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Home My WebLink AboutStorm Water Drainage StudyStorm Water Drainage Study College Station ISD — Transportation Center College Station, Texas 0 Gessner Engineering 2 December 7, 2009 Ms. Jennifer Prochazka City of College Station Planning Services 1101 Texas Avenue College Station, TX 77842 Re: Storm Water Drainage Study College Station ISD Transportation Center College Station, Texas Gessner Engineering Job No.: 09-0317 Dear Ms. Prochazka: This report conveys the results of the storm water drainage study conducted by Gessner Engineering for the proposed College Station ISD Transportation Center in College Station, Texas. Gessner Engineering believes that all information contained in this report is valid. Please contact us if you have any questions or if we can be of further assistance. Sincerely, GESSNER ENGINEERING "1' 6 Melissa P. Thomas, P.E. pw ava Morgan S. Lund, E.I.T. �EOF TF?q��i1 6...................... rJEUSSA P. THOMAS e....9E3P8.....: 4 N:\Gessner En,- Data 09\09-0317 CSISD Transportation\civil\Doc\Drainage Report-NRCS.doc 0 Gessner Engineering 2501 Ashford Drive Suite 102 College Station, Texas 77840 ED. Be. 10763, 77842 979.680.8840 fax 979.680.8841 2204 S. Chappell Hill Sneer Brenham, Texas 77833 979.836.6855 fax 979.836.6847 3 Executive Summary This storm water drainage report is submitted to the City of College Station, Texas for review on December 7, 2009 by Melissa P. Thomas, P.E. of Gessner Engineering, located at 2501 Ashford Drive, Suite 102, College Station, Texas 77840. This report is submitted on behalf of the owner, Mr. Jon Hall with College Station Independent School District, at 1812 Welsh Avenue, Suite 120, College Station, Texas 77840. The proposed project consists of the development of an approximately 44.00 acre agricultural site. Proposed improvements include an approximately 26,080 square foot building to be used for offices, training facilities and fleet maintenance; bus parking and passenger car parking. The site is located at the southwest corner of the intersection of William D. Fitch Parkway and Rock Prairie Road in College Station, Texas. It is located in the upper third of the Lick Creek watershed. For the Lick Creek watershed, areas located upstream of Highway 6 have been designated as requiring evaluation for the need of detention. A timing analysis report has also been included with this submittal to aid in this evaluation. Approximately 6.4 acres of the site is located in the FEMA 100 year flood plain, as approximated by FIRM number 48041 CO201 D. The flood elevation in this area is 244 feet according to this map. Currently, the property is covered in light woods and pasture. A stock pond was constructed approximately three (3) years ago on the north side of the property. According to the current owners, this pond is full for the majority of the year. Therefore, the pond was not considered as detention for the purposes of this study. Surrounding areas to the north drain onto the property through three (3), 36 inch culverts under Rock Prairie Road and flows into the stock pond. Flow exits the pond by overflowing a dam on the south end of the pond and exits the property to the east at William D. Fitch Parkway. Surrounding areas to the northwest drain onto the property and currently flow through a wide swale that also empties onto William D. Fitch. The proposed site development provides for storm runoff to sheet flow off of the proposed parking and building areas into two (2) proposed detention ponds. Offsite flow from the north will be carried to William D. Fitch in a newly constructed swale. Offsite flow from the northwest will be captured with a wye inlet and piped underground to the southern - detention pond, which empties onto William D. Fitch. Culverts will be located under the entrance drives. Due to the size of development at this site, a Notice of Intent is required for submittal to the Texas Commission on Environmental Quality. In addition, a Storm Water Pollution Prevention Plan has been prepared. This drainage report includes an eight (8) page report with appendices including drainage area maps and calculations, StormNET reports, and Technical Design Summary. In addition, a timing analysis report is included with this submittal. -- NAGessner End Data 09\09-0317 CSISD Transportation\civil\Doc\Drainage Report-NRCS.doc Gessner Engineering 4 Introduction This storm water drainage report is intended to determine the required detention to match pre-existing storm runoff conditions for the Proposed College Station ISD Transportation Center. Surrounding areas to the north drain onto the property through three (3), 36 inch culverts under Rock Prairie Road. This flow currently flows into a recently constructed stock pond and exits the property to the east at William D. Fitch. Surrounding areas to the northwest drain onto the property and currently flow through a swale that also empties onto William D. Fitch. The general flow of the surrounding areas are depicted by directional flow areas on sheet C4.0 of the College Station ISD Transportation Center Civil Engineering Plans which are attached as Appendix A. Drainage Calculations for this site were prepared according to the National Resource _ Conservation Method as detailed in Technical Release 55 (TR-55) published in June of 1986. Proposed improvements include an approximately 25,500 square foot building with - parking for passenger cars and buses. Curve numbers from TR-55 were used based on developed uses as described above. Pre -developed flows were calculated based on the undeveloped land on the subject tract and offsite areas draining onto the site. The calculated pre -developed and developed flows include the two (2), ten (10), twenty-five (25), fifty (50) and one -hundred (100) year storms in accordance with the Bryan College Station Unified Stormwater Design Guidelines. Calculations Calculations were performed according to the USDA TR-55 and with the aid of StormNET - 4.18.2 by Boss International, Inc. of Madison, Wisconsin. The output data from StormNET has been provided as Appendix C and D. Time of Concentration The time of concentration (travel time) for each drainage area was estimated by summing the flow time for each segment of travel. For sheet flow, travel time was estimated by Manning's Kinematic equation: 0.007 x (nL)0.8 sO.4�z Where tt = travel time (hours) n = manning's roughness coefficient L = flow length (feet) S = slope (ft/ft) P2 = 2-year, 24 hour rainfall (inches) NAGessner En.- Data 09\09-0317 CSISD Transportation\civd\Doc\Drainage Report-NRCS.doc Gessner Engineering 5 For shallow concentrated flow, the travel time was calculated from the flow velocity based on the slope in the direction of flow. These velocities were taken from Table C-4 of the Bryan College Station Unified Stormwater Design Guidelines. The computed times of concentration for each drainage area are included on sheets C4.0 and C4.1. Computed values were increased to a minimum time of ten (10) minutes as required. Unit Hydrograph A generic unit hydrograph was computed by distributing the rainfall depths (Table One) according to the distribution factors for the NCRS Type III 24 hour storm. This hydrograph -- was then applied to each subarea based on the curve number and time of concentration of that area. Reach Routing Hydrographs were routed from subareas to the outflow through the kinematic wave method. This method allows for hydrographs to be translated with time but not attenuated. The effects of backwater flow and pressure flow in channels were neglected. Peak Runoff Flow Peak Runoff Flow from the site was determined based on the Type III 24 hour storm applied to each drainage area. The depth -duration -intervals for each frequency are included in Table One below, and were pulled from Table C-6 in the Unified Stormwater Design Guidelines. Curve Number values (CN) were determined from Table C-7, Appendix C of the Unified Stormwater Design Guidelines. Peak pre -developed flow for the subject site and adjacent properties is also included in Table One. These values are based on a combined hydrograph for the flow from each drainage area. Drainage areas and calculations are included on sheets C4.0 and C4.1, both of which are attached as Appendix A. Frequency Rainfall Depth (in), 24-hr duration Pre -Developed Peak Flow (cfs) 2 years 4.50 111.5 10 years 7.40 247.0 25 years 8.40 296.0 50 years 9.80 364.6 100 years 11.00 400.9 Table One: Rainfall Depths and Resulting Flows Inlets A wye inlet is included in the storm water design to collect the offsite runoff from the northwest side of the property. Inlet capacity was determined according to the Unified Stormwater Design Guidelines, section VI-B; which provides the following equation: - NAGessner Eng Data 09\09-0317 CSISD Transportation\civil\Doc\Draina�e Report-NRCS.doc Gessner Engineering 6 0=3.OxLy1.5 Where: Q = inlet capacity (cfs) L = length of the opening which water enters into the inlet (ft) y = water depth on inlet. The capacity of the 6'x6' wye inlet with a 16" water depth (based on proposed grades) is 110.9 cubic feet per second. Details for this standard TxDOT inlet.type H is provided on sheet C8.0 of the engineering plans for this site. Grading information is provided on sheet C3.2. Storm Pipe Calculations The proposed 48" storm line was sized for the 100 year storm inflow of 99.2 cubic feet per second for the offsite runoff to the northwest. Capacity was calculated based on Manning's equation with a roughness coefficient "n" of 0.012 for HDPE pipe. The capacity of a 48" pipe on an average slope of 0.07% is 130 cubic feet per second. Hydraulic calculations are shown on sheet C5.0 (included in Appendix A) and show that the minimum depth of the hydraulic grade line beneath the finished ground is 0.95 feet. Swale Calculations A swale was sized to carry the offsite flow from the north across the subject property. Details of the swale are shown on sheet C5.0, and grading points are shown on sheet C3.2. The swale will be constructed at a 1.0% slope with a depth of 3.0 feet. The water depth at the 100 year design storm is 2.5 feet, based on Manning's equation with a roughness coefficient "n" of 0.035 and a design flow of 193.2 cubic feet per second. The maximum velocity for the swale is 5.24 cubic feet per second. Based on Table C-11 of the Unified Stormwater Design Guidelines, established sod is required for this velocity. Pond Design The proposed ponds shown on sheet C5.0 of the College Station ISD Transportation Center Engineering plans were designed to detain the post -developed flows to pre - developed levels. Pond 1 is located on the north side of the bus exit drive and detains water from the passenger car parking and the building. The storage in the designed Pond 1 is shown in Table Two below, Stage Storage Data Pond 1, and in Figure 1, Stage - Storage Curve Pond 1. Pond 2 is located on the south side of the bus exit drive and detains water from the bus parking and the offsite flow to the west of the property. The storage in the designed Pond 2 is shown in Table Three below, Stage Storage Data Pond 2, and in Figure 2, Stage Storage Curve Pond 2. The storage volumes are computed based on a trapezoidal estimate from the areas given at each elevation and are reduced by 10% to allow for sedimentation. N:\GessnerEng Data 09\09-0317 CSISD Transportation\civiRDoc\Drainage Report-NRCS.doc Gessner Engineering 7 Elevation ft Area (sf) Storage (cf) 243 1,788 0 244 22,444 12,116 245 55,580 51,128 246 69,939 113,887 Table Two: Stage Storage Data, Pond 7 Elevation ft) Area (sf) Storage c 240 1,984 0 241 19,789 10,885 242 55,605 48,580 243 82,006 117,385 244 94,480 205,628 245 103,416 304,577 246 1 113,088 412,829 Table Three: Stage Storage Data, Pond 2 Pond 1 S �Wtl , vdume O v Figure One: Staqe Storage Pond 2 S Dew vs. veh O Figure Two: Stage Storage Curve, Pond 2 Outlet Design It was determined that a twelve (12) inch outlet pipe is required for Pond 1 and a thirty-six (36) inch outlet pipe is required for Pond 2 to keep the post developed flows below the pre- NAGessner Eng Data 09\09.0317 CSISD Transportation\civi1\Doc\Drainap Report-NRCS.doc 0 Gessner Engineering 0 developed flows for the 2, 10, 25, 50 and 100 year storms. Table Four below shows post - developed peak flow rates and the maximum water surface elevations in the ponds for each storm event. Using the proposed outlet structure, it was determined that Pond 1 would have 1.1 feet of freeboard during the 25 year design storm and 0.7 feet of freeboard for the 100 year storm, with a top of berm elevation of 246. Pond 2 would have 3.3 feet of freeboard during the 25 year design storm and 2.0 feet of freeboard for the 100 year storm, with a top of berm elevation of 246. Storm Event Pondl Water Surface Elevation (ft), Post -Developed Pond2 Water Surface Elevation (ft), Post- Developed 2 ear 244.3 240.9 10 year 244.8 242.2 25 year 244.9 242.7 50 year 245.1 243.4 100 year 1 245.3 1 244.0 Table Four: Pond Outflows and W.S.E.Ls The peak post -developed flow out of the site equals the sum of the hydrographs from Pond One, Pond Two and the offsite properties to the north. These post -developed peak flows compared to the pre -developed peak flows are shown in Table Five below for each storm --. event. Hydrographs for each storm event are included as Appendix B. Post -Developed flows without offsite detention are also included in the table for reference. Storm Event Pre -Developed Peak Flow (cfs) Post -Developed Flow no Detention (cfs) Post -Developed Flow with Detention (cfs) 2 year 111.1 107.8 107.7 10 year 247.0 236.1 221.8 25 year 296.0 282.4 259.8 50 year 364.6 347.5 311.5 100 year 400.9 403.6 325.5 I able t-ive: Pre -Developed and Post -Developed Site Outflows To dissipate energy at the pond outflow structures, rip rap was designed at each structure -- based on the discharge velocities. The discharge velocity for the 100 year design storm is 7.5 feet per second at Pond 1 and 9.9 feet per second at Pond 2. Flow Routing The runoff from the subject site currently flows to two culverts under William D. Fitch, a 36" RCP culvert and a 5'x5' concrete box culvert. The RCP culvert is located upstream of the large box culvert and flow that is not intercepted by the first culvert travels downstream to the second. With an estimated slope of 1 % and an "n" value of 0.012 for concrete, the capacity of the 36" culvert is 72.4 cfs and the capacity of the 5'x5' culvert is 360.5 cfs. For the existing condition, approximately 124 acres of runoff is directed to the first inlet, or approximately 348 cfs of the 100 year storm. This is equivalent to 87% of the total pre- N9Gessner Eng Data 09\09-0317 CSISD Transportation\civil\Doc\Drainage Report-NRCS.doc ko Gessner Engineering P developed flow for this site. For the 100 year storm, 276 cfs of this flow bypasses the first culvert and is joined by 53 cfs from the remaining 18 acres of the subject site. This results in a pre -developed flow of 329 cfs through the large culvert for the 100 year storm. For proposed conditions (with onsite detention), approximately 366 cfs is routed to the first culvert for the 100 year storm. This is equivalent to 91 % of the total developed flow for this site. 294 cfs of this flow bypasses the first culvert and is joined by 37 cfs from the remaining 16 acres of the subject site. This results in a developed flow of 331 cfs through the large culvert for the 100 year storm. Conclusion Based on visual evidence, engineering drainage calculations and sound engineering judgment, Gessner Engineering believes that the post -development flows can be detained below or at the pre -developed flows for the two (2), ten (10), twenty-five (25), fifty (50) and one hundred (100) year design storms for this site. N9Gessner En.- Data 09\09-0317 CSISD Transportation\civil\Doc\Drainaae Report-NRCS.doc Gessner Engineering 10 APPENDIX A: Drainage Area Maps and Calculations (Sheets C4.0 and C4.1) Storm Plan (Sheet C5.0) N:\Gessner Ene Data 09\09-0317 CSISD Transportation\civil\Doc\Drainaee Report-NRCS.doc Gessner Engineering %J , I i RP '(Cil � ,\i li \ A 1 I Al , /f\1 _ au ��• u "�piL {'mvnlxcm [=swa,o�,. Lccnreonixa"wiul DRAINAGEAREABOUNDARY DBt DRAINAGEAREADESIGNATIC 3 DIRECTION OF FLOW — --15-- EXISTING CONTOURS PROPERTYLINE osalawnox ""`"'"' o®mvnox �w..vmunav vruamoau a.ow aroa, nom, vvun miun ao.en ,m vun ,mrrn SHWGROUP Gessner Engineering I College Station Independent School District E 0Ovv'GE ST,I r.Oy Z � F U y�FN> SCOOO�o TRANSPORTATION CENTER College Station, Texas SXEETTIRE: EXISTING DRAINAGE AREA MAP C4.0 ♦'� N\ l I ll' �R .pww» t �c c+naulxEn5tn1 /� �./\ / pPORC,BENCwuAtt BAI I„ ¢L1I¢M}�4 @ W 0.Y1C eua Es n��wae.ro L.T uv ,w my a,E��au, 9¢,Esvw/¢ locn�iEn niMFnnlruL i¢u M•w x�IT16 ,aA,. LOLAiE�I.iI@M.IUL LEGEND DRAINAGE AREA BOUNDARY OSR DRAINAGEAREA DESIGNATION 8 DIRECTION OF FLOW ---.5--- 1111NGCONTOURS —035 PROPOSED CONTOURS PROPERTY LINE I J'I mom 11111N111111 _�_t01111111111�00�i®IIIIIIIt3>Eat�t�0�01®. �1•�®ern:.m.,•®®®®iiE��!•ti3II�0®0a�. 0�®�ir»�ea0®0�mm00� 0®01111ti0t®�®l��i0®ItO�:. SHWGROUP 0 Gessner Engineering College Station Independent School District `OVVgGE STq TAG2 � � U n lll"' VVV � yaFMT SCRODyO TRANSPORTATION CENTER College Station, Texas zv2 ¢ mre SXEETTITLE: PROPOSED DRAINAGE AREA MAP C4.„w1 ¢�rv��4 V 1��IIWW v� �Op�LA1oIg � Ltd a�rnn�� cttaae A Z 1 A s) � .��sSmA�,Irto��o rT� '_ a 9lr ��y1�• -, -- __- P��o•� 1 hYMRSL uWrnEp�"no.`'6mv'cLVEpr Tp Pmv sLDEEswuE)x \ T 5� ncD,�rcRE)EzewvwAwaEssnE I.IAa Pb wi GREPIER SWALE SECTION A -A 8� we�o mrsTssxw.EE FLUME SECTION S-e aMN' 61&G ufM r—' DVm GUR AIM Exsm W cwrcaEremm > 4 1 Y v! <Cs:c FLWEATSIDE K CONCRETEPILOTCW NEL A .LODEmxan DERRRW Pwro m»]rWRsnon)areD PWD) Wr�r�a¢slrsD PbNR WRET RELCGLEp \ /\� � � _ — \ Y � � � ac�°vmrs'wmExcnv f� pawvnv )) m�xv�uocw�Poi�iwv�pERDirerxis'R'ueG`iv °N ` „vJ s - •� - xEww _ = ) y 1. _ � ` E6¢mv pFw4GgAeLELE.2Law upriw��mrenc�w Fmwn R sgEmMMDmEorwT i __ —� � - fl awm o /j \ WEw uu E`{a'GvcovExEEwm oval v"`Ex jG ti /�,Y � 0 �' \ � T iCN9W WE Hf 1¢�. 