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Home My WebLink AboutFP2006-500269Drainage Report for Meadowcreek Subdivision Phases 2 & 3 Brazos County, Texas '"· December 2006 D eveloper: Main Street Homes -CS, Ltd. 900 Congress Avenue, Su ite L-100 Aus tin , Texas 7 701 (5 12) 801 -8832 P repared B y: ivi l D evelo p ment, L td. 2900 Longmire Drive, uite K College Station, Texa 77845 (979) 764 -7743 CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas , certify that this report for the drainage design for the Meadowcreek Subdivisiou -Phases 2 & 3, was prepared by me in accordance with the provisions of the Subdivision and Development Regulations of Brazos County. Jose~~ TABLE OF CONTENTS DRAINAGE REPORT MEADOWCREEK SUBDIVISION -PHASES 2 & 3 CERTIFICATION ................................................................................................................................................................. 1 TABLE OF CONTENTS ....................................................................................................................................................... 2 LIST OF TABLES .................................................................................................................................................................. 3 INTRODUCTION .................................................................................................................................................................. 4 GENERAL LOCATION AND DESCRIPTION ......................................... : ....................................................................... 4 FLOOD HAZARD INFORMATION ................................................................................................................................... 4 DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 4 DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 4 STORM WATER RUNOFF DETERMINATION .............................................................................................................. 5 DETENTION FACILITY DESIGN ..................................................................................................................................... 7 STORM SEWER DESIGN .................................................................................................................................................... 9 CONCLUSIONS ................................................................................................................................................................... 10 APPENDIX A ....................................................................................................................................................................... 11 Time of Conce11tration Data APPENDIX B ........................................................................................................................................................................ 30 Storm Sewer Ill/et Design Data APPENDIX C ....................................................................................................................................................................... 33 Storm Sewer Pipe Design Data APPENDIX D ....................................................................................................................................................................... 49 Detention Pond Design Data & Calculations: Area-Capacity Data, SCS Curve Number Data, Time of Concentratio11 Calculations APPENDIX E ........................................................................................................................................................................ 59 5-Year Storm: Dete11tio11 Pond Post-Development HEC-1 Output APPENDIX F ........................................................................................................................................................................ 71 10-Year Storm: Detention Pond Post-Develop111e11t HEC-1 Output APPENDIX G ....................................................................................................................................................................... 83 25-Year Storm: Detention Pond Post-Development HEC-1 Output APPENDIX H ....................................................................................................................................................................... 95 50-Year Storm: Detention Pond Post-Development HEC-1 Output APPENDIX I ....................................................................................................................................................................... 106 JOO-Year Storm : Detention Pond Post-De1 1elopment HEC-1 Output EXHIBIT A ......................................................................................................................................................................... 118 Drainage Area Map -Post-Development, /11/et Des ign EXHIBIT B ......................................................................................................................................................................... 120 Drainage Area Map -Post-D e velopme11t, Pond Design EXHIBIT C ......................................................................................................................................................................... 122 Pre-D evelopm ent Drainage Area Map from Pha se I Drainage R eport LIST OF TABLES TABLE 1 -Rainfall Intensity Calculations .......................................................................................... 5 TABLE 2 -Time of Concentration (tc) Equations .............................................................................. 6 TABLE 3 -Pre-& Post-Development Runoff Information -Detention Evaluation ....................... 6 TABLE 4 -Post-Development Runoff Information -Storm Sewer Design ..................................... 6 TABLE 5.1 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 1 Design7 TABLE 6.1-Summary of Maximum Pond Water Level -Pond!.. .................................................. 8 TABLE 5.2 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 2 Design 8 TABLE 6.2-Summary of Maximum Pond Water Level -Pond 2 .................................................... 8 TABLE 5.3 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 3 Design 9 TABLE 6.3-Summary of Maximum Pond Water Level -Pond 3 .................................................... 9 TABLE 5.4 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 4 Design9 TABLE 6.4-Summary of Maximum Pond Water Level -Pond 4 .................................................... 9 INTRODUCTION DRAINAGE REPORT MEADOWCREEK SUBDIVISION -PHASES 2 & 3 The purpose of this report is to provide the hydrological effects of the construction of th e Meadowcreek Subdivision -Phases 2 & 3, and to verify that the proposed storm draina ge sys tem meets the requirements set forth by the Subdivision and Development Regulation s of Brazos County. Since this subdivision has curb and gutter streets, as typically found in urban residential developments, the streets and drainage structures have also been designed to meet City of College Station Drainage Policy and Design Standards. GENERAL LOCATION AND DESCRIPTION The project is located on a portion of a 75 acre tract located west of FM 2154 along the south side of Koppe Bridge Road approximately 1 mile from Wellborn, Texas . The site was cleared in 2005. The existing ground elevations range from elevation 292 to elevation 327 . The general location of the project site is shown on the vicin it y map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Peach Creek Drainage Basin . This entire site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated Jul y 2, 1992, panel number 48041 C0200-C. Zone X Areas are detennined to be outside of the 500- year floodplain. DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff from this site flows in a southeasterly direction and leaves the site in an existing drainage channel. Ultimately, this runoff flows into a tributary of Peach Creek and then into Peach Creek. Runoff from the adjacent properties to the northeast, northwest and southwest also enters this site. This runoff is accounted for in th e design of the drainage structures for this project. After development, the runoff wi II be discharged at the same location as before the development. DRAINAGE DESIGN CRITERIA The design parameters for the stonn sewer and detention facility analysis are as follows : • The Rational Method is utili zed to detem1ine peak storm water runoff rates for the stom1 sewer inlet and pipe design , and the HEC-1 computer program is utilized to detem1ine peak storm water runoff rates for the detention facility design. • Design Stom1 Frequency Storm sewer system Detention facility ana lysis • Runo ff Coe ffici ents Pre-deve lopment 10 , 25 and 100-year storm events 5, 10 , 25 , 50 and 100-year stonn eve nt s Post-development (s in g le fami ly re s ident ia l) c = 0.30 c = 0.5 5 -1 • Runoff Curve Number (CN)-Detention Pond The Brazos County Soil Survey shows the soils in the area to b e classified as h ydro lo g ic Group C & D soils. The pre-development CN is based on no development on th e site . The post-development CN is based on development of Phases l , 2 & 3 of the subdivision within the detention pond drainage area. The CN calculations are found in Appendix D. • Rainfall Intensity equations and values for Brazos Co un ty can be found in Table I . • Time of Concentration, tc -Ca lculations a re based on the method found in the TR-55 publication . Refer to Tab le 2 for the equations and Appendices for calculations . The runoff flow paths used for calculating the pre-& post-development times of concentration for the detention pond analysis are shown on Exhibits B & C, and the flow path used for the post-development time of concentration for the storm sewer design is found on Exhibit A. For smaller drainage areas , a minimum tc of 10 minutes is used to determine the rainfall intensity val ues . STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, 10, 25, 50, and 100-year storm events . The drainage areas for th e pre-& post-development conditions for the detention pond analysis are shown on Exhibits B & C. The drainage areas for the post-deve lopment conditions for the storm sewer design a re shown on Exh ibit A . Pre-developm e nt and post-development runoff information for the detention facility evaluation is summarized in Table 3. Post-developm ent runoff conditions for the storm sewer design are summarized in Table 4. TABLE 1 -Rainfall Intensity Calculations Rainfall Intensity Values (in/hr) Storm t c = Event 10 min Is 7.6 93 "· 8.635 '2s 9.861 lso 11 .1 48 1100 11 .63 9 Brazos County : 5 l:'.ear storm 10 l:'.ear storm b= 76 b= 80 d= 8 .5 d = 8 .5 e= 0.785 e= 0 .763 I = b I (tc+d)" I = Rainfall Intens ity (in/hr) tc = U(V*60) tc = Time of concentratio n (min) L = Length (ft) V = Velocity (ft/sec) 25 l:'.ear storm 50 l:'.ear storm 100 l:'.ear storm b= 89 b= 98 b= 96 d= 8.5 d = 8.5 d= 8 .0 e= 0 .754 e= 0.745 e= 0.730 (Data taken from State Department o f Hiqhwal:'.s and Public Transportation Hl:'.draulic M anua l , pa ge 2-16) TABLE 2 -T i me of Co n ce n tratio n (tc) Equations Th e tim e of co 11 cen tratio 11 iva s det e r mined using 111 e th od sfou11 d in TR-55. "Urha11 Hydrol ogy for S m a ll Wa t ers h e d s. " Th e equa tions a re as fo llows : T ime of Concentratio n : For S hee t Fl ow : For Sha ll ow Con cen trated F low: Tc = Tt(shee t now)+ T1(co ncr n tr a ted sheet fl ow) w he re: T 1 =Trave l Ti m e, mi nu tes w he re: T 1 =trave l tim e , ho u rs n =M a n ning 's ro u ghness coefficient L = flo w le n gth , feet P2 = 2-year, 24-ho ur ra infa ll = 4 .5" s = la nd s lo pe , ft/ft T 1 = L I (60 *V) w he r e: T 1 = trave l tim e , mi nutes V =V e locity, fp s (See F ig 3-1 , App . A) L = fl ow le n gth , feet R efer to App e ndi ces for calcu la ti o n s . TABLE 3 -P r e-& Post-D eve lop m ent Ru n off I n fo rm ation -D eten t ion Evaluatio n A rea# Area C N t c L (acre s) (mi n) (hrs) P re 10 1 188 .4 8 69 .7 83 .1 0 .831 Pos t 30 1 33.29 77 32 .1 0.321 - Post 302 138 .12 77.4 78.8 0.788 Post 303 1.63 80 .7 12 .8 0 .128 - Pos t 304 15 .44 70 .7 64 .8 0.648 TABLE 4 -Post-Develo pme n t R un off In form at io n -Storm Sewer Desig n A rea# Area c (Gutter (acres) c, C2 Cro<a l locati on) A , A2 To tal 1 3.23 1.79 5.02 0 .55 0 .30 0.46 ---- 2 1.60 0 .00 1.60 0 .55 0 .30 0 .55 2A 0 .13 0 .00 0 .13 0 .55 0 .30 0 .55 ---- 3 1.89 0 .00 1.89 0 .55 0 .30 0.55 ·-- 3A 0 .13 0 .00 0 .13 0 .55 0 .30 0 .55 ---- 4 1.40 0 .00 1.40 0 .55 0 .30 0 .55 --- 5 0 .27 0 .00 0 .27 0 .55 0 .30 0 .55 6 2.34 000 2.34 0 .55 0 .30 0 .55 - 201 1.02 8 .52 9 .54 0.55 0 .30 0 .33 202 303 1.1 1 4.14 0 .55 0 .30 0 .48 203 1.00 4 .33 5.33 0 .55 0 .30 0.35 204 0 .24 0 .24 0.48 0 .55 0 .30 0.43 205 0.41 0 .10 0.51 0.55 0 .30 0 .50 206 2 .34 0.34 2.68 0 .55 0.30 0 .52 2 14 0 .57 000 0 .57 0 .55 0 .30 0.55 21 5 0 .07 0 00 0 .0 7 0 .55 0 .30 0.55 2 16 1.34 0 .00 1.34 0 .55 0 .30 0.55 217 0 .2 1 0 .00 0 .21 0 .55 0 .30 0.55 2 18 0 .25 0 .00 0 .25 0 .55 0 .30 0 .55 220 0 .66 0 .69 1.35 0 55 0 .30 0 .42 221 0 .25 0 .00 0.25 0 .55 0 .30 0 .55 223 0 .23 8.66 8.89 0 55 0 .30 0 .31 I I I 4 DETENTION FACILITY D ES IG N Altho ugh a stom1 water detention facility is not re quired by Brazos County regulations , a detention pond wi ll be constructed to contro l the peak d ischarge from this development such that it is less tha n or eq ua l to the pre-development peak d ischarge . The post-development peak discharge values for th e exis tin g drainage channe l at the so uth east property lin e wou ld increase for the 100-year storm event ifthere was not a detention pond to contro l the runoff. Due to the increased runoff from this development, detention ponds are proposed, which will reduce the peak runoff to less than or equal to the pre-development runoff, as the "Post-Deve lopment out of Pond l " data in Table 5 .1 shows. TABLE 5.1 -Pre-& Post-Development Peak Discharge C omparison -Detention Pond 1 D es ign Pond 1 Os 010 025 Oso 0100 (cfs ) (cfs) (cfs) (cfs) (cfs) Pre-Developme nt 158 208 287 348 414 -··------------ Post-Development i nto Pond 156 203 273 326 386 -----·-- Post-Development out of Pond 1 147 197 266 319 377 Decrease in Peak Discharge 11 11 21 29 37 The area-capacity d ata and the depth-discharge data are pro vided in Appendix D . The grading for the detention ponds are shown in the co nstruction drawings. The peak flow out of the detention facilities were determined by the HEC-1 program using the depth discharge data for the pond outlet structures as provided in Appendix D . The flow into and out of each pond, as shown in Tables 5 .1, 5 .2 , 5.3 & 5.4. As shown in Table 5.1 , the peak outflow from Detention Pond No. 1 is less than the a llowable peak outflow for the design storm event. Additionally, Tables 6.1, 6.2, 6.3 & 6.4 present the maximum water surface in the ponds for each storm event, as well as the amount of freeboard pro vided. HEC-1 outputs for the pre-development co ndition were pro vided in the Phase 1 Drainage Report. The pre-development flows in Table 5 .1 are from this HEC-1 output. The post-development HEC-1 outp ut s are provid ed in Appendices G through I. Pond 1 The pond outlet structure is a concrete channe l which is 10' w ide and has a control structure which has 2 openings which are 2' in width and 2' hig h with a flow lin e e levation of 293 .0 . T he contro l structure also has a top crest elevation of 296.5, which a ll ows ad dition al weir flow over the control structure. Also, there is an overflow spi ll way with a crest elevation of 297.5. This spi ll way channel has a bottom width of 20', 3H: 1 V side slopes and is lined w ith rock riprap to prevent erosion of the channel. T h e top of th e pond berm is at E levation 300 .0. The grading of the pond and the outlet a nd spi ll way d etai ls are shown on th e grading plans . The outlet struct ure c h a nn e l will have dissipater blocks to reduce the ve locity of the discharge and rock riprap will be used to prevent eros ion . 