30 35 40 45 50 Sta (ft) Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. APPENDIX D - CHANNEL1 SECTION 3 - 100 YEAR r User - defined Highlighted Invert Elev (ft) = 0.50 Depth (ft) ®Slope ( %) = 0.90 Q (Cfs) N -Value = 0.026 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) C Known Q (cfs) = 15.61 Top Width (ft) EGL (ft) (Sta, El, n) -(Sta, El, n)... ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) I • Elev (ft) Section ` 4.00 3.00 C _. 2.00 too - 1.00 0.00 -1.00 -5 0 5 10 15 20 25 Sta (ft) Monday, Jul 16 2012 = 0.82 = 15.61 = 5.58 = 2.80 = 14.49 = 0.75 = 14.40 = 0.94 30 35 40 45 50 Depth (fi 3.50 2.50 1.50 0.50 -0.50 -1.50 55 c Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. • APPENDIX D - CHANNEL 2 SECTION 1- 25 YEAR User - defined Highlighted Invert Elev (ft) = 0.50 Depth (ft) Slope ( %) = 3.64 Q (cfs) N -Value = 0.018 Area (sqft) Velocity (ft/s) w Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 4.87 Top Width (ft) El, El, n)... EGL (ft) (Sta, n) -(Sta, ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) • • • • • Elev (ft) Section • . 4.00 3.00 • 2.00 • 1.00 • - 0.00 -1.00 -5 0 5 10 15 20 25 30 35 40 45 50 55 • Sta (ft) Monday, Jul 16 2012 = 0.36 = 4.870 = 1.04 = 4.70 = 5.80 = 0.48 = 5.76 = 0.70 Depth (fi N&R 2.50 1.50 0.50 -0.50 -1.50 c Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. APPENDIX D - CHANNEL 2 SECTION 1 -100 YEAR User- defined Highlighted Invert Elev (ft) = 0.50 Depth (ft) Slope ( %) = 3.64 Q (cfs) - N -Value = 0.018 Area (sqft) Velocity (ft/s) Calculations Wetted Perim (ft) Compute by: Known Q Crit Depth, Yc (ft) Known Q (cfs) = 5.75 Top Width (ft) EGL (ft) (Sta, El, n) -(Sta, El, n)... . ( 0.00, 3.00) - (20.00, 1.00, 0.035) - (24.00, 0.50, 0.018) - (28.00, 1.00, 0.018) - (48.00, 3.00, 0.035) Elev (ft) Section 4.00 3.00 2.00 - 1.00 © 0.00 -1.00 -5 0 5 10 15 20 25 30 35 40 45 50 55 Sta (ft) Monday, Jul 16 2012 = 0.38 = 5.750 = 1.16 = 4.98 = 6.13 = 0.51 = 6.08 = 0.77 Depth (fi 3.50 2.50 1.50 0.50 -0.50 -1.50