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J� �1 T� ns PRawsmwnWR / I / � y ( � l \� A� PRawsmlmraroPmvPE pµp pY� aTAn� / /� % c �� ® rRDPoSEDsrovn maET ,D � l vMwrots[o¢wowquE O � (< I � ) l %1 \� 1' � ® 5 R�wGl6lNIPaBmDDHAyeNG ,•, ;�/ 1 �� I\1\( ;o _ e ) 1 �l Oco I}iA f .mWAr� S —aaLWE LLg y z ti — PPOW5ED93LRt l —y A CCS��GAS� P9s�-�40.t MS— PaOPoLm Et¢O:g1GLLICOI,pI. _ —.. xDwvAuvmxwwos,wDPw¢am - PRGPoSEDamwruxE }FGc pre.EW¢DEswrMPNr ioxxscmx r=nzw --4RS— EVRWGM.4MNE rcuvERR wioca a R.O. f DRNE cuLVEgin) G _ PRwosm¢w uvE gCPEpryuxE PRpDEEDUGIrtvu.E (,�wuyrv)uEppw)B) . - _- AD v PpWELTaExLWMpp H SHWGROUP Gessner Engineering Wa ewe ¢ R naumw (W) �4 �QIgSW` College Station Independent School District `IV"GE ST4T IO 1 2 � F U Mq� `AC hA`�N* SONOOVO TRANSPURTA i fOn CENTER College Station, Texas =moEaxwD�.P SHEETTRLE: STORM DRAINAGE PLAN C5.0 11 APPENDIX B: Hydrographs NAGessner Ens Data 09\09-0317 CSISD Transportation\civil\Doc\Drainase Report-NRCS.doc Gessner Engineering 07 m N N CD CD IT ua 0 m co ora Site Hydrographs - 100 year design storm 450 e 350 300 w 250 w u 3 0 M 200 150 100 50 0 M M O c- N M � U) M O n M O O O N M M � � I I r I I N N N N N N N N N N Time (hours) iI(ii;( � I i( � 4, (I. I � I, i I i;I,4)411,4 (,4�(, 4i(�4�4 (, 4 1 ( , ( I ( , ( j 1 M m N N CD (D m as 5' m UQ U' Site Hydrographs - 50 year design storm 400 —TOTAL POST WITH PONDS — PREDEVELOPMENT —TOTAL POST NO PONDS 350 300 250 u 3 200 0 150 100 50 M V P � (o r r 00 m O N M d' M 1n O Time (hours) \fU M m N CD CD R7 0 va co co m ara Site Hydrographs - 25 year design storm 350 300 250 200 N r- U 3 0 u_ 150 100 50 0 N O � N M M V � (O r• r a0 O O � N M V' � � O � � � O N N N N N N N N N N Time (hours) ;911;a('(,(''Qi(,;iiu,l"Q,j,(;(,(�(,(;(;(i(-(:(;('�( ( ( j ( , ( � ( ; ( � ( (I(',i I ( t I i 0 M co N N CD CD m UQ (tQ C' cn m va Site Hydrographs - 10 year design storm 300 —TOTAL POST WITH PONDS — PREDEVELOPMENT —TOTAL POST NO PONDS 250 200 N w U 3 150 0 LL 100 50 0 O N M Cl) V' Cn CO r rr O CA O N M d' M Cn co n O O O N N N N N N N N N N Time (hours) 0 WAS": 100 O 40 go Site Hydrographs - 2 year design storm O r N M M cr LO M r I-- CO M C. .- T N M d' 0 LO (O I-- M M M N N N N N N N N N N Time (hours) 12 APPENDIX C: StormNET Calculations (Existing Conditions) NAGessner Ens Data 09\09-0317 CSISD Transportation\civil\Doc\Drainaae Report-NRCS.doc Gessner Engineering BOSS International StormNET® - Version 4.16.2 (Build 17854) Analysis Options Flow Units ................ cfs Subbasin Hydrograph Method. SCS TR-55 Time of Concentration...... SCS TR-55 Link Routing Method ....... Kinematic wave Pond Exfiltration.......... None Starting Date ............. SEP-15-2009 00:00:00 Ending Date ............... SEP-16-2009 04:00:00 Report Time Step .......... 00:06:00 ##*#####***## Element Count Number of rain gages ...... 1 Number of subbasins ....... 5 Number of nodes ........... 5 Number of links ........... 3 Raingage Summary Gage Data Data Interval ID ------------------------------------------------------------ Source Type hours Gage-1 TS-100 CUMULATIVE 0.10 Subbasin Summary Subbasin Total Area ID acres ------------------------------ E1 28.56 E2 17.74 OS1 33.73 OS2 55.19 RP 5.30 Node *Summary Node******** Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft' Jun-1 JUNCTION 0.00 257.00 0.00 Jun-2 JUNCTION 0.00 255.00 0.00 Jun-3 JUNCTION 0.00 254.95 0.00 Jun-4 JUNCTION 0.00 244.00 0.00 Jun-7 JUNCTION 0.00 0.00 0.00 Link Summary ***********# Link From Node To Node Element Length Slope Manning's ID Type ft % Roughness -------------------------------------------------------------------------------------------- Con-1 Jun-3 7un-2 CONDUIT 39.3 2.1141 0.0240 StormNET Page 1 Con-2 Jun-2 Jun-4 CHANNEL 1300.0 0.8462 0.0450 Con-3 Jun-1 Jun-4 CHANNEL 980.0 1.3265 0.0450 ***##*******#***x**** Cross Section Summary Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft of$ ------------------------------------------------------------------------------------------------- Con-1 CIRCULAR 3.00 3.00 3 7.07 0.75 52.53 Con-2 RECT_OPEN 3.00 45.00 1 135.00 2.65 784.71 Con-3 RECT_OPEN 3.00 70.00 1 210.00 2.76 1572.73 ***#*******##******#****** Volume Depth Runoff Quantity Continuity acre-ft inches #******#*##******#******** --------- _-_---- Total Precipitation ...... 128.807 11.000 Surface Runoff ........... 7.733 0.660 ' Continuity Error -0.000 ********#**************x## Volume Volume Flow Routing Continuity acre-ft Mgallons *****x***#*******x#*x***** --------- _ External Inflow .......... 0.000 0.000 External Outflow ......... 91.775 29.906 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.014 0.004 Continuity Error -0.001 ****x#*##*******##******##*##*******x*x##* Composite Curve Number Computations Report -------------- Subbasin El -------------- Area Soil Soil/Surface Description _ _____________-__-------____-___ (acres) Group CN - _--___----------------------- 28.56 - 75.00 Composite Area & Weighted CN 28.56 75.00 -------------- Subbasin E2 -------------- Area Soil Soil/Surface Description --------------- ____ _--___ (acres) Group CN - ____--__ 17.7a - 75.00 Composite Area & Weighted CN 17.74 75.00 -------------- Subbasin OS1 -------------- Area Soil Soil/Surface Description (acres) Group CN StormNET Page 2 - 33.73 Composite Area & weighted CN 33.73 -------------- Subbasin OS2 Area Soil/Surface Description (acres; --------------------------------- _-_____ - 43.57 Composite Area & Weighted CN 43.57 Subbasin RP Area Soil/Surface Description (acres) ----------------------- _-__ ___ 5.30 Composite Area & Weighted CN 5.30 SCS TR-55 Time of Concentration Computations Report ****##********kk#*******##*#****#**kk#********#***# Sheet Flow Equation To = (0.007 * ((n * Lf)^O.B)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (S£^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: To = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation --------------------- V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp To = (Lf / V) / (3600 sec/hr) Where: To = Time of Concentration (hrs) Lf = Flow Length (ft) 75.00 75.00 Soil Group CN ----------------- 75.00 75.00 Soil Group CN ------------98.00 98.00 StormNET Page 3 R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (£t) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin E1 Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.09 0.00 0.00 Computed Flow Time (minutes): 57.54 0.00 0.00 Shallow -------------------------------------- Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 1300.00 0.00 0.00 Slope (%): 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 30.95 0.00 0 .00 Total TOC (minutes): gB,a9 ___________ ---------------- Subbasin E2 Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%7: 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 0.00 0.00 Velocity (ft/sec): 0.09 0.00 0.00 Computed Flow Time (minutes): 57.54 0.00 0.00 Shallow Concentrated Flow Computations StormNET Page 4 C Subarea A Subarea B Subarea Flow Length (ft): 1150.00 0.00 0.00 Slope M : 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 27.38 0.00 0.00 Total TOC (minutes): 64.92 Subbasin OS1 -------------- Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 305.42 0.00 0.00 Slope (%): 1.30 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 52.56 0.00 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 1548.90 0.00 0.00 Slope (8): 1.30 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.75 0.00 0.00 Computed Flow Time (minutes): 34.42 0.00 0.00 Total TOC (minutes): 86.98 Subbasin OS2 Sheet Flow Computations _______________________ C Subarea A Subarea B Subarea Manning's Roughness: 0.40 0.00 StormNET Page 5 0.00 Flow Length (ft): 356.33 0.00 0.00 Slope (S): 1.30 0.00 0.00 2 yr, 24hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 59.46 0.00 0.00 Channel Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 2232.95 0.00 0.00 Channel Slope (%): 1.30 0.00 0.00 Cross Section Area (ft'): 18.00 0.00 0.00 Wetted Perimeter (ft): 16.00 0.00 0.00 Velocity (ft/sec): 6.13 0.00 0.00 Computed Flow Time (minutes): 6.08 0.00 0.00 Total TOC (minutes): 65.53 ____---___ Subbasin RP Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning's Roughness: 0.10 0.00 0.00 Flow Length (ft): 30.00 0.00 0.00 Slope (%): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.22 0.00 0.00 Computed Flow Time (minutes): 2.28 0.00 0.00 Channel ------------------------- Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 2259.76 0.00 0.00 Channel Slope (%): 1.30 0.00 0.00 Cross Section Area (ft�): 18.00 0.00 0.00 Wetted Perimeter (ft): 16.00 0.00 StormNET Page 6 0.00 0 .00 Velocity (ft/sec): 6.13 0.00 Computed Flow Time (minutes): 6.15 0.00 0.00 -------------- Total TOC (minutes): 8.43 Subbasin Runoff Summary Subbasin Total Total Peak weighted Time of ID Precip Runoff Runoff Curve Concentration _____________________________________________________ in in cfs Number days hh:mm:ss E1 11.000 7.813 82.900 75.000 -_----______ 0 01:28:29 E2 11.000 7.813 52.910 75.000 0 01:24:55 OS1 11.000 7.813 99.190 75.000 0 01:26:58 OS2 11.000 7.613 193.240 75.000 0 01:05:31 RP __________________________________________________________________________ 11.000 10.759 47.640 96.000 0 00:08:25 System 11.000 7.924 423.39 Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth ROL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded __________________________________________________ ft ft ft days hh:mm acre -in minutes hh: mm: ss -- Jun-1 254.10 254.55 254.55 0 13:00 ---__ 0 0 _-_---_-_ 0:00:00 Jun-2 252.24 254.12 254.12 0 12:39 0 0 0:00:00 -- Jun-3 252.41 254.95 254.95 0 12:33 13.09 36 0:00:00 Jun-4 243.89 244.00 244.00 0 00:59 0 1622 0:00:00 Jun-7 0.00 0.00 0.00 0 00:00 0 1681 0:00:00 Node Flow Summary _________________________________________________________ Node Element Maximum Peak Time of Maximum ----________ Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence ` ______________________________________ cfs cfs -__ days hh:mm cfs days hh:mm -- Jun-1 JUNCTION 98.67 98.67 0 13:00 _--------__ 0.00 _- Jun-2 JUNCTION 47.32 180.80 0 12:38 0.00 -- Jun-3 JUNCTION 192.81 192.81 0 12:46 35.09 0 12:48 - Jun-4 JUNCTION 62.76 348.12 0 13:06 0.00 ... Jun-7 JUNCTION 52.81 52.81 0 13:00 0.00 Link Flow Summary StormNET Page 7 Link LD Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm ft/sec cfs cfs Flow Depth Minutes Con-1 CONDUIT 0 12:38 1.00 25 Con-2 CHANNEL 0 12:39 0.40 0 Con-3 CHANNEL 0 13:07 0. 18 0 ****#**#******#***#**********#** Highest Flow Instability Indexes All links are stable. Analysis begun on: Tue Dec 08 07:19:31 2009 Analysis ended on: Tue Dec 08 07:19:31 2009 Total elapsed time: < 1 sec 8.54 1.00 169.83 157.59 1.08 3.42 1.00 182.02 784.71 0.23 2.55 1.00 98.57 1572.73 0.06 SformNET Page 8 13 APPENDIX D: StormNET Calculations (Developed Conditions) NAGessner Ens Data 09\09-0317 CSISD Transportation\civil\Doc\Draina,�e Report-NRCS.doc Gessner Engineering BOSS International StormNET@ - Version 4.18.2 (Build 17854) x xxxxxxxxxxxxxxx Analysis Options xxxxxxxxxxxxxxxx Flow Units ................ of$ Subbasin Hydrograph Method. SCS TR-55 Time of Concentration...... SCS TR-55 Link Routing Method ....... Kinematic Wave Pond Exfiltration.......... None Starting Date ............. SEP-04-2009 00:00:00 Ending Date ................ SEP-05-2009 00:00:00 Report Time Step .....,..... 00:06:00 xxxx<xxxxxxxx Element Count x xxxxxxxxxxxx Number of rain gages ...... 1 Number of subbasins ....... 15 Number of nodes ........... 12 Number of links ........... 9 . xxxxxxx:xxxx.xx Raingage Summary xxxxxxxxxxx>xxxx Gage Data Data Interval ID -----------------------------"'---------------' Source Type hours Gage-1 TS-100 -- CUMULATIVE 0.10 xxxxxxxxx++xxxxx Subbasin Summary xxxxxxxxxxxxxxxx Subbasin Total Area ID ------------------------------ acres L1 2.14 L2 0.47 L3 15.02 L4 16.19 L5 0.04 OS1 33.73 OS2 55.19 P1 0.24 22 3.11 P3 0.74 P4 7.34 P5 0.06 R1 0.47 R2 0.48 RP 5.30 x xxxxxxxxxxx Node Summary x xxxxxxxxxxx Node Element Invert Maximum Ponded ID Type Elevation Elev. Area ----------------------------------- ft ft ft' Jun-20 JUNCTION -_-_ 251.95 __ 254.95 0.00 Jun-21 JUNCTION 251.12 254.12 0.00 Jun-22 JUNCTION 251.30 255.30 0.00 Jun-31 JUNCTION 250.90 253.90 0.00 External inflow StormNET Page 1 Jun-32 JUNCTION 249.98 252.98 0.00 Jun-37 JUNCTION 242.59 243.59 0.00 Out-1 JUNCTION 241.01 245.01 0.00 Out-2 OUTFALL 0.00 0.00 0.00 Out-4 OUTFALL 240.77 243.77 0.00 Out-7 OUTFALL 240.67 244.87 0.00 POND1 STORAGE 243.00 246.00 77710.00 POND2 STORAGE 240.00 246.00 125653.00 *#***#*****# Link Summary ****##****## Link From Node To Node Element Length Slope Manning's ID -------------------------------------------------------------- Type ft % Roughness Con-55 Jun-20 Jun-21 CONDUIT 39.2 -_ 2.1173 ___---_--- 0.0150 Con-76 Jun-21 Jun-31 CHANNEL 196.6 0.1119 0.0220 Con-77 Jun-31 Jun-32 CONDUIT 53.1 1.7326 0.0100 Con-82 Jun-22 POND2 CONDUIT 951.4 1.0827 0.0150 Con-85 Out-1 Out-7 CONDUIT 40.0 0.3500 0.0100 Con-66 Jun-37 Out-1 CHANNEL 137.1 1.1523 0.0270 SWALEI Jun-32 Out-1 CHANNEL 900.0 0.9967 0.0350 OUTLETIA POND1 Jun-37 ORIFICE OUTLET2B POND2 Out-4 ORIFICE Cross Section Summary ##****#**#*****#***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Area Radius Capacity ft ft ft' ft cfs ------------------------------------------------------------------------------------------------- Con-55 CIRCULAR 3.00 3.00 3 7.07 0.75 64.11 Con-76 RECT_OPEN 1.00 100.00 1 100.00 0.98 222.97 Con-77 CIRCULAR 3.00 3.00 3 7.07 0.75 114.13 Con-82 CIRCULAR 4.00 4.00 1 12.57 1.00 129.53 Con-85 CIRCULAR 4.00 4.00 2 12.57 1.00 110.47 Con-86 RECT_OPEN 1.00 50.00 1 50.00 0.96 267.77 SWALEI TRAPEZOIDAL 3.00 33.00 1 54.00 1.61 314.08 ****#*****#****>***#****** Volume Depth Runoff Quantity Continuity acre-ft inches *****#*******#*#****#**#** --------- ------- Total Precipitation ...... 128.829 11.000 Surface Runoff ........... 7.898 0.674 Continuity Error (%) ..... -0.000 *##***#*##****#*###***#*** Volume Volume Flow Routing Continuity acre-ft Mgallons **###*#*##*##****#*#****** --------- _-------- External Inflow .......... 0.000 0.000 External Outflow ......... 93.457 30.454 Initial Stored Volume .... 0.000 0.000 StormNET Page 2 Final Stored Volume ...... 0.174 Continuity Error (&) ..... -0.001 k*##*x***#xx*kk***x**k*****kkk***xk#kk**#* Composite Curve Number Computations Report -------------- Subbasin Ll -------------- Soil/Surface Description ------------------------------------------ Composite Area & Weighted CN -------------- Subbasin L2 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN -------------- Subbasin L3 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN -------------- Subbasin L4 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN -------------- Subbasin L5 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN -------------- Subbasin OS1 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN ------------- Subbasin OS2 -------------- Soil/Surface Description ------------------------------------------- Composite Area & Weighted CN StormNET 0.057 Area Soil (acres) Group CN -- 2.14-------- 75.00 2.14 75.00 Area Soil (acres) Group CN __-_---__ __-_-____--_ 0.47 - 77.00 0.47 77.00 Area Soil (acres) Group CN --------------------------------- 15.02 - 75.00 15.02 75.00 Area Soil (acres) Group CN --------------------------------- 16.19 - 75.00 16.19 75.00 Area Soil (acres) Group CN --------------------------------- 0.04 - 77.00 0.04 77.00 Area Soil (acres) Group CN --------------------------------- 33.73 - 75.00 33.73 75.00 Area Soil (acres) Group CN --------------------------------- 55.19 - 75.00 55.19 75.00 Page 3 -------------- Subbasin PI -------------- Area Soil Soil/Surface Description _________________________________________ (acres) Group CN 0.24 - _____- 98.00 Composite Area & Weighted CN 0.24 98.00 -------------- -- Subbasin P2 -------------- Area Soil - Soil/Surface Description __________________________________________ (acres) Group CN 3.00 - ____---- 98.00 _ -- _ Composite Area & Weighted CN 0.11 3.11 - 77.00 97.27 -------------- Subbasin P3 -------------- Soil/Surface Description ________________________________________________________________________________________ Area (acres) Soil Group CN _ 0.74 - 98.00 Composite Area & Weighted CN 0.74 98.00 -------------- -- Subbasin P4 -------------- ` Area Soil Soil/Surface Description ------------------------------------------- (acres) Group CN _ 7.34 --__-----__ - 98.00 ,. Composite Area & Weighted CN 7.34 98.00 -------------- Subbasin PS -------------- Soil/Surface Description _________________________ Area (acres) _________ Soil Group CN - 0.05 - 98.00 _- Composite Area & Weighted CN 0.05 98.00 -------------- Subbasin R1 -------------- Area Soil Soil/Surface Description ------------------------------------------- (acres) Group CN -- _ 0.47 ____ - 98.00 _ Composite Area & Weighted CN 0.47 98.00 -------------- Subbasin R2 -------------- Area Soil Soil/Surface Description ----------------------------------------------- (acres) Group CN - 0.48 - ___ 98.00 Composite Area & Weighted CN 0.48 98.00 -------------- - Subbasin RP -------------- - Area Soil Soil/Surface Description _.. ---------------------------------------------------------------------------------------- (acres) Group CN _ 5.30 - 98.00 StormNET Page 4 Composite Area & Weighted CN 5.30 SCS TR-55 Time of Concentration Computations Report Sheet Flow Equation To = (0.007 * ((n * Lf)^0. 8)) / ((P^0.5) * (Sf^0. 4)) Where: ., To = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation ---------------------------------- V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) -. V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) To = (Lf / V) / (3600 sec/hr) Where: To = Time of Concentration (bra) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp To = (Lf / V) / (3600 sec/hr) Where: To = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft') Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin Ll Sheet Flow Computations ----------------------- Subarea A Subarea B C 0.00 Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 145.26 0.00 Slope (%): 1.00 0.00 StormNET 98.00 Subarea Page 5 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4 .50 velocity (ft/sec): 0.08 0.00 0.00 Computed Flow Time (minutes): 32.21 0.00 0.00 Total TOC (minutes): 32.21 Subbasin L2 Sheet _______________________ Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.10 0.00 Flow Length (ft): 126.77 293.45 0.00 Slope (%): 1.00 1.