7 Date: To: From: Subject: Remarks: CIVIL ENGINEERING & DESIGN-BUILD SERVICES TRANSMITTAL January 8, 2007 Carol Cotter Development Services City of College Station Joe Schultz, P.E.N..,__ Civ il Developme;fitd. P.O. Bo x 11929 College Station , Texas 77842 Phone: (979) 764-7743 Revised Page 7 of Drainage Report Meadowcreek Subdivision -Phases 2 & 3 Co llege Station, Texas Attached is Page 7 of the Drainage Report for the above-referenced project. Table 5.1 on this page had a correction made (second row , "without Pond" changed to "into Pond"). Please replace Page 7 in the two copies of the Drainage Report we submitted to you on December 4 , 2006 . Let me know if you need anyth in g e lse or have any questions . . ' .. ' "' DETENTION FACILITY D ES IGN Although a stom1 water d e tention facility is not required by Brazos Co unt y regulations, a detention pond wi II be constructed to control the peak disch arge from th is developm e nt such that it is less than or equal to the pre-d eve lopment peak discharge . The post-d eve lopm e nt peak disch arge values for the ex istin g drainage channe l at t iCuth east property lin e wo uld increase for the 100-year storm event if there was not a d etention pond to contro l the runoff. Due to the increased runoff from this development , detention ponds are proposed, which will reduce the peak runoff to less than or equal to the pre-development runoff, as the "Post-Developmen t out of Pond l " data in Table 5 .1 shows. TABLE 5.1 -Pre-& Post-Deve lopment Peak Discharge Comparison -Detention Pond 1 D es ign Pond 1 Os 0 10 0 25 Oso 0 100 (cfs) (cfs) (cfs ) (cfs) (cfs) Pre-Development 158 208 I 287 348 414 ----- Post-Development without Pond 156 203 ' 273 326 386 - -------------197 / Post-Development out of Pond 1 147 266 319 377 Decrease in Peak Discharge 11 )1 · 21 29 37 The area-capacity data and the depth-discharge data are pro vided in Appendix D . The grading for the d etentio n ponds are shown in the co nstruction drawin gs. The peak flow out of the detention facilitie (were determined by the HEC-1 program usin g the depth discharge data for the pond outlet structures as provided in Appendix D . The flow into and out of each pond, as shown in Tables 5 .1, 5 .2, 5 .3 & 5.4 . As shown in Table 5 .1, the peak outflow from Detention Pond No. 1 is less than the allowable peak outflow for the design stom1 event. Additionally, Tables 6.1, 6.2, 6 .3 & 6.4 present the maximum water surface in th e ponds for each storm event, as well as the amount of freeboard pro vided. HEC-1 outputs for the pre-dfvdopment condition were provided in the Phase l Drainage Report. The pre-deve lop £ent flows in Tab le 5.1 are from this HEC-1 output. HEC-1 outputs are provided in Appendices G through I. Pond I The pond outle structure is a concrete channe l which is 10 ' wide and has a control structure wh ic h has 2 o enings which are 2' in width and 2' high with a flow lin e e le vation of 293 .0 . T h e control stru ure also has a top crest e levation of 296 .5, which a ll ows additional weir flow over the contr 1 structure . Also, there is an overflow spillway with a crest elevation of 297.5 . Th is spi ll wa channel h as a bottom width of 20', 3H : IV si de slopes and is lined with rock riprap to preve erosion of the channel. The top of th e pond be m1 is at E levation 300.0. Th e grading of the pond and the outlet a nd spi llw ay details are shown on th e grad in g plans. The o utl et strr ct ur e chann e l will h ave dissipater blocks lo reduce th e veloc it y of th e di sc har ge a nd rock r ·prap will be used to prevent eros ion . TABLE 6.1-Summary of Maximum Pond Water Level -Pond 1 POND1 Storm Event Water Surface Free board, Bevation, ft. ft. 5-year 297 .95 2 .1 -····-----------···- 10-year 298 .28 1.7 25-year 298 .69 1 .3 50-year 299 1.0 100-year 299 .26 0 .7 Note : Detention Pond Top of Berm Elevation = 300 .0 Pond2 The pond o utlet structure consists of2-36" HOPE pipes with an up stream flowline of 296.25 . Also, there is an overflow spillway with a crest elevation of 298 .5 . This spi ll way channel has a bo ttom wid th of 1 O', 4H : 1 V side s lop es and is lin ed w ith co ncrete to prevent erosion of th e channel. The top of the pond berm is at E levation 302 .5 . The proposed grading of the pond and the outlet and spi ll way details are shown on the grading plan. The outlet st ructure channe l will have concrete channel lining to prevent erosion. TABLE 5.2 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 2 Design Pond 2 Os 010 0 25 Oso 0 100 (cfs) (cfs) (cfs) (cfs) (cfs) Post-Development into Pond 2 176 221 293 347 410 Post-Development out of Pond 2 141 183 245 294 347 TABLE 6.2-Summary of Maximum Pond Water Level -Pond 2 POND2 Storm Event Water Surface Free board, Elevation, ft . ft . 5-year 300 .01 2 .5 ---·------- 10 -year 300.45 2 .1 --·-------- 25-year 301.09 1.4 ·---·-------- 50-year 301 .50 1.0 -----·--- 100-year 301 .94 0 .6 Note : Detention Pond Top of Berm Elevation= 302 .5 Pond3 The pond outlet st ru cture consists of 1-1 5" HOPE pipes with an up st ream flowline of 308 .0 . Also , th ere is an overflow spi ll way wit h a crest e levatio n of 3 l 0.0. This s pill way channe l has a bottom width of 2 ', 4H: 1 V s id e s lopes and is lin ed wit h concrete to prevent erosion of th e chann e l. The top of the pond be rm is at E levati on 3 12 .0 . The proposed grading of the pond and the outlet a nd spillway detail s are s hown o n the gra din g plan. T he out le t str ucture channe l wi ll hav e concrete channe l linin g to prevent erosion . I TABLE 5.3 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 3 Design Pond 3 Os 010 02s O so 0 100 (cfs) (cfs) (cfs) (cfs) (cfs) Post-Development into Pond 3 11 16 23 31 38 --Post-Development out of Pond 3 10 14 21 28 35 TABLE 6.3-Summary of Maximum Pond Water Level -Pond 3 POND3 Storm Event Water Surface Free board , Elevation, ft . ft . 5-year 310 .27 1.7 --- 10-yea r 310 .61 1.4 25-year 311 .06 0 .9 -------- 50-year 311 .25 0 .8 ---- 100-year 311.47 0 .5 Note: Dete ntion Pond Top of Berm Elevation = 312 .0 Pond 4 The pond outl et structure consists of 1-15" HDPE pipes with an up str eam flow lin e of 3 11 .0 . Also , th ere is an overflow spillway with a crest elevation of 314.0. This spillway channe l has a bottom width of 2 ', 4H : 1 V side s lop es and is lined w ith concrete to preve nt erosion of th e channel. The top of the pond berm is at Elevation 316.0. The proposed grading of th e pond and the outlet and spillway d etai ls are shown on the grading plan . The outlet structure channe l wi ll have concrete channel lining to prevent erosion . TABLE 5.4 -Pre-& Post-Development Peak Discharge Comparison -Detention Pond 4 Design Pond 4 Os 010 0 25 Oso 0100 (cfs) (cfs) (cfs) (cfs) (cfs) Post-Development into Pond 4 16 21 28 34 41 Post-Development out of Pond 4 10 15 22 29 36 TABLE 6.4-Summary of Maximum Pond Water Level -Pond 4 POND4 Storm Event Water Surface Freeboard, Ele v ation, ft. ft. 5-year 314 .16 1.8 ~------------ 10-year 314 .53 1 .5 25-yea r 315 .04 1 .0 50-yea r 3 15 .2 4 0 .8 100-year 315.44 0 .6 Note: Detent ion Pond Top of Berm Elevation= 3 16.0 STORM SEWER DESIGN T h e s torm sewer pipin g fo r thi s proj ec t h as b ee n se lec ted to b e Hi g h -D e n s i ty Po ly-E th y le ne Pipe (HOP E) a nd pre-cast con c re te boxes m eetin g the require m e n ts of ASTM C-850 The c urb inl e ts and j unct io n boxes w ill be c a s t-in -p lace conc re te_ 'I I I I I Appendix A presents a summary of the storm sewer inlet design parameters and calculations. The inlets were designed based on a 10-yea r desi gn stom1. As per College Station guidelines, the capacities of inlets in sump were reduced by 10% to allow for clogging. Inlets for the residential streets were located to maintain a gutter flow depth of 5" or less . This design d ep th will prevent the spread of water from reac hing the crown of the road for th e l 0- yea r storm event. Refer to Appendix A for a summary of th e gutter flow depth s. The runoff intercepted by the proposed stonn sewer inlets was calculated using the following equations . The depth of flow in the gutter was determined b y using the Straight Crown Flow equation. The flows intercepted by Inlets 5, 9, 10 & 13-18 were calculated by using the Capac ity of Inlets On Grade equation. These equations and resulting data are summarized in Appendix A. The capacities for the inl e ts in sump (Inlets 11 & 12) were calculated using the Inl ets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are also summarized in Appendix A . T he area between the right-of-way and the curb line of the streets will be graded as necessary to provide a minimum of 6" of freeboard above the curb line. This will ensure th at the runo ff from the 100-year storm event will remain within the street right-of-way. Appendix B presents a summary of th e storm sewer pipe design parameters and calculations. All pipes are 18" in diameter or larger. The pipes for the storm sewer system were designed based on the l 0-year storm event, and they will a lso pass th e 100-year storm event. Bas ed o n the depth of flow in the street d e termined for the l 00-year storm event, this runoff will b e contained within the street right-of-way until it enters the storm sewer system . As required by College Station, the velocity of flow in the storm sewer pipe system is not low e r than 2.5 fee t per second, and it does not exceed 15 feet per second. As the data shows, even during lo w flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build- up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 11 . The maximum velocity for the pipe system in this development will be 12.5 feet pe r second a nd will occur in Pipe No . 7. Appendix B contains a summary of the pipe calculations for the 10 and 100-year events. CONCLUSIONS The construction of this project will increase the stom1 water runoff from this site . The proposed storm sewer system should adequately control the runoff and release it into existing drainages or into the detention ponds . The detention faciliti es should adequately con trol the peak post-development runoff so that it will not have any impact on the properti es down stream , a nd there should be no flood dama ge to downstream or adjacent landowners resu ltin g from this deve lopm en t. i i ) I I I I I I APPENDIX A Time of Concentration Data 11 Meadowcreek Subdivision -Phase 2 re Calculations-Post Development Drainage Area #201 Sheet Flow : n= 0.24 (dense grass) P= 4 .5 L= 300 Elev,= 327 .8 Elev 2 = 326 Slope= 0.0100 T1= 0 .007(L *nttl = 0 .637 hours= 38.2 min (P)os*(S)oA Concentrated Flow 1 : V= 2.5 fps (unpaved) L= 244 Elev 1 = 326 Elev 2 = 324 Slope= 0.0082 T1= L/(60*V) = 1.6 min Concentrated Flow 2 : V= 1.3 fps (unpaved) L= 1894 Elev 1 = 324 Elev 2 = 312 Slope= 0.0063 T1= L/(60*V) = 24 .3 min Ir e= 64.1 min Flow Through Channel #5 : V= 2 .78 fps (Manning's) L= 86 Elev 1 = 312 Elev 2 = 311 Slope= 0.0191 T1 = L/(60 *V) = 0 .5 min Ir e= 64 .6 min Flow Through Pipe #5 : V= 7.12 fps (Manning's) L= 30 Elev 1 = 311 Elev2 = Slope= 0.0100 T1= L/(60 *V) = 0 .1 min Ir e= 64 .7 min Flow Through Pipe #4 : V= 6.08 fps (Manning's) L= 34 Elev ,= O Elev 2 = Slope= 0 .0060 T ,= L/(60*V) = 0 .1 min ITc= 64.8 min Flow Through Channel #4 : V= 3.44 fps (Manning's) L= 143 Elev 1 = O Elev 2 = Slope= 0 .0060 T1= L/(60*V) = 0 .7 min ITc= 65.5 min Drainage Area #2 Sheet Flow : n= 0 .24 (dense grass) P= 4 .5 L= 58 Elev 1 = Elev2 = Slope= 0 .0100 T1= 0 .007(L *n(a = 0 .171 hours = 10 .3 min (P)o s*(S )o4 Gutter Flow 1: V = 3.5 fps (paved) I L= 85 Elev 1= Elev2 = Slope= 0 .0288 T,= L/(60 *V) = 0.4 min I Gutter Flow 2 : V= 2 .65 fps (paved) L= 280 Elev 1 = Elev2 = Slope = 0 .0170 Ti = L/(60*V) = 1.8 min Gutter Flow 3 : V= 2 .2 fps (paved) L= 522 Elev 1 = Elev2 = Slope = 0.0120 Ti= L/(60 *V) = 4 .0 min ITc= 16.5 m i n Drainage Area #3 Shee t Flow : n= 0 .24 (dense gra ss) P= 4.5 L= 75 El ev 1 = Elev2 = Slop e= 0.0100 T1= 0.007(L*nta = 0 .210 hours= 12 .6 m in (P)o s*(S)o4 Gutter Flow 1: V= 3.5 fps (paved) L= 125 Elev 1= 0 Ele v2 = 302.5 Slo pe= 0 .0080 T1= U(60*V) = 0 .6 min Gutter Flow 2: V = 2.65 fps (paved) L= 280 Elev 1 = Elev2 = Slope= 0 .0170 T1= L/(60 *V) = 1.8 min Gutter Flow 3: V= 2.2 fps (paved) L= 522 Elev 1 = Elev2 = Slope= 0.0120 T,= L/(6 0*V) = 4 .0 min ITc= 19 .0 mi n Dra i n age A r ea #2 03 Sheet Flow : n= 0.24 (de nse grass) P= 4 .5 L= 29 3 Ele v 1= 324 Elev2 = 315 Slo pe= 0 .0 30 7 T,= 0 .00 7(L *nta = 0 .399 hours= 23 .9 min (P)os*(S)oA Concentrated Flow 1 : V = 1.8 fps (unpaved) L= 84 8 Elev 1 = 315 Elev2 = 304 .5 Slope= 0 .0124 T1= L/(60 *V) = 7.9 min I Tc= 31 .8 min Flow Through Channel #7 : V = 2 .77 fps (Manning's) L= 90 Elev 1= 304.5 Elev 2 = Slope= 0 .0200 T1 = L/(60 *V ) = 0 .5 min I j Tc= 32.3 min Flow Th rough Pip e #9 : V= 8 .26 fps (Mannin g 's) L= 33 Elev,= O Elev 2 = Slope= 0 .0200 T1= L/(60 *V ) = 0 .1 min Ire= 32.4 min Flo w Through Pipe #8 : V= 7.09 fps (Mann ing 's) L= 91 Elev ,= 0 Elev 2 = Slope= 0.0080 T 1= L/(60 *V) = 0 .2 min Ire= 32.6 min Fl ow Th roug h Pipe #7 : V= 8.27 fps (Mann ing 's) L= 33 Elev ,= 0 Elev2 = Slope= 0.0100 T1= L/(60 *V ) = 0 .1 m in Ire= 32.7 min Flow T hrough Chann el #6: V= 2.96 fps (Mann ing's) L= 99 Elev ,= O Elev 2 = Slope= 0.0050 T 1= L/(60 *V ) = 0 .6 min Ire= 33.3 min Drai nage Are a #206 Sheet Flow 1 : n= 0 .24 (dense grass) P= 4 .5 L= 192 Elev ,= 327 Elev2 = 324 .7 Slope= 0.0120 T1 = 0 .007(L *nf~ = 0 .415 hours= 24 .9 m in (P )°s*(S )oA Sh eet Flow 2 : n= 0.015 (sho rt grass prair ie) P= 4 .5 L= 108 El ev 1 = 32 4 .7 Elev 2 = 323 Slo pe = 0 .01 57 T i= 0 .007(L*nf~ = 0 .026 hours= 1.6 min (P)os*(S)°-4 Concentrated Flo w 1 : V= 3 fps (unpaved) L= 56 Elev ,= 323 Elev2 = 321 Slope= 0 .0357 Ti= U(60*V) = 0 .3 min Gutter Flow 1: V= 1.8 fps (paved) L= 200 Elev 1 = 321 Elev2 = Slope= 0 .0080 T1= L/(6 0 *V) = 1.9 min Gutter Flow 2: V= 2 fps (paved) L= 200 Elev,= 0 Elev 2 = Slope= 0 .0100 T1= L/(60*V) = 1.7 min Gutter Flow 3 : V= 1.8 fps (paved) L= 200 Elev ,= 0 Elev 2 = Sl ope= 0.0080 T1= U(60*V) = 1.9 min Gutter Flow 4 : V= 2 fps (paved} L= 320 Elev,= O Elev2 = Slope= 0 .0100 T1= U(60*V) = 2 .7 min IT c= 3 5 .0 min Drain age A re a #210 Sheet Flow : n= 0 .24 (dense grass) P= 4 .5 L= 73 Elev 1 = 305 Elev 2 = 303.7 Slope= 0 .0178 T1= 0.007(L *nt ~ = 0.163 hours= 9 .8 min (P)o s*(S)o4 Sheet Flow : n= 0.15 (short -gra ss prairie ) P= 4 .5 I L= 127 Elev 1= 303 .7 Elev2 = 301 .5 Slope= 0.0173 Ti= 0.00 7(L *n(~ = 0 .177 hours= 10 .6 min (P)o s*(S)o4 Concentrated Fl ow 1 : V= 1.9 5 fps (unpaved) L= 90 Elev 1= 30 1.5 Elev 2 = 300 .5 Slope= 0.0111 Ti= L/(6 0*V ) = 0 .8 min IT c= 2 1.2 m in Drainag e Area #216 Gutter Flow 1: V= 1.8 fps (paved) L= 198 Elev 1= Ele v2 = Slope= 0 .0080 Ti= L/(6 0*V) = 1.8 min Gutter Flow 2 : V= 2 fps (paved} L= 2 00 Elev 1 = Elev2 = Sl op e= 0.0100 Ti= L/(60 *V) = 1.7 min G utter Flow 3 : V = 1.8 fps (pa ved) L= 2 00 Elev 1= Elev2 = Sl o pe= 0.008 0 Ti= L/(6 0*V) = 1.9 min Gutter Flow 4 : V = 2 fps (paved) L= 32 0 Elev 1= Elev2 = Sl o pe= 0 .0100 Ti = L/(60 *V) = 2 .7 min IT c= 8 .1 min !using 10 m in Drai nage A rea #220 Sheet Flow : n= 0.15 (short grass prairie) P= 4.5 L= 114 Elev 1= 326 Elev 2 = 323 Slope= 0 .0263 T1= 0 .007(l *n tD = 0 .137 hours= 8 .2 min (P)°s*(S )o4 Gutter Flow 1 : V= 1.8 fps (unpaved) L= 355 Elev 1= Elev 2 = Slope = 0 .0080 T1= L/(60*V) = 3 .3 min ITc= 11 .5 mi n Dra inag e A rea #2 21 Sheet Flow : n= 0 .15 (short grass prairie) P= 4 .5 L= 70 Elev ,= 322 .1 Elev 2 = 320.9 Slope= 0 .0171 T1= 0 .007(l *ntD = 0 .110 hours= 6 .6 min (P)o s*(S)o4 Gutter Flow 1: V= 1.8 fps (unpaved) L= 369 Elev ,== Ele v2 = Slope= 0 .0080 T1 = L/(60 *V) = 3.4 min IT c= 10 .0 m in Drai nage Area #2 23 Sheet Flow : n= 0.24 (dense grass) P= 4 .5 L= 300 Elev ,= 332 .3 Elev 2 = 331 . 1 Slope= 0 .0040 T1 = 0 .007(l *ntD = 0.919 hours= 55.1 min (P)o s*(S)o4 Concentrated Flow 1 : V= 2 fps (unpaved) L= 404 Ele v,= 331 .1 Elev 2 = 326 Slope = 0 .01 26 T1= L/(60 *V ) = 3.4 min Co ncentra ted Flow 2 : V= 3.8 fps (unp ave d} L= 55 Elev 1 = 326 El ev 2 = 32 3 Sl op e= 0 05 4 5 I T,= L/(60*V ) = 0 .2 min ITc= 58 .7 mi n Fl ow Th roug h Chann el #3 : V= 2 .75 fps (Manning's) L= 142 .5 Elev 1= 321 .94 Elev2 = 3 19.09 Sl o pe= 0 .0200 T,= L/(60 *V ) = 0 .9 min ITc= 59.6 min Fl ow Th roug h Pipe #3 : V= 6 .37 fps (Manning's) L= 24 Elev 1= Ele v2 = Slope= 0 .0100 T,= L/(60 *V ) = 0 .1 min ITc= 59 .7 min Flow Th rou gh Pip e #2 : V = 6 .95 fps (Mann ing 's) L= 31 Elev 1= Ele v2 = Slo pe= 0 .0100 T1 = L/(6 0*V ) = 0 .1 min I Tc = 59 .8 mi n Flow Through Pipe #1 : V= 7.02 fps (Manning's) L= 83 Elev 1= 0 Ele v2 = Slope= 0 .010 0 T1= L/(6 0 *V) = 0 .2 min I Tc= 60 .0 m i n Flow Through Chann e l #2 : V= 2.24 fps (Mann ing's) L= 896 Elev 1= O Elev2 = Slope= 0.0100 T1 = L/(60 *V ) = 6.7 min ITc= 66 .7 m in Meadowcreek Subdivision -Phase 3 Tc Calculations -Post Development Drainage Area #11 Sheet Flow : n= 0.24 (dense grass) P= 4 .5 L= 100 Elev 1= Elev 2 = Slope= 0.0250 T,= 0 .007(L *nt~ = 0 .183 hours= 11 .0 min {P)°s*{S)o4 Flow Across Pavement: V= 2.9 fps (paved) L= 50 Elev 1 = Elev2 = Slope= 0.0200 T,= L/(60*V) = 0 .3 min Flow in Flume : V= 1.55 fps (paved) L= 100 Elev 1= Elev2 = Slope= 0.0060 T,= L/(60*V) = 1.1 min Flow in Grass: V= 1.6 fps (unpaved) L= 85 Elev 1 = Elev2 = Slope= 0.0100 T,= L/(60*V) = 0 .9 min Gutter Flow 1 : V= 1.85 fps (pa ved) L= 106 Elev 1= Elev2 = Slope= 0.0080 T,= L/(60*V) = 1.0 min ITc= 14 .3 min Drainage Area #12 Sheet Flow : n= 0.24 (dense grass) P= 4.5 L= 100 Elev 1= Elev 2 = Slope= 0.0250 T,= 0 .007(L *nt~ = 0 .183 hours= 11.0 min ' (P)os *{S)o4 I Flow Across Pavement: V= 2 .9 fps (paved) L= 50 Elev 1 = Elev 2 = Slope= 0.0200 Ti= L/(60*V) = 0.3 min Flow in Flume : V= 1.55 fps (paved) L= 100 Elev 1 = Elev 2 = Slope= 0.0060 Ti= L/(60*V) = 1.1 min Flow in Grass : V= 1.6 fps (unpaved) L= 85 Elev 1 = Elev 2 = Slope= 0 .0100 Ti = L/(60*V) = 0.9 min Gutter Flow 1 : V= 1.85 fps (paved) L= 361 Elev 1 = Elev 2 = Slope= 0 .0080 Ti = L/(60 *V) = 3 .3 min ITc= 16 .6 min Drai nage A rea #13 Sheet Flow : n= 0.24 (dense grass) P= 4 .5 L= 100 Elev 1 = Elev2 = Slope= 0.0250 Ti= 0 .007(L *nt~ = 0 .183 hours= 11.0 min (P)os*(S)oA Flow Across Pavement: V= 2 .9 fps (paved) L= 50 Elev 1 = Elev 2 = Slope= 0 .0200 Ti= L/(60*V) = 0 .3 min Flow in Flume : V= 1.55 fps (paved) L= 100 Elev 1 = Elev 2 = Slope= 0 .0060 T i= L/(60 *V) = 1.1 min Flow in Grass : V= 1.6 fps (unpaved) L= 85 Elev 1 = Elev 2 = S lope= 0.0100 T1= U(60*V) = 0 .9 min Gutter Flow 1: V= 1.85 fps (paved) L= 545 Elev 1= Elev2 = Slope= 0 .0080 T1= L/(60 *V ) = 4 .9 min Gutter Flow 2 : V= 1.8 fps (paved) L= 66 Elev 1 = Elev 2 = Slope= 0 .0070 T 1= L/(60 *V) = 0 .6 min ITc= 18.8 m in Drai nage A rea #14 Sheet Flow : n= 0.24 (dense grass) P= 4 .5 L= 100 Elev 1= Elev2 = Slope= 0 .0250 T1= 0 .007(l*n)011 = 0 .183 hours = 11 .0 min (P)o .s*(S )°-4 Flow Across Pavement: V= 2 .9 fps (paved) L= 50 Elev 1 = Elev 2 = Slope= 0.0200 T1= L/(60 *V ) = 0 .3 min Flow in Flume : V= 1.55 fps (paved} L= 100 Elev 1 = Elev2 = Slope= 0 .0060 Ti = L/(60 *V ) = 1.1 min Flow in Grass : V= 1.6 fps (unpaved) L= 85 Elev 1 = Elev 2 = Slope= 0 .0 100 Ti= L/(60 *V ) = 0 .9 m in Gutter Flow 1: V= 1.85 fps (paved) I L= 545 Elev 1= Ele v2 = Slope= 0.0080 Ti= L/(6 0 *V ) = 4 .9 min Gutte r Flow 2 : V= 1.8 fps (paved) L= 32 6 Elev 1= Ele v2 = Sl op e= 0 .0 070 Ti= L/(60*V) = 3.0 min IT c= 21 .2 m in Drainage Area #2 She et Flow : n= 0 .24 (dense grass) P= 4 .5 L= 58 Elev 1= Elev2 = Sl o pe= 0 .0 100 Ti= 0 .00 7(L*nt°~ = 0 .171 hours= 10 .3 min (P)os*(S)o4 Gutter Flow 1: V = 3.5 fps (pa ved) L= 85 Elev 1 = Elev 2 = Sl op e= 0 .0288 Ti= L/(60 *V) = 0 .4 min Gutte r Flow 2 : V = 2.6 5 fps (paved) L= 2 80 Elev,= Elev 2 = Slop e= 0 .017 0 Ti= L/(60 *V) = 1.8 min Gutter Flow 3: V = 2 .2 fps (paved) L= 522 Elev 1= Elev 2 = Slo pe= 0.0120 Ti= L/(60*V) = 4.0 min IT c= 16.5 min Draina ge Area #3 Sheet Flow : n= 0.24 (dense grass) P= 4.5 L= 75 Elev 1= Elev 2 = Slope = 0 .0100 I T,= 0 .0 0 7(L *nt" = 0 .210 hours= 12 .6 min (P)°s*(S)o4 Gutter Flow 1 : V= 3.5 fps (paved) L= 125 Elev 1= O Elev 2= 302.5 Slope= 0.0080 T,= L/(6 0*V) = 0 .6 min Gutter Flow 2 : V= 2 .65 fps (paved) L= 280 Elev 1= Elev 2 = Slope= 0.0170 T,= L/(60*V) = 1.8 min Gutter Flow 3: V= 2.2 fps (paved) L= 522 Elev 1= Elev2 = Slope= 0 .0120 T,= L/(6 0 *V) = 4.0 min ITc= 19.0 min D r ai n age Area #203 Sheet Flow: n= 0.24 {dense grass) P= 4.5 L= 293 Elev 1= 324 Elev2 = 315 Slope= 0.0307 T,= 0 .007(L*n)°" = 0.399 hours= 23 .9 min (P)o s*(S)o4 Concentrated Flow 1: V= 1.8 fps (unpaved) L= 848 Elev 1= 315 Elev2 = 304 .5 Slope= 0.0124 T,= L/(60*V) = 7 .9 min ITc= 31.8 min Flow Through Channel #7 : V= 2.77 fps (Manning's) L= 90 Elev 1= 304 .5 Elev 2 = Slope= 0.0200 T,= L/(60*V) = 0.5 min I Tc= 32.3 min I Flow Th rough Pipe #9 : V= 8.26 fps (Manning's) L= 33 Elev 1 = O Elev2= Slope= 0.0200 T1= L/(60*V) = 0 .1 min ITc= 32.4 mi n Flow Through Pipe #8 : V= 7.09 fps (Manning's) L= 91 Elev 1 = O Elev2= Slope= 0.0080 T1 = L/(60 *V) = 0.2 min ITc= 32.6 min Flow Through Pipe #7 : V= 8 .27 fps (Manning's) L= 33 Elev 1 = O Elev 2= Slope= 0.0100 T1= L/(60*V) = 0 .1 min ITc= 32 .7 mi n Flow Through Channel #6 : V= 2 .96 fps (Manning's) L= 99 Elev 1 = 0 Elev2= Slope= 0.0050 T1= L/(60*V) = 0 .6 min ITc= 33.3 mi n Drai n age Area #206 Sheet Flow 1: n= 0.24 (dense grass) P= 4 .5 L= 192 Elev 1 = 327 Elev 2= 324 . 7 Slope = 0.0120 T1= 0 .007(L *n(<l = 0.415 hours= 24 .9 min (P)os*(S)oA Sheet Flow 2 : n= 0.015 (short grass prairie) P= 4 .5 L= 108 Elev 1 = 324 . 7 Elev 2= 323 Slope= 0 .0157 Ti= 0 .007(L *n(<l = 0 .026 hours = 1.6 min I (P)os*(S)o4 Co ncentrated Flo w 1 : V= 3 fps (unpaved) L= 56 Elev,= 323 Elev2 = 32 1 Sl o pe= 0.0357 T1= U(60*V) = 0 .3 min Gutter Flow 1 : V= 1.8 fps (paved) L= 200 Elev,= 321 Elev2 = Slope= 0 .0080 T1= L/(60*V) = 1.9 min Gutter Flow 2 : V= 2 fps (paved) L= 200 Elev 1 = O Elev2 = Slope= 0.0100 T1= L/(60*V) = 1.7 min Gutter Flow 3 : V= 1.8 fps (paved) L= 200 Elev,= O Elev2 = Slope= 0 .0080 T1= L/(60*V) = 1.9 min Gutter Flow 4 : V= 2 fps (paved) L= 320 Elev,= O Ele v2 = Slope= 0.0100 T1= U(60*V) = 2 .7 min ITc= 35.0 mi n Drain age Area #210 Sheet Flow: n= 0.24 (dense grass) P= 4 .5 L= 73 Elev 1 = 305 Elev 2 = 303 . 7 Slope= 0.0178 I T1= 0.007(L *nt~ = 0 .163 hours= 9 .8 min (P)o s*(S)o4 Sheet Flow : n= 0.15 (short -g rass prairie) P= 4 .5 L= 127 Elev ,= 303 . 7 Elev 2 = 301 .5 Slope= 0.0173 I Ti = 0.007 (L*n(a = 0 .177 hours= 10 .6 min ( P)o 5*(S)o4 Concentrated Flow 1 : V= 1.95 fps (unpaved) L= 90 Elev 1= 301 .5 Elev 2 = 300.5 Slope= 0.0111 T i= L/(60*V) = 0 .8 min ITc= 2 1.2 mi n Drainage Area #216 Gutter Flow 1: V= 1.8 fps (paved) L= 198 Elev 1 = Elev2 = Slope= 0 .0080 Ti= L/(60*V) = 1.8 min Gutter Flow 2: V= 2 fps (paved) L= 200 Elev 1= Elev 2 = Slope= 0.0100 Ti = L/(60*V) = 1.7 min Gutter Flow 3: V= 1.8 fps (paved) L= 200 Elev 1 = Elev2 = Slope= 0 .0080 Ti= L/(60*V) = 1.9 min Gutter Flow 4: V= 2 fps (paved) L= 320 Elev 1= Elev2 = Slope= 0 .0100 Ti= L/(60*V) = 2 .7 min ITc= 8.1 min !using 10 min Drainage Area #220 Sheet Flow: n= 0.15 (short grass prairie) P= 4 .5 L= 114 Elev ,= 326 Elev 2 = 323 Slope= 0 .0263 Ti= 0 .007(L *n (a = 0 .137 hours = 8 .2 min (P)o5*(S)o4 I I Gutter Flow 1 : V= 1.8 fps (unpaved) L= 355 Elev 1 = Ele v2 = Slope = 0 .0080 T1= L/(60*V) = 3 .3 min I Tc= 11.5 min Dra i n age Area #221 Sheet Flow : n= 0.15 (short grass prairie) P= 4 .5 L= 70 Elev 1 = 322 .1 Elev2 = 320 .9 Slope= 0.0171 Ti= 0 .007(L*nt" = 0.110 hours= 6 .6 min (P)o s*(S)o4 Gutter Flow 1: V= 1.8 fps (unpaved) L= 369 Elev 1 = Elev 2 = Slope= 0.0080 Ti = L/(60*V) = 3.4 min I Tc= 10.0 mi n Drai n age A rea #223 Sheet Flow : n= 0.24 (dense grass) P= 4.5 L= 300 Elev 1 = 332.3 Ele v2 = 331 .1 Slope= 0.0040 T1= 0 .007(L*nt" = 0 .919 hours= 55 .1 min (P)o s*(S)o4 Concentrated Flow 1 : V= 2 fps (unpaved) L= 404 Elev 1 = 331 .1 Elev 2 = 326 Slope= 0 .0126 Ti= L/(60*V) = 3.4 min Concentrated Flow 2: V= 3.8 fps (unpaved) L= 55 Elev 1 = 326 Elev 2 = 323 Slope= 0 .0545 Ti= L/(60*V) = 0.2 min I Tc= 58 .7 min I I I Flow Through Channel #3 : L= 142.5 Ti= L/(60*V) Flow Through Pipe #3 : L= 24 Ti= L/(60*V) Flow Through Pipe #2: L= 31 Ti= L/(60*V) Flow Through Pipe #1 : L= 83 Ti= L/(60*V) Flow Through Channel #2 : L= 896 Ti= L/(60*V) V = = V= = V= = V= = V= = 2. 75 , fps (Manning's) Elev 1= 321.94 Elev2= 3 19.09 Slope= 0 .020 0 0 .9 min ITc= 59.6 min 6.37 fps (Manning's) Elev 1= Elev2= Slope= 0 .0100 0 .1 min ITc= 59.7 min 6.95 fps (Manning's) Elev 1= Elev2= Slope= 0 .0100 0 .1 min I Tc= 59.8 mi n 7.02 fps (Manning's) Elev 1= O Elev2= Slope= 0.0100 0.2 min I Tc= 60.0 m i n 2.24 fps (Manning's) Elev 1 = 0 Elev 2= Slope= 0.0100 6.7 min I Tc= 66.7 m i n APPENDIXB Storm Sewer Inlet Design Data -~I I I Meadowcreek Subd iv is ion Phases 2 & 3 Depth of Flow in Gutte r (Refer to Exhib it A for Gutter Locations ) Gutter A c Locat ion A rea# (acr es ) A1 220 1.07 0.40 ·--- A2 2 14 0 .57 0 .55 A 3 22 1 0.25 0 .55 A4 2 15 0 .07 0 .55 81 2 16 1.34 0 .55 8 2 206 2 .68 0 .52 C1 2 10 2.01 0 .55 - C2 202 (C2) 3.30 0 .38 ·----- C3 202(C3)+bypass from C2 1.08 0 .55 -. C4 204 0.48 0 .42 ---- C4 205 0 .51 0 .50 --- 01 217 0 .17 0 .55 -------- 02 218 0 .13 0 .55 -- E1 2 11 0 .09 0 .55 -- E2 212 0 .09 0 .55 0 3 2 17 ,8 yp 1-3 0 .2 1 0 .55 --- 04 218 0 .28 0 .55 --- F1 2 1.60 0 .55 --··--------- F2 3 1.89 0 .55 -------------------- F3 2A.218.Byp 1-5. Byp 1-6 0.41 0 .55 ------ F4 3A.8 yp 1-7 0 .13 0 .55 ----- G 1 7 0 .09 0 .55 ----- G2 9 0 .09 0 .55 ·----- G3 8 0 .09 0 .55 ---·----- G4 10 0 .08 0 .55 E3 16 1.73 0 .55 -------------- E4 17 0 .24 0 .55 --·----------------- H1 11 1.43 0 .55 ---------------- H2 12 1.49 0 .55 -----·--------------- H3 13 1.39 0 .55 ----- ---------- H4 15 1.18 0 .55 --------+ ----- H5 14 (pa rtia l) 1.44 0 .55 -----·-------------- H6 16 0 .39 0 .55 Transverse (Crown) s lope (ft/ft) 27' street= 0 .0300 Slope le 110 (ft/ft) (m i n) (i n/h r ) 0 .0080 11 .5 8 .136 0 .0080 19.7 6 .260 0 .0080 10 .0 8 .63 5 0 .0080 10 .0 8 .635 0 .0100 10 .0 8 .635 0 .0 100 43 .1 3 .948 0 .0123 11 .0 8 .295 - 0 .0080 27.7 5 .174 0 .0080 10 .0 8 .635 - 0 .0080 17 .9 6 .583 -- 0 .0120 2 1.2 6 .017 --- 0 .0080 10.0 8 .635 ---- 0 .0080 10 .0 8 .635 -- 0 .0200 10.0 8.635 - 0 .0200 10 .0 8.635 0 .0140 10.0 8 .635 - 0 .0 140 10.0 8 .635 ---- 0 .0080 15 .4 7 .102 ------- 0 .0080 17 .9 6 .583 ----· 0 .0080 10 .0 8 .635 ------ 0 .0080 10 .0 8 .635 ------- 0 .0080 10 .0 8 .635 --- 0 .0080 10 .0 8 .635 ------ 0 .0080 10 .0 8 .635 -· 0 .0080 10.0 8 .635 0 .0070 2 1.2 6 .0 17 --------- 0 .0070 10.0 8 .635 ----------- 0 .0080 14 .3 7 .362 --------·-- 0 .0080 16 .6 6 .841 -------- 0 .0070 18 .8 6 .4 16 ---------- 0 .0070 10 .0 8 .635 --------- 0 .0070 2 1.0 6 .048 -----· -- 0 .0070 10 .0 8 .635 St r ai ght Cr own Flow (Solved t o find actual depth of flow in gutter, y ): Q = 0.56 * (z/n ) * S 112 * y813 ¢ y ={Q I (0 .5 6 • (z/n) • S 112)}31 8 n =Roughness Coefficient= 0.018 S = StreeVGutter Slope (ft/ft) y = Depth of fl ow at in le t (ft) z = Reciprocal of crown slope : 27' street = 33 10-year storm 100-year s torm a,o Y1o~c:tu.11 1 1100 a,oo Y100 (cfs) (ft) (i n) (i n /h r) (cfs) (ft) (i n ) 3.48 0 .292 3 .50 10 .979 4.70 0 .327 3 .92 1.96 0 .236 2 .83 8 .4 97 2 .66 0 .264 3 .17 1.19 0 .195 2 .34 11 .639 1.60 0 .2 18 2.62 0 .33 0 .121 1.45 11 .639 0 .45 0 .135 1.62 6 .36 0 .351 4 .2 1 11 .639 8 .58 0 .393 4 .71 5 .50 0 .332 399 5 .434 7 .57 0 .375 4 .50 9 17 0 .387 4 .65 11 .189 12 .37 0.433 5 .20 6.49 0 .369 4.43 7 .1 8 .85 0.414 4 .97 - 5.13 0 .338 4 .05 11 .6 8.44 0.407 4 .88 1.33 0 .203 2.44 89 1.80 0 .228 2.74 1.53 0 .199 2 .39 8 .2 2 .08 0 .223 2 .68 - 0 .81 0 .169 203 11 .6 1 09 0 .189 2.27 - 0 .62 0 .153 1.83 11 .6 0 .83 0 .171 2.05 0.43 0 .11 2 1.34 11 .6 0 .58 0 .125 1.50 - 0.43 0 .11 2 1.34 11.6 0 .58 0 .125 1.50 1.00 0 .165 1.97 11 .6 1.34 0 .184 2.21 1.33 0 .183 2.20 11 .6 1.79 0 .205 2.46 - 6 .25 0.364 4 .36 9 .6 8.46 0.407 4 .89 -- 6 .84 0 .376 4 .5 1 89 9 28 0.422 5 06 -------- 1.95 0 .235 2 .82 11 .6 2 .62 0.263 3.15 - 0 .62 0.153 1.83 11 .6 0 .83 0 .17 1 2 .05 0.43 0 .133 1.60 11 .6 0 .58 0 .14 9 1.78 0.43 0 .133 1.60 11.6 0 .58 0 .149 1.78 0.43 0 .133 1.60 11 .6 0 .58 0 14 9 1.78 - 0 .38 0 .127 1.53 11 .6 0 .5 1 0 .142 1.71 5 .73 0 .361 4 .33 8 .2 7.78 0.405 4 .86 - ---- 1.14 0 .197 2.36 11 .6 1.54 0 .220 2.64 -----·-- 5 .79 0 .353 4 .24 10 .0 7 .83 0 .396 4 .75 ---------· - 5 .61 0 .349 4 .19 9 .3 7.59 0 .391 4 .69 --· ------- 4 .9 1 0 .341 4 .09 8 .7 6 .65 0 .382 4 .58 ----- 5 .60 0 .358 4.30 11 .6 7 .55 0.400 4 .80 ----- 4 .79 0 .337 4 .05 8 .2 6 .51 0 .379 4 .54 ------- 1.85 0 .236 2 .84 11 .6 2.50 0 .264 3.17 Meadowc reek Subdivision -Phase 2-3 Inlet L ength Calculations 10 lnl•I• In Sump Length 10' s· 10 lnlelS On G1ade Areal (acrH ) 2•3 009 009 oo• "' a ,, jets) (chi ~ .. .., ..... a,_ lml 10y•••torm 0 .55 9.10 . 