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.07 0.26 0.00 Computed Flow Time (minutes): 28.89 18.65 0.00 Shallow Concentrated Flow Computations ______________________________________ Subarea A Subarea B Subarea C Flow Length (ft): 322.96 0.00 0.00 Slope (%): 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 7.69 0.00 0.00 Total TUC (minutes): 27.61 Subbasin L3 Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 StormNET Page 6 4.50 0 .00 velocity (ft/sec): 0.09 0.00 0.00 Computed Flow Time (minutes): 57.54 0.00 Shallow Concentrated Flow Computations C Subarea A Subarea B Subarea Flow Length (ft): 724.73 0.00 0.00 Slope (%): 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 17.26 0.00 0.00 Total Total TOC (minutes): 74.80 ------------- Subbasin L4 Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning.'s Roughness: 0.40 0.00 0.00 Flow Length (ft): 486.93 0.00 0.00 Slope (8): 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 64.77 0.00 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 837.81 0.00 0.00 Slope (%): 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 19.95 0.00 0.00 Total TOT (minutes): 104.72 ______________ Subbasin L5 StormNET Page 7 -------------- Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C -' Manning's Roughness: 0.40 0.10 - 0.00 Flow Length (ft): 29.24 337.73 0.00 -- Slope (8): 1.00 1.00 0.00 2 yrr 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.05 0.27 0.00 Computed Flow Time (minutes): 6.93 20.87 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 190.40 87.71 0.00 -- Slope (4): 1.00 1.00 0.00 Surface Type: Unpaved Unpaved Unpaved _. Velocity (ft/sec): 2.00 0.70 0.00 Computed Flow Time (minutes): 1.59 2.09 0.00 Total TOC (minutes): 1(5.74 ------------------ -------------- Subbasin OS1 -------------- - Sheet Flow Computations _______________________ - Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 305.42 0.00 0.00 Slope (%): 1.30 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 52.56 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- -- Subarea A Subarea B Subarea C Flow Length (ft): 1548.90 0.00 0.00 Slope (%): 1.30 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved StormNET Page 8 0.00 Velocity (ft/sec): 0.75 0.00 0.00 Computed Flow Time (minutes): 34.42 0.00 Total TOC (minutes): 86.98 Subbasin OS2 Sheet Flow Computations _______________________ Subarea A Subarea B Subarea C Manning's Roughness: 0.40 0.00 0.00 Flow Length (ft): 356.33 0.00 0.00 Slope (%): 1.30 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.10 0.00 0.00 Computed Flow Time (minutes): 59.46 0.00 0.00 Channel Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 2232.95 0.00 0.00 Channel Slope (%): 1.30 0.00 0.00 Cross Section Area (ft�): 18.00 0.00 0.00 Wetted Perimeter (£t): 16.00 0.00 0.00 Velocity (ft/sec): 6.13 0.00 0.00 Computed Flow Time (minutes): 6.08 0.00 0.00 Total TOC (minutes): 65.53 ____________________________ Subbasin P1 Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.10 0.40 0.00 Flow Length (ft): 73.44 69.31 0.00 Slope (g): 1.00 1.00 0.00 StormNET Page 9 4 .50 2 yr, 24 hr Rainfall (in): 4.50 4.50 0.00 Velocity (ft/sec): 0.20 0.06 0.00 Computed Flow Time (minutes): 6.16 17.82 Total TOC (minutes): 11.99 Subbasin P2 Sheet Flow Computations _______________________ C Subarea A Subarea B Subarea Manning's Roughness: 0.10 0.00 0.00 Flow Length (ft): 296.03 0.00 0.00 Slope M: 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.26 0.00 0.00 Computed Flow Time (_minutes): 18.78 0.00 0.00 Shallow Concentrated Flow Computations C Subarea A Subarea B Subarea Flow Length (ft): 405.59 0.00 0.00 Slope M : 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 9.66 0.00 0.00 Total TOC (minutes): 28.44 Subbasin P3 Sheet Flow Computations _______________________ C Subarea A Subarea B Subarea Manning's Roughness: 0.10 0.00 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (8): 1.00 0.00 4.50 2 yr, 24 hr Rainfall (in): 4.50 4.50 StormNET Page 10 Velocity (ft/sec): 0.26 0.00 0 .00 Computed Flow Time (minutes): 18.98 0.00 0.00 Shallow ______________________________________ Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 228.00 336.08 0.00 Slope M : 1.00 1.00 0.00 Surface Type: Paved Unpaved Unpaved Velocity (ft/sec): 2.00 0.70 0.00 Computed Flow Time (minutes): 1.90 8.00 0.00 Channel Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.01 0.00 0.00 Flow Length (ft): 65.09 0.00 0.00 Channel Slope (%): 1.00 0.00 0.00 Cross Section Area (ft'): 1.50 0.00 0.00 Wetted Perimeter (ft): 2.00 0.00 0.00 Velocity (ft/sec): 11.18 0.00 0.00 Computed Flow Time (minutes): 0.10 0.00 0.00 Total TOC (minutes): 14.49 --- ______- ----------- __------------- ---------------- Subbasin P4 Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.10 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.26 0.00 0.00 Computed Flow Time (minutes): 18.96 0.00 0.00 Shallow Concentrated Flow Computations -------------------------------------- Subarea A Subarea B Subarea C Flow Length (ft): 133.89 72.69 SformNET Page 11 0.00 Slope (8): 1.00 1.00 o.00 Unpaved Surface Type: Unpaved Unpaved Velocity (ft/sec): 2.00 0.70 0.00 Computed Flow Time (minutes): 1.12 1.73 0.00 Total TOC (minutes): 10.91 ______________ Subbasin P5 Sheet Flow Computations C Subarea A Subarea S Subarea Manning's Roughness: 0.10 0.00 0.00 Flow Length (ft): 135.00 0.00 0.00 Slope (%): 1.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.22 0.00 0.00 Computed Flow Time (minutes): 10.02 0.00 0.00 Total TOC (minutes): 10.02 Subbasin R1 Sheet _______________________ Flow Computations C Subarea A Subarea B Subarea Manning's Roughness: 0.10 0.10 0.40 Flow Length (ft): 63.54 167.66 65.42 Slope (%): 33.00 1.00 1.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.78 0.23 0.06 Computed Flow Time (minutes): 1.35 11.92 17.02 Shallow Concentrated Flow Computations C Subarea A Subarea B Subarea 0.00 Flow Length (ft): 144.26 364.02 Slope 1.00 1.00 SformNET Page 12 0.00 Surface Type: Unpaved Unpaved Unpaved 0.00 Velocity (ft/sec): 2.00 0.70 0.00 Computed Flow Time (minutes): 1.20 8.67 , Total TOC (minutes): 13.39 Subbasin R2 Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C Manning's Roughness: 0.10 0.10 0.00 Flow Length (£t): 63.29 317.34 0.00 Slope (%): 33.00 1.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 4.50 Velocity (ft/sec): 0.78 0.27 0.00 Computed Flow Time (minutes): 1.35 19.85 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 87.71 0.00 0.00 Slope .($): 1.00 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 0.70 0.00 0.00 Computed Flow Time (minutes): 2.09 0.00 0.00 Total TOC (minutes): 11.65 ---------------------- Subbasin RR Sheet Flow Computations ----------------------- Subarea A Subarea B Subarea C - Manning's Roughness: 0.10 0.00 0.00 - Flow Length (ft): 30.00 0.00 0.00 Slope (8): 2.00 0.00 0.00 2 yr, 24 hr Rainfall (in): 4.50 4.50 StormNET Page 13 4.50 0.00 Velocity (ft/sec): 0.22 0.00 0.00 Computed Flow Time (minutes): 2.28 0.00 Channel Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.03 0.00 0.00 Flow Length (ft): 2259.76 0.00 0.00 Channel Slope (8): 1.30 0.00 0.00 Cross Section Area (ft'): 18.00 0.00 0.00 Wetted Perimeter (ft): 16.00 0.00 0.00 Velocity (ft/sec): 6.13 0.00 0.00 Computed Flow Time (minutes): 6.15 0.00 0.00 Total TOO (minutes): 8,43 *********************** Subbasin Runoff Summary *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration ____-____-__ in ______________________________________________________ in cfs Number days hh:mm:ss LL 11.000 7.813 10.780 75.000 0 00:32:12 L2 11.000 8.081 2.580 77.000 0 00:27:36 L3 11.000 7.613 48.550 75.000 0 01:14:47 L4 11.000 7.813 42.110 75.000 0 01:44:43 L5 11.000 8.067 0.300 77.000 0 00:16:44 OS1 11.000 7.813 99.200 75.000 0 01:26:58 OS2 11.000 7.813 193.240 75.000 0 01:05:31 P1 11.000 10.758 2.060 98.000 0 00:11:59 P2 11.000 10.670 19.990 97.270 0 00:28:26 P3 11.000 10.759 5.980 98.000 0 00:14:29 P4 11.000 10.759 63.570 98.000 0 00:10:54 P5 11.000 10.756 0.510 98.000 0 00:10:01 R1 11.000 10.759 3.920 98.000 0 00:13:23 R2 11.000 10.759 4.100 98.000 0 00:11:36 RP __________________________________________________________________________ 11.000 10.759 46.550 98.000 0 00:10:00 System 11.000 8.184 402.46 ****************** Node Depth Summary Node Average Maximum Maximum Time of Max Total Total Retention TD Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded _________________________________________________________________________________________ ft ft ft days hh:mm acre -in minutes hh:mm:ss Jun-20 0.39 1.96 253,91 0 12:48 0 0 0:00:00 Jun-21 0.40 1.96 253.08 0 12:48 0 0 0:00:00 StormNET Page 14 Jun-22 0.57 2.61 253.91 0 13:00 0 0 0:00:00 Tun-31 0.39 1.68 252.58 0 12:48 0 0 0:00:00 Jun-32 0.68 2.52 252.50 0 12:48 0 0 0:00:00 Jun-37 0.05 0.10 ' 242.69 0 13:12 0 0 0:00:00 Out-1 0.78 4.00 245.01 0 12:34 14.60 36 0:00:00 Out-2 0.00 0.00 0.00 0 00:00 0 0 0:00:00 Out-4 0.00 0.00 240.77 0 00:00 0 0 0:00:00 Out-7 0.78 4.00 244.87 0 12:43 0 0 0:00:00 POND1 0.66 2.31 245.31 0 13:12 0 0 0:00:00 POND2 0.72 4.01 244.01 0 13:41 0 0 0:00:00 ##k**#*****##*### Node Flow Summary ------------------------------------------------------------------------------------ Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence - - -- - _cfs days hh mm cfs days hh:mm Jun-20 JUNCTION 192.81 --cfs 192.81 _____ 0 12:48 ______________ 0.00 Jun-21 JUNCTION 45.65 199.87 0 12:48 0.00 Jun-22 JUNCTION 98.69 98.69 0 13:00 0.00 Sun-31 JUNCTION 10.69 206.04 0 12:48 0.00 Jun-32 JUNCTION 0.00 206.02 0 12:48 0.0,0 Jun-37 JUNCTION 0.00 5.88 0 13:12 0.00 Out-1 JUNCTION 48.50 259.34 0 12:50 38.38 0 12:51 Out-2 OUTFALL 42.09 42.09 0 13:12 0.00 Out-4 OUTFALL 0.00 69.77 0 13:42 0.00 Out-7 OUTFALL 0.00 237.88 0 12:42 0.00 POND1 STORAGE 31.62 31.62 0 12:18 0.00 POND2 STORAGE 66.11 106.78 0 13:01 0.00 ***##*****k***#*k***## Detention Pond Summary **#******#***#*****#** ----------------------- Detention Pond ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponied Ponded Pond Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1000 ft. M days hh:mm 1000 ft3 (°s) cfs cfm __________________________________________________________________________________________. hh:mm:ss 1000 ft' ________________________________ POND1 68.816 60 0 13:12 12.727 11 5.88 0.00 0:00:00 0.000 POND2 206.806 50 0 13:41 20.787 5 69.77 0.00 0:00:00 0.000 *k***k#***#*k**###***## Outfall Loading Summary ***##***#*k*****k***#kk ------------------------------------- Outfall Node ID Flow Average Frequency Flow (%) cfs -------------------------------------- Out-2 75.74 6.89 Out-4 97.60 14.77 StormNET Peak Inflow cfs 42.09 69.77 Page 15 Out-7 96.56 --------------------------- System 89.97 *hh************** Link Flow Summary Link ID Element Ratio of Total Type Maximum Time Flow Surcharged Depth ------------------------------- Minutes ------------------- Con-55 Con-55 CONDUIT 0.65 0 Con-76 CHANNEL 0.94 0 Con-77 CONDUIT 0.56 0 Con-82 CONDUIT 0.65 0 Con-85 CONDUIT 1.00 22 Con-86 CHANNEL 0.10 0 SWALEI CHANNEL 0.84 0 OUTLETIA ORIFICE OUTLET2B ORIFICE ******h****h**********h********* Highest Flow Instability Indexes ********h***********h****h****** Link Con-85 (2) Link Con-77 (1) 28.45 237.88 _______________ 50.11 343.46 Time of Maximum Length Peak Flow Design Ratio of Peak Flow Velocity Factor during Flow Maximum Occurrence Attained Analysis Capacity /Design days hh:mm ft/sec cfs cfs Flow --------------------------------------------------------------- 0 12:48 13.11 1.00 192.76 252.34 0.76 0 12:49 2.14 1.00 199.67 222.97 0.90 0 12:46 16.88 1.00 206.02 342.39 0.60 0 13:02 11.36 1.00 98.62 129.53 0.76 0 12:42 10.07 1.00 237.88 220.95 1.08 0 13:13 1.23 1.00 5.88 287.77 0.02 0 12:50 5.24 1.00 205.77 314.08 0.66 0 13:12 5.88 0 13:42 69.77 WARNING 106 : Maximum elevation defined for Junction Jun-37 is below invert elevation. Assumed junction invert elevation. WARNING 107 : Initial elevation defined for Junction Jun-37 is below invert elevation. Assumed junction invert elevation. WARNING 106 : Maximum elevation defined for Junction Out-1 is below invert elevation. Assumed junction invert elevation. WARNING 107 : Initial elevation defined for Junction Out-1 is below invert elevation. Assumed junction invert elevation. Analysis begun on: Tue Dec 08 07:18:47 2009 Analysis ended on: Tue Dec 08 07:18:48 2009 Total elapsed time: 00:00:01 StormNET Page 16 14 APPENDIX E: Technical Design Summary N:\Gessner Eng Data 09\09-0317 CSISD Transportation\civil\Doc\Drainase Report-NRCS.doc Gessner Engineering SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Start(Page 2l) Engineering and Design Professionals Information Engineering Firm Name and Address: Jurisdiction Gessner Engineering City: Bryan 2501 Ashford Drive Suite 102 X College Station College Station, TX 77840 Date of Submittal: Lead Engineer's Name and Contact Info.(phone, e-mail, fax): _7_Other: Melissa P. Thomas, P.E. mthomas@ge.com Supporting Engineering / Consulting Firm(s): Other contacts: Developer,/Owner / Applicant Information Developer / Applicant Name and Address: Phone and e-mail: Jon Hall, College Station ISD 979-764-5400 1812 Welsh Av., Suite 120, jhall@csisd.org College Station, TX 77840 Property Owner(s) if not Developer / Applicant (& address): Phone and e-mail: Project Identification Development Name: CSISD Transportation Center Is subject property a site project, a single-phase subdivision, or part of a multi -phase subdivision? Site Project If multi -phase, subject property is phase 1 of 2 Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) A000901 Thomas Carruthers, Tract 8.1 Vol. 8413, PG291 If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. N/A General Location of Project Area, or subject property (phase): Southwest corner of William D. Fitch and Rock Prairie Rd In City Limits? Extraterritorial Jurisdiction (acreage): Bryan: 0 acres. Bryan: 0 College Station: 0 College Station: 44.00 acres. Acreage Outside ETJ: 0 STORMWATER DESIGN GUIDELINES Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 - Project Administration Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: William D. Fitch Parkway South: BV Solid Waste Rock Prairie Road West: City of College Station Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Lick Creek Watershed Lick Creek Watershed Plat Information For Project or Subject Property (or Phase) Preliminary Plat File #: N/A Final Plat File #: Date: N/A Name: Status and Vol/Pg: If two plats, second name: File #: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: A-0 Existing or Proposed? Existing Case Code: N/A Case Date N/A Status: Zoning Type: Existing or Proposed? Case Code: Case Date N/A Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preapplication Conference City of College Station September 2, 2009 SHW Group Gessner Engineering Preliminary Report Required? NO Submittal Date Review Date Review Comments Addressed? Yes N/A No _ In Writing? When? Compliance With Preliminary Drainage Report. Briefly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. N/A STORMWATER DESIGN GUIDELINES Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 2 — Project Administration Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept, Contact: Date: I Subject: With Other N/A Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non -jurisdiction City Needed? Yes —No X Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes _ No X Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes _ No X Coordination with Summarize need(s) & actions taken (include contacts & dates): TAMUS Needed? Yes _ No X Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective ins aces below. Entity Permitted or Approved ? Status of Actions include dates ( ) US Army Crops of Engineers No X Yes _ US Environmental Protection Agency No X Yes Texas Commission on Notice of To be submitted by contractor Environmental Quality Intent No Yes X Brazos River Authority No X Yes STORMWATER DESIGN GUIDELINES Page 5 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Start (Page 3.1) Nature and Scope of ProposedWork Existing: Land proposed for development currently used, including extent of impervious cover? Existing land undeveloped Site Redevelopment of one platted lot, or two or more adjoining platted lots. Development Building on a single platted lot of undeveloped land. Project Building on two or more platted adjoining lots of undeveloped land. (select all applicable) Building on a single lot, or adjoining lots, where proposed plat will not form a new street (but may include ROW dedication to existing streets). X Other (explain): Building on a single unplatted lot of undeveloped land. Subdivision N/A Construction of streets and utilities to serve one or more platted lots. Development Construction of streets and utilities to serve one or more proposed lots on Project lands represented by pending plats. Site proiects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of Approximately 26,300 sq. ft fleet maintenance Proposed building with office and training space, Project 1000s impervious roof Is any work planned on land that is not platted If yes, explain: or on land for which platting is not pending? N/A X No Yes FEMA Floodplains Is any part of subject property abutting a Named Regulatory Watercourse No X Yes (Section ll, Paragraph 31) or a tributary thereof? Is any part of subject property in floodplain No Yes X Rate Map4 S O41CO2 OlD area of a FEMA-regulated watercourse? — Encroachment(s) into Floodplain Encroachment purpose(s): Building site(s) Road crossing(s) areas planned? Utility crossing(s) Other (explain): No x_ N/A Yes If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GUIDELINES Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Propertv Characteristics Continued (Page 3.2) HydrologicAttributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study (& date) here, and attach copy if not already in City files. Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi -phase project, describe stormwater management X plan for the property in Part 4. If property is part of multi -phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? X No Yes Describe them (include approximate size, volume, outfall, model, etc). Existing pond is full majority of the year Any known drainage or flooding problems in areas near subject property? X No Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) _ Detention is required. X Need must be evaluated. Detention not required. What decision has been reached? By whom? Timing analysis submitted, decision not made If the need for How was determination made? Type 1 Detention must be evaluated: STORMWATER DESIGN GUIDELINES Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.3) HydrologicAttributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? X No Yes If yes, describe splits below. In Part 4 describe design concept for handling this. Watershed or Basin Larger acreage Lesser acreage Lick Creek Watershed 44.00 Above -Project Areas(Section II, Paragraph B3-a) Does Project Area (project or phase) receive runoff from upland areas? _ No X Yes Size(s) of area(s) in acres: 1) 55 2) 36 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non -regulatory), regulatory Watercourse or tributary); 1) Overland sheet and shallow concentrated 2) Overland sheet and shallow concentrated Flow determination: Outline hydrologic methods and assumptions: USDA TR-55 Does storm runoff drain from public easements or ROW onto or across subject property? No X Yes If yes, describe facilities in easement or ROW: Shallow ditch along Rock Prairie Road Are changes in runoff characteristics subject to change in future? Explain Runoff characteristics will not change with current phase 1. Will adjust with phase 2 construction. Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property drain across lower properties before reaching a Regulatory Watercourse or tributary? X No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies). N/A STORMWATER DESIGN GUIDELINES Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 3 — Property Characteristics Continued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? plat, or easements _ instrument. If instrument(s), describe their provisions. exist for any part of N/A pathway(s)? X No Yes Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) N/A Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). 2 large box culverts at William D Fitch Parkway, recently constructed 3, 36" culverts under Rock Prairie Nearby Drainage Facilities Do any of these have hydrologic or hydraulic influence on proposed stormwater design? X No Yes If yes, explain: STORMWATER DESIGN GUIDELINES Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Start (Page 4.1) Stormwater Management Concept, _ Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. 1) Culverts under proposed drive and a proposed swale will be constructed to carry the flow from the North_ 2) Wye inlet to storm system will carry flow across property. Discharge(s) To Lower Property(ies) (Section II, Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? X No Yes Separate Instrument? No Yes Per Guidelines reference above, how will Establishing Easements (Scenario 1) runoff be discharged to neighboring — Pre -development Release (Scenario 2) property(ies)? N/A Combination of the two Scenarios Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each. (Attached Exhibit #) N/A Scenario 2: Provide general description of how release(s) will be managed to pre -development conditions (detention, sheet flow, partially concentrated, etc.). (Attached Exhibit #-----) N/A Combination: If combination is proposed, explain how discharge will differ from pre - development conditions at the property line for each area (or point) of release. N/A If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? No Yes Explain and provide documentation. N/A STORMWATER DESIGN GUIDELINES Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D - TECHNICAL DESIGN Part 4 — Drainage Concept and Design Parameters Continued (Page 4.2) Stormwater Management Concept (continued) Within Proiect Area Of Multi -Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result N/A in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gaining basin or watershed? X No Yes How will runoff from ProjectF With facility(ies) involving other development projects. Area be mitigated to pre- development conditions?Select Establishing features to serve overall Project Area. any or all of 1, 2, On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit #) N/A 2. For Overall Proiect Area (type & location of facilities): (Attached Exhibit #_) N/A 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? X No — Yes In which phase(s) or project(s)? r a m >. Are other Best Management Practices for reducing stormwater pollutants proposed? o No X Yes Summarize type of BMP and extent of use: a-Silt fencing at limits of construction o0 -Sod or landscaping in all disturbed areas If design of any runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. — Detention elements — Conduit elements — Channel features Swales Ditches Inlets Valley y gutters _ Outfalls Culvert features Bridges Other STORMWATER DESIGN GUIDELINES Page 11 of26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainaqe Concept and Desiqn Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Proiect Area Of Multi -Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? _ No X Yes Identify type and general size and In which phase(s). 3, 36" RCP at North Drive to Rock Prairie 2, 48" RCP at South East Drive to William D Fitch If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Detention will be constructed for Phase S. Detention requirements will be re-evaluated for future development. Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area, is design in substantial conformance with earlier analysis and report for larger area? Yes No, then summarize the difference(s): N/A Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. Typical shape? Surfaces? °y Steepest side slopes: Usual front slopes: Usual back slopes: N N Flow line slopes: least Typical distance from travelway: (Attached Exhibit #_) ao typical greatest y Z o Are longitudinal culvert ends in compliance with B-CS Standard Specifications? P Yes No, then explain: At intersections or otherwise, do valley gutters cross arterial or collector streets? n No Yes If yes explain: c> a t � 3 mAre valley gutters proposed to cross any street away from an intersection? rn Z _ No _ Yes Explain: (number of locations?) Bak STORMWATER DESIGN GUIDELINES Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Gutter line slopes: Least Usual Greatest Are inlets recessed on arterial and collector streets? Yes —No If "no", identify where and why. Will inlets capture 10-year design stormflow to prevent flooding of intersections (arterial with arterial or collector)? _ Yes No If no, explain where and why not. 3 0 Will inlet size and placement prevent exceeding allowable water spread for 10-year z design storm throughout site (or phase)? Yes _ No If no, explain. 5 rn s Sag curves: Are inlets placed at low points? Yes No Are inlets and _ conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? °o _ Yes _ No Explain "no" answers. w 2 Will 100-yr stormflow be contained in combination of ROW and buried conduit on whole length of all streets? Yes No If no, describe where and why. Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? Yes No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? X No Yes Identify length(s) and where used. Pipe runs between system Typical 197 ft Longest 295 ft = r access points (feet): Are junction boxes used at each bend? X Yes No If not, explain where > and why. y c R o ZI � E m Are downstream soffits at or below upstream soffits? Least amount that hydraulic N Yes X No If not, explain where and why: grade line is below gutter line (system -wide): 0.95 ft STORMWATER DESIGN GUIDELINES Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Describe watercourse(s), or system(s) receiving system discharge(s) below (include design discharge velocity, and angle between converging flow lines). U 1) Watercourse (or system), velocity, and angle? c Swale to William D. Fitch row, velocity= 5.24 cfs ` 0 angle= 43 degrees E 2) Watercourse (or system), velocity, and angle? o Outlet at Pond 1--> velocity=7.5 fps P angle= 77 degrees 0 E E 3) Watercourse (or system), velocity, and angle? y Outlet at pond 2--> velocity= 9.9 fps a O angle= 65 degrees 0 is. E m For each outfall above, what measures are taken to prevent erosion or scour of Nreceiving and all facilities at juncture? 1)Dissipator blocks and riprap 2)Dissipator blocks and riprap N 0 3)Dissipator blocks and riprap Are swale(s) situated along property lines between properties? X No Yes Number of instances: For each instance answer the following questions. Surface treatments (including low -flow flumes if any): N/A n, N N N m } Flow line slopes (minimum and maximum): c m a` N/A 0 z Outfall characteristics for each (velocity, convergent angle, & end treatment). y °J N/A 3 0 Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? Yes No If "no" explain: N/A STORMWATER DESIGN GUIDELINES Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Are roadside ditches used? X No Yes If so, provide the following: 0 Is 25-year flow contained with 6 inches of freeboard throughout ? AIL& Yes No _ Are top of banks separated from road shoulders 2 feet or more? N/A Yes No _ Are all ditch sections trapezoidal and at least 1.5 feet deep? N/A Yes No N For any "no" answers provide location(s) and explain: a 0 0 If conduit is beneath a Swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: N/A m m Is 100-year design flow contained in conduit/swale combination? Yes No (U If "no" explain: z y Space for 100-year storm flow? ROW — Easement— Width Swale Surface type, minimum Conduit Type and size, minimum and maximum y�)c and maximum slopes: slopes, design storm: 0 m a m Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): � T t6 � � L U p o Access Describe how maintenance access is provided (to swale, into conduit): 0o. m 0 E 0 0 c 0 Instance 2 Describe general location, approximate length: 0 w N N/A c :2 Is 100-year design flow contained in conduit/swale combination? No ' 0 —Yes If "no" explain: m c E 0 Space for 100-year storm flow? ROW Easement Width o Swale Surface type, minimum Conduit Type and size, minimum and maximum a and maximum slopes: slopes, design storm: Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): — m m = 3 0 m Access Describe how maintenance access is provided (to swale, into conduit): STORMWATER DESIGN GUIDELINES Page 15 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters I Continued (Page 4.7) Stormwater Management Concept (continued), Within Or Serving Subject Property (Phase, or Site) (continued) If "yes" provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c Approximately 850 linear feet, from North to South E a w along east side of property o t- 6 Is 100-year design flow contained in swale? X Yes _ No Is swale wholly } within drainage ROW? Yes No Explain "no" answers: x No drainage row; 100 year design contained w/in swale 0 Access Describe how maintenance access is provide: z from parking lot or drives a c 0 Instance 2 Describe general location, approximate length, surfacing: d N/A � N s � m o E � 0 3 Is 100-year design flow contained in swale? —Yes —No Is swale wholly N within drainage ROW? Yes No Explain "no" answers: m 0 w O _ _ of Access Describe how maintenance access is provided: 2 s 0 n. Instance 3, 4. etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? _ No Yes If only slightly shaped, see "Swales" in this Part. If creating side banks, provide information below. a Will design replicate natural channel? Yes No If "no", for each instance o Q describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year o i j design flow, and amount of freeboard: o N Instance 1: N E 0 0 Instance 2: a � o — Z �) Instance 3: U STORMWATER DESIGN GUIDELINES Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks): Are these used? No Yes _ If `yes" provide the information below. Will small creeks and their floodplains remain undisturbed? Yes No How _ many disturbance instances? Identify each planned location_ For each location, describe length and general type of proposed improvement (including floodplain changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. a c Watercourses (and tributaries): Aside from fringe changes, are Regulatory o v Watercourses proposed to be altered? No Yes Explain below. N _ _ Submit full report describing proposed changes to Regulatory Watercourses. Address E existing and proposed section size and shape, surfaces, alignment, flow line changes, > length affected, and capacity, and provide full documentation of analysis procedures a and data. Is full report submitted? Yes No If "no" explain: E c c vAll Proposed Channel Work: For all proposed channel work, provide information requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of freeboard? Yes No If _ _ not, identify location and explain: Are ROW / easements sized to contain channel and required maintenance space? Yes _ No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.9) Stormwater Management Concept (continued)' Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 2 For each provide info. below. For each dry -type facility: Facility 1 Facility 2 Acres served & design volume + 10% 5.0 acres 226,542 cf 43.6 acres 452,652 cf 1 00-yr volume: free flow & plugged 69,956 cf 76,232 cf 205,628 cf 315,402 cf Design discharge (10 yr & 25 yr) 5.4 cfs 5.9 cfs 57.5 cfs 69.8 cfs Spillway crest at 100-yr WSE? X yes _ no X yes no Berms 6 inches above plugged WSE? X yes _ no X yes _ no Explain any "no" answers: m For each facility what is 25-yr design Q, and design of outlet structure? Facility 1: 12" HDPE 5.4 cfs 0 z) Facility2: 36" HDPE 57.5 cfs Do outlets and spillways discharge into a public facility in easement or ROW? Facility 1: X Yes —No Facility 2: X Yes —No If "no" explain: 0 0 o_ 0 o- For each, what is velocity of 25-yr design discharge at outlet? & at s ilp Iway? Facility 1: & 0 Facility 2: & 0 5 Are energy dissipation measures used? No X Yes Describe type and LL location: s Dissipator blocks and riprap at each outlet 2 For each, is spillway surface treatment other than concrete? Yes or no, and describe: Q Facility 1: Yes, grass Facility2: Yes, grass For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Dissipator blocks and riprap at outfalls Facility2: Dissipator blocks and riprap at outfalls If berms are used give heights, slopes and surface treatments of sides. Facility 1: 2ft, Max 3:1, grass Facility2: 4.5ft, Max 3:1, grass STORMWATER DESIGN GUIDELINES Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Desiqn Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Facility 1; Yes L Facility 2: Yes c o C _- o c v m oFor additional facilities provide all same information on a separate sheet. Are parking areas to be used for detention? X No Yes What is _ maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? —No X Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? X Yes _ No Without causing flowing or standing water on public roadway? X Yes _ No Designs & materials comply with B-CS Technical Specifications? X Yes _ No Explain any "no" answers: n N C oAre culverts parallel to public roadway alignment? X Yes _ No Explain: U N N Y Q kl Creeks at Private Drives: Do private driveways, drives, or streets cross drainage m ways that serve Above -Project areas or are in public easements/ ROW? yz _No X Yes If "yes" provide information below. yI How many instances? 1 Describe location and provide information below. Location 1: North drive, carries flow from North properties to swale Location 2: South east drive, carries flow in William D. Fitch ROW Location 3: N/A For each location enter value for: 1 2 3 Design year passing without toping travelway? 100 yr 100 yr N/A Water depth on travelway at 25-year flow? 100 yr 100 yr N/A Water depth on travelway at 100-year flow? 100 yr 100 yr N/A For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4— Drainage Concept and Design Parameters Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regulatory Watercourses (& Tributaries): Are culverts proposed on these facilities? Yes, then provide full report documenting assumptions, —No criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? Yes _ No If "no", explain: Arterial or Maior Collector Streets: Will culverts serve these types of roadways? X No Yes How many instances? For each identify the location and provide the information below. Instance 1: Instance 2: (y Instance 3: c 0 o Yes or No for the 100-year design flow: 1 2 3 z E `o Headwater WSE 1 foot below lowest curb top? Spread of headwater within ROW or easement? E m 0 Is velocity limited per conditions (Table C-11)? y c Explain any "no" answer(s): W N o c `o T N t0 U 33 0 9 Minor Collector or Local Streets: Will culverts serve these types of streets? X No Yes How many instances? for each identify the location and provide the information below: o Q Instance 1: NInstance 2: m N `o Instance 3: C y For each instance enter value, or "yes" / "no" for: 1 2 3 U 6 o y Design yr. headwater WSE 1 ft. below curb top? c 100-yr. max. depth at street crown 2 feet or less? E Product of velocity (fps) & depth at crown (ft) = ? o Is velocity limited per conditions (Table C-11)? Limit of down stream analysis (feet)? Explain any "no" answers: STORMWATER DESIGN GUIDELINES Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? X Yes No If not, identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alignment change within or near limits of culvert and surfaced approaches thereto? X No _ Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? X No _Yes If yes, identify location(s) and provide justification: Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? X No _ Yes If "yes' identify location(s), describe outfall design treatment(s): c 0 0 U N > Is scour/erosion protection provided to ensure long term stability of culvert structural �j components, and surfacing at culvert ends? X Yes _ No If "no" Identify locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? X Yes _ No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? X No _ Yes If "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? X Yes _ No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 u SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.13) Stormwater Management Concept(continued) Within Or Serving Subject Property (Phase, or Site) (continued) Is a bridge included in plans for subject property project? X No —Yes If `yes" provide the following information. Name(s) and functional classification of the roadway(s)? N/A What drainage way(s) is to be crossed? N/A m` A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? —Yes —No If "no" explain: N/A Is a Stormwater Provide a general description of planned techniques: Pollution Prevention Silt fencing 3 C7 Plan(SW3P) established for Stabilized construction entrance u project construction? Sod or landscape at all disturbed areas m No X Yes Special Designs — Non -Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland -type detention, natural stream replication, BMPs for water quality, etc.) proposed for any aspect of subject property project? X No Yes If "yes" list general type and location below. Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s). Is report provided? Yes No If "no" explain: N/A STORMWATER DESIGN GUIDELINES Page 22 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 Arh'LNl)Ix u — I LGHNIGAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Special Designs — Deviation From B-CS Technical Specifications If any design(s) or material(s) of traditional runoff -handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain by specific detail element. _ Detention elements X Drain system elements _ Channel features Culvert features _ Swales _ Ditches _ Inlets _Outfalls _ Valley gutters _ Bridges (explain in bridge report) In table below briefly identify specific element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach additional sheets if needed) 1) HDPE pipe Only in private development 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) yes, Carol Cotter 2) 3) 4) 5) Design Parameters Hydrology Is a map(s) showing all Design Drainage Areas provided? X Yes No Briefly summarize the range of applications made of the Rational Formula: Rational Formula not used. Calculations in accordance with USDA TR-55 What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? 