9 .10 10.0t 0 .339 4 .06 ______ , ____ , _______ ~ 0.55 0 .43 0 .43 0.47 0 .108 1.29 0.55 __ 0~1 -0.43 0.47 0.108 1..29 0.55 0 .38 O.Je 0.42 0.103 1.24 10yew 1t0f"m 1•1 ,_ .. 10 0 .66 · ...... ,_.r·o~ 100 yew •lorm Cle •• ..,_ "~ !c:fl ) (cfs) tromlnletl (cts) (cfs) 1•1 (In) 0607 729 0.5& 0.58 0.63 0.1.!!5 2.22 0 .51 0 .51 0 .56 100y .. r 1t0f"m a.,,_ ~ 0.......,-a..,,._ a • .,._ o, .. ,_ Y100 a.,.._ ~..., a.,.,_. a._.... a....., ..... (ft} (In} {ft} a,_ {ch) (ch) (cfs) (chi) trom lni.t • (ch) (cfl) fcfa} (ti) (In) (ft) (ch} (cfs) (cfl) (c:fs) I from lnt.t • (ml (ch) s {Mtl s· 10' 10' _3.E_ 0.165 1.97 o .. n 2.35 -1.36 1.00 o.oo J o.oo 1.00 1.00 o.246 --=2~·'''--l---'o".'""' -jl--'2"'."~+-·~1 .09"-.--t--~1.3'~-1--~1 .s~'-+l __ J,_ __ 1--~o .-o'••~-l ---'2 .7",,--2.91 0.01"0 _2_ -·~ ~ ~ __ •_.,. __ ,__-o_.22 _ _._~•~-°'~-1 ____ ._ ____ ,_~o.oo~-+-~•·~°'~+-~•·~°'--1-~o .~37~3 -1--'-·'-'-1---o-.•-'-·1--•-· .. _ __,_ __ 1 .s_2_~--~··~ .. -t 1 . .52 us6 ~-00120. ·_ 3 O 345 4.14 0.64 5.38 0 .25 6.Ja o.~ 15.38 15.63 0.386 4.M 0 .68 6.79 2.21 15.79 I 2.21 15.79 9 00 0.0120 10' 10' 10' 10' ,. 11 o.353 4.24 o.65 6.46 .o.67 5.79 o .oo 5.79 5.79 o.396 4.75 o .69 6.es o.9<4 6 .89 1 o .!M 6.89 7 8.J o .ooeo 12 o.349 4 .19 o .M 6.42 .0.62 5.61 o.oo 13 o .oo 5.e1 5.151 o .409 ~~,~~-~·~·"'--1-~o~·"--lr---"--+--1_ ... __ 1 __ •~·"'~--_ 6.5' --O .ooeo _ -13 ---0-34,--4.09 o .63 6.34 -1 .0 4.91 o.oo " o .oo 4.111 --'·-"-~~ o.&7 6.75 .o.09 6.65 1.69 14 1.60 6.65 6.26 0 .0010 15 _ O~JSe 4 .30 0 .65 6.51 .0.91 5.60 0 .00 5.ISO 5.ISO 0 .400 HIO 0.69 8.93 0.62 15.93 __ O 5_2_ -· .~ =-!_:55 . -0.0070 _ 10' 14 o.236 2.M o .53 2.157 __ -o_.•_2 _1 __ 1 ~.••~-l -~o~.oo~-+--~"~-1--o~.oo~-+-~1. .. ~--1--1.-.. _-1 __ 0._•3' __ _,__s_.2_1 _1 __ 0_.10 __ ~ ,_...:•=-"'--l---''"·'=-'-1--1co·'°=--+--l~"'---I----"'· .. =----~---~~ -2.:_0070 ·- 16 --0.36-,---,-JJ----o65~ .0.61 5.TJ o.oo 1a .11 o .oo 5.73 5.73 o .42e 5.13 o .56 5.61 .J .11 2.so 6.51 I 16.17 J .40 5.61 901 00010 Transverse !Crown ! slope fft/ftl for 27' street = O.OJO SU0\1ght Crown Flow !Solved to find actual deoth of now yl : a= o.s6 ·(tin)· 5 111 • y1n q y,.. (0 1 [0.56 • (zln) • s 112ns.i• ·1 = Ro ug llness Coefficient= 0.0 18 S :: S1rf'eUGune1 Slope (ft/ti) :: Di'!pln of now al rnlet (fl ) C.1p.1ci1y of Inlets on grade: Oc = 0 .1 '(11(H 1 • H2)) '(H,"1• H2ll2J ·J = Fl()w capacity of inlet (ds) N : 3 ' Y ... :: .1 = guner dep1ession (2 ' Standard; 4' Recessed) ·• = DPpt h of Oow in approach gune' (fl) z "' Reciorocal of qown s!ooe for 27' street • JJ Inlets In sumos Weir f low· L •QI (3 • yll2) y •(Q I 3L)111 Ls Length of inlet opening (fl) 0 :r: Flow at inlet (ds) y :r: total depth of flow on Inlet (fl) max y for inlet in sump"' r = 0.58J' 1•1 10 10 10 -~0- 10 5 10 APPENDIX C Storm Sewer Pipe Design Data I Meadowcreek Subdivis i on Pha ses 2 & 3 Pi pe S u mmary Pipe Pi pe L en gth Slope Contrib ut i ng Area Size No . Numbers (in) (ft) (%) 7 30 32 .0 1.50 201 ,206,214,215,216,220, 221 ,223 ,1 -- 8 36 190 .0 0.60 201 ,20 6,214,215,216 ,217 ,220, 221 ,223, 1 - 9 36 110 .0 0.6 5 201,206,214,215,216,217,220 , 221,223 , 1,2,3 10 36 30.5 0.70 201 ,206,214,215,216 ,217 ,220, 221 ,223, 1,2 ,3 ,6 ,7 ,8 -- 11 36 200.0 0.7 5 201 ,206 ,214 ,2 15 ,216 ,217 ,220 , 221,223 , 1,2,3,6,7,8,9, 10 -- 12 24 32.6 1.20 2,3 -------- 13 18 30 .7 1.25 2 14 30 100.0 0.60 11, 12 , 13, 14, 15, 16 --- 15 30 48.4 0.40 11 ,12,13 ,15 ,16 - 16 30 225.8 0.40 11 ,12 ,13,15 - 17 3x2 30.5 0.30 11 ,12 ,1 3 -----18 24 238.5 0.85 11 ,12 -19 18 1 15.4 1.10 11 --- 20 18 128 .8 1.10 11 Co n tri buti ng Tc Area (acr es) (m in ) 29 .71 66.7 29 .92 66 .7 33.41 66.7 --- 35.93 66 .7 --- 36.10 66 .7 3.49 19.0 --- 1.60 16 .5 7.61 21 .2 ------ 5.88 21 .0 ------- 5.49 18 .8 ----- 4.31 16 .6 --- 2.92 16 .6 --- 1.43 14 .3 1.43 14 .3 10-year Storm 110 01 0 Manni ngs 1100 V 10 Travel Time , 1110 •A ctual Design 'lo Full (I n /h r) (cfs) (cf s ) (fps) (s ec) (min) (ln/hrl 2 .96 35 .22 11 .8 58 .6 3 0.05 4 .12 -------------------- 2.96 35 .56 8.4 57 .9 23 0.38 4 .12 -------------------~ 2 .96 41 .24 8.9 62 .1 12 0 .21 4 .12 ----·------I----------- 2.96 45 .35 9.4 64 .6 3 0.0 5 4 .12 ~ -------------------- 2.96 45 .6 2 9 .7 63.4 21 0.34 4 .12 ~ ----------------- 6.38 12 .25 19 .78 9.3 63.8 4 0.06 8.66 ------------------- 6.86 6.04 9.75 7.9 65 .6 4 0.06 9 .29 6 .02 25 .18 7.7 63.5 13 0.22 8 .18 --------------1-- 6 .05 19 .56 6 .2 61.4 8 0.13 8 .22 ,_ ----------------- 6 .42 19 .37 6.2 61 .0 36 0.61 8 .70 ------- 6 .84 16.22 4 .5 60 .7 7 0 .11 9 .27 --------- 6.84 10 .99 17.74 8 .0 66 .7 30 0.50 9 .27 ------- 7.36 5.79 9 .35 7.5 66.6 15 0 .26 9 .95 -------- 7.36 5.79 9.35 7 .5 66 .6 17 0.29 9.95 "These values reflect the actual flow for the 18" & 24" pipes . The design flow for these pipe sizes reflects a 25 % reduction in pipe area . (Refer to attached calculation for specific information .) 100-year Storm 0 100 Manni ngs "Actua l Design V 100 'lo Fu ll Travel Time, t1100 lcfsl (cfsl (fDs l (sec) (min) 48 .9 7 12 .5 74 .2 3 0.04 --------------- 49 .45 8 .9 73 .0 21 0.36 -------- 57 .35 9 .4 80 .6 12 0.20 ---------------- 63.06 9.7 86 .5 3 0.05 --------- 63.45 10 .1 83 .3 20 0.3 3 ---- 16 .62 26 .84 9 .7 81 .9 3 0.06 ------------ 8.18 13 .21 8 .2 85.9 4 0 .06 34 .22 8.0 81 .4 13 0.21 ------ 26 .57 6.5 77 .5 7 0.12 -------- 26 .28 6 .5 76 .7 35 0.58 ------ -- 21 .96 4 .8 75.9 6 0 .11 ------------ 14 .88 24 .0 3 8 .1 89.5 29 0.49 ---- 7 .83 12.64 7 .6 88 .8 15 0 .25 ------------ 7 .83 12 .64 7.6 88.8 17 0.28 Pipe 7 -10 Year Storm Manning P i pe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30 .0000 in 35 .2200 cfs 0 .0150 ft/ft 0.0120 17.5691 in 4 .9087 ft2 2 .9870 ft2 52.2875 in 94 .2478 in 11 .7912 fps 8.22 61 in 58.5636 % 54.4 2 18 cfs 11.0867 fps Pipe 7 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Meadowcreek Subd ivisi o n -Phases 2 & 3 Braz os Co unt y , Texa s Circular Depth of Flow 30.0000 in 48.9700 cfs 0.0150 ft/ft 0.0120 22.2467 in 4.9087 ft2 3 .9031 ft2 62.2501 in 94.2478 in 12 .5464 fps 9 .0289 in 74 .1556 % 54.4 2 18 cfs 11. 08 67 fps Pipe 8 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 in 35.5600 cfs 0.0060 ft/ft 0.0120 20 .8358 in 7.0686 ft2 4.2403 ft2 62.2439 in 113. 0973 in 8.3862 fps 9.8098 in 57.8771 % 55.9697 cfs 7.9181 fps Pipe 8 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Me adowc ~eek Subdivislon Brazos C o unt~. Texas Phases 2 & 3 Circular Depth of Flow 36.0000 in 49.4500 cfs 0 .0060 ft/ft 0.0120 26 .2941 in 7 .0686 ft2 5 .5319 ft2 73.7882 in 113.0973 in 8.9391 fps 10 .7957 in 73.0390 % 55.9697 cfs 7.9181 fps P i p e 9 -1 0 Yea r S torm Manning P i pe Cal c u l ator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrat e ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Per i mete r ............... . Pe r imet e r ...................... . Velocity ....................... . Hy draul i c Rad i us ............... . Pe r cent Full ................... . Full flow Flowrate ............. . Full flow vel o city ............. . Circ ular Depth of Flow 36 .00 0 0 in 41.2 4 0 0 cfs 0 .0 065 ft/ft 0 .0 12 0 22.361 3 in 7.0686 ft2 4 .6 13 9 ft2 65 .3 590 in 113 . 0 973 in 8.93 83 fps 10 .1 6 53 i n 6 2 .114 8 % 58 .2551 cfs 8 .2 4 1 4 fps Pipe 9 -100 Year S to rm Mann i ng Pipe Cal c ulator Give n Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Perimeter ............... . Pe r imete r ...................... . Velocity ....................... . Hy draulic Rad i us ............... . Pe r cent Full ................... . Fu l l fl ow F lowrat e ............. . Full flow v el o c i t y ............. . Meadowcree k S ubdivision -Ph ases 2 & 3 Brazos County, Texas Circular Depth of Flow 36.0000 in 57 .3500 cfs 0 .0065 ft/ft 0 .01 2 0 29.0 12 7 in 7.0686 ft2 6 .1045 ft2 80.2 494 in 113 .0973 in 9 . 3948 fps 10 .9539 in 80.5 90 8 % 58.2 55 1 cfs 8 .2 414 fps Pipe 10 -10 Year Storm Manning Pipe Calculator Given I nput Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circul ar Depth of Fl ow 36.0000 in 45.3500 cfs 0.0070 ft/ft 0.0120 23.2647 in 7.0686 ft2 4 .8315 ft2 67.2344 in 113 .0973 in 9.3864 fps 10.3478 in 64 .6243 % 60.4542 cfs 8 .5525 fps Pipe 10 -100 Year Storm Mann ing Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Pe rimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrat e ............. . Full flow velocity ............. . Meadowcreek Subdjvjsion -Phases 2 & 3 Erazos county, Texas Circula r Depth o f Flow 36 .0000 in 63.0600 cfs 0.0070 ft/ft 0.0 120 31.13 62 in 7 .0686 ft2 6.4974 ft2 85 .9971 in 113.097 3 in 9.7054 fps 10 .8798 in 86.4895 % 60.4542 cfs 8 .5525 fps Pipe 11 -10 Year Storm Manning P ipe Calculator Gi ven Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Pe ri meter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full f low Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 i n 45.6200 cfs 0.0075 ft/ft 0 .0120 22.8109 in 7.0686 ft2 4.722 5 ft2 66 .2 889 in 113. 0973 in 9.6600 fps 10 .258 8 in 63.3637 % 62 .576 0 cfs 8.8527 fps Pipe 11 -100 Year Sto rm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow F lowr ate ............. . Full flow veloci t y ............. . Meadowcreek Subd i vis i on -Phases ~ ~ Er c=1 zo~:: CounL·t·, ··e:··,,:· Circular Depth of Flow 36.0000 i n 63.4500 cfs 0.0075 ft/ft 0.0120 29.9829 in 7.0686 ft2 6.2910 ft2 8 2 .7729 in 113. 0973 in 10.0858 fps 10.9445 in 83.2857 % 62.5760 cfs 8.8527 fpss Pipe 1 2 -1 0 Year Storm Manning Pipe Calcu l ator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Rad i us ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24 .0000 in 19.7800 c fs 0.0120 ft /ft 0 .0120 15.3178 in 3.1416 ft2 2. 1166 ft2 44.42 2 4 in 75.398 2 in 9.3450 fps 6.8613 i n 63.824 3 % 26 .846 7 cfs 8.5456 fps Pipe 1 2 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape _ .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Meadowcreek S ubd i vis i on Brazos County, Texas Circular Depth of Flow 24.0000 in 26.8400 cfs 0.0120 ft/ft 0.0120 19.6656 in 3.1416 ft2 2.7552 ft2 54.3296 in 75.3982 in 9 .7415 fps 7 .3026 in 81.9401 % 26.84 67 cfs 8.5456 fps Pipe 13 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18 .0000 in 9.7500 cfs 0 .0125 ft/ft 0.0120 11.8078 in 1.7671 ft2 1. 22 88 ft2 33.9853 in 56.5487 in 7.9348 fps 5.2065 in 65.5991 % 12 .7229 cfs 7.1997 fps Pipe 13 -100 Year Storm Manning P ipe Cal cula tor Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full f low Flowrate ............. . Full flow ve l ocity ............. . Meadowcreek S u bdi v lsi o n -Phases 2 ~ 3 Brazos Co unt y , Texas Circular Depth of Flow 18 .0000 in 13.2100 cfs 0 .0125 ft/ft 0.0120 15 .462 0 in 1 .7671 ft2 1.6152 ft2 42 .6909 in 56.5487 in 8.1785 fps 5.4482 in 85.8999 % 12 .7229 cfs 7.1 997 fps Pipe 14 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30.0000 in 25.1800 cfs 0.0060 ft/ft 0 .0120 19.0542 in 4.9087 ft2 3 .2886 ft2 55.3345 in 94.2478 in 7 .6567 fps 8.5581 in 63 .5141 % 34 .4194 cfs 7.0119 fps Pipe 14 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Meadowcreek Subdivision Braz os County, Te~as Phases 2 & 3 Circular Depth of Flow 30.0000 in 34 .2200 cfs 0.0060 ft/ft 0 .0120 24 .4322 in 4.9087 ft2 4.2809 ft2 67.5247 in 94 .2478 in 7.9937 fps 9.1292 in Bl. 4407 % 34.4194 cfs 7.0119 fps I Pipe 15 -10 Year Storm Manning Pipe Calculator Give n Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Resul ts: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 30.0000 in 19 .560 0 cfs 0.0040 ft/ft 0.01 20 18 .424 2 in 4.9087 ft2 3.1615 ft2 54.0332 in 94.2478 in 6.1869 fps 8.4255 in 61.4139 % 28 .1033 cfs 5.7 252 fps Pipe 15 -100 Year Storm Manning Pipe Ca lcul ator Given Input Dat a: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Pe rimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowra te ............. . Full flow ve loc i t y ............. . Meadowcr eek Subdivision Braz o s Cou n ty, Texas Phases 2 & 3 Ci rc ular Depth of Flow 30.0000 in 26.5700 cfs 0.0 040 ft/ft 0 .0120 23 .23 71 in 4.9087 ft2 4.0798 ft2 64 .56 40 in 94.2478 in 6 .5126 fps 9.0993 in 77.4571 % 28.1033 cfs 5 . 7252 fps I Pipe 16 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrat e ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hy draul ic Radius ............... . Percent Full ................... . Full flow Fl owrate ............. . Full flow veloci t y ............. . Circular Depth of Flow 30.0000 in 1 9.3700 cfs 0.0 040 ft/ft 0 .0120 18.3052 in 4 .9087 ft2 3.1373 ft2 5 3.7890 in 94.2478 in 6.1740 fps 8.3991 in 61.0174 % 28.1033 cfs 5.7252 fps Pipe 1 6 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Re su lts : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimet er ............... . Perimeter ...................... . Velocity ....................... . Hy drau lic Radiu s ............... . Percent Full ................... . Full flow Fl owra t e ............. . Full fl ow ve l ocity ............. . Mea d owc r ee k Subdivision -Phases 2 & 3 Brazos Co u nt y , Texas Circ ular Depth of Flow 30.0000 in 26 .2800 cfs 0 .0040 ft/ft 0 .0120 23 .0048 in 4.9 08 7 ft2 4 .0391 ft2 64. 