0 acres Location (or identifier): STORMWATER DESIGN GUIDELINES Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? —No X Yes In approximately what percent of Design Drainage Areas? 100 % As to intensity -duration -frequency and rain depth criteria for determining runoff flows, were any criteria other than those provided in these Guidelines used? X No _Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets N/A N/A Storm drain system for local streets N/A N/A Open channels N/A N/A Swale/buried conduit combination in lieu of channel N/A N/A Swales 2,10,25,50,100 100 Roadside ditches and culverts serving them 2,10,25,50,100 100 Detention facilities: spillway crest and its outfall 2,10, 25, 50,100 100 Detention facilities: outlet and conveyance structure(s) 2,10,25,50,100 100 Detention facilities: volume when outlet plugged 2,10,25,so,100 100 Culverts serving private drives or streets 2, 10, 25, 50, 100 100 Culverts serving public roadways N/A N/A Bridges: provide in bridge report. N/A N/A Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Gutters Conduit Culverts Swales Channels Highest (feet per second) N/A N/A 16.87 5.24 N/A Lowest (feet per second) N/A N/A 10.08 5.24 N/A Streets and Storm Drain Systems Provide the summary information outlined below: Roughness coefficients used: For street gutters: N/A For conduittype(s) Swale HDPE pipe Coefficients: 0.35 0.015 RCP pipe 0.010 STORMWATER DESIGN GUIDELINES Page 24 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 SECTION IX APPENDIX D - TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? X No —Yes Head and friction losses X No _ Yes Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? X Yes _ No Are elevation drops provided at inlets, manholes, and junction boxes? X Yes _ No Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? X Yes _ No For 100-year flow conditions? X Yes _ No Explain any "no" answers: What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: Free outfall Open Channels If a HEC analysis is utilized, does it follow Sec VI.F.5.a? N/A Yes _ No Outside of straight sections, is flow regime within limits of sub -critical flow? Yes No _ _ If "no" list locations and explain: N/A Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, will operation be outlet (barrel) control or inlet control? Inlet Control Entrance, friction and exit losses: Provided in table sheet C5.0 Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 As Revised February 2009 APPENDIX D — TECHNICAL DESIGN SUMMARY Part 4 — Drainage Concept and Design Parameters Continued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher StormNet Version 4.18.2.17854 Apr082009 Gigasoft, Inc. Part 5 — Plans and Specifications Requirements for submittal of construction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section III, Paragraph C3. Part 6 — Conclusions and Attestation Conclusions Add any concluding information here: Based on the proposed storm system design, the peak post - developed flows will be detained to peak pre -developed levels for the 2,10,25,50 and 100 year storms. Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Design Summary Drainage Report by signing and sealing below. 'This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued or fall under applicable genert� (Aff�r,�.OF j��9ppp t� pp: j * "' p Licensed Professional Engineer .. MELlSSA P. THOMAS s State of Texas PE No.qgmy) �pl o�-• 3E398 pp O' fC gE.• �C„r .ptep\`ONAL ENS- STORMWATER DESIGN GUIDELINES Page 26 of 26 APPENDIX. D: TECH. DESIGN SUMMARY Effective February 2007 - As Revised February 2009 December 8, 2009 FLOOD TIMING ANALYSIS Rock Prairie Road & William D. Fitch Parkway Brazos County, Texas Prepared for: City of College Station College Station, Texas Prepared by: GESSNER ENGINEERING, LLP College Station, Texas Gessner Engineering Job No. 09-0317 G Gessner Engineering December 8, 2009 Ms. Carol Cotter, P.E. Senior Assistant City Engineer Public Works Department City of College Station P.O. Box 9960 College Station, Texas 77842 Re: Flood Timing Analysis Rock Prairie Road & William D. Fitch Parkway College Station, Texas Gessner Engineering Job No.: 09-0317 Dear Ms. Cotter, Gessner Engineering has conducted a topographic review and field investigation of the existing and proposed flow patterns for stormwater runoff from the proposed College Station ISD Transportation Center site to the main stem of Lick Creek. At build -out conditions allowable by zoning, restrictive covenant, or plat note, the stormwaterflows from the proposed site will not cause any increase in flooding conditions to the interior of existing building structures, including basement areas, for storms of magnitude up through the 100-year event. This report conveys our flood timing analysis conducted for an approximately 44 acre tract located on the west corner of the intersection of Rock Prairie Road and William D. Fitch Parkway in College Station, Texas. We trust that this report is responsive to your needs. Please contact us if you have any questions or if we can be of further assistance. Sincerely, GESSNER ENGINEERING, F-7451 UL Melissa P. Thomas, P.E. Kyle KA. Zapalac, M.E., E.I.T. MEL43SA.. TP-0OMA6 98398 9g�oF CENs�c��• Gessner Engineering 2501 Ashford Drive Suite 102 College Station, Texas 77840 BO. Box 10763, 77842 979.680.8840 fax 979.680.8841 2204 S. Chappell Hill Street Brenham, Texas 77833 979.836.6855 far 979.836.6847 TABLE OF CONTENTS INTRODUCTION.............................................................................................................1 Purposeof Study......................................................................................................................................................... i SiteBackground and Information............................................................................................................................. i SiteGeology................................................................................................................................................................. 1 AREASTUDIED..............................................................................................................2 SpringCreek Watershed............................................................................................................................................ 3 LickCreek Watershed................................................................................................................................................ 3 AlumCreek Watershed.............................................................................................................................................. 3 DevelopmentSite......................................................................................................................................................... 3 ENGINEERINGMETHODS.............................................................................................3 WatershedStudy......................................................................................................................................................... 4 SiteStudy..................................................................................................................................................................... 4 RESULTS........................................................................................................................5 CONCLUSIONS..............................................................................................................9 LIMITATIONS..................................................................................................................9 APPENDIX A: HEC-1 OUTPUT DATA........................................................................ A APPENDIX B: HEC-RAS OUTPUT DATA.................................................................. B APPENDIX C: FLOOD INSURANCE RATE MAP (FIRM) ........................................... C APPENDIX D: GENERATED HYDROGRAPHS...............:.......................................... D Gessner Engineering INTRODUCTION Purpose of Study Gessner Engineering preformed a storm runoff timing analysis to determine the effects of detaining excess runoff due the development of the College Station ISD Transportation Center on Lick Creek. The purpose of this timing analysis is to ensure the protection of downstream properties from flood increases due to upstream development. Site Background and Information The proposed project consists of the development of an approximately 44 acre agricultural site. Proposed improvements include an approximately 26,080 square foot building, to be used for offices, training facilities and fleet maintenance; bus parking and passenger car parking. The site is located at the southwest corner of the intersection of William D. Fitch Parkway and Rock Prairie Road in College Station, Texas. It is located in the upperthird of the Lick Creek watershed. For the Lick Creek watershed, areas located upstream of Greens Prairie Road (also known as William D. Fitch Parkway) have been designated as requiring evaluation for the need of detention. A site drainage study has also been included with this submittal to aid in this evaluation. Approximately 6.4 acres of the site are located in the FEMA 100 year flood plain, as approximated by FIRM number 48041 CO201 D. The flood elevation in this area is at approximately 244 feet according to this map. Currently, the property is covered in light woods and pasture. A stock pond was constructed approximately three (3) years ago on the north side of the property. According to the current owners, this pond is full for the majority of the year. Therefore, the pond was - not considered as existing onsite detention for the purposes of this study. Surrounding areas to the north drain onto the property through three (3), 36 inch culverts under Rock Prairie Road and flow into the stock pond. Flow exits the pond by overflowing a spillway on the south end of the pond and exits the property to the east at William D. Fitch Parkway. Surrounding areas to the northwest drain onto the property and currently flow through a wide swale that also empties at the east property line. Site Geology -- The College Station ISD Transportation Center site is located in the Wellborn Formation of the Eocene Age in the Tertiary Era as indicated on the Geologic Atlas of Texas, Austin Sheet as published by the University of Texas at Austin. The Wellborn Formation is composed of clay and sandstone. The clay is lignitic, chocolate in color and has 13 Gessner Engineering interbedded fine to medium grained sand. The sandstone is medium grained, forms ledges, indurated, locally silica cemented, and light gray in color. The thickness of the Wellborn Formation is in excess of 150 feet. On a more localized level, the site is located in Shiro Loamy Sand according to the Soil Survey published by the US Department of Agriculture. This soil unit is characterized by non -plastic to low plasticity loamy sand at the surface, moderate to high plasticity clay and sandy clay between 15 and 34 inches, and bedrock below 34 inches. The College Station ISD Transportation Center site is rated as very limited for buildings due to high shrink -swell potential. AREA STUDIED This flood timing analysis includes the study of the Spring Creek Watershed, Alum Creek Watershed, and Lick Creek Watershed to the Lick Creek and Alum Creek confluence. The development of the College Station ISD Transportation Center site will have the most influence on peak flow during large storms at William D. Fitch Parkway. The influence of the College Station ISD Transportation Center hydrographs attenuate when routed to the Alum Creek and Lick Creek Confluence, but the timing was checked to ensure no detrimental effects were shown in the simulation. This can be seen below in Figure 1 which shows the location of the Transportation Center site within the Lick Creek watershed. LICK CREEK AT WILLIAM D. LICK CREEK AND SPRING FITCH PARKWAY CREEK CONFLUENCE NAVASOTA WATERSHED BOUN I RIVER -� kTff1VI2I'*i:i2I01 ISD TRANSPORTATION ITER SITE LOCATION Figure 1: Study Area Map LICK CREEK AND ALUM CREEK CONFLUENCE FUCK CREEK SCALE: 1MILE C7 0 Gessner Engineering Spring Creek Watershed Models including the entire 3.86 square mile Spring Creek Watershed were used for the timing analysis of flood flows. The headwaters of Spring Creek originate approximately 3.45 miles upstream of the confluence of Spring Creek and Lick Creek. The upper half of the watershed, west of Highway 6, is more developed than the lower half which remains - wooded except for Woodland Hills and Spring Meadows subdivisions. Lick Creek Watershed Models used in the timing analysis also included the upper portion of the Lick Creek Watershed. This 10.08 square mile area encompasses the Spring Creek Watershed and everything from the Lick Creek and Alum Creek confluence all the way up to the Lick Creek headwaters originating near Wellborn Road. The watershed between Wellborn Road and Highway 6 has been substantially developed with subdivisions whereas downstream of Highway 6 the majority of the watershed is still wooded with the exception of an approximately 125 acre city dump and the Pebble Creek Subdivision. Alum Creek Watershed An Alum Creek model was included as part of the Lick Creek model and was utilized to study the Alum Creek and Lick Creek confluence. The 4.39 square mile Alum Creek watershed ranges from the confluence with Lick Creek to the Alum Creek headwaters originating just west of Highway 6. The north and west portion of the watershed consists of subdivisions, the south portion includes part of the Texas World Speedway, and the remaining portion of the Alum Creek watershed is heavily wooded. Development Site The proposed 44 acre College Station ISD Transportation Center site, which makes up approximately 0.48% of the entire area studied, currently consists of woods and grassland and drains into Lick Creek just below the confluence of Lick Creek and Spring Creek. The development of this site is expected to include almost 8.75 acres of paving and an approximately 26,080 square foot (0.6 acre) building. ENGINEERING METHODS Standard practice to prevent downstream flooding has been to use detention to limit post - development peak discharge so that it is equal to or less than pre -development peak - discharge. The effects of temporary storage of surface runoff from a site can be detrimental if it delays the timing of the peak outflow to coincide with the peak of the creek hydrograph. This occurrence would actually increase the flooding problems downstream of Gessner Engineering the site. An example of this is shown in the figure below from the Georgia Stormwater Management Manual, 2001. Flow `'•.� }peak flow increase Total flow � / '••' Total flow with detention � �. ' ',-�-� ned flow 1� Time Figure 2: Increase in overall peak flow due to detention To determine if detention at the proposed College Station ISD Transportation Center development would be detrimental, 100-year storm hydrographs of Lick Creek, Spring Creek, Alum Creek, and the proposed site were generated and routed to points of interest on Lick Creek which would be most influenced by any change in surface runoff at the developed site. Watershed Study Volume II of the City of College Station Lick Creek Watershed Flood Insurance Restudy conducted in 2000 was referenced for the hydrologic and hydraulic analysis of Spring Creek, Alum Creek, and Lick Creek used in this report. Discharges in the watershed restudy were developed using the Soil Conservation Service synthetic unit hydrograph methodology and the HEC-1 computer program developed for the U.S. Army Corps of Engineers. Gessner Engineering was able to generate hydrographs and estimate the timing of the peak flow from the HEC-1 model developed during the restudy. These hydrographs can be seen in Appendix D. -- Site Study The College Station ISD Transportation Center site was analyzed using the same methods mentioned above through the use of StormNET 4.18.2 by Boss International, Inc. of Madison, Wisconsin. These drainage calculations were prepared according to the Soil Conservation Service synthetic unit hydrograph as detailed in Technical Release 55 (TR- 0 Gessner Engineering 55) published in June of 1986. Proposed improvements for the College Station ISD Transportation Center site include an approximately 26,080 square foot building with concrete parking for passenger cars and buses. Curve numbers from TR-55 were used based on developed uses as described above. Pre -developed flows were calculated based on the undeveloped conditions on the subject tract and offsite areas draining onto the site. The calculated pre -developed and developed flows used for comparison with the watershed studies were generated for the one -hundred (100) year storm event. RESULTS By following recommendations from the Bryan -College Station Unified Stormwater Design Guidelines and utilizing the information from the City of College Station Lick Creek Watershed Restudy and the College Station ISD Transportation Center Drainage Study, Gessner Engineering was able to develop hydrographs to determine the effect of the site development and detention. The existing peak flows and corresponding peak times of the hydrographs at noteworthy locations for this study are shown below in Table 1 and Table 2. Location Peak Flow (cfs) Peak Time (hours) Spring Creek at Lick Creek 3,883 14.92 Lick Creek at Spring Creek 5,324 15.33 Lick Creek at William D. Fitch Pkwy 9,153 15.17 Alum Creek at Lick Creek 3,617 16.33 Lick Creek at Alum Creek 9,161 16.67 Table 1: Watershed Hydrograph Peak and Corresponding Time Peak Flow Peak Time Location (cfs) (hours) Site Outfall Pre -development 396.3 13.1 Site Outfall Post -development - With 344.5 12.9 Detention Site Outfall Post -development - 403.6 12.9 Without Detention Table 2: Site Hydrograph Peak and Corresponding Time The studied site outfall is located in the Lick Creek flood plain at William D. Fitch Parkway allowing the site hydrograph to be directly compared to the Lick Creek hydrograph at William D. Fitch Parkway. From this comparison, it can be seen that the predevelopment site runoff peaks 2.07 hours before the Lick Creek peak flow occurs and the developed site 4", Gessner Engineering peak (with and without onsite detention) occurs 2.27 hours before the Lick Creek peak flow. Along with the decrease in time of concentration, an increase of 7.3 cubic feet per second (cfs) peak flow was produced making the developed peak flow 403.6 cfs from the site development if no onsite detention was in place. The currently designed detention ponds and outfall structures for the College Station ISD Transportation Center limit the developed site outflow to a peak flow of 344.5 cfs, but show an increase in flow from pre- existing conditions between approximately 14-20 hours while the detention pond empties. A better illustration of the possible post -development College Station Transportation Center site outflows compared to the pre -developed condition is shown in Figure 3. TRANSPORTATION CENTER RUNOFF HYDROGRAPHS 450 400 350 300 250 3 0 Z 200 150 100 50 0 ................ 