0114 in 94 .2478 in 6 .5064 fps 9.0864 in 76.6828 % 28.1033 cfs 5.7252 fps I Pipe 17 -10 Year Storm Manning Pipe Calculator Given Inpu t Data: S h a p e .......................... . So l ving for .................... . He i g h t ......................... . Widt h .......................... . Flowrate ....................... . Slop e .......................... . Man n ing 's n .................... . Computed Results: Dep th .......................... . Area ........................... . Wet ted Area .................... . Wet t ed Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Ful l flow Flowra t e ............. . Fu ll flow v elocity ............. . Rectangul ar Depth o f F low 24.0000 in 36.0000 i n 16 .22 00 cfs 0 .0030 f t /ft 0.0140 14.5629 i n 6.0000 f t 2 3.6407 ft 2 65.1258 i n 120.0000 in 4 .4 552 fps 8 .05 00 in 60 .6788 % 24.8144 c f s 4 .1357 fp s Pipe 17 -100 Year Storm Manning Pipe Calculator Given Inpu t Data: Shap e .......................... . S olving for .................... . He i gh t ......................... . Wi dt h .......................... . Flowrate ....................... . Slop e .......................... . Ma nn ing's n .................... . Compute d Results : De p th .......................... . Area ........................... . Wetted Area .................... . Wetted Peri meter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Fu ll flow Flowrate ............. . Full flow ve locit y ............. . Me arl owc reek Subd i v i s .i 01 1 l:'. 1 ·a Z OS C:: O LI 11 l '/ , T e:·: c1 ~: Ph ases ::i f, 3 Rectangula r De pt h o f Fl ow 24.000 0 in 36.000 0 in 21 .9600 cfs 0.0030 ft/f t 0 .0140 18.2273 in 6 .0 000 ft2 4.5568 ft2 72.4546 in 120.0000 i n 4.8191 fps 9 .0565 i n 75.9471 % 24.8144 cfs 4 .1357 fps I Pipe 18 -10 Year Storm Manning Pipe Ca lculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 17.7400 cfs 0 .0 085 ft/ft 0.0120 16.0184 in 3.1416 ft2 2 .22 78 ft2 45.8942 in 75 .3982 in 7 .9630 fps 6.9900 in 66.7433 % 22 .5949 cfs 7.1922 fps Pipe 18 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Ful 1 ................... . Full flow Flowrate ............. . Full flow velocity ............. . Me a d owe 1·eek Subd j v :i s ion B1·azos Co u n t y, Te;..:as Ph ases 2 & 3 Circular Depth of Flow 24.0000 in 24 .0300 cfs 0.0085 ft/ft 0.0120 21.4918 in 3.1416 ft2 2.9672 ft2 59.5970 in 75.3982 in 8.0986 fps 7.1693 in 89 .5491 % 22 .5 949 cfs 7.1922 fps I Pipe 1 9 -10 Year S t orm Manning P ipe Calcu l at or Given Input Data : Shape .......................... . Solving f o r .................... . Di amete r ....................... . Flowra t e ....................... . Slope .......................... . Manning 's n .................... . Comp uted Resu lt s : Depth .......................... . Ar ea ........................... . Wetted Area .................... . Wetted Perimete r ............... . Perimeter ...................... . Veloc i t y ....................... . Hy draulic Radiu s ............... . Percent Fu l l ................... . Full flo w Flowrat e ............. . Full flow velocity ............. . Ci rc ular De pth of Flow 1 8.00 00 i n 9 .3500 cfs 0 . 0110 ft/ft 0.012 0 1 1 .994 7 in 1 .7671 ft 2 1 .2 5 09 ft2 34 .38 0 2 in 5 6.548 7 in 7 .474 7 f ps 5 .2393 in 66.6373 % 11 .93 5 1 cfs 6.7 53 9 fps Pipe 1 9 -100 Year Storm Manning Pipe Calcul ator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Co mp uted Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hy draul i c Rad i us ............... . P e rcent F ull ................... . Full flow Flowr at e ............. . Full flow ve l oci t y ............. . Mea dowc reek Su b di v ision -P hases 2 & 3 B1azos Co unt y, Tezas Ci r cular Depth of Flow 18 .0000 in 1 2 .6400 cfs 0 . 0 11 0 ft/ft 0 .012 0 15 .9 7 72 in 1 .7671 ft2 1 .658 0 ft2 44 .2423 in 5 6 .5487 in 7.6235 fps 5.396 5 i n 8 8 .7624 % 11 .935 1 cfs 6 .7 5 39 fps I Pipe 20 -10 Year Storm Manning Pipe Ca lculator Gi v en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Comput e d Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocit y ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18 .0000 in 9.3500 cfs 0.0llO ft /ft 0 .0120 11.9947 in 1. 7671 ft2 1.2509 ft2 34.3802 in 56.5487 in 7 .4747 fps 5 .23 93 in 66 .6373 % 11 .9351 cfs 6.7539 fps Pipe 20 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................ · · · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flo w ve locity ............. . Meadowc r eek Subdivisjon -Ph ases 2 & 3 Brazos Count;, Texas Circular Depth of Flow 18.0000 in 12 .6400 cfs 0 . OllO ft/ft 0.0120 15.9772 in 1.7671 ft2 1 .6580 ft2 44 .2423 in 56.5487 in 7 .6235 fps 5 .3965 in 88 .7624 % ll . 9351 cfs 6.7539 fps APPENDIXD Detention Pond Design Data & Calculations: Area-Capacity Data, SCS Curve Number Data, Time of Concentration Calculations -l ') Elevation (ft) 293 .0 294.0 295.0 Meadowcreek Subdivision -Phases 2 & 3 Detention Pond No. 1 Area-Capacity Data V = H * {[A1+A2 + (A1*A2)111J3} V = volume , ft 2 A= area, ft 2 H = difference in elevation, ft POND N0.1 Area -Capacity Data Elevation Depth Area Area (ft) (ft) (ft2) (acres) 293.00 0.00 0 0.000 --·-----·--~-- 294 .00 1.00 ---~·517 -0 .218 --·--·---- 295 .00 2 .00 33,707 0 .774 ------ 296.00 3 .00 46,522 1.068 - --· --------- 297 .00 4 .00 58,721 1.348 -------- 298.00 5 .00 75 ,657 1.737 ---- 299.00 6.00 115 ,996 2.663 -·----299.50 6 .50 130 ,520 2.996 Volume Cumulative (ac-ft) (ac-ft) 0 .000 0 .000 0 .073 0.073 ----·-----0.468 0.541 0.917 1.458 1.205 2 .663 1.538 4 .201 2 .183 6 .385 1.414 7 .799 Detention Pond No . 1 Elevation Discharge Data POND N0 .1 Elevation Discharge Data 2-2.0' wide x 2-high openings 10' wide Overflow Spillway L=4.0', A,,=8.0 sf crest=296.5 20" BW, 3H:1V side slopes Weir Orifice Weir crest=297 .5, n=0.030 v, depth (ft) a, cfs 1 h, depth (ft) a, cfs2 v, depth (ft) a, cfs1 y, depth (ft) a, cfs3 0 .0 0 .0 0 .0 0 .0 -------- ·- 1.0 12.0 ------------ ~-----· -- 2.0 34.0 ------------ Total Discharge Elevation Q, cfs (ft) 0 .0 293 .0 -------12.0 294 .0 ·------ 34 .0 295.0 -·------ 296.0 ----2 .0 55.0 --------55 .0 296.0 -------··---·------- 297.0 ----3.0 67.0 0 .5 10.6 ----77.0 297.0 - 298 .0 ----4 .0 77.0 1.5 55 .1 0.5 18 .0 150.0 298 .0 ------- _299 .0 __ ----5 .0 86 .0 2.5 118 .6 1.5 113 .2 318 .0 299.0 ··-·--------- 299 .5 ----5 .5 90.4 3.0 155.9 2.0 186.0 432.0 299 .5 1. Weir Equation Q = 3.0 * L * y 312 2 . Orifice Equation Q = 4.82 * Ag* h 112 3. Overflow Spillway -Mannings Equation Elevation (ft) 296 .25 ------ 297 .0 298 .0 ----- 299.0 ------ 300.0 ·-------301.0 302 .0 303 .0 Meadowcreek Subdivision -Phases 2 & 3 Detention Pond No. 2 Area-Capacity Data V = H * {[A1+A2 + (A1*A2)117] / 3} V = vo lume , ft2 A= area, ft 2 H =difference in elevation , ft POND NO . 2 Area -Capacity Data Elevation Depth Area Area Volume (ft) (ft) (ft2) (acres) (ac -ft) 297 .00 0 .00 0 0 .000 0.000 298 .00 1.00 14 ,557 0 .334 0.111 ----- 299.00 2 .00 !J:..,507 1.665 0 .915 --- 300 .00 3 .00 98 ,396 2.259 1.9 54 ----------301 .00 4 .00 1 ~1 ,93 !L_ 2.799 2 .524 302 .00 5.00 145 ,221 3.334 3.063 -- 303.00 6.00 181,575 4 .168 3.743 Detention Pond No. 2 Elevation Discharge Data POND NO . 2 Elevation Discharge Data 2-36" Pipes 10' wide Concrete Overflow Spillway n = 0.012 Crest = 298.5 Depth, y Flow,Q n = 0.014 (ft) (cfs) Depth, y (ft) Flow, Q (cfs) 0 .00 0 .0 --------0.75 6.4 ---------·----------.. -1.75 27 .8 -- Cumulative (ac-ft) 0 .000 --- 0.111 1.026 2.980 5.505 8.567 12.311 Total Discharge Q, cfs 0 6 28 -------------------------------·-------··- 2.75 55 .8 0 .5 10 .0 66 -------------------· -3.75 84.4 1.5 55 .2 140 ---------· -------------------4 .75 106.4 2 .5 129.0 235 --5.T5--------------------122 .2 3.5 232.0 354 ------------------------6 .75 136 .2 4 .5 295 .0 431 Elevation (ft) 29 6.25 --- 297 .0 298 .0 --- 299 .0 300 .0 -- 301 .0 --- 302.0 303 .0 Elevation (ft) 308 .0 309 .0 310.0 311 .0 312.0 I Meadowcreek Subdivision -Phases 2 & 3 Detention Pond No. 3 Area-Capacity Data V = H * {[A1+A2 + (A1*A2)1'1t3} V = volume , ft 2 A = area, ft 2 H = difference in elevation , ft POND NO . 3 Area -Capacity Data Elevation Depth Area Area (ft) (ft) (ft2) (acres) 308 .00 0 .00 0 0 .000 ---309 .00 1.00 5,530 0 .127 310.00 2 .00 13,441 0 .309 --311.00 3 .00 16 ,180 0 .371 --312 .00 4 .00 19 ,019 0.437 Volume (ac -ft) 0.000 0 .042 ------ 0 .211 0.340 0.404 Detention Pond No. 3 Elevation Discharge Data POND NO. 3 Elevation Discharge Data 15" Pipe 2' wide Concrete Overflow Spillway n = 0.012 Crest= 214.0 Cumulative (ac-ft) 0 .000 0.042 ---·--0 .253 . - 0 .593 -0 .997 Total Depth, y Flow,Q n = 0.014 Discharge (ft) (cfs) Depth, y (ft) Flow, Q (cfs) Q, cfs 0.0 0 .0 0 .0 0 0.0 . ---------------1.0 3 .1 --3 .1 --· --------------2 .0 5.8 0.0 -5 .8 --------------------3 .0 8 .2 1.0 10.9 19 .1 ------- 4 .0 10.0 2 .0 43.4 53.9 Elevation (ft) 308 .0 ~-:0 -310.0 311 .0 --·-- 312 .0 Elevation (ft) 311-0 - 312 .0 313 .0 314 .0 315 .0 316.0 Meadowcreek Subdivision -Phases 2 & 3 Detention Pond No. 4 Area -Capacity Data V = H • {[A1+A2 + (A1*A2)11i / 3} V = volume, ft2 A = area, ft 2 H = difference in elevation, ft POND NO . 4 Area -Capacity Data Elevation Depth Area Area Volume Cumulative (ft) (ft) (ft2) (acres) (ac-ft) (ac-ft) 311 .00 0 .00 0 0 .000 0 .000 0 .000 ---· -------312 .00 1.00 _3,929 0.090 0 .030 0.030 --·-------·--------- 313.00 2.00 10,430 0.239 0 .159 0 .189 ---- 314.00 3.00 15 ,306 0.35 1 0 .294 0.483 ---315.00 4.00 18,915 0.434 0.392 0 .875 ------- 316 .00 5 .00 22,624 0 .519 0.476 1.351 Detention Pond No. 4 Elevation Discharge Data POND NO. 4 Elevation Discharge Data 15" Pipe 2' wide Concrete Overflow Spillway Total n = 0.012 Crest= 214 .0 Discharge Depth, y Flow,Q n = 0.014 (ft) (cfs) Depth, y (ft) Flow, Q (cfs) Q, cfs 0 .0 0 .0 --0.0 -------------·--- 1.0 3.1 --3.1 ----·-- 2 .0 5.8 --5.8 --- 3 .0 8-2 --8.2 . ----·-·-- 4 .0 10 .0 1.0 10 .9 20 .9 --5 .0 11 .5 2 .0 43.9 55 .4 Elevation (ft) 311 .0 ---312 .0 313 .0 314 .0 315 .0 . - 316 .0 Meadowcreek Subdivision -Phase 2-3 SCS Curve Number Calculations Post-Development Drainage Area -301 Area -Ac. 33 .29 sq . mi. 0 .0520 T = c 32 .1 Lag = L = 0 .6Tc = 19 .3 min = Land Use Soi l Type Area -Ac . Pasture (good) c Pastu re (good) D Wooded (good) c Wooded (good) D Developed Area c Developed Area D Open Space c Open Space D Farmstead c Road Water Total -CN II Average Runoff condition CN = CN I = 65.6 ARC CN = C N I + 0.70(CN II -CN I) Drainage Area -302 Area -Ac. sq. m i. 138.12 0 .2158 T c= 78 .8 8 .35 0 .00 3.35 2.46 12 .80 4.40 1 .93 0 .00 0 .00 0 .00 0 .00 33 .29 0 .321 CN II 74 80 70 77 89 91 74 80 82 98 100 77.0 hrs Weighted CN 18 .6 0 .0 7 .0 5 .7 34 .2 12 .0 4.3 0.0 0 .0 0 .0 0 .0 81 .8 Lag = L = 0 .6Tc = 47 .3 min = 0 .788 hrs Land Use Pasture (good) Pasture (good) Wooded (good) Wooded (good) Developed Area Developed Area Open Space Open Space Farmstead Ro ad Wate r T otal -CN II Soi l Type Area -Ac . c 58 .23 D 39 .92 c 12 .74 D 4 .53 c 1.92 D 10 .68 c 1 .78 D 0 .72 c 4 .50 1 .88 1.2 2 138 .12 A verage Ru no ff condi ti o n CN = C N I = 66 .2 ARC C N = C N I + 070(C N II -C N I) Weighted CN II CN 74 31 .2 80 23 .1 70 6 .5 77 2 .5 89 1.2 91 7 .0 74 4 .0 80 1 .7 82 2 .7 98 1 .3 100 0.9 82 .2 77 .4 I Drainage Area -303 Area -Ac. sq . mi . 1.63 0 .0025 T c = 12 .8 Lag = L = 0 .6Tc = Land Use Pasture (good) Pasture (good) Wooded (good) Wooded (good) Developed Area Developed Area Open Space Open Space Farmstead Road Water Total -CN II 7 .7 min = 0 .128 hrs Weighted Soil Type Area -Ac . CN II CN c 0 .00 74 0 .0 D 0 .00 80 0 .0 c 0 .00 70 0.0 D 0 .00 77 0 .0 c 0 .00 89 0.0 D 0 .76 91 42.4 c 0 .00 74 0 .0 D 0 .87 80 42 .7 c 0 .00 82 0 .0 0 .00 98 0 .0 0 .00 100 0 .0 1.63 85 .1 Average Runoff condition CN = 80.7 CN I= 70 .2 ARC CN = CN I+ 0 .70(CN II -CN I) Drainage Area -304 Area -Ac. sq . mi. 15.44 0 .0241 T c = 64 .8 Lag = L = 0 .6Tc = Land Use Pasture (good) Pasture (good) Wooded (good) Wooded (good) Developed Area Developed Area Open Space Open Space Farmstead Road Water Total -CN II 38 .9 min = 0 .648 hrs Weighted Soil Type Area -Ac . CN II CN c 9 .24 74 44 .3 D 0 .00 80 0.0 c 1.11 70 5.0 D 0 .00 77 0.0 c 2 .37 89 13 .7 D 1.36 91 8 .0 c 0 .15 74 0.3 D 0 .73 80 1.8 c 0 .00 82 0 .0 0.48 98 3.0 0.00 100 0 .0 15.44 76 .1 Average Runoff cond ition CN = 70.7 CNI = 58 .1 ARC CN = CN I+ 0 .70(CN II -CN I) I Meadowcreek Subdivision -Phases 2-3 Tc Calculations-Post-Development Drainage Area #301 Sheet Flow : n= P= L= 254 T1= 0 .007(L*nt~ = (P)o s*(S)o4 Concentrated Flow 1: V= L= 110 L/(60*V) Gutter Flow 1: L= L/(60*V) = V= 245 = Gutter Flow 2: V= L= 300 T1= L/(60 *V) = Gutter Flow 3 : L= L/(60 *V) Gutter Flow 4: L= L/(60*V) L/(60*V) Flow Through Pipe : .. L/(60*V) Flow Through Pipe : L= T1= L/(60*V) V= 59 = V= 34 1' = = V= 94 = V= 35 = · 0 .24 (dense grass) 4.5 Slope= 0.0295 0 .362 hours= 21 .7 min 2.42 fps (unpaved) Slope= 0.0227 0 .8 min 1.85 fps (paved) Slope= 0.0080 2.2 min 2.2 fps (paved) Slope= 0.0123 2.3 min 1.92 fps (paved) Slope= 0.0090 0 .5 min 1.92 fps (paved) Slope= 0.0090 3.0 min 1.85 fps (paved) Slope= 0.0080 1.1 min 4 fps (Manning's) Slope= 0.0080 0.4 min 5 fps (Manning's) Slope= 0.0100 0 .1 min Tc= 32.1 min Drainage Area #302 Sheet Flow : n= P= L= 300 T1= 0 .007(L *ntu = (P)o 5*(S)o4 Concentrated Flow 1 : V = L= 409 T1= U(60*V) = Concentrated Flow 2 : V= L= 307 T1= L/(60 *V) = Concentrated Flow 3 : V= L= 1562 T1= L/(60*V) = Concentrated Flow 4 : V = L= 1072 T1= L/(60 *V) = Concentrated Flow 5 : V= L= 356 L/(60*V) = Drainage Area #303 Sheet Flow : n= P= L= 80 T1= 0 .007(L*n)uu = (P)o 5*(S)o4 Concentrated Flow 1: V= L= 21 L/(60*V) = Concen trated Flow 2: V= L= 50 L/(60*V) = Concentrated Flow 3 : V= L= 258 T1= L/(60 *V) = I , ;o.24 (dense grass) 4.5 Slope= O.OOpO 0 .782 hours= 46 .9 m in 1.55 fps (unpaved) Slope= 0.0090 4.4 min 2.00 fps (unpaved) Slope= 0.0060 2.6 min 2.00 fps (unpaved) *****(us ed 2 vs. 1.2 5) Slope= 0.0060 13 .0 min 2.00 fps (unpa ved) *****(u sed 2 vs . 1.25) Slope= 0.0060 8.9 min 2.00 fps (unpaved) *****(used 2 vs . 1.25) Slope= 0.0060 3 .0 min Tc= 78 .8 min 0.24 (dense grass) 4.5 Slope= 0.0200 0 .168 hours= 10 .1 min 6 fps (unpa ved) Slope= 0.25 00 0 .1 min 2 fps (unpaved) Slope= 0.0060 0.4 min 2 fps (unpaved) Slope = 0.0100 2 .2 min Tc= 12.8 min Drainage Area #304 Sheet Flow: n= P= L= 300 T1= 0.007(L *nt~ = (P)os*(S)o4 Concentrated Flow 1 : V= L= 404 T1= U(60*V) = Concentrated Flow 2 : V= L= 55 L/(60*V) = Flow Through Channel #3 : V= L= 143 L/(60*V) = Flow Through Pipe #3 : V= L= 24 L/(60*V) = Flow Through Pipe #2 : V= L= 31 L/(60*V) = Flow Through Pipe #1 : V= L= 83 U(60*V) = Flow Through Pond #4 : V= L= 459 T1= L/(60*V) = 0.24 {dense grass) 4.5 Slope= 0.00,40 0.919 hours= 55 .1 min 2 fps (unpaved) Slope= 0.0126 3.4 min 3.8 fps (unpaved) Slope= 0 .0545 0 .2 min · 2.75 fps (Manning's) Slope= 0.0200 0 .9 min 6.37 fps (Manning's) Slope= 0 .0100 0.1 min 6.95 fps (Manning's) Slope= 0.0100 0 .1 min 7.02 fps (Manning's) Slope= 0.0100 0 .2 min 0.0100 4 .8 min Tc= 64.8 min APPENDIXE 5-Year Storm: Detention Pond Post-Development HEC-1 Output 5') HSCl S/N : 1343001909 HMVersion: 6.33 Data File: C:\WINDOWS \TEMP \-vbh3466.TMP 5 -Y EAR STORM ~x**x************************************ *************************************** * :LOOD HYDROGRA PH PACKAGE (HEC-1 ) * MAY 1991 VERSION 4. 0. lE * * * R.UN DAT E 11/10/2006 TIME 16 :45:44 * * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CAL I FORNIA 95616 * (916) 756 -1104 * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : ; : Full Microcomputer Implementation by Haestad Methods, Inc . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -1666 TH IS PROGRAM REPL ACES ALL PREV I OUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW . THE DEFINITIONS OF VAR I ABL ES -RTIMP-AND -RTIOR-HAVE CHANGED FR OM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DE FINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 8 1. THIS IS THE FOR TRAN77 VERSION NEW OP TI ONS : DAMBREAK OU TFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUEN CY , DSS:READ TIME SERIES AT DESIRED CALCULATI ON INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATI ON KINEM ATIC WAV E : NEW FINITE DIFFERENCE ALGORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas 2 IT 1 300 3 IO 5 0 4 KK DA304 5 KM Drainage Are a 304 -100 yr 6 KO 22 7 BA 0 .024 1 8 PH 5 0 0 .60 1.32 2.68 3.30 3.70 4.4 0 5.30 6.20 9 LS 70.7 10 UD 0.648 11 KK PD4 12 KM Detention Pond 4 13 KO 22 1 4 RS 1 ELEV 211. 0 15 SA 0.0 .09 .24 .35 .43 .52 16 SE 211. 0 212.0 213. 0 214.0 21 5.0 216.0 17 SQ 0 .0 3 6 8 21 55 18 S E 211. 0 212.0 2 1 3 .0 214 .0 2 1 5 .0 216.0 1 9 KK DA303 20 KM Drainage Area 303 -10 0 yr 2 1 KO 22 22 BA 0.0025 23 PH 5 0 0.60 1. 32 2.68 3 .30 3.70 4.40 5.30 6 .20 2 4 LS 80.7 25 UD 0.128 26 KK PD4303 27 KM POND 4 & DA 303 2 8 KO 22 29 HC 2 30 KK PD3 3 1 KM Detention Pond 3 32 KO 22 33 RS 1 ELEV 208.0 34 SA 0.0 .13 .3 1 .37 .44 3 5 SE 208.0 209.0 210 .0 211. 0 212.0 36 SQ 0.0 3 6 19 54 37 SE 208.0 209 .0 21 0.0 211. 0 212.0 38 KK Rl 39 KM Storm Sewer Routing 40 KO 22 41 RK 720 .007 .014 CIRC 3 42 KK DA302 43 KM Drainage Area 302 -100 yr 44 KO 22 45 BA 0.2158 46 PH 5 0 0.60 1.32 2.68 3.30 3.70 4.40 5.30 6.20 47 LS 77.4 48 UD 0 .788 HEC -1 INPUT PAGE 2 LINE ID ....... l ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... l 0 49 KK PD3302 50 KM POND 3 & DA 302 51 KO 22 52 HC 2 53 KK PD2 54 KM Detention Pond 2 55 KO 22 56 RS l ELEV 296.25 57 SA 0 .0 .334 1.665 2 .259 2.799 3.334 4.168 4.3 58 SE 296 .25 297.0 298.0 299.0 300.0 301.0 302.0 303 59 SQ 0.0 6 28 66 140 235 354 431 60 SE 296 .25 297.0 298.0 299.0 300.0 301.0 302 .0 303 61 KK DA301 62 KM Drainage Area 301 -100 yr 63 KO 22 6 4 BA 0.0520 65 PH 5 0 0.60 1.32 2.68 3.30 3.70 4.4 0 5 .3 0 6.20 66 LS 77.0 67 UD 0.321 68 KK PD2301 69 KM POND 2 & DA 301 70 KO 22 71 HC 2 7 2 KK PDl 73 KM Detention Pond l 7 4 KO 22 75 RS 1 ELEV 293.0 76 SA 0.0 0.218 0.774 1.068 1 .348 1.737 2.663 3 .0 77 SE 293 .0 294.0 295.0 2 96. 0 297.0 298.0 299 .0 299.5 7 8 SQ 0 .0 12 34 55 77 150 318 432 79 SE 293.0 294 .0 295.0 2 96. 0 297.0 298.0 299.0 299 .5 80 zz HECl S/N: 134300 19 09 HMVer sion : 6.33 Data File: C:\WINDOWS \TEMP \-vbh3466 .TMP ***************************************** * FLOO D HYDROGRAPH PACKAGE (H EC-1 ) * MAY 1991 * VERS I ON 4.0 .lE * * RUN DATE 11/10/2006 TIME 16 :45 :44 * * ***************************************** Meadowcreek S u bdivision -Phase 2 & 3 -Wellborn, Texas 3 IO IT OU TPUT CONTROL VAR IABLES IPRNT 5 I PLOT 0 QSCA L 0. HYDROGRAPH TIME DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRA PH NDD ATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPU TATI ON INTERVAL TOTAL TIME BASE 0 .02 HOURS 4.98 HOURS ENGLISH UNITS DRAINAGE AR EA PRECIPI TATION DEPTH LENGTH, ELE VATION FLOW STORAG E VOLUME SU RFACE AREA TEMPERATU RE SQUARE MILES INCHE S FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U.S . ARMY CORPS OF ENGINEERS * * HYDR OLOGIC ENGINEERING CENTER * * 609 SEC ON D STREET * * DAVIS , CALIFORN I A 95616 * * (916 ) 756-11 04 * * * *************************************** *** ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 4 KK DA304 * * * ************** r.; 1-(0 OU TPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS .v.ALUS EX CEEDS TABLE IN LOGLOG 0.01667 0.01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 2.3 KO ************** * * * PD4 * * * ************** OUTPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * l ·~; !'\.!'·. * DA303 * * ************** OUTPUT CONTROL VARIABL ES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.0 1 7 TIME I NTE RVA L IN HOURS ·.; . .::,.u;;:: E:XCE EDS TABLE IN LOG LOG 0 .0 1667 0 .0 1667 24 .000 0 0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD4 303 * * ************** OUT PUT CO NTR OL IPRNT I PL OT QSCAL IPNCH IOUT I SAVl I SAV2 TIM I NT VARIABLES 5 0 0. 0 22 1 30 0 0.0 1 7 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS r ~~ ~r * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 30 ~K PD3 * * ************** ''.0 OUTP UT CON TR OL I PRN T I PLO T QS CAL I PNCH IOUT ISAVl ISAV2 TIM INT VARIABLES 5 0 0. 0 22 1 300 0 .0 17 PRINT CONTR OL PL OT CONTR OL HYDR OGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS .** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** . -!\.K KO ************** * Rl * * * ************** OUTPUT CON TR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TIM INT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.0 17 TIME INTERVAL IN HOURS ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA302 * * ************** OUTPUT CON TR OL VAR IABLES IPRNT 5 PRINT CONTROL I PLO T 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 30 0 LAST ORDINATE PUNCHED OR SAVED TI MINT 0 .017 TIME INTERVAL IN HOURS VALG E EXC EEDS TABLE IN LOG LOG 0.01667 0 .01667 24.00000 . ~-~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD3302 * * * ************** OU TPUT CONTROL IPRNT !PLOT VAR IABLES 5 0 PRINT CONTROL PL OT CONTROL QSCA L IPNCH IOUT ISAVl ISAV2 TI MINT 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 53 KK 55 :--:o ************** * * * PD2 * * * ************** OUTPUT CON TR OL VAR IABLES IPRNT 5 I PLOT 0 QSCA L 0. IPNCH 0 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH IOUT ISAV l ISAV2 TIMINT 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS .. ~ ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 6 3 KO ************** * DA3 0 1 * * * ************** OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCA L IPNC H IOUT ISAVl ISAV2 TI MINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORD INATE PUNCHED OR SAVED 0.0 17 TIME INTERVAL IN HOUR S . "A.LUE EXC EEDS TABLE IN LOGLOG 0 .01667 0.01667 24.00000 ··~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * PD2301 * * * ************** OUTPU T CONTRO L VAR IABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCA L 0. HYDROGRAPH PLOT SCALE IPNCH IOUT ISAVl ISAV2 TIM INT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST OR DINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS ~~~ ·~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ·-· '.".:-.. ************** * * PDl * * ************** OUTPU T CONTROL VAR IABLES IPRNT 5 I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PL OT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDR OGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW F OR MAXIMUM PERIOD BASIN MAX IMUM TIME OF OP ERATION STATION FLOW PEAK AREA STAGE MAX STAGE Ci -HOU R 24-HOUR 72 -HOUR HYDRO GRAPH AT DA304 16 . 3.30 4. 4. 4. 0.0 2 ROUTED TO PD4 10 . 3.83 3. 3 . 3. 0.02 2i 4 . 16 3 .83 HYDROGRAPH AT DA3 03 6. 2.65 1. 1. 1. 0.00 2 COMBIN ED AT PD4303 11. 3.82 4. 4. 4. 0.03 ROUTED TO PD3 1 0. 4.13 3. 3 . 3. 0.03 2 1 0 .2 7 4.13 ROUTED TO Rl 10. 4 .15 3. 3. 3. 0.03 HYD ROGRAPH AT DA302 171. 3.42 49 . 49. 49. 0 .22 2 CO MBINED AT PD3302 176. 3.42 52 . 52 . 52. 0 .24 ROUT ED TO PD2 141. 3.83 44. 44. 44. 0.24 300 0 1 3 .83 HYDROGRAPH AT DA301 69. 2.88 13. 13 . 13. 0.05 2 CO MBINED AT PD23 0 1 156. 3 .77 57 . 57. 57 . 0.29 ROUTED TO PDl 147. 4.05 49. 49. 49. 0. 2 9 297 .95 4 .05 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNG£ ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (M IN) (IN) (MIN) (C FS ) (MIN) (IN ) Rl MANE 0.60 9.54 249.36 0.98 1. 00 9.54 250.00 0.98 CC1 NTI~m ITY SU MMARY (AC-FT) -INFLOW=O .1405E+Ol EXCESS=O. OOOOE+OO OUTFLOW=O .1396E+Ol BASIN STORAGE=O .1145E-01 PERCENT ERROR= -0 . 2 ••' NORMAL END OF HEC-1 *** APPENDIXF 10-Year Storm: Detention Pond Post-Development HEC-1 Output 7 1 :; :~ : 13430019 0 9 HMVersion: 6 .33 Data File: C:\WINDOWS \TEMP \-vbh3124.TMP 10-YEAR STORM ~~~~~~~~********************************* *************************************** * * * ;::,OO D HYDROG RAPH PACKAGE (HEC-1) * * U .S. ARMY CORPS OF ENGINEERS * MAY 1 99 1 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4 .0 .lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * ::_-"' DATE 11/1 0/2 0 06 TIME 16 : 29: 39 * * (9 16 ) 756 -11 04 * * * * • • • • r~•~**•****************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods , Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755 -166 6 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW. THE DEFINIT I ONS OF VARIABLES -RTI MP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK -ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS : DAMB REAK OUTFL OW SUBMERGENCE , SINGLE EVENT DAMAGE CAL CULATI ON, DSS :WRITE STAGE FREQUENCY , DSS :READ TIME SERI ES AT DESIRED CALCULATI ON INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATI ON KI NEMATIC WAV E : NE W FINITE DIFFERENCE ALG ORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas 2 I T 1 300 3 IO 5 0 4 KK DA304 5 KM Drainage Area 304 -100 y r 6 KO 22 7 BA 0.0241 8 PH 1 0 0 0 .66 1 .45 3.02 3 .90 4 .30 5.2 0 9 LS 7 0 .7 10 UD 0 .648 11 KK PD4 12 KM Detenti o n Pond 4 13 KO 22 14 RS 1 ELEV 211. 0 15 SA 0.0 .09 .24 .35 .43 .52 16 SE 211. 0 212.0 213. 0 214.0 215.0 216.0 17 SQ 0.0 3 6 8 21 55 18 SE 211 .0 212.0 213 . 0 214 .0 215.0 216.0 19 KK DA303 20 KM Drainage Area 303 -100 y r 21 KO 22 22 BA 0.00 25 23 PH 10 0 0.66 1.45 3 .0 2 3.90 4.30 5.20 24 LS 80 .7 25 UD 0 .12 8 26 KK PD4 303 27 KM POND 4 & DA 303 28 KO 22 29 HC 2 30 KK PD3 31 KM Detention Pond 3 32 KO 22 33 RS 1 ELEV 208.0 3 4 SA 0.0 .13 .31 .37 .4 4 35 SE 208 .0 209.0 210.0 211. 0 212.0 36 SQ o .o 3 6 19 54 37 S E 2 0 8.0 2 0 9 .0 21 0.0 211. 0 212.0 38 KK Rl 39 KM Storm Sewe r Routing 40 KO 22 41 RK 7 20 .00 7 .0 14 CIRC 3 42 KK DA302 43 KM Draina ge Area 3 02 -10 0 y r 44 KO 22 45 BA 0 .2158 46 PH 10 0 0 .66 1.45 3.0 2 3.90 4 .30 5.2 0 47 LS 77 .4 48 UD 0.788 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK PD3302 50 KM POND 3 & DA 302 51 KO 22 52 HC 2 53 KK PD2 54 KM Detention Pond 2 55 KO 22 56 RS 1 ELEV 296.25 57 SA 0.0 .334 1.665 2.259 2.799 3.334 4.168 4.3 58 SE 2 96. 2 5 297.0 298.0 299.0 300.0 301.0 302.0 303 59 SQ 0.0 6 28 66 140 235 354 431 60 SE 296.25 297 .0 298.0 299.0 300.0 301.0 302 .0 303 61 KK DA301 62 KM Drainage Area 301 -100 yr 63 KO 22 64 BA 0.0 520 65 PH 10 0 0.66 1.45 3.02 3. 90 4.30 5.20 66 LS 77.0 67 UD 0.321 68 KK PD2301 69 KM POND 2 & DA 301 70 KO 22 71 HC 2 72 KK PDl 73 KM Detention Pond 1 74 KO 22 75 RS 1 ELEV 293.0 76 SA 0.0 0.218 0.774 1.068 1.348 1.737 2.663 3.0 77 SE 293.0 294.0 295.0 296 .0 297.0 298.0 299.0 299.5 78 SQ 0.0 12 34 55 77 150 318 432 79 SE 293.0 294.0 295.0 296.0 297 .0 298.0 299.0 299.5 80 zz ;;;:;u S/N : 1 3 43001909 HMVersion: 6.33 Data File: C:\WINDOWS\TEMP \-vbh3124.TMP ~**************************************** ?~OOD HYDROGRAPH PACKAGE MAY 1991 VERSION 4.0.lE (HEC-1 ) * * * * * RUN DATE 11/10/2006 TIME 16:29:39 * * ****+************************************ Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas IO IT OU TPU T CONTROL VAR IABLES IPRNT I PLOT QSC AL HYDROGRAPH TIME DATA 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDA TE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDR OGRAPH NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPUTA TI ON INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENGLISH UNITS DRA INAGE AREA PREC IPITATI ON DEPTH LENGTH, ELE VATION FLOW STORAG E VO LUME SURFAC E AREA TEMPERA TURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE -FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 7 5 6 -1104 * * * *************************************** ''~ ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * DA304 * * ************** - •o r'.O OU TPUT CON TROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .017 TIME INTERVAL IN HOURS VALUE EXC EEDS TABLE IN LOGLOG 0.01667 0 .01667 6.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 11 KK KO ************** * * PD4 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 0. 0 22 1 300 0.017 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ~~~ ~~· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * , .-. :~t:. DA303 * ************** OU TPUT CON TR OL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TI ME I NTERVAL IN HOURS VALUE EXC EEDS TABL E IN LOG LOG 0.0 1667 0 .0 1667 6.0000 0 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** :6 KK 28 KO ************** * * * PD4303 * * * ************** OUTPUT CO NT RO L IPRNT I PL OT QSCAL IPNCH I OUT ISAV l I SAV2 T I MIN T VAR IABLES 5 0 0. PRINT CONTROL PLOT CONTROL HYDROGRA PH PLOT SCAL E 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORD I NATE PUNC HE D OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.0 17 TIME INTERVAL IN HOURS +~+ +++ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ~. 0 i':K ************** * * PD3 * * * ************** OUTPUT CO NTR OL VARIABLES IPRN T 5 I PLOT 0 QSCA L 0 . IPNCH 0 PRINT CONTR OL PL OT CONTR OL HYDR OGRAPH PL OT SCALE PUNCH COMPUTED HYDROGRAPH IOUT ISAVl ISAV2 TIMINT 2 2 SAVE HYDR OGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 3 00 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 3 8 K K .;o KO ************** * * Rl * * * ************** OU TPUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINAT E PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ++* +++ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 4 ~ KO ************** DA302 * * ************** OUTPU T CONTROL VAR IABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCA L IPNCH I OUT ISAVl ISAV2 TIMINT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ,~L u c EXCEEDS TABLE IN LOG LOG 0.01667 0.01667 6.00000 ~** h** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD3302 * * ************** ·· r'.C OUTPUT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QS CAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORD INATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ~·~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * 53 KK * PD2 * * * ************** 55 KO OU TPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORD INATE PUNCHED OR SAVED TI MINT 0.0 17 TIME INTERVAL IN HOURS ~~~ ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 61 r'.K DA301 * * * ************** 63 KO OUTPU T CONTROL IPRNT !PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT VA LLl E EXC EEDS TABLE IN LOGLOG VAR IABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS 0.01667 0.01667 6 .00000 .. ~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** --:·.r-.. ************** * * * PD2301 * * ************** OU TP UT CONTROL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THI S UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS • r * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * PDl * * * ************** OUT PUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS - RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AR EA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATIO N STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROG RAPH AT DA304 21. 