0 5 10 15 20 25 Time (hours) PREDEVELOMPENT t -�POSTDEVELOPMENT VNTH DETENTION POST DEVELOPMENT WITHOUT DETENTION 1 ■ "1 Figure 3: Comparison of Pre -developed and Post -developed conditions Combining the Lick Creek HEC-1 flow hydrograph and proposed site hydrograph with onsite detention resulted in an 18 cfs increase in peak flow at 15.17 hours atthe William D. 6 G Gessner Engineering Figure 3: Comparison of Pre -developed and Post -developed conditions Combining the Lick Creek HEC-1 flow hydrograph and proposed site hydrograph with onsite detention resulted in an 18 cfs increase in peak flow at 15.17 hours atthe William D. 6 G Gessner Engineering Fitch Parkway and Lick Creek location. The graph below shows a zoomed view of the peak of the predevelopment Lick Creek compared with the proposed post development hydrographs combined with the Lick Creek hydrograph at William D. Fitch Parkway. Existing Lick Creek vs. Lick Creek Post Development 9300 —0 E)isting Lick Creekatwilliam D. Fitch Parkway 9250 �— Proposed Lick Creek - with Detention Proposed Lick Creek - without Detention 920D 9150 9100 3 o LL 9050 \ 9000 8950 8900 14.6 14.8 15.0 15.2 15.4 15.6 15.8 Time (hours) Figure 4: Comparison of Pre -developed and Post -developed conditions at William D. Fitch Parkway The comparison of 100-year storm hydrographs shown in Figure 4, based on the City of College Station HEC-1 model and Gessner Engineering StormNET model, shows that detention placed on the College Station ISD Transportation Center site slightly increases the peak flow of Lick Creek at the William D. Fitch Parkway study point. The 18 cfs (0.2%) increase in flow was updated in available HEC-RAS models and resulted in only a 0.01 ft increase in the water surface profile at William D. Fitch Parkway. Any type of detention constructed on the site would result in similar increases. The post construction hydrographs from the College Station ISD Transportation Center were also routed through Lick Creek downstream to the Alum Creek and Lick Creek 7 G Gessner Engineering confluence to see how the site development would effect this downstream location. The simulation was accomplished by modifying the existing City of College Station HEC-1 program to include the increased flow from the developed site. Lick Creek Hydrographs at Alum Creek Confluence 9200 -+-Existing Lick Creek @ Alum Creek Lick Creek @ Alum Creek - With Detention 9150 Lick Creek @ Alum Creek - Without Detention 9100 w U. 3 9050 0 LL 9000 8950 8900 16.1 16.3 16.5 16.7 16.9 17.1 17.3 17.5 Time (Hours) Figure 5: Comparison of Pre -developed and Post -developed conditions at Lick Creek/Alum Creek As seen above in Figure 5, the HEC-1 model indicated a negligible amount of attenuation between William D. Fitch Parkway and the Lick Creek and Alum Creek confluence. The study showed the same 18 cfs increase in the peak flow at the Lick Creek and Alum Creek confluence with detention present on the College Station ISD Transportation Center site and no increase without onsite detention. When the 18 cfs (0.1 %) increase in peak flow was put into the HEC-RAS model cross-section at the Lick Creek and Alum Creek confluence only a 0.01 ft increase resulted. E Gessner Engineering CONCLUSIONS In conclusion, the study of developing the College Station ISD Transportation Center without onsite detention resulted in no increase in the Lick Creek 100-year storm peak flow at all study points. Including the proposed detention design, the models showed that only an 18 cfs or 0.2 percent increase at William D. Fitch Parkway and 0.1 percent increase at the Alum Creek confluence in the peak flow. The HEC-RAS models showed that a 0.01 ft increase in the 100-year storm water surface profile is expected for both of the downstream study locations. Due to the negligible water surface increase in Lick Creek at the College Station Transportation Center site outfall, no upstream locations were found to be affected by the development of the College Station Transportation Center site. Based on the models available and analysis in this report, Gessner Engineering views detention at the College Station ISD Transportation site to have a negligible affect on the 100-year Lick Creek flood existing flows at William D. Fitch Parkway. Gessner Engineering still recommends including detention ponds on the site for stormwater quality purposes and to ensure that immediate downstream structures are not overloaded with increase flow due to the development. LIMITATIONS This flood timing analysis report is based on the most current models of the Lick Creek, Spring Creek, and Alum Creek watersheds available from the City of College Station. More recent development has been constructed within the watersheds since the HEC-1 models were developed in 2000, but should not change flow timing enough to justify an entire restudy. Even if all models were current to date, assumptions have to be made for curve number values, channel cross sections between surveyed cross sections, ground moisture conditions, etc. therefore limiting the accuracy. The information provided in this report includes sufficient information for making an engineering decision concluding whether detention should be constructed on the site. E kP Gessner Engineering ► 101 . ■ 1 - Gessner Engineering WILLIAM D. FITCH CROSS SECTION STUDY l xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++xx++++ x x * FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 * VERSION 4.1 x + * RUN DATE 14JUN00 TIME 09:50:57 + x xxxxxx++++++++x++x++x++x+x+xxxxxxxxxxxxxx X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX +xxxxxxx+++x+xxxxxxx++++++xxxxxxxx+++++ + x * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 + x ++++xxxxxxxxx++++++xxxxxxxxx+++++++xxxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW THE DEFINITIONS OF VARIABLES-RTIMP- 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: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 1 ID Remodel of FIS for Lick Creek Draft Draft 2 ID Origianal FIS created in NUDallas by COE in 1988 3 ID College Station, Texas May 2000 *DIAGRAM x 4 IT 5 300 5 IO 5 x x xxxxxxxxxxxxxx+++x++++x++++xxxxxxxxxxxxxxxxxx+x++++x+xxxxxxxxxxxxxxx+++xxx * Start of North Branch of Lick Creek x + x+xxxxxxxxxxxxxxxxxxxxxxx+xx++x++++xxxxxxxxxxxxxxxxxx++++xxxxxxxxxxxxxxxxx++ x PAGE 1 6 KK NF1 7 KM North Fork Drainage Area 1 (US of Victoria Ave) 8 KO 3 0 7 21 1 300 5 * 100-YEAR TYPE III SCS DISTRUBUTION 9 PB 11.0 10 IN 30 11 PC 0 0.005 0.010 0.015 0.020 0.026 0.032 0.037 0.043 0.050 12 PC 0.057 0.065 0.072 0.081 0.089 0.102 0.115 0.130 0.148 0.167 13 PC 0.189 0.216 0.250 0.298 0.500 0.702 0.750 0.784 0.811 0.833 14 PC 0.853 0.870 0.B85 0.898 0.911 0.919 0.928 0.935 0.943 0.950 15 PC 0.957 0.963 0.968 0.974 0.980 0.985 0.990 0.995 1 16 BA 0.2941 17 LS 89.8 18 UD 0.672 19 KK -> 1 20 KM Reach 1 from Victoria Ave to US City Utility SC property 21 RD 22 RC .06 .03 .06 3000 .008 23 RX 1000 1240 1270 1272 1280 1290 1540 1650 24 RY 304 302 300 288 288 300 302 304 25 KK NF2 26 KM North Fork Drainage Area 2 (US of City USC property) 27 BA 0.3343 28 LS 87.7 29 UP 1.174 30 KK +@USC 31 KM Total flow upstream of USC property 32 HC * 2 1 HEC-1 INPUT PAGE 2 LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 33 KK -> 2 34 KM Reach 2 from US of City USC property to Hwy 6 35 RD 36 RC .07 .05 .07 2600 .0047 37 RX 1015 1040 1060 1070 1075 1080 1110 1350 38 RY 286 282 280 277 277 280 282 286 39 KK NF3 40 KM North Fork Drainage Area 3 (US of HWY 6) 41 BA 0.3931 42 IS 94.0 43 UD 0.908 44 KK +@HWY6 45 KM TOTAL FLOW AT HWY 6 46 HC 2 47 KK -> 3 48 KM Reach 3 from HWY 6 TO CONFLUENCE WITH SOUTH FORK 49 RD 50 RC .07 .065 .075 4200 .0033 51 RX 1200 1300 1365 1369 1370 1375 1800 1900 52 BY x 279.6 274.3 272.8 268.4 268.4 274 275.2 280 53 KK NF4 54 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH SOUTH FORK 55 BA 0.2195 56 LS 91.9 57 DO 1.163 58 KK +N@CON 59 KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK 60 HC x 2 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++*+xxxxxxxxxxxxxxxx * x Start of South Branch of Lick Creek + x xxxxxxxxxxxxxxxxxx*xxx*x*xxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x 61 KK SF1 62 KM SOUTH Fork Drainage Area 1 (US of WESTFEILD DETENTION) 63 BA 0.5610 64 IS 88.1 65 UD * 1.163 1 HEC-1 INPUT PAGE 3 LINEID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 66 KK -> 4 67 KM Reach 4 from WESTFIELD DETENTION POND TO ALEXANDRIA DETENTION POND (ALEX AVE) 68 RD 69 RC .08 .05 .08 3140 .0021 70 RX 900 930 955 1000 1003 1010 1110 1145 71 RY 290 286 285.6 283 283 284 288 290 72 KK SF2 73 KM SOUTH Fork Drainage Area 2 (US of ALEXAANDIA AVE) 74 BA 0.2927 75 LS 87.8 76 UD 0.635 77 KK +@ALEX 78 KM Total flow upstream of ALEXANDIA AVE 79 HC 2 80 KK -> 5 81 KM Reach 5 from ALEXANDIA AVE TO Hwy 6 82 RD 83 RC .08 .05 .08 4180 .0041 84 RX 60 230 231 290 295 300 330 460 85 RY 280 277.2 276 274.8 274.8 276 335 455 86 KK SF3 87 KM SOUTH Fork Drainage Area 3 (US of HWY 6) 88 BA 0.4175 89 LS 87.4 90 UD 1.329 91 KK +@HY65 92 KM TOTAL FLOW AT HWY 6 SOUTH FORK 93 HC 2 94 KK -> 6 95 KM Reach 6 from HWY 6 TO CONFLUENCE WITH NORTH FORK 96 RD 97 RC .08 .05 .08 2080 .00125 98 RX 1000 1155 1260 1290 1292 1310 1355 1440 99 RY 274 270 266 261 261 266 270 276 100 KK SF4 101 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH NORTH FORK 102 BA 0.2080 103 IS 91.9 104 UD * 1.045 1 HEC-1 INPUT PAGE 4 LINE ID ....... 1 ....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 105 KK +S@CON 106 KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK 107 HC 2 * Lick Creek North and South Branch Junction 108 KK +@CONE 109 KM Total flow AT CONFLUENCE FROM NORTH AND SOUTH FORKS 110 HC * 2 ill KK -> 7 112 KM Reach 7 TO BOTTOM OF DA LM-1 FEET 113 RD 114 RC .085 .065 .085 7700 .0019 115 RX 920 1390 1680 1685 1690 1710 1760 2000 116 RY 266.5 263.5 258.5 252 252 257.5 261 270.5 117 KK LM-1 118 KM DRAINAGE AREA LICK MAIN BRANCH 1 119 BA 0.9642 120 LS 83.1 121 UD 2.555 122 KK +LM1 123 KM Total flow AT LICK MAIN BRANCH 1 124 HC 2 125 KK -> 8 126 KM Reach 8 TO BOTTOM OF DA LM-2 7800 FEET 127 RD 128 RC .06 .055 .09 7800 .0019 129 RX 1750 1950 2040 2060 2065 2090 2130 2250 130 RY 249 242.5 242.5 238 238 243 243.5 249 131 KK LM-2 132 KM DRAINAGE AREA LICK MAIN BRANCH UPSTEAM OF CONFLUENCE WITH SPRING CREEK 133 BA 0.7490 134 IS 83.8 135 UD x 1.779 1 HEC-1 INPUT PAGE 5 LINEID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 136 KK +LM2 137 KM Total flow AT LICK MAIN BRANCH 2 UPSTREAM OF CONFLUENCE WITH SPRING CREEEK 138 HC x 2 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * Copy from LOMR 99-06-1336P * x Start of Spring Creek by LJA Engineering Feb 1999 x x xxxxxxxxxxxxxxxxxxxxxxx xx xxxxxxxxxxxxx+*+*+xxxxxxxxxxxxxxxxxx+xxxxxxxxxxxxx * Existing Conditions 139 KK A2B * Flow Point 1 140 BA 0.0785 141 LS 79 142 UD x 0.554 * Flow Point 2 143 KK A2A 144 BA 0.4248 145 LS 80.06 146 UD 1.198 147 KK scA2 148 HC 2 149 KK ->scAI 150 RD 151 RC .08 .06 .1 7269 0.00348 152 RX 1000 1085 1230 1480 1520 1710 1820 1905 153 RY 296 294 292 290 290 292 294 296 154 KK A2 155 BA 0.3389 156 IS 80.60 157 UD 1.232 158 KK scAla 159 HC 2 160 KK Al 161 BA 0.93 . 162 LS 81 163 UD 2.124 1 HEC-1 INPUT PAGE 6 LINEID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 164 KK scAl 165 11C 2 166 KK ->scA3 167 RD 168 RC .1 .06 .1 1588 0.00289 169 RX 1000 1009 1010 1011 1095 1101 1125 1126 170 RY 276 274 272 270 270 272 274 274 171 KK ->scB 172 RD 173 RC .1 .06 .1 1604 0.00331 174 RX 1420 1431 1432 1436 1465 1530 1545 1690 175 RY 274 272 270 266 266 270 272 272 176 KK A3 177 BA 0.3692 178 LS 79.80 179 UD 1.364 180 KK scB 181 HC 2 182 KK B1 183 BA 0.0451 184 LS 81.79 185 UD 0.387 186 KK B2 187 BA 0.1605 188 LS 81 189 UD 0.715 190 KK up-B 191 HC 2 192 KK ->scB 193 RD 194 RC .1 .06 .1 2559 0.00545 195 RX 1000 1120 1122 1127 1140 1210 1285 1300 196 RY * 282 278 276 270 270 276 278 280 * Flow Point 4 1 HEC-1 INPUT LINEID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 197 KK B 198 BA 0.0898 199 LS 79 200 UD 0.582 201 KK ds-b 202 HC 2 203 KK SCB 204 HC 2 205 KK ->scc 206 RD 207 RC .06 .04 .06 3158 0.00178 208 RX 1000 1150 1168 1185 1295 1338 1400 1470 209 RY 268 266 264 262 262 264 266 270 * * Flow Point 5 210 KK Cl 211 BA 0.1522 212 LS 81.26 213 UD 0.278 214 KK toscc 215 HC 2 216 KK C2 217 BA 0.2865 218 LS 82.66 PAGE 7 219 UD 0.844 220 KK scC 221 HC 2 222 KK ->LC 223 RD 224 RC .1 .06 .1 11702 0.00217 225 RX 1000 1070 1235 1308 1322 1350 1405 1520 226 RY * 264 260 254 246 246 252 254 254 1 HEC-1 INPUT PAGE 8 LINE ID ....... 1....... 2....... 3 ....... 4....... 5 ....... 6....... 7....... 8....... 9...... 10 227 KK D 228 BA 0.9844 229 LS 80.66 230 UD x 2.222 231 KK toLC 232 HC 2 ++x+++x++x++xxxxxx+xxxxxxxxxxxxxxxaxxxxxxxxxx*+++xx++x+x++++x+xxxxxxxxxx*+xx + * + Junction of Lick and Spring Creeks + x x xxx+++x++x+x++++xx+xx+xxxxxxxxxxxxx+xxxxxxxxxx++x++++++x++x++++xxxxx x xx xxxx* 233 KK +T@GP 234 KM TOTAL FLOW AT GREENS PRAIRE ROAD 235 HC x 2 236 KK -> 9 237 KM Reach 9 TO BOTTOM OF DA LM-3 8100 FEET 238 RD 239 RC .085 .07 .085 8100 .0019 240 RX 1230 1300 1600 1620 1660 1740 2000 2290 241 RY x 235 225 220 209 209 220 221 230 242 KK LM-3 243 KM DRAINAGE AREA LICK MAIN BRANCH AREA 3 244 BA 1.1478 245 IS 87.0 246 UD 1.097 * 247 KK +LM3 248 KM Total flow AT LICK MAIN BRANCH 3 249 HC 2 250 KK ->10 251 KM Reach 10 TO BOTTOM OF DA LM-4 5900 FEET 252 RD 253 RC .085 .07 .085 5900 .00139 254 RX 1080 1240 1600 1630 1635 1670 2150 2600 255 RY * 223.5 216.5 216.5 205.5 205.5 215 216 221.5 1 HEC-1 INPUT PAGE 9 LINE ID ....... 1....... 2 ....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 256 KK LM-4 257 KM DRAINAGE AREA LICK MAIN BRANCH AREA 4 258 BA 0.6198 259 LS 75.0 260 UD x 2.454 261 KK +LM4 262 KM Total flow AT LICK MAIN BRANCH 4 UPSTREAM OF ALUM CREEK 263 HC 2 x xxxxxxxxxxxxxxxx+xxx*x+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++xxxxxxxxxxxxxxxxxxxx*x * x START OF ALUM CREEK DRAINAGE BASIN x x xxxxxxx*+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xx+*xxxxxxxxxxxxxxxxxx+x 264 KK AL-1 265 KM DRAINAGE AREA ALUM CREEK AREA 1 266 BA 2.1493 267 LS 84.0 268 UP x 2.077 269 KK ->Al 270 KM Reach Al FROM HWY 6 TRIB AC-1 271 RD 272 RC .09 .065 .09 9300 .00172 273 RX 1000 1044 1655 1670 1700 1715 1840 2200 274 BY x 240 234 230 226 226 230 230 240 275 KK AL-2 276 KM DRAINAGE AREA ALUM CREEK AREA 2 277 BA 0.7863 278 LS 75.0 279 UD 2.339 280 KK AC1-1 281 KM DRAINAGE AREA ALUM CREEK trib 1 (AC-1) 282 BA 0.8551 283 LS 90.5 289 UD 1.562 285 KK 286 KM Total flow AT alum main and AC-1 287 HC x 3 1 HEC-1 INPUT PAGE 10 LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 288 KK ->A2 289 KM Reach A2 from AC-1/MAIN CONFLUENCE TO CONFLUENCE OF ALUM WITH LICK CREEKS 290 RD 291 RC .09 .065 .09 7500 .0028 292 RX 1000 1300 1810 1865 1870 1900 2000 2550 293 RY 230 218 218 212 212 218 221 226 299 KK AL-3 295 KM DRAINAGE AREA ALUM CREEK AREA 3 296 BA 0.6026 297 LS 75.0 298 UD 1.850 299 KK +ALUM 300 KM Total flow FROM ALUM CREEK 301 HC 2 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++xxxxxxxxxxxxxxxxxxxxxxxxx x * CONFLUENCE OF ALUM AND LICK CREEKS x x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx++++xxxxxxxxxxxxxxxxxx+xxxxxxxxxxxxxxx*xxxxxxx 302 KK +@CONA 303 KM Total flow DOWNSTREAM OF CONFLUENCE 304 HC 2 305 KK ->11 306 KM Reach 11 TO BOTTOM OF DA LM-5 7000 FEET 307 RD 308 RC .07 .06 .07 7000 .00138 309 RX 1100 1200 1900 1930 1970 1990 2800 3700 310 RY 212.5 208 208 195 195 207.5 207 213 311 KK LM-5 312 KM DRAINAGE AREA LICK MAIN BRANCH AREA 5 313 BA 1.5539 314 LS 75.0 315 UD 1.562 316 KK +LM5 317 KM Total flow AT LICK MAIN BRANCH 5 at city limits 318 HC 2 319 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 6 NF1 V V 19 -> 1 25 NF2 30 +@USC............ V V 33 -> 2 39 NF3 44 +@HWY6............ V V 47 -> 3 53 NF4 58 +N@CON............ 61 SF1 V V 66 -> 4 72 SF2 77 +@ALEX............ V V 80 -> 5 86 SF3 91 +@HY6S............ V V 94 -> 6 100 SF4 105 +S@CON............ 108 +@CONF............ V V 7 117 LM-1 122 +LMl............ V V 125 -> 8 131 LM-2 136 139 143 147 149 154 158 160 164 166 171 176 180 182 186 190 192 +LM2............ A2B A2A scA2............ V V ->scAl A2 scAl............ Al scAl............ V V ->scA3 V V ->scB A3 scB ............ B1 B2 uP-B............ V V ->scB 197 B 201 ds-b............ 203 scB............ V V 205 ->scc 210 C1 214 toscc............ 216 C2 220 scc............ V V 222 ->LC 227 D 231 toLC 233 +T@GP............ V V 236 -> 9 242 LM-3 247 +LM3............ V V 250 ->10 256 LM-9 261 +LM9............ 269 AL-1 V V 269 ->A1 275 AL-2 280 AC1-1 285 ........................ V V 288 ->A2 299 AL-3 299 +ALUM............ 302 +@COMA............ V V 305 ->11 311 LM-5 316 +LMS (***) RUNOFF ALSO COMPUTED AT THIS LOCATION l xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x x * FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 * VERSION 4.1 x x * RUN DATE 14JUN00 TIME 09:50:57 *xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx +xxxxxxxxxxxxxxxxxxaxx+xxxxxxxxxxxxxxx+ * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 x x +xxxxxxxxxxxxxxxxxxxxxx**xxxxxxxxxxxxxx Remodel of PIS for Lick Creek Draft Draft Origianal PIS created in NUDallas by COE in 1988 College Station, Texas May 2000 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 5 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT x++ +++ x++ ++x xxx xxx xxx xxx xxx xxx xx+ x++ +++ x++ +++ +++ +++ +x+ xxx xxx xxx +xx +x+ x++ ++x xxx xxx xxx x++ +++ xxx xxx xxx x xxxxxxxxxxxx+ + x 6 KK NF1 x xxxxxxxx+xxx+ 8 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 7 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 5.000 TIME INTERVAL IN HOURS 10 IN TIME DATA FOR INPUT TIME SERIES JXMIN 30 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA 16 BA SUBBASIN CHARACTERISTICS TAREA .29 SUBBASIN AREA PRECIPITATION DATA 9 PH STORM 11.00 BASIN TOTAL PRECIPITATION 11 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .03 .03 .03 .03 .03 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 17 LS SCS LOSS RATE STRTL .23 INITIAL ABSTRACTION CRVNBR 89.80 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 18 UD SCS DIMENSIONLESS UNITGRAPH .