3.28 6. 6. 6. 0.02 ROUTED TO PD4 15. 3 .73 5 . 5. 5. 0.02 214.53 3.73 HYDROGRA PH AT DA303 7. 2.63 1 . 1. 1. 0.00 2 COMB INED AT PD4303 16 . 3.72 6 . 6. 6. 0.03 ROUT ED TO PD 3 14 . 4.05 5. 5. 5. 0.0 3 210 .61 4.05 ROUTED TO Rl 14. 4.07 5. 5. 5 . 0.03 HYDROGRAPH AT DA302 214 . 3.42 63. 63 . 6 3. 0.22 2 CO MBI NED AT PD3302 221. 3.43 67. 67 . 67. 0.24 ROUTED TO PD 2 183. 3.82 58. 58 . 58. 0.2 4 3 00.45 3.82 HYDROGRAPH AT DA 3 01 84. 2 .88 16 . 16. 16. 0.05 2 COMBIN ED AT PD2301 203. 3.73 74. 74. 74 . 0.29 ROUTED TO PDl 197. 3.93 65. 65 . 65. 0 .29 298.28 3.93 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN) (IN) Rl MANE 0.50 13. 95 244.02 1.35 1. 00 13 .95 244.00 1.35 C0 ~!'"'.'I'JTJ I TY SUMMAR Y (AC -FT ) -INFLOW=O .1932E+Ol EXCESS=O . OOOOE+OO OUTFLOW=O .1922E+Ol BASIN STORAGE=O .1362E-01 PERCENT ERROR= -0. 2 ••• NORMAL END OF HEC-1 *** I APPENDIXG 25-Year Storm: Detention Pond Post-Development HEC-1 Output "' •".1 S /N : 134300 19 09 HMVersion: 6.33 Data File: C:\WINDOWS \TEMP \-v bh3 30 1.TMP 25-YEAR STORM ~www~w*********************************** *************************************** * :::..CO D HYDROG RAPH PACKAG E (HE C-1 ) * MA Y 1991 VERSION 4 . 0 . lE * * * RUN DATE 11/10/2 00 6 TIME 17:00:36 * * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROL OGI C ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 * * ~ww+************************************* *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Full Microcomputer Implementati o n by Haestad Methods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : ........................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 TH I S PR OGRAM REPLAC ES ALL PRE VI OUS VERSI ONS OF HEC-1 KNOWN AS HECl (JAN 7 3 ), HE ClGS, HEClDB, AN D HEClKW. THE DEF I NIT IO NS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FR OM TH OSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK -ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 8 1 . THIS IS THE FORTRAN 77 VERSION NEW OPTI ONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALC ULATI ON, DSS:WRITE STAGE FRE QUENCY, DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATI ON KINEMA T IC WAV E: NEW FINITE DIFFERENCE ALGORITHM -HEC -1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas 2 IT 1 300 3 IO 5 0 4 KK DA304 5 KM Drainage Area 304 -100 yr 6 KO 22 7 BA 0.0241 8 PH 25 0 0 .74 1.64 3 .52 4 .60 5.10 6 .2 0 7.5 0 8 .75 9 LS 70.7 1 0 UD 0.648 11 KK PD4 12 KM Detention Pond 4 13 KO 22 14 RS 1 ELEV 211. 0 15 SA 0.0 .09 .24 .35 .43 .52 1 6 SE 211. 0 212.0 213. 0 214.0 215.0 216.0 1 7 SQ 0.0 3 6 8 21 55 18 SE 211 .0 212.0 213. 0 214.0 215 .0 216.0 19 KK DA303 20 KM Drainage Are a 303 -100 yr 21 KO 22 22 BA 0.00 25 23 PH 25 0 0.7 4 1.64 3.52 4.60 5.10 6.20 7 .50 8.75 2 4 LS 80.7 25 UD 0 .128 26 KK PD4303 27 KM POND 4 & DA 303 28 KO 22 29 HC 2 30 KK PD3 31 KM Detention Pond 3 32 KO 22 33 RS 1 ELEV 2 08 .0 3 4 SA 0 .0 .13 .31 .37 .44 35 SE 208.0 209.0 21 0 .0 211 . 0 212 .0 36 SQ 0.0 3 6 19 54 37 SE 2 08.0 209.0 210.0 211. 0 212.0 38 KK Rl 39 KM Storm Sewer Routing 40 KO 22 41 RK 720 .007 .014 CIRC 3 42 KK DA3 0 2 43 KM Drainage Area 302 -100 yr 44 KO 22 4 5 BA 0.21 5 8 46 PH 25 0 0.74 1 .64 3 .52 4.60 5.1 0 6 .20 7.50 8.75 47 LS 77 .4 48 UD 0 .788 HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK PD3302 50 KM POND 3 & DA 302 51 KO 22 52 HC 2 53 KK PD2 54 KM Detention Pond 2 55 KO 22 56 RS 1 ELEV 296.25 57 SA 0.0 .334 1 .665 2.259 2.799 3.334 4.168 4.3 58 SE 296 .25 297.0 298.0 299.0 300.0 301.0 302.0 303 5 9 SQ 0.0 6 28 66 140 235 354 431 60 SE 296.25 297.0 298.0 299.0 300.0 301.0 302.0 303 61 KK DA301 62 KM Drainage Area 301 -100 yr 63 KO 22 64 BA 0.0520 65 PH 25 0 0.74 1.64 3.52 4.60 5.10 6.20 7.50 8 .75 66 LS 77.0 67 UD 0.321 6 8 KK PD2301 6 9 KM POND 2 & DA 301 70 KO 22 71 HC 2 72 KK PDl 73 KM Detention Pond 1 74 KO 22 75 RS 1 ELEV 293.0 76 SA 0 .0 0.218 0.774 1.068 1.348 1.737 2 .663 3.0 77 SE 293.0 294. 0 295.0 296.0 297.0 2 98. 0 299.0 299.5 78 SQ 0.0 12 34 55 77 150 318 432 79 SE 293.0 294. 0 295.0 296.0 297.0 298.0 299.0 299.5 80 zz i-iE C .S/N: 1343001909 HMVersion: 6 .33 Data File: C:\WINDOWS \TEMP \-vbh3301.TMP ***************************************** * oL OO D HYDROGRAPH PACKAGE (HEC-1) * MAY 1991 * VERSION 4. 0. lE * * Rt!f.! DA TE 11/10/2006 TIME 17: 00: 36 * * ..•. ·~********************************** Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas 1 0 OUTPUT CONTROL VARIABLES IPRNT 5 I PLOT 0 QSC AL 0 . HYDROGRA PH TIME DATA PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE NDTIME 0 459 ENDING TIME I CENT 19 CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENGLISH UNITS DRAINAGE AREA PR ECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VO LUME SURFACE AREA TEMP ERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS , CALIFORNIA 95616 * * (916) 756 -11 04 * * * *************************************** ·~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * KK DA304 * * * ************** "' t:t) OUT PUT CON TR OL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ·;AL..i::: SXC EEDS TABLE IN LOGLOG 0.01667 0 .0 1667 24 .0 0000 ·~r+ ~++ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 11 ~K , ' O'.O ************** * * * PD4 * * * ************** OU TPUT CON TR OL VARI ABLES IPRNT I PL OT QSCA L IPNCH IOUT ISAVl ISAV2 TIMINT 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~** *~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA303 * * * ************** ~l KO OUTPUT CO NTR OL VAR IABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PL OT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDR OGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORD INATE PUNCHED OR SAVED TI MINT 0 .0 17 TIME INTERVAL IN HOURS "'''-'u;:, EXCE EDS TA BLE IN LOGL OG 0.01667 0.01667 24 .00000 ~r ·r ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** :CS KO ************** * * PD4303 * * * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPN CH !OUT I SAVl I SAV2 TI M INT 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~·~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * -:·r KK PD3 * * * *************'* OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT VARIABLES 5 0 0. 0 22 1 300 0 .017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ··~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** - -=· =· KK ************** * * * Rl * * ************** OUTPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ,,., , .:. KK ************** * * * DA3 0 2 * * * ************** OUTPUT CONTROL IPRNT I PL OT QS CAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORD INATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ·,_;.::._L L;;:: EXCE EDS TABLE IN LOGLOG 0.01667 0.01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * PD3302 * ************** OUTPUT CO NT RO L VARIABLES I PRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL -QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORD INATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** --K K ************** * * PD2 * * * ************** OUT PUT CONTROL VARIABLES IPRNT I PLOT QSCAL IPNCH I OUT ISAVl ISAV2 TIMINT 5 0 0. 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ~~* ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA301 * * ************** o.o KO OU TPUT CONTROL VARIABLES IPRNT I PLOT QSC AL IPNCH I OUT ISAVl ISAV2 T IMI NT ··./ . .'.I.LUE EXC EEDS TABL E I N LO GL OG 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PL OT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDR OGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0.0 1667 0 .01667 24 .000 00 - ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** o:o : .r . ************** * * * PD2301 * * ************** OU TPUT CO NT RO L IPRNT I PLOT QS CAL IPNCH IOUT ISAVl ISAV2 TIM I NT VARIABLES 5 0 0 . 0 22 1 300 0 .017 PRINT CONTROL PL OT CONTR OL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THI S UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ~·· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** PDl * * ************** OU TPUT CO NT ROL VARIABLES IPRNT 5 PRINT CON TROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDR OGRAPH PL OT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOU T 2 2 SAVE HYDR OGRAPH ON THIS UNIT ISAVl 1 F IRST ORDINATE PUNCHED OR SAVED ISAV 2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS - RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERI OD BASIN MAXIMUM TIME OF OP ERAT ION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAP H AT DA304 28. 3 .27 8. 8. 8. 0.0 2 ROU TED TO PD4 22 . 3.65 7 . 7. 7. 0.02 215.04 3 .65 HYDROGRAPH AT DA 303 8. 2.63 1 . 1. 1. 0.00 2 CO MBINED AT PD4303 23. 3.62 8. 8 . 8 . 0 .03 ROUT ED TO PD3 21. 3.90 7. 7. 7 . 0 .03 211. 06 3.90 ROUTED TO Rl 21. 3 .92 7. 7. 7. 0 .03 HYDROGRAPH AT DA302 280. 3.40 84. 84. 84. 0 .22 2 COMBIN ED AT PD33 02 293. 3.43 90. 90 . 90. 0.24 ROUTED TO PD2 2 45. 3.80 78 . 78 . 78 . 0.24 301.09 3.80 HYD ROGRA PH AT DA3 0 1 109. 2 .87 22. 22. 22. 0.05 2 COMBIN ED AT PD 2301 273. 3.72 1 00. 1 00. 1 00. 0.29 ROU TED TO PDl 266 . 3.88 90. 9 0. 90 . 0 . 2 9 298.69 3.88 - SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT OT PEAK TIME TO VOLUME OT PEAK TIME TO VOLUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN ) (CFS) (MIN) (IN) Rl MANE 0.50 20.96 235 .13 1.95 1. 00 20 .96 235 .00 1. 95 CO NTINUI TY SUMMARY (AC-FT ) -INFLOW=0 .2791E+Ol EXCESS=O.OOOOE+OO OUTFLOW=0.2773E+Ol BASIN STORAGE=0.1739E-01 PERCENT ERROR= 0 .0 ·•• NO RM AL END OF HEC-1 *** APPENDIXH SO-Year Storm: Detention Pond Post-Development HEC-1 Output I 'J _~ ,-,,,,_ t .S/N : 134300 19 09 HM Versio n : 6 .33 Data File: C:\WINDOWS \TEMP \-v bh2 06 1 .TMP 50-YEAR STORM ~~·~Ak*********************************** *************************************** * * * cLOO D HYDRO GRAPH PACKAGE (HEC-1 ) * * U .S . ARMY CORPS OF ENGINEERS * MAY 199 1 * * HYDROLOGIC ENGINEERING CENTER * VERS ION 4. 0 . lE * * 609 SEC OND STREET * * * DAVIS, CALIFORNIA 95616 * RU N DAT E 12 /0 1 /2 0 06 TIME 10:0 2:45 * * (916 ) 756-1104 * * * * . ·~~~~~********************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementati o n by Haestad Methods, Inc . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 0 67 0 8 * (203 ) 755 -1666 THIS PROG RAM REP LACES AL L PRE VI OU S VERSI ONS OF HE C-1 KN OWN AS HE Cl (JAN 73), HEC l GS , HE ClDB , AND HEClKW. THE DEFI NITI ONS OF VAR IABLES -RTIMP -AND -RTI OR-HAVE CHANGED FR OM TH OSE USE D WI TH THE 1 973 -STYLE I NPU T STRU CTURE. THE DEF IN I TION OF -AM SKK-ON RM-CARD WAS CHANGED WITH RE VISIONS DAT ED 28 S EP 81 . TH I S I S THE FORT RAN 77 VERS I ON NEW OPTIONS : DAMBREAK OUT F LOW SUBMERGEN CE , SINGLE EVENT DAMAGE CA LCU LATI ON, DSS :WRI TE STAGE FREQU ENC Y, DSS :RE AD TIME S ERIES AT DESI RED CALCULATI ON INTERVAL LOS S RATE:GR EE N AND AM PT IN FILTRATI ON KINE MATI C WAVE : NEW F I NITE DIFFERENCE ALG ORITHM HEC-1 INPUT PAGE 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas 2 IT 1 300 3 IO 5 0 4 KK DA304 5 KM Drainage Area 304 -100 yr 6 KO 22 7 BA 0.024 1 8 PH 100 0 0.81 1.80 3.91 5.10 5.70 7.00 8.60 9.80 9 LS 70.7 10 UD 0 .648 11 KK PD4 12 KM Detention Pond 4 13 KO 22 14 RS 1 ELEV 211. 0 15 SA 0.0 .09 .24 .35 .43 .52 16 SE 211. 0 212.0 213.0 214.0 215.0 216 .0 17 SQ 0 .0 3 6 8 21 55 18 SE 211. 0 212.0 213.0 214 .0 215.0 216.0 19 KK DA303 20 KM Drainage Area 303 -100 yr 21 KO 22 22 BA 0 .0025 23 PH 100 0 0.81 1.80 3.91 5.10 5 .70 7.00 8 .60 9.80 24 LS 80.7 25 UD 0.128 26 KK PD4303 27 KM POND 4 & DA 303 28 KO 22 29 HC 2 30 KK PD3 3 1 KM Detention Pond 3 32 KO 22 33 RS 1 ELEV 208.0 3 4 SA 0.0 .13 .31 .37 .44 35 SE 208.0 209.0 210.0 211. 0 212.0 36 SQ 0.0 3 6 19 54 37 SE 208 .0 209.0 210.0 211. 0 212.0 38 KK Rl 39 KM St orm Sewer Routing 40 KO 22 41 RK 720 .007 .014 CIRC 3 42 KK DA302 43 KM Drainage Area 302 -100 yr 44 KO 22 45 BA 0 .2158 46 PH 100 0 0.81 1.80 3.91 5.10 5.70 7.00 8.60 9.80 47 LS 77.4 48 UD 0.788 - HEC-1 INPUT PAGE 2 L INE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 1 0 49 KK PD3302 50 KM POND 3 & DA 302 51 KO 22 52 HC 2 53 KK PD2 54 KM Detention Pond 2 55 KO 2 2 56 RS 1 ELEV 296.25 57 SA 0.0 .334 1.665 2 .259 2.79 9 3.334 4 .168 4.3 58 SE 296.25 297 .0 298.0 299 .0 300 .0 301.0 302.0 303 59 SQ 0.0 6 28 66 140 235 354 431 60 SE 296.25 297.0 298.0 299.0 300 .0 30 1 .0 302.0 303 61 KK DA301 62 KM Drainage Area 301 -100 yr 6 3 KO 22 6 4 BA 0.0520 6 5 PH 100 0 0 .81 1. BO 3.91 5.1 0 5.70 7.00 8.60 9.80 66 LS 77.0 67 UD 0.321 68 KK PD2301 69 KM POND 2 & DA 301 70 KO 22 71 HC 2 7 2 KK PDl 73 KM Detention Pond 1 7 4 KO 22 75 RS 1 ELEV 293.0 7 6 SA 0.0 0.218 0 .774 1.068 1 .348 1.737 2.663 3.0 77 SE 293.0 294. 0 295.0 296 .0 297.0 298.0 299.0 299.5 7 8 SQ 0.0 12 34 55 77 150 318 432 79 SE 293 .0 294 .0 295 .0 296.0 297 .0 298.0 299.0 299.5 80 zz ;-: <:>:_· l .':;/ N : 13 4 3 0 0 19 0 9 HMVersion: 6.33 Data File: C:\WINDOWS \TEMP \-vbh2061.TMP ***************************************** ?'...:JO D HYDROGRAPH PAC KAGE MA Y 199 1 VERS I ON 4 .0.lE (HEC-1 ) * * * * * c:;;~; DATE 12 /01/2 00 6 TIME 10: 02: 45 * * ~****~*********************************** Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas ro OUT PU T CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL HYDRO GRAPH TIME DATA 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE NMIN 1 MINUTES IN COMPUTATION INTERVAL I DATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE NDTIME 0459 ENDING TIME I CENT 19 CENTURY MARK COMPUTAT .ION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENG LI SH UNIT S DRAINAGE AREA PRE C IPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VO LUME SU RFA CE AREA TEM PE RA TURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * *************************************** ~~· .** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * DA304 * * ************** - OUTPUT CONTRO L VARI ABLES IPRNT 5 PRINT CONTROL !PLOT QSCA L IPNCH !OUT ISAVl ISAV2 TI MIN T ~-~L0~ ~XCEEDS TABLE IN LOG LOG 0 0. PLOT CONTROL HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS 0 .01667 0 .0 166 7 24.00000 . ~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD4 * * ************** OU TPUT CON TR OL VARI ABLES IPRNT 5 PRINT CONTROL I PL OT 0 PLOT CONTROL QSCA L o. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0.017 TIME INTERVAL IN HOURS ~· ~ ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA303 * ************** OUTPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCA L o . HYDROG RAPH PL OT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORD INATE PUNCHED OR SAVED -TIMINT 0.0 17 TIME INTERVAL IN HOURS ·;.::..:_)_:;:: '::XC EE DS TABL E IN LOGLOG 0.01667 0.01667 24 .00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * PD4 30 3 * * ************** OUTPUT CON TR OL VAR IABLES IPRNT 5 I PLOT QSCAL 0 0. IPNCH 0 IOUT 22 ISAVl l ISAV2 300 TIMINT 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * PD3 * * * ************** 3~ KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSC AL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl l FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS .• * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 3 8 KK --************** * * * Rl * * ************** OUTP UT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL I PNCH IOUT I SAVl ISAV2 TIMINT 0. HYDROGRAPH PLOT SCAL E 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS . ~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * DA 30 2 * * ************** OU T PUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PL OT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON TH I S UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS •,,.;.~u i:. SXC EED S TABLE I N LOGL OG 0 .01667 0 .01667 24.00000 *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * PD 330 2 * * ************** OUTPUT CONTR OL VAR IABLES IPRNT I PLOT 5 PRINT CONTROL 0 PLOT CONTROL -QSC AL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOU T 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TI MINT 0 .017 TIME INTERVAL IN HOURS ~~~ ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD2 * * * ************** 55 KO OUT PUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PL OT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE I PNCH 0 PUNCH COMPUTED HYDROGRAPH IOU T 22 SAVE HYDROGRAPH ON THIS UNIT I SAVl 1 FIRST ORDINATE PUNCHED OR SAVED I SAV2 300 LAST ORDINATE PUNCHED OR SAVED T I MINT 0 .017 TIME INTERVAL IN HOURS .•• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ,, j o:o ************** * * * DA 3 0 1 * * ************** OUTPUT CO NTR OL VARIABLES I PRNT 5 PRINT CONTROL I PLO T QSCA L IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTR OL 0 . HYDROGRAPH PL OT SCALE 0 PUNCH COMPUTED HYDROGRAPH 2 2 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0 .0 17 TIME INTERVAL IN HOURS ··~~~~ EXC EEDS TA BLE IN LOGLOG 0 .0 1667 0 .0 166 7 24.00000 - ·~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD230 1 * * ************** OU TPUT CON TROL VAR IABLES IPRNT 5 PRINT CO NTR OL I PLOT 0 PLOT CONTROL QSCAL 0. HYDR OG RAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDR OGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.0 17 TIME INTERVAL IN HOURS ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** PDl * * ************** OUTPUT CO NTROL VARIA BLES IPRN T 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCA L 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .0 17 TIME INTERVAL IN HOURS -- RUNOFF SUMMARY FLOW I N CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MI LES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT DA304 34. 3.27 9 . 9 . 9 . 0.0 2 ROUT ED TO PD4 29. 3.55 8. 8. 8. 0.02 215.24 3.55 HYDROGRAPH AT DA303 9 . 2.63 1. 1. 1. 0.00 2 COMBINED AT PD4303 31 . 3.53 10. 10. 10. 0.03 ROUT ED TO PD3 28. 3.73 8 . 8. 8 . 0.03 211.26 3 .73 ROUT ED TO Rl 28 . 3.75 8. 8 . 8. 0.03 HYDROGRAP H AT DA302 330. 3.40 99. 99 . 99. 0.22 2 COMBINED AT PD 3302 347. 3 .42 108. 1 08 . 1 08 . 0 .24 ROUT ED TO PD2 294. 3.78 94. 94. 94. 0.24 301.50 3.78 HYDROGRAPH AT DA301 128 . 2.87 26. 26. 26. 0.05 2 CO MBINED AT PD2301 326. 3.72 1 20. 12 0 . 120. 0.29 ROUT ED TO PDl 319 . 3 .87 109. 109. 109. 0.29 299.00 3.87 --- SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INT ERVAL ISTAQ EL EMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VOLUME PEAK PEAK (MIN ) (CFS) (MIN) (IN) (MIN ) (CFS ) (MIN) (IN) Rl MANE 0.47 28.15 224.59 2.44 1. 00 28.15 225.00 2.43 CO NTINUI TY SUMMA RY (AC -FT ) -INFLOW=0 .3476E+Ol EXCESS=O.OOOOE+OO OUTFLOW=0 .3461E+Ol BASIN STORAGE=0.1973E-01 PERCENT ERROR= -0.1 ··• NORMAL END OF HE C-1 *** APPENDIX I 100-Year Storm: Detention Pond Post-Development HEC-1 Output J(I (, -~EC~ S/N : 1343001909 HMVersion: 6. 3 3 Data File: C :\W INDOWS \TEMP \-vbh322D.TMP 100-YEAR STORM • r ~ ~. • r ********************************** *************************************** * * * ::-:...oon HYDROGRAP H PACKAGE (HEC-1 ) * * U.S. ARMY CORPS OF ENGINEERS * MAY 1 99 1 * * HYDROLOGIC ENGINEER ING CENTER * VERS ION 4.0 .lE * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95 616 * RUN DA TE 11 /10 /2006 TIM E 17:10:37 * * (9 16 ) 7 56-11 04 * * * * •••·Ir .. fl" It;********************************* *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : Full Microcomputer Implementation by Haestad Methods, Inc. : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 37 Brookside Road * Waterbury, Connecticut 06708 * (2 03) 755 -166 6 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73 ), HE ClGS, HEClDB, AND HEClKW. TH E DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC TURE. THE DEFINI TI ON OF -AMSKK-ON RM-CARD WAS CHANGED WITH RE VISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSI ON NEW OPTIONS : DAMBREAK OUTFLOW SUBMERG ENCE , S I NGLE EVE NT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENC Y , DSS :READ TIM E SERIES AT DESIRED CALCU LATI ON INTERVAL KINEMA T IC WAVE: NEW FINITE DIFFERENCE ALGORITHM LOSS RATE:GREEN AND AMPT INFILTRATION -- HEC-1 INPUT PAG E 1 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 1 ID Meadowc reek Subdivision -Phase 2 & 3 -Wellborn, Texas 2 IT 1 300 3 IO 5 0 4 KK DA304 5 KM Drainage Area 304 -100 yr 6 KO 22 7 BA 0 .0 241 8 PH 1 00 0 0.88 1.95 4.30 5.70 6.30 7.9 0 9.70 11. 2 0 9 LS 70.7 1 0 UD 0.648 11 KK PD4 12 KM Detention Pond 4 13 KO 22 1 4 RS 1 ELE V 2 11. 0 15 SA 0.0 .09 .24 .35 .43 .52 16 SE 211. 0 212 .0 213. 0 214.0 215.0 2 1 6.0 17 SQ 0.0 3 6 8 21 55 18 SE 211. 0 212 .0 213. 0 214.0 215.0 2 1 6.0 19 KK DA303 20 KM Drainage Area 303 -100 yr 21 KO 22 2 2 BA 0.00 25 23 PH 100 0 0.88 1 .95 4.30 5 .7 0 6.30 7.90 9.70 11. 20 24 LS 80 .7 25 UD 0 .128 26 KK PD4303 27 KM POND 4 & DA 303 28 KO 22 29 HC 2 30 KK PD3 3 1 KM Detention Pond 3 32 KO 22 33 RS 1 ELE V 208.0 3 4 SA 0.0 .13 .31 .37 .44 35 SE 208.0 209.0 210.0 211. 0 212.0 36 SQ o.o 3 6 19 54 3 7 SE 208 .0 209 .0 210.0 211. 0 212 .0 38 KK Rl 39 KM St o rm Sewer Routing 40 KO 22 41 RK 7 20 .007 .014 CIRC 3 42 KK DA302 43 KM Dr a inage Area 30 2 -1 00 y r 44 KO 22 45 BA 0 .2158 46 PH 10 0 0 0.88 1. 95 4.30 5.70 6.30 7.9 0 9.70 11. 20 47 LS 77.4 48 UD 0 .788 -- HEC-1 INPUT PAGE 2 LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 49 KK PD3302 50 KM POND 3 & DA 302 51 KO 22 52 HC 2 53 KK PD2 54 KM Detention Pond 2 55 KO 22 56 RS 1 ELEV 296 .25 57 SA 0 .0 .334 1.665 2.259 2.799 3.334 4.168 4.3 58 SE 296.25 2 97 . 0 2 98.0 299.0 3 00 .0 30 1 .0 302.0 303 59 SQ 0.0 6 28 66 140 235 354 431 60 SE 296.25 297.0 298.0 299.0 300.0 30 1 .0 302.0 303 61 KK DA301 62 KM Drainage Area 301 -100 yr 63 KO 22 64 BA 0 .0 52 0 65 PH 100 0 0.88 1.95 4.30 5.70 6.30 7.90 9.70 11. 20 66 LS 77.0 67 UD 0 .321 68 KK PD2301 69 KM POND 2 & DA 301 70 KO 22 71 HC 2 72 KK PDl 73 KM Detention Po n d 1 74 KO 22 75 RS 1 ELEV 293.0 76 SA 0.0 0.218 0.774 1 .068 1.348 1.737 2.663 3.0 77 SE 293.0 294 . 0 295 .0 296.0 297 .0 298.0 299 .0 299.5 78 SQ 0 .0 12 34 55 77 1 50 3 1 8 432 79 SE 293 .0 294. 0 2 95.0 296.0 2 97.0 298.0 299.0 299 .5 80 zz --- H E \°'1 .->/N : 1343001909 HM Versio n: 6 .33 Data File: C :\WINDOWS \TEMP \-vbh322D .TMP -~-~~~~********************************** * ;:-:.,oo o HYDROGRAPH PAC KAGE (HEC-1 ) * MAY 199 1 * VERSIO N 4 .0 .lE * * 0:1 ;:·; DATE 11/1 0/200 6 TIME 17: 10: 37 * * ~~~··. ~********************************** Meadowcreek Subdivision -Phase 2 & 3 -Wellborn, Texas OUTPU T CO NTROL VARIABLES I PRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE HYDRO GRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDA TE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH NDDATE 1 0 ENDING DATE ND TIME 0459 ENDING TIME I CENT 19 CENTURY MARK CO MPUTATION INTERVAL TOTAL TIME BASE 0.02 HOURS 4.98 HOURS ENGLIS H UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FL OW STORAGE VOLUME SURFACE AREA T EMP ERA TURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT ORDINATES *************************************** * * * U .S . ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * * (916) 756-1104 * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA304 * * ************** -::.o OU TP UT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PL OT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED T IMINT 0.0 1 7 TIME INTERVAL IN HOURS SXC EEDS TABL E IN LOGL OG 0 .01667 0.01667 24 .00000 .• ~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD4 * * ************** OUTPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUN CH COM PUTED HYDROGRAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORD I NATE PUNCHED OR SAVED ISAV2 300 LAST ORD INATE PUNCHED OR SAVED T IMI NT 0.017 TIME INTERVA L IN HOURS r ++ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * DA3 03 * ************** OUTPUT CONTR OL VARI AB LE S I PRNT 5 PRINT CONTR OL !PLOT 0 PL OT CONTR OL QSC AL o . HYDROGRAPH PLOT SCALE I PN CH 0 PUNCH COMPUTED HYD ROG RAPH !OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNC HED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED -- TIMI NT 0 .0 1 7 TIME INTERVAL IN HOURS · ·'"'"'-'"' EXC EE DS TAB LE I N LOGLOG 0.01667 0.01667 24.00000 ~~~ ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD4 303 * * ************** OUTPUT CO NTR OL VARIABLES I PRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IO UT 22 SAVE HYDROGRAPH ON THIS UNIT I SAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 3 00 LAST ORDINATE PUNCHED OR SAVED TIM INT 0 .0 1 7 TIME INTERVAL IN HOURS .. ~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PD 3 * ************** OU TPUT CO NTR OL VARIABLES I PRNT 5 PRINT CONTROL IPLOT 0 PL OT CONTR OL QSCAL 0 . HYDROGRAPH PLOT SCALE IPNCH IOUT I SAVl ISAV2 T IMINT 0 PUNCH COMPUTED HYDROGRAPH 2 2 SAVE HYDR OGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 3 00 LAST ORDINATE PUNCHED OR SAVED 0 .0 1 7 TIME INTERVAL IN HOURS ~·· *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** . , ;:o ************** * * Rl * * ************** OU TPUT CON TROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.017 TIME INTERVAL IN HOURS ~~~ ~** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * DA302 * ************** OU TPUT CON TROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ·_·;:..::._·_·;:: ::::<CEEDS TABL E IN LOGLOG 0 .01667 0.01667 24.00000 .. ~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** !\.!". PD3302 * * ************** OU TPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0.017 TIME INTERVAL IN HOURS ·~~ +•• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** PD2 * * ************** 55 KO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH I OUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAVl 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 0 .017 TIME INTERVAL IN HOURS •** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 61 KK ************** * * * DA30 1 * * * ************** OUTPUT CO NTR OL VARIABLES IPRNT 5 PRINT CONTROL I PLO T QS CAL IPNCH IOUT ISAVl ISAV2 TI MI NT 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 30 0 LAST ORDINATE PUNCHED OR SAVED 0 .0 1 7 TIME INTERVAL IN HOURS EXC EEDS TABLE IN LOGLOG 0 .0 1667 0.01667 24 .00000 -- *~~ ~~* *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 70 i':O ************** * * * PD2301 * * * ************** OU TPUT CONTROL VARI ABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT 0 PL OT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH COMPUTED HYDROGRAPH 22 SAVE HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 300 LAST ORDINATE PUNCHED OR SAVED 0.0 17 TIME INTERVAL IN HOURS ~~~ *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * PDl * * * ************** 7 4 >\O OUT PUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIMINT VARIABLES 5 0 0 . 0 22 1 300 0.017 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS RUNOFF SUMMARY FLOW IN CUB I C FEET PER SECOND TIME IN HOURS , AR EA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE MAX STAGE 6-HOUR 24-HOUR 72-HOUR HYDROGRAP H AT DA304 41. 3.25 11. 11. 11 . 0.02 ROUTED TO PD4 36. 3.50 10. 10 . 10. 0.02 215.44 3.50 HYDROGRAPH AT DA303 11 . 2.63 2. 2. 2. 0.00 2 COMBIN ED AT PD4303 38. 3.50 12 . 12 . 12. 0.03 ROU TED TO PD3 35 . 3.67 10. 10. 10 . 0.03 211.47 3.67 ROUT ED TO Rl 3 5 . 3.67 1 0. 1 0 . 10. 0.03 HYDROGRAP H AT DA302 383. 3.38 117. 117. 117 . 0.22 2 CO MBINED AT PD3302 4 1 0. 3 .43 1 2 7. 1 27. 1 27. 0.24 ROUT ED TO PD2 347 . 3.78 112. 112 . 112 . 0.24 301.94 3 .78 HYDROGRAPH AT DA301 147. 2 .87 31. 31. 31. 0.05 2 COMB INED AT PD2301 386. 3.70 143. 143 . 143 . 0 .29 ROUTED TO PDl 377. 3.85 131. 131. 131. 0.29 29 9 .26 3.85 SUMMARY OF KINEMATIC WAVE -MUSKINGUM-CUNGE ROUTING (FLOW IS DIRECT RUNOFF WITHOUT BASE FLOW) INTERPOLATED TO COMPUTATION INTERVAL ISTAQ ELEMENT DT PEAK TIME TO VOLUME DT PEAK TIME TO VO LUME PEAK PEAK (MIN) (CFS) (MIN) (IN) (MIN) (CFS) (MIN ) (IN ) Rl MANE 0 .46 35.39 220.66 2.99 1. 00 35.38 220.00 2. 98 CJt·.;::KU ITY SUMMAR Y (AC-FT ) -INFLOW=O. 42 55E+Ol EXCESS=O. OOOOE+OO OUTFLOW=O . 42 3 6E+Ol BASIN STORAGE=O. 2160E-01 PERCENT ERROR= -0. 1 · · · :;·~?.MAL END OF HEC -1 *** EXHIBIT A Drainage Area Map -Post-Development, Inlet Design I I S EXHIBIT B Drainage Area Map -Post-Development, Pond Design 11 1.1 EXHIBIT C Pre-Development Drainage Area Map from Phase 1 Drainage Report 1 2~