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .03 .03 .03 .03 .03 .03 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 TLAG .67 LAG xxx UNIT HYDROGRAPH 92 END -OF -PERIOD ORDINATES B. 26. 50. 83. 125. 163. 187. 198. 198. 189. 173. 155. 131. 104. 84. 69. 57. 48. 40. 33. 27. 23. 19. 15. 13. 10. 9. 7. 6. 5. 9. 3. 3. 2. 2. 2. 1. 1. 1. 1. xxx 0. 0. x++ xxx xxx xxx HYDROGRAPH AT STATION NF1 TOTAL RAINFALL = 11.00, TOTAL LOSS = 1.25, TOTAL EXCESS = 9.75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 29-HR 72-HR 29.92-HR + (CFS) (HR) (CFS) + 677. 12.75 233. 77. 74. 74. (INCHES) 7.359 9.727 9.727 9.727 (AC -FT) 115. 153. 153. 153. xxx xxx xxx xxx xxx CUMULATIVE xxx xxx xxx xxx AREA = xxx xxx .29 SQ MI xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxx xxxxxxxxxxxxxx x x 233 KK * +T@GP x x xxxxxxxxxxxxxx TOTAL FLOW AT GREENS PRAIRE ROAD 235 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx HYDROGRAPH AT STATION +T@GP SUM OF 2 HYDROGRAPHS x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x x x DA MON HENN ORD FLOW * DA MON HRMN ORD FLOW * DA MON HENN ORD FLOW * DA MON HRMN ORD FLOW 1 0000 1 0. * 1 0615 76 14. * 1 1230 151 1785. * 1 1845 226 2591. 1 0005 2 0. * 1 0620 77 15. * 1 1235 152 1938. * 1 1850 227 2521. 1 0010 3 0. * 1 0625 78 17. * 1 1240 153 2114. * 1 1855 228 2453. 1 0015 4 0. * 1 0630 79 19. * 1 1245 154 2314. * 1 1900 229 2388. 1 0020 5 0. * 1 0635 80 20. * 1 1250 155 2536. * 1 1905 230 2325. 1 0025 6 0. * 1 0640 81 23. * 1 1255 156 2778. * 1 1910 231 2264. 1 0030 7 0. * 1 0645 82 25. * 1 1300 157 3033. * 1 1915 232 2205. 1 0035 8 0. * 1 0650 83 28. * 1 1305 158 3294. * 1 1920 233 2148. 1 0040 9 0. * 1 0655 84 32. * 1 1310 159 3556. * 1 1925 234 2094. 1 0045 10 0. * 1 0700 85 36. * 1 1315 160 3816. * 1 1930 235 2041. 1 0050 11 0. * 1 0705 86 41. * 1 1320 161 4074. * 1 1935 236 1990. 1 0055 12 0. * 1 0710 87 46. * 1 1325 162 4328. * 1 1940 237 1941. 1 0100 13 0. * 1 0715 88 52. * 1 1330 163 4579. * 1 1945 238 1893. 1 0105 14 0. * 1 0720 89 60. * 1 1335 164 4829. * 1 1950 239 1848. 1 0110 15 0. * 1 0725 90 70. * 1 1340 165 5082. * 1 1955 240 1804. 1 0115 16 0. * 1 0730 91 79. * 1 1345 166 5342. * 1 2000 241 1762. 1 0120 17 0. * 1 0735 92 90. * 1 1350 167 5610. * 1 2005 242 1720. 1 0125 18 0. * 1 0740 93 100. * 1 1355 168 5892. * 1 2010 243 1681. 1 0130 19 0. * 1 0745 94 110. * 1 1400 169 6188. * 1 2015 244 1642. 1 0135 20 0. * 1 0750 95 120. * 1 1405 170 6494. * 1 2020 245 1604. 1 0140 21 0. * 1 0755 96 130. * 1 1410 171 6805. * 1 2025 246 1567. 1 0145 22 0. * 1 0800 97 140. * 1 1415 172 7115. * 1 2030 247 1531. 1 0150 23 0. * 1 0805 98 150. * 1 1420 173 7418. * 1 2035 248 1496. 1 0155 24 0. * 1 0810 99 160. * 1 1425 174 7708. * 1 2040 249 1461. 1 0200 25 0. * 1 0815 100 170. * 1 1430 175 7980. * 1 2045 250 1428. 1 0205 26 0. * 1 0820 101 181. * 1 1435 176 8229. * 1 2050 251 1396. 1 0210 27 0. * 1 0825 102 191. * 1 1440 177 8455. * 1 2055 252 1365. 1 0215 28 0. * 1 0830 103 201. * 1 1445 178 8652. * 1 2100 253 1334. 1 0220 29 0. * 1 0835 104 211. * 1 1450 179 8819. * 1 2105 254 1305. 1 0225 30 0. * 1 0840 105 222. * 1 1455 180 8953. * 1 2110 255 1277. 1 0230 31 0. * 1 0845 106 233. * 1 1500 181 9054. * 1 2115 256 1250. 1 0235 32 0. * 1 0850 107 244. * 1 1505 182 9120. * 1 2120 257 1224. 1 0240 33 0. * 1 0855 108 255. * 1 1510 183 9153. * 1 2125 258 1200. 1 0245 34 0. * 1 0900 109 267. * 1 1515 184 9152. * 1 2130 259 1176. 1 0250 35 0. * 1 0905 110 280. * 1 1520 185 9120. * 1 2135 260 1153. 1 0255 36 0. * 1 0910 111 293. * 1 1525 186 9057. * 1 2140 261 1131. 1 0300 37 0. * 1 0915 112 306. * 1 1530 187 8965. * 1 2145 262 1110. 1 0305 38 0. * 1 0920 113 320. * 1 1535 188 8846. * 1 2150 263 1090. 1 0310 39 0. * 1 0925 114 335. * 1 1540 189 8704. * 1 2155 264 1071. 1 0315 40 0. * 1 0930 115 350. * 1 1545 190 8539. * 1 2200 265 1053. 1 0320 41 0. * 1 0935 116 365. * 1 1550 191 8356. * 1 2205 266 1036. 1 0325 42 0. * 1 0940 117 381. * 1 1555 192 8157. * 1 2210 267 1019. 1 0330 43 0. * 1 0945 118 397. * 1 1600 193 7945. * 1 2215 268 1003. 1 0335 44 0. * 1 0950 119 413. * 1 1605 194 7724. * 1 2220 269 988. 1 0340 45 0. * 1 0955 120 430. * 1 1610 195 7495. * 1 2225 270 973. 1 0345 46 0. * 1 1000 121 448. * 1 1615 196 7261. * 1 2230 271 959. 1 0350 47 0. * 1 1005 122 466. * 1 1620 197 7024. * 1 2235 272 945. 1 0355 48 0. * 1 1010 123 484. * 1 1625 198 6784. * 1 2240 273 932. 1 0400 49 0. * 1 1015 124 502. * 1 1630 199 6542. * 1 2245 274 919. 1 0405 50 0. * 1 1020 125 522. * 1 1635 200 6297. * 1 2250 275 907. 1 0410 51 0. * 1 1025 126 542. * 1 1640 201 6052. * 1 2255 276 894. 1 0415 52 0. * 1 1030 127 565. * 1 1645 202 5812. * 1 2300 277 882. 1 0420 53 0. * 1 1035 128 588. * 1 1650 203 5580. * 1 2305 278 870. 1 0425 54 0. * 1 1040 129 612. * 1 1655 204 5356. * 1 2310 279 859. 1 0430 55 0. * 1 1045 130 638. * 1 1700 205 5144. * 1 2315 280 848. 1 0435 56 1. * 1 1050 131 665. * 1 1705 206 4943. * 1 2320 281 837. 1 0440 57 1. * 1 1055 132 693. * 1 1710 207 4755. * 1 2325 282 826. 1 0445 58 1. * 1 1100 133 722. * 1 1715 208 4578. * 1 2330 283 816. 1 0450 59 1. * 1 1105 134 752. * 1 1720 209 4411. * 1 2335 284 806. 1 0455 60 1. * 1 1110 135 782. * 1 1725 210 4254. * 1 2340 285 796. 1 0500 61 2. * 1 1115 136 814. * 1 1730 211 4106. * 1 2345 286 787. 1 0505 62 2. * 1 1120 137 846. * 1 1735 212 3965. * 1 2350 287 778. 1 0510 63 2. * 1 1125 138 880. * 1 1740 213 3832. * 1 2355 288 770. 1 0515 64 3. * 1 1130 139 915. * 1 1745 214 3707. * 2 0000 289 761. 1 0520 65 3. * 1 1135 140 953. * 1 1750 215 3587. * 2 0005 290 753. 1 0525 66 4. * 1 1140 141 994. * 1 1755 216 3475. * 2 0010 291 746. 1 0530 67 5. * 1 1145 142 1040. * 1 1800 217 3368. * 2 0015 292 738. 1 0535 68 5. * 1 1150 143 1091. * 1 1805 218 3267. * 2 0020 293 731. 1 0540 69 6. * 1 1155 144 1147. * 1 1810 219 3170. * 2 0025 294 724. 1 0545 70 7. * 1 1200 145 1209. * 1 1815 220 3077. * 2 0030 295 717. 1 0550 71 8. * 1 1205 146 1279. * 1 1820 221 2987. * 2 0035 296 710. 1 0555 72 9. * 1 1210 147 1355. * 1 1825 222 2902. * 2 0040 297 703. 1 0600 73 10. * 1 1215 148 1441. * 1 1830 223 2819. * 2 0045 298 697. 1 0605 74 11. * 1 1220 149 1540. * 1 1835 224 2740. * 2 0050 299 690. 1 0610 75 13. * x 1 1225 150 1653. * + 1 1840 225 2664. * x 2 0055 300 683. +x+++x+++x+xx+x+xxxxx+x++x+xxxxxxxxxxxxxxx+xx*xx+xx+++x++++++++++x+xxxxxxxxxx+xx++x++++++x+xxxxxxxxxx++++++++xxxxxxxxx*xx++++++++xx 261 KK ++x+xx+xx+xx++ x * + +LM4 x x +++++++++x++xx Total flow AT LICK MAIN BRANCH 4 UPSTREAM OF ALUM CREEK 263 HC HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE xx+xxxxxxxxxxxxxxxxxxxxxx+xxxxx++xxx+xx++++++++++++++x++x++x+++xxxxxxxxx+xx++++++++x++xx++x+xxxxxxxx++xx++x+++x+xxxx+x++++++++xx+xx HYDROGRAPH AT STATION +LM4 SUM OF 2 HYDROGRAPHS +x+xxxxxx*xx+xxxxxxxxxxxxxxx++x+x+++++x++x++++++++++++++xxx+xxx+xxxxx+x+++++++x++x+x+x++xxxxxxxxxxxxx++++++xx+xxxxxx+++++++++++x+xx + + DA MON HRMN ORD FLOW * x DA MON HRMN ORD FLOW * + DA MON HRMN ORD FLOW + * x DA MON HRMN ORD FLOW 1 0000 1 0. * 1 0615 76 2. * 1 1230 151 1177. * 1 1845 226 5445. 1 0005 2 0. * 1 0620 77 4. * 1 1235 152 1221. * 1 1850 227 5265. 1 0010 3 0. * 1 0625 78 5. * 1 1240 153 1272. * 1 1855 228 5092. 1 0015 4 0. * 1 0630 79 7. * 1 1245 154 1331. * 1 1900 229 4924. 1 0020 5 0. * 1 0635 80 10. * 1 1250 155 1399. * 1 1905 230 4764. 1 0025 6 0. * 1 0640 81 12. * 1 1255 156 1476. * 1 1910 231 4610. 1 0030 7 0. * 1 0645 82 15. * 1 1300 157 1564. * 1 1915 232 4463. 1 0035 8 0. * 1 0650 83 18. * 1 1305 158 1664. * 1 1920 233 4323. 1 0040 9 0. * 1 0655 84 21. * 1 1310 159 1776. * 1 1925 234 4189. 1 0045 10 0. * 1 0700 85 23. * 1 1315 160 1902. * 1 1930 235 4062. 1 0050 11 0. * 1 0705 86 26. * 1 1320 161 2045. * 1 1935 236 3940. 1 0055 12 0. * 1 0710 87 28. * 1 1325 162 2207. * 1 1940 237 3825. 1 0100 13 0. * 1 0715 88 31. * 1 1330 163 2390. * 1 1945 238 3716. 1 0105 14 0. * 1 0720 89 33. * 1 1335 164 2596. * 1 1950 239 3612. 1 0110 15 0. * 1 0725 90 36. * 1 1340 165 2820. * 1 1955 240 3513. 1 0115 16 0. * 1 0730 91 39. * 1 1345 166 3062. * 1 2000 241 3419. 1 0120 17 0. * 1 0735 92 41. * 1 1350 167 3314. * 1 2005 242 3330. 1 0125 18 0. * 1 0740 93 44. * 1 1355 168 3574. * 1 2010 243 3245. 1 0130 19 0. * 1 0745 94 46. * 1 1400 169 3836. * 1 2015 244 3164. 1 0135 20 0. * 1 0750 95 49. * 1 1405 170 4093. * 1 2020 245 3087. 1 0140 21 0. * 1 0755 96 52. * 1 1410 171 4343. * 1 2025 246 3013. 1 0145 22 0. * 1 0800 97 55. * 1 1415 172 4582. * 1 2030 247 2942. 1 0150 23 0. * 1 0805 98 58. * 1 1420 173 4808. * 1 2035 248 2874. 1 0155 24 0. * 1 0810 99 61. * 1 1425 174 5019. * 1 2040 249 2809. 1 0200 25 0. * 1 0815 100 64. * 1 1430 175 5216. * 1 2045 250 2746. 1 0205 26 0. * 1 0820 101 68. * 1 1435 176 5401. * 1 2050 251 2685. 1 0210 27 0. * 1 0825 102 72. * 1 1440 177 5576. * 1 2055 252 2627. 1 0215 28 0. * 1 0830 103 76. * 1 1445 178 5742. * 1 2100 253 2571. 1 0220 29 0. * 1 0835 104 80. * 1 1450 179 5904. * 1 2105 254 2516. 1 0225 30 0. * 1 0840 105 85. * 1 1455 180 6064. * 1 2110 255 2463. 1 0230 31 0. * 1 0845 106 90. * 1 1500 181 6224. * 1 2115 256 2412. 1 0235 32 0. * 1 0850 107 95. * 1 1505 182 6389. * 1 2120 257 2363. 1 0240 33 0. * 1 0855 108 101. * 1 1510 183 6559. * 1 2125 258 2315. 1 0245 34 0. * 1 0900 109 107. * 1 1515 184 6736. * 1 2130 259 2268. 1 0250 35 0. * 1 0905 110 113. * 1 1520 185 6920. * 1 2135 260 2222. 1 0255 36 0. * 1 0910 111 120. * 1 1525 186 7111. * 1 2140 261 2178. 1 0300 37 0. * 1 0915 112 127. * 1 1530 187 7307. * 1 2145 262 2135. 1 0305 38 0. * 1 0920 113 135. * 1 1535 188 7508. * 1 2150 263 2092. 1 0310 39 0. * 1 0925 114 144. * 1 1540 189 7709. * 1 2155 264 2051. 1 0315 40 0. * 1 0930 115 153. * 1 1545 190 7909. * 1 2200 265 2010. 1 0320 41 0. * 1 0935 116 165. * 1 1550 191 8103. * 1 2205 266 1970. 1 0325 42 0. * 1 0940 117 178. * 1 1555 192 8288. * 1 2210 267 1931. 1 0330 43 0. * 1 0945 118 193. * 1 1600 193 8461. * 1 2215 268 1892. 1 0335 44 0. * 1 0950 119 211. * 1 1605 194 8619. * 1 2220 269 1853. 1 0340 45 0. * 1 0955 120 230. * 1 1610 195 8760. * 1 2225 270 1815. 1 0345 46 0. * 1 1000 121 252. * 1 1615 196 8882. * 1 2230 271 1778. 1 0350 47 0. * 1 1005 122 276. * 1 1620 197 8982. * 1 2235 272 1741. 1 0355 48 0. * 1 1010 123 301. * 1 1625 198 9061. * 1 2240 273 1705. 1 0400 49 0. * 1 1015 124 328. * 1 1630 199 9117. * 1 2245 274 1670. 1 0405 50 0. * 1 1020 125 356. * 1 1635 200 9151. * 1 2250 275 1636. 1 0410 51 0. * 1 1025 126 384. * 1 1640 201 9161. * 1 2255 276 1603. 1 0415 52 0. * 1 1030 127 412. * 1 1645 202 9150. * 1 2300 277 1571. 1 0420 53 0. * 1 1035 128 441. * 1 1650 203 9118. * 1 2305 278 1540. 1 0425 54 0. * 1 1040 129 470. * 1 1655 204 9065. * 1 2310 279 1509. 1 0430 55 0. * 1 1045 130 500. * 1 1700 205 8994. * 1 2315 280 1480. 1 0435 56 0. * 1 1050 131 530. * 1 1705 206 8905. * 1 2320 281 1452. 1 0440 57 0. * 1 1055 132 560. * 1 1710 207 8800. * 1 2325 282 1424, 1 0445 58 0. * 1 1100 133 591. * 1 1715 208 8681. * 1 2330 283 1398. 1 0450 59 0. * 1 1105 134 623. * 1 1720 209 8548. * 1 2335 284 1372. 1 0455 60 0. * 1 1110 135 655. * 1 1725 210 8404. * 1 2340 285 1347. 1 0500 61 0. * 1 1115 136 688. * 1 1730 211 8249. * 1 2345 286 1323. 1 0505 62 0. * 1 1120 137 722. * 1 1735 212 8086. * 1 2350 287 1300. 1 0510 63 0. * 1 1125 138 756. * 1 1740 213 7915. * 1 2355 288 1277. 1 0515 64 0. * 1 1130 139 790. * 1 1745 214 7738. * 2 0000 289 1255. 1 0520 65 0. * 1 1135 140 823. * 1 1750 215 7556. * 2 0005 290 1233. 1 0525 66 0. * 1 1140 141 855. * 1 1755 216 7370. * 2 0010 291 1211. 1 0530 67 0. * 1 1145 142 885. * 1 1800 217 7180. * 2 0015 292 1189. 1 0535 68 1. * 1 1150 143 915. * 1 1805 218 6989. * 2 0020 293 1166. 1 0540 69 1. * 1 1155 144 945. * 1 1810 219 6795. * 2 0025 294 1141. 1 0545 70 1. * 1 1200 145 974. * 1 1815 220 6599. * 2 0030 295 1115. 1 0550 71 1. * 1 1205 146 1004. * 1 1820 221 6404. * 2 0035 296 1088. 1 0555 72 1. * 1 1210 147 1035. * 1 1825 222 6208. * 2 0040 297 1059. 1 0600 73 1. * 1 1215 148 1067. * 1 1830 223 6013. * 2 0045 298 1032. 1 0605 74 1. * 1 1220 149 1101. * 1 1835 224 5820. * 2 0050 299 1006. 1 0610 75 2. * 1 1225 150 1138. * 1 1840 225 5630. * 2 0055 300 982. xx********************a**a*****a************************xxxxxx**x***********x*xx*************xxxx***********xxxx**********xx******* PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR + (CFS) (HR) (CFS) + 9161. 16.67 6632. 2268. 2184. 2184. (INCHES) 6.129 8.383 8.383 8.383 (AC -FT) 3289. 4498. 4498. 4498. CUMULATIVE AREA = 10.06 SQ MI *** *** *** *** *** *** *** *** x** x*x *** *** *** *** *** *** *** **x *** *** *** *** *** *** *** *** *** *** *** *** x*x *** *** PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR + (CFS) (MR) (CFS) + 9153. 15.17 5806. 1919. 1849. 1849. (INCHES) 6.508 8.606 8.606 8.606 (AC -FT) 2879. 3807. 3807. 3807. CUMULATIVE AREA = 8.29 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA 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 HYDROGRAPH AT + NFS 677. 12.75 233. 77. 74. .29 ROUTED TO + -> 1 674. 12.83 233. 77. 74. .29 HYDROGRAPH AT + NF2 585. 13.25 257. 85. 81. .33 2 COMBINED AT + +@USC 1201. 13.00 489. 161. 155. .63 ROUTED TO + -> 2 1190, 13.25 489. 161. 155. .63 HYDROGRAPH AT + NF3 820. 13.00 320. 108. 104. .39 2 COMBINED AT + +@HWY6 1980. 13.08 808. 269. 259. 1.02 ROUTED TO + -> 3 1936. 13.58 808. 267. 258. 1.02 HYDROGRAPH AT + NF4 398. 13.25 175. 59. 56. .22 2 COMBINED AT + +N@CON 2301. 13.58 981. 326. 314. 1.24 HYDROGRAPH AT + SF1 990. 13.25 434. 143. 137. .56 ROUTED TO + -> 4 967. 13.58 433. 141. 136, .56 HYDROGRAPH AT + SF2 678. 12.75 228. 75. 72. .29 2 COMBINED AT + +@ALEX 1352. 13.17 656. 216. 208. .85 ROUTED TO + -> 5 1351. 13.33 656. 216. 208. .85 HYDROGRAPH AT + SF3 678. 13.42 319. 105. 101. .42 2 COMBINED AT + +@HY6S 2025. 13.33 975. 321. 309. 1.27 ROUTED TO + -> 6 1952. 13.58 971. 318. 307. 1.27 HYDROGRAPH AT + SF4 399. 13.17 166. 56. 54. .21 2 COMBINED AT + +S@CON 2297. 13.50 1136. 374. 360. 1.48 2 COMBINED AT + +@CONF 4589. 13.58 2116. 700. 674. 2.72 ROUTED TO + -> 7 3924. 14.75 2087. 685. 660. 2.72 HYDROGRAPH AT + LM-1 982. 14.67 658. 223. 215. .96 2 COMBINED AT + +LM1 4905. 14.75 2745. 909. 875. 3.68 ROUTED TO + -> 8 4754. 15.42 2731. 894. 861. 3.68 HYDROGRAPH AT + LM-2 978. 13.92 542. 178. 171. .75 2 COMBINED AT + +LM2 5324. 15.33 3209. 1072. 1032. 4.43 HYDROGRAPH AT + A2B 174. 12.75 55. 18. 17. .08 HYDROGRAPH AT + A2A 677. 13.33 300. 96. 93. .42 2 COMBINED AT + scA2 784. 13.17 355. 114. 110. .50 ROUTED TO + ->scAl 766. 14.17 354. 110. 106. .50 HYDROGRAPH AT + A2 535. 13.33 241. 77. 74. .34 2 COMBINED AT + scAl 1152. 14.00 584. 187. 180. .84 HYDROGRAPH AT + Al 1045. 14.25 638. 210. 202. .93 2 COMBINED AT + scAl 2185. 14.09 1221. 397. 382. 1.77 ROUTED TO + ->scA3 2180. 14.17 1221. 396. 381. 1.77 ROUTED TO + ->scB 2169. 14.33 1220. 394. 380. 1.77 HYDROGRAPH AT + A3 543. 13.50 259. 83. 80. .37 2 COMBINED AT + scB 2573. 14.17 1472. 477. 460. 2.14 HYDROGRAPH AT + B1 112. 12.58 33. 11. 10. .05 HYDROGRAPH AT + B2 334. 12.83 116. 37. 36. .16 2 COMBINED AT + up-B 433. 12.75 149. 48. 46. .21 ROUTED TO + ->scB 430. 12.92 149. 47. 46. .21 HYDROGRAPH AT + B 196. 12.75 63. 20. 19. .09 2 COMBINED AT + ds-b 617. 12.83 212. 68. 65. .30 2 COMBINED AT + scB 2764. 14.17 1671. 545. 525. 2.44 ROUTED TO + ->scc 2750. 14.33 1669. 541. 521. 2.44 HYDROGRAPH AT + Cl 393. 12.50 Ill. 35. 34. .15 2 COMBINED AT + toscC 2801. 14.33 1754. 577. 555. 2.59 HYDROGRAPH AT + C2 565. 12.92 211. 68. 65. .29 2 COMBINED AT + scC 3000. 14.25 1957. 644. 621. 2.88 ROUTED TO + ->LC 2922. 15.17 1940. 627. 604. 2.88 HYDROGRAPH AT + D 1068. 14.33 668. 221. 213. .98 2 COMBINED AT + toLC 3883. 14.92 2600. 847. 816. 3.86 2 COMBINED AT + +T@GP 9153. 15.17 5806. 1919. 1849. 8.29 ROUTED TO + -> 9 8791. 16.00 5760. 1879. 1810. 8.29 HYDROGRAPH AT + LM-3 2072. 13.17 880. 288. 277. 1.15 2 COMBINED AT + +LM3 9178. 16.00 6400. 2167. 2087. 9.44 ROUTED TO + ->10 8827. 16.67 6296. 2142. 2063. 9.44 HYDROGRAPH AT + LM-4 578. 14.67 381. 126. 121. .62 2 COMBINED AT + +LM4 9161. 16.67 6632. 2268. 2184. 10.06 HYDROGRAPH AT + AL-1 2543. 14.17 1534. 509, 490. 2.15 ROUTED TO + ->Al 2324. 15.92 1508. 492. 474. 2.15 HYDROGRAPH AT + AL-2 757. 14.50 487. 160. 154. .79 HYDROGRAPH AT + AC1-1 1291. 13.67 666. 223. 215. .86 3 COMBINED AT + 3395. 15.50 2536. 876. 843. 3.79 ROUTED TO + ->A2 3346. 16.50 2518. 860. 829. 3.79 HYDROGRAPH AT + AL-3 680. 14.00 386. 124. 119. .60 2 COMBINED AT + +ALUM 3617. 16.33 2816. 984. 948. 4.39 2 COMBINED AT + +@COMA 12741. 16.58 9441. 3252. 3132. 14.45 ROUTED TO + ->II 12339. 17.50 9299. 3206. 3088. 14.45 HYDROGRAPH AT + LM-5 1957. 13.67 1010. 321. 310. 1.55 2 COMBINED AT + +LM5 12730. 17.42 9702. 3528. 3398. 16.01 1 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) (CPS) (MIN) (IN) (MIN) (CPS) (MIN) (IN) -> 1 MANE 4.79 675.27 771.63 9.71 5.00 673.71 770.00 9.71 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1525E+03 EXCESS= .0000E+00 OUTFLOW= .1523E+03 BASIN STORAGE- .2363E+00 PERCENT ERROR= .0 -> 2 MANE 5.00 1189.64 795.00 9.51 5.00 1189.64 795.00 9.51 CONTINUITY SUMMARY (AC -FT) - INFLOW= .3201E+03 EXCESS= .0000E+00 OUTFLOW= .3190E+03 BASIN STORAGE= .9682E+00 PERCENT ERROR= ,0 -> 3 MANE 5.00 1935.92 815.00 9.74 5.00 1935.92 815.00 9.74 CONTINUITY SUMMARY (AC -FT) - INFLOW= .5335E+03 EXCESS= .0000E+00 OUTFLOW= .5307E+03 BASIN STORAGE= .3806E+01 PERCENT ERROR= -.2 -> 4 MANE 5.00 966.66 815.00 9.38 5.00 966.66 815.00 9.38 CONTINUITY SUMMARY (AC -FT) - INFLOW= .2831E+03 EXCESS= ,0000E+00 OUTFLOW= .2807E+03 BASIN STORAGE= .2327E+01 PERCENT ERROR= .0 -> 5 MANE 5.00 1350.72 800.00 9.40 5.00 1350.72 800.00 9.40 CONTINUITY SUMMARY (AC -FT) - INFLOW= .4286E+03 EXCESS= .0000E+00 OUTFLOW= .4282E+03 BASIN STORAGE= .8595E+00 PERCENT ERROR= -.1 -> 6 MANE 5.00 1952.33 815.00 9.31 5.00 1952.33 815.00 9.31 CONTINUITY SUMMARY (AC -FT) - INFLOW= .6364E+03 EXCESS= .0000E+00 OUTFLOW- .6315E+03 BASIN STORAGE= .2619E+01 PERCENT ERROR= .4 -> 7 MANE 5.00 3923.79 885.00 9.37 5.00 3923.79 885.00 9.37 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1389E+04 EXCESS= .0000E+00 OUTFLOW= .1360E+04 BASIN STORAGE= .1681E+02 PERCENT ERROR= .8 -> 8 MANE 5.00 4753.77 925.00 9.02 5.00 4753.77 925.00 9.02 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1803E+04 EXCESS= .0000E+00 OUTFLOW= .1774E+04 BASIN STORAGE= .2672E+02 PERCENT ERROR= .1 ->scAl MANE 5.00 765.98 850.00 8.10 5.00 765.98 850.00 8.10 CONTINUITY SUMMARY (AC -FT) - INFLOW= .2256E+03 EXCESS= .0000E+00 OUTFLOW= .2175E+03 BASIN STORAGE= .8279E+01 PERCENT ERROR- -.1 ->SCA3 MANE 5.00 2180.11 850.00 8.30 5.00 2180.11 850.00 8.30 CONTINUITY SUMMARY (AC -FT) - INFLOW= .7879E+03 EXCESS= .0000E+00 OUTFLOW- .7851E+03 BASIN STORAGE= .3398E+01 PERCENT ERROR- -.1 ->scB MANE 5.00 2169.15 860.00 8.27 5.00 2169.15 860.00 8.27 CONTINUITY SUMMARY (AC -FT) - INFLOW= .7851E+03 EXCESS- .0000E+00 OUTFLOW= .7823E+03 BASIN STORAGE= .2892E+01 PERCENT ERROR= .0 ->scB MANE 5.00 430.33 775.00 8.59 5.00 430.33 775.00 8.59 CONTINUITY SUMMARY (AC -FT) - INFLOW= .9452E+02 EXCESS= .0000E+00 OUTFLOW- .9420E+02 BASIN STORAGE= .4317E+00 PERCENT ERROR= -.1 ->scC MANE 5.00 2750.24 860.00 8.26 5.00 2750.24 860.00 8.26 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1081E+04 EXCESS= .0000E+00 OUTFLOW= .1074E+04 BASIN STORAGE= .8866E+01 PERCENT ERROR= -.2 ->LC MANE 5.00 2922.27 910.00 8.10 5.00 2922.27 910.00 8.10 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1279E+04 EXCESS= .0000E+00 OUTFLOW= .1244E+04 BASIN STORAGE= .3249E+02 PERCENT ERROR= .2 -> 9 MANE 5.00 8791.24 960.00 8.43 5.00 8791.24 960.00 8.43 CONTINUITY SUMMARY (AC -FT) - INFLOW= .3809E+04 EXCESS= .0000E+00 OUTFLOW- .3730E+04 BASIN STORAGE= .6018E+02 PERCENT ERROR= .5 ->10 MANE 5.00 8826.71 1000.00 8.44 5.00 8826.71 1000.00 8.44 CONTINUITY SUMMARY (AC -FT) - INFLOW= .4301E+04 EXCESS= .0000E+00 OUTFLOW= .4252E+04 BASIN STORAGE- .5762E+02 PERCENT ERROR= -.2 ->Al MANE 5.00 2323.74 955.00 8.52 5.00 2323.74 955.00 8.52 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1009E+04 EXCESS= .0000E+00 OUTFLOW= .9772E+03 BASIN STORAGE= .2291E+02 PERCENT ERROR- .9 ->A2 MANE 5.00 3345.94 990.00 8.44 5.00 3345.94 990.00 8.44 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1738E+04 EXCESS- .0000E+00 OUTFLOW= .1707E+04 BASIN STORAGE= .2541E+02 PERCENT ERROR= .3 ->11 MANE 5.00 12339.07 1050.00 8.25 5.00 12339.07 1050.00 8.25 CONTINUITY SUMMARY (AC -FT) - INFLOW= .6455E+04 EXCESS= .0000E+00 OUTFLOW= .6365E+04 BASIN STORAGE= .7509E+02 PERCENT ERROR= .2 *** NORMAL END OF HEC-1 *** ALUM CREEK/LICK CREEK CONFLUENCE CROSS SECTION STUDY lxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x x * FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 * VERSION 4.1 * x * RUN DATE 19NOV09 TIME 11:21:14 x * xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X X X X X X X X X XXXXXXX XXXXX XXX *xxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxxx x x * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 x xxxxxxxxxxxxxxxxxxxxxxxxxx x*xxxxxxxxxx THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW THE DEFINITIONS OF VARIABLES-RTIMP- 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: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 1 ID Remodel of PIS for Lick Creek Draft Draft 2 ID Origianal FIS created in NUDallas by COE in 1988 3 ID College Station, Texas May 2000 *DIAGRAM 9 IT 5 300 5 TO 5 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x x * Start of North Branch of Lick Creek x x + xxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxx*xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx x PAGE I 6 KK NF1 7 KM North Fork Drainage Area 1 (US of Victoria Ave) 8 KO 3 0 7 21 1 300 5 * 100-YEAR TYPE III SCS DISTRUBUTION 9 PH 11.0 10 IN 30 11 PC 0 0.005 0.010 0.015 0.020 0.026 0.032 0.037 0.043 0.050 12 PC 0.057 0.065 0.072 0.081 0.089 0.102 0.115 0.130 0.148 0.167 13 PC 0.189 0.216 0.250 0.298 0.500 0.702 0.750 0.784 0.811 0.833 14 PC 0.853 0.870 0.885 0.898 0.911 0.919 0.928 0.935 0.943 0.950 15 PC x 0.957 0.963 0.968 0.974 0.980 0.985 0.990 0.995 1 16 BA 0.2941 17 LS 89.8 18 UD x 0.672 19 KK -> 1 20 KM Reach 1 from Victoria Ave to US City Utility SC property 21 RD 22 RC .06 .03 .06 3000 .008 23 RX 1000 1240 1270 1272 1280 1290 1540 1650 24 BY x x 304 302 300 288 288 300 302 304 25 KK NF2 26 KM North Fork Drainage Area 2 (US of City USC property) 27 BA 0.3343 28 LS 87.7 29 UD 1.174 30 KK +@USC 31 KM Total flow upstream of USC property 32 HC x 2 1 HEC-1 INPUT PAGE 2 LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 33 KK -> 2 34 KM Reach 2 from US of City USC property to Hwy 6 35 RD 36 RC .07 .05 .07 2600 .0047 37 RX 1015 1040 1060 1070 1075 1080 1110 1350 38 BY x 286 282 280 277 277 280 282 286 39 KK NF3 40 KM North Fork Drainage Area 3 (US of HWY 6) 41 BA 0.3931 42 LS 94.0 43 UD 0.908 44 KK +@HwY6 45 KM TOTAL FLOW AT HWY 6 46 HC * 2 47 KK -> 3 48 KM Reach 3 from HWY 6 TO CONFLUENCE WITH SOUTH FORK 49 RD 50 RC .07 .065 .075 4200 .0033 51 RX 1200 1300 1365 1369 1370 1375 1800 1900 52 BY x 279.6 274.3 272.8 268.4 268.4 274 275.2 280 53 KK NF4 54 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH SOUTH FORK 55 BA 0.2195 56 LS 91.9 57 UD 1.163 58 KK +N@CON 59 KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK 60 HC 2 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*+xx*+xxxxx+xxxxxxxxx x * x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xx*+*x**xxxxxx x Start of South Branch of Lick Creek 61 x KK SF1 62 KM SOUTH Fork Drainage Area 1 (US of WESTFEILD DETENTION) 63 BA 0.5610 64 LS 88.1 65 UD * 1.163 1 HEC-1 INPUT PAGE 3 LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 66 KK -> 4 67 KM Reach 4 from WESTFEELD DETENTION POND TO ALEXANDRIA DETENTION POND (ALEX AVE) 68 RD 69 RC .08 .05 .08 3140 .0021 70 RX 900 930 955 1000 1003 1010 1110 1145 71 RY 290 286 285.6 283 283 284 288 290 72 KK SF2 73 KM SOUTH Fork Drainage Area 2 (US of ALEXIANDIA AVE) 74 BA 0.2927 75 LS 87.8 76 UD 0.635 77 KK +@ALEX 78 KM Total flow upstream of ALEXANDIA AVE 79 HC 2 80 KK -> 5 81 KM Reach 5 from ALEXANDIA AVE TO Hwy 6 82 RD 83 RC .08 .05 .08 4180 .0041 84 RX 60 230 231 290 295 300 330 460 85 RY 280 277.2 276 274.8 274.8 276 335 455 86 KK SF3 87 KM SOUTH Fork Drainage Area 3 (US of HWY 6) 88 BA 0.4175 89 IS 87.4 90 UD 1.329 91 KK +@HY6S 92 KM TOTAL FLOW AT HWY 6 SOUTH FORK 93 HC 2 94 KK -> 6 95 KM Reach 6 from HWY 6 TO CONFLUENCE WITH NORTH FORK 96 RD 97 RC .08 .05 .08 2080 .00125 98 RX 1000 1155 1260 1290 1292 1310 1355 1440 99 RY 274 270 266 261 261 266 270 276 100 KK SF4 101 KM North FORK DRAINAGE AREA 4 BETWEEN HWY 6 AND CONFLUENCE WITH NORTH FORK 102 BA 0.2080 103 LS 91.9 104 UD * 1.045 1 HEC-1 INPUT PAGE 4 LINE ID ....... 1 ....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 105 KK +S@CON 106 KM Total flow FROM NORTH FORK AT CONFLUENCE WITH SOUTH FORK 107 HC 2 x xxxxxxxxxxa*x+xxxx<x+xxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxx**+xxxxxxx * x Lick Creek North and South Branch Junction x x xxxxxxxxxxxxxxxxxxx*xxxxxx+xx*xxxxxxxxxxxxxxxxxxxxx++++xxxxxxxxxxxxxxx+xxxx 108 KK +@CONF 109 KM Total flow AT CONFLUENCE FROM NORTH AND SOUTH FORKS 110 HC x x 2 III KK > 7 112 KM Reach 7 TO BOTTOM OF DA LM-1 FEET 113 RD 114 RC .085 .065 .085 7700 .0019 115 RX 920 1390 1680 1685 1690 1710 1760 2000 116 RY x 266.5 263.5 258.5 252 252 257.5 261 270.5 117 KK LM-1 118 KM DRAINAGE AREA LICK MAIN BRANCH 1 119 BA 0.9642 120 LS 83.1 121 UD x 2.555 122 KK +LM1 123 KM Total flow AT LICK MAIN BRANCH 1 124 HC 2 125 KK > 8 126 KM Reach 8 TO BOTTOM OF DA LM-2 7800 FEET 127 RD 128 RC .06 .055 .09 7800 .0019 129 RX 1750 1950 2040 2060 2065 2090 2130 2250 130 BY 249 242.5 242.5 238 238 243 243.5 249 131 KK LM-2 132 KM DRAINAGE AREA LICK MAIN BRANCH UPSTEAM OF CONFLUENCE WITH SPRING CREEK 133 BA 0.7490 134 LS 83.8 135 UD * 1.779 1 HEC-1 INPUT PAGE 5 LINE ID ....... 1....... 2... ....3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 136 KK +LM2 137 KM Total flow AT LICK MAIN BRANCH 2 UPSTREAM OF CONFLUENCE WITH SPRING CREEEK 138 HC x 2 x xxx***xxxxxxxxxxxxxxx**xxxxxxxxxxxxx***xxxxxxx*.*xxxxxxxx**xxxxxxx****xxxx+ * Copy from LOMR 99-06-1336P x * * Start of Spring Creek by LJA Engineering Feb 1999 x ******xxxxxxxxx*xx****x**xxxxxxxxx****x*xxxxx***x*xxxxx*xx*xxxxxxx**x*xxxx* * * Existing Conditions 139 KK A2B * Flow Point 1 140 BA 0.0785 141 LS 79 142 UD 0.554 * Flow Point 2 143 KK A2A 144 BA 0.4248 145 LS 80.06 146 UD 1.198 147 KK scA2 148 HC 2 149 KK ->scAl 150 RD 151 RC .08 .06 .1 7269 0.00348 152 RX 1000 1085 1230 1480 1520 1710 1820 1905 153 BY 296 294 292 290 290 292 294 296 154 KK A2 155 BA 0.3389 156 LS 80.60 157 UD 1.232 158 KK scAla 159 HC 2 160 KK Al 161 BA 0.93 162 LS 81 163 UD 2.124 1 HEC-1 INPUT LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 164 KK scAl 165 HC 2 166 KK ->scA3 167 RD 168 RC .1 .06 .1 1588 0.00289 169 RX 1000 1009 1010 1011 1095 1101 1125 1126 170 RY 276 274 272 270 270 272 274 274 171 KK ->scB 172 RD 173 RC .1 .06 .1 1604 0.00331 174 RX 1420 1431 1432 1436 1465 1530 1545 1690 175 RY 274 272 270 266 266 270 272 272 176 KK A3 177 BA 0.3692 178 LS 79.80 179 UD 1.364 180 KK scB 181 HC 2 182 KK B1 183 BA 0.0451 184 LS 81.79 185 UD 0.387 186 KK B2 187 BA 0.1605 188 LS 81 189 UD 0.715 PAGE 6 190 KK up-B 191 HC 2 192 KK ->scB 193 RD 194 RC .1 .06 .1 2559 0.00545 195 RX 1000 1120 1122 1127 1140 1210 1285 1300 196 RY 282 278 276 270 270 276 278 280 * * Flow Point 4 1 HEC-1 INPUT LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 197 KK B 198 BA 0.0898 199 LS 79 200 UD 0.582 201 KK ds-b 202 HC 2 203 KK scB 204 HC 2 205 KK ->scc 206 RD 207 RC .06 .04 .06 3158 0.00178 20B RX 1000 1150 116R 1185 1295 1338 1400 1470 209 RY 268 266 264 262 262 264 266 270 * Flow Point 5 210 KK C1 211 BA 0.1522 212 LS 81.26 213 UD 0.278 214 KK toscc 215 HC 2 216 KK C2 217 BA 0.2865 218 LS 82.66 PAGE 7 219 UD 0.844 220 KK scC 221 HC 2 222 KK ->LC 223 RD 224 RC .1 .06 .1 11702 0.00217 225 RX 1000 1070 1235 1308 1322 1350 1405 1520 226 RY x 264 260 254 246 246 252 254 254 1 HEC-1 INPUT PAGE 8 LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 227 KK D 228 BA 0.9844 229 LS 80.66 230 UD 2.222 231 KK toLC 232 HC 2 +++xxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+x+++++++++++++++xxxxxxxxxx+ * x Junction of Lick and Spring Creeks x x xxx'x xxxxxxxxxxxxxxxxxxxxxx++xx+x++xx++x+xxxxxxxxxxxx+++++++++++++x++xxxxxxx 233 KK THAN 234 KM DRAINAGE AREA TRANSCENTER 235 BA 0.020 236 IS 81.5 237 UD 2.99 238 KK +TRC 239 KM Total flow AT LICK MAIN BRANCH 1 240 HC 2 241 KK +T@GP 242 KM TOTAL FLOW AT GREENS PRAIRE ROAD 243 HC 2 244 KK -> 9 245 KM Reach 9 TO BOTTOM OF DA LM-3 8100 FEET 246 RD 247 RC .085 .07 .085 8100 .0019 248 RX 1230 1300 1600 1620 1660 1740 2000 2290 249 BY x 235 225 220 209 209 220 221 230 250 KK LM-3 251 KM DRAINAGE AREA LICK MAIN BRANCH AREA 3 252 BA 1.1478 253 LS 87.0 254 UD * 1.097 1 HEC-1 INPUT LINE ID ....... 1....... 2 ....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 255 KK +LM3 256 KM Total flow AT LICK MAIN BRANCH 3 257 HC 2 258 KK ->10 259 KM Reach 10 TO BOTTOM OF DA LM-4 5900 FEET 260 RD 261 RC .085 .07 .085 5900 .00139 262 RX 1080 1240 1600 1630 1635 1670 2150 2600 263 RY 223.5 216.5 216.5 205.5 205.5 215 216 221.5 264 KK LM-4 265 KM DRAINAGE AREA LICK MAIN BRANCH AREA 4 266 BA 0.6198 267 LS 75.0 268 UD 2.454 269 KK +LM4 270 KM Total flow AT LICK MAIN BRANCH 4 UPSTREAM OF ALUM CREEK 271 HC 2 +.+**+*+xxxxxxxxxxxxxxxxxxxxxx*+xx*x*+xxxxxxxxxxxxxxxxxxxxxx*xx+x++*xxxxxxxxxxx x * * START OF ALUM CREEK DRAINAGE BASIN * x + xxxxxxxxxxxxxxxxxxxx*xx*+x+*xxxxxxxxxxxxxxxxxxxxxxxxxxxx+xx++*xxxxxxxxxxxxxx** 272 KK AL-1 273 KM DRAINAGE AREA ALUM CREEK AREA 1 PAGE 9 274 BA 2.1493 275 LS 84.0 276 UD 2.077 277 KK ->At 278 KM Reach Al FROM HWY 6 TRIP AC-1 279 RD 280 RC .09 .065 .09 9300 .00172 281 RX 1000 1044 1655 1670 1700 1715 1840 2200 282 BY 240 234 230 226 226 230 230 240 283 KK AL-2 284 KM DRAINAGE AREA ALUM CREEK AREA 2 285 BA 0.7863 286 LS 75.0 287 UD * 2.339 1 HEC-1 INPUT PAGE 10 LINE ID ....... 1....... 2 ....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 288 KK AC1-1 289 KM DRAINAGE AREA ALUM CREEK trib 1 (AC-1) 290 BA 0.8551 291 LS 90.5 292 UD 1.562 293 KK 294 KM Total flow AT alum main and AC-1 295 HC 3 296 KK ->A2 297 KM Reach A2 from AC-1/MAIN CONFLUENCE TO CONFLUENCE OF ALUM WITH LICK CREEKS 298 RD 299 RC .09 .065 .09 7500 .0028 300 RX 1000 1300 1810 1865 1870 1900 2000 2550 301 BY 230 218 218 212 212 218 221 226 302 KK AL-3 303 KM DRAINAGE AREA ALUM CREEK AREA 3 304 BA 0.6026 305 LS 75.0 306 UD 1.850 307 KK +ALUM 308 KM Total flow FROM ALUM CREEK 309 HC 2 x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx+x+xxxxxxxxxx+x++xxxxxxxxxxxxxxx+xxxxxxxxx * x CONFLUENCE OF ALUM AND LICK CREEKS +++xxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx*xxxxxxxxxxxxxxx*xx*xxxxxxxxxxxxxxxxxxxx x * 310 KK +@CONA 311 KM Total flow DOWNSTREAM OF CONFLUENCE 312 HC 2 313 KK ->11 314 KM Reach 11 TO BOTTOM OF DA LM-5 7000 FEET 315 RD 316 RC .07 .06 .07 7000 .00138 317 RX 1100 1200 1900 1930 1970 1990 2800 3700 318 BY x 212.5 208 208 195 195 207.5 207 213 1 HEC-1 INPUT LINE ID ....... 1....... 2....... 3 ....... 4....... 5....... 6....... 7....... 8....... 9...... 10 319 KK LM-5 320 KM DRAINAGE AREA LICK MAIN BRANCH AREA 5 321 BA 1.5539 322 LS 75.0 323 DO x 1.562 324 KK +LM5 325 KM Total flow AT LICK MAIN BRANCH 5 at city limits 326 HC 2 327 Z2 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 6 NF1 V V 19 -> 1 25 NF2 PAGE 11 30 33 39 44 47 53 58 61 66 72 77 80 86 91 94 100 105 +@USC............ V V -> 2 NF3 +@HWY6............ V V -> 3 +N@CON NF4 SF1 V V -> 4 SF2 +@ALEX............ V V -> 5 SF3 +@HY6S............ V V -> 6 SF4 +S@CON............ 108 +@CONF............ V V 1 -> 7 117 LM-1 122 +LM1............ V V 125 -> 8 131 LM-2 136 +LM2............ 139 A2B 143 A2A 147 scA2............ V V 149 ->scAl 154 A2 158 scAl............ 160 Al 164 scAl............ V V 166 ->scA3 V V 171 ->scB 176 A3 180 scB ............ 182 B1 186 B2 190 up-B............ V V 192 ->scB 197 B 201 ds-b............ 203 scB............ V V 205 ->scc 210 C1 214 toscc............ 216 C2 220 scC............ V V 222 ->LC 227 D 231 toLC............ 233 TRAN 238 241 244 250 255 258 264 269 272 277 283 288 293 296 302 307 310 +TRC............ +T@GP............ V V -> 9 LM-3 +LM3............ V V ->10 +LM4 LM-4 AL-1 V V ->A1 AL-2 AC1-1 ........................ V V ->A2 AL-3 +ALUM............ +@COMA............ V V 313 ->11 319 LM-5 324 +LM5 (***) RUNOFF ALSO COMPUTED AT THIS LOCATION lx xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xx xxxxx x x * FLOOD HYDROGRAPH PACKAGE (HEC-1) JUN 1998 * VERSION 4.1 x x * RUN DATE 19NOV09 TIME 11:21:14 x x x+*xxxxxxxxxx+xxxxxxxxxxxxxxxxxxxxxxxxxxx Remodel of FIS for Lick Creek Draft Draft Origianal PIS created in NUDallas by COE in 1988 College Station, Texas May 2000 5 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMTN 5 MTNUTFS TN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 300 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0055 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .08 HOURS TOTAL TIME BASE 24.92 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES +xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx * x * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 x x x xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx TEMPERATURE DEGREES FAHRENHEIT xxx xxx xxx xxx xx* xxx xxx +«+ xxx xxx xxx xxx *xx xxx xxx xxx xx+ xxx xxx xxx +xx xxx xxx xxx xxx xxx xxx xxx xx+ xxx xxx xxx xxx 6 KK xxxxxxxxxxxxxx NF1 +xxxxxxxxxxxxx B KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 7 PUNCH COMPUTED HYDROGRAPH IOUT 21 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 300 LAST ORDINATE PUNCHED OR SAVED TIMINT 5.000 TIME INTERVAL IN HOURS 10 IN TIME DATA FOR INPUT TIME SERIES JXMIN 30 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE JXTIME 0 STARTING TIME SUBBASIN RUNOFF DATA 16 BA SUBBASIN CHARACTERISTICS TAREA .29 SUBBASIN AREA PRECIPITATION DATA 9 PH STORM 11.00 BASIN TOTAL PRECIPITATION 11 PI INCREMENTAL PRECIPITATION PATTERN .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 .03 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .01 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 17 LS SCS LOSS RATE STRTL .23 INITIAL ABSTRACTION CRVNBR 89.80 CURVE NUMBER RTIMP .00 PERCENT IMPERVIOUS AREA 18 UD SCS DIMENSIONLESS UNITGRAPH 'ILAG .67 LAG +s� UNIT HYDROGRAPH 42 END -OF -PERIOD ORDINATES 8. 26. 50. 83. 125. 163. 187. 198. 198. 189. 173. 155. 131. 104. 84. 69. 57. 48. 40. 33. 27. 23. 19. 15. 13. 10. 9. 7. 6. 5. 4. 3. 3. 2. 2. 2. 1. 1. 1. 1. 0. 0. HYDROGRAPH AT STATION NF1 TOTAL RAINFALL = 11.00, TOTAL LOSS = 1.25, TOTAL EXCESS = 9.75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.92-HR + (CPS) (HR) (CFS) + 677. 12.75 233. 77. 74. 74. (INCHES) 7.359 9.727 9.727 9.727 (AC -FT) 115. 153. 153. 153. CUMULATIVE AREA = .29 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA 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 HYDROGRAPH AT + NF1 677. 12.75 233. 77. 74. .29 ROUTED TO + -> 1 674. 12.83 233. 77. 74. .29 HYDROGRAPH AT + NF2 585. 13.25 257. 85. 81. .33 2 COMBINED AT + +@USC 1201. 13.00 489. 161. 155. .63 ROUTED TO + -> 2 1190. 13.25 489. 161. 155. .63 HYDROGRAPH AT + NF3 820. 13.00 320. 108. 104. .39 2 COMBINED AT + +@HWY6 1980. 13.08 808. 269. 259. 1.02 ROUTED TO + -> 3 1936. 13.58 808. 267. 258. 1.02 HYDROGRAPH AT + NF4 398. 13.25 175. 59. 56. .22 2 COMBINED AT + +N@CON 2301. 13.58 981. 326. 314. 1.24 HYDROGRAPH AT + SF1 990. 13.25 434. 143. 137. .56 ROUTED TO + -> 4 967. 13.58 433. 141. 136. .56 HYDROGRAPH AT + SF2 678. 12.75 228. 75. 72. .29 2 COMBINED AT + +@ALEX 1352. 13.17 656. 216. 208. .85 ROUTED TO + -> 5 1351. 13.33 656. 216. 208. .85 HYDROGRAPH AT + SF3 678. 13.42 319. 105. 101. .42 2 COMBINED AT + +@HY6S 2025. 13.33 975. 321. 309. 1.27 ROUTED TO + -> 6 1952. 13.58 971. 318. 307. 1.27 HYDROGRAPH AT + SF4 399. 13.17 166. 56. 54. .21 2 COMBINED AT + +S@CON 2297. 13.50 1136. 374. 360. 1.48 2 COMBINED AT + +@CONE 4589. 13.58 2116. 700. 674. 2.72 ROUTED TO + -> 7 3924. 14.75 2087. 685. 660. 2.72 HYDROGRAPH AT + LM-1 982. 14.67 658. 223. 215. .96 2 COMBINED AT + +LM1 4905. 14.75 2745. 909. 875. 3.68 ROUTED TO + -> 8 4754. 15.42 2731. 894. 861. 3.68 HYDROGRAPH AT + LM-2 978. 13.92 542. 178. 171. .75 2 COMBINED AT + +LM2 5324. 15.33 3209. 1072. 1032. 4.43 HYDROGRAPH AT + A2B 174. 12.75 55. 18. 17. .08 HYDROGRAPH AT + A2A 677. 13.33 300. 96. 93. .42 2 COMBINED AT + scA2 784. 13.17 355. 114. 110. .50 ROUTED TO + ->scA1 766. 14.17 354. 110. 106. .50 HYDROGRAPH AT + A2 535. 13.33 241. 77. 74. .34 2 COMBINED AT + scAl 1152. 14.00 584. 187. 180. .84 HYDROGRAPH AT + Al 1045. 14.25 638. 210. 202. .93 2 COMBINED AT + scAl 2185. 14.08 1221. 397. 382. 1.77 ROUTED TO + ->scA3 2180. 14.17 1221. 396. 381. 1.77 ROUTED TO + ->scB 2169. 14.33 1220. 394. 380. 1.77 HYDROGRAPH AT + A3 543. 13.50 259. 83. 80. .37 2 COMBINED AT + scB 2573. 14.17 1472. 477. 460. 2.14 HYDROGRAPH AT + B1 112. 12.58 33. 11. 10. .05 HYDROGRAPH AT + B2 334. 12.83 116. 37. 36. .16 2 COMBINED AT + up-B 433. 12.75 149. 48. 46. .21 ROUTED TO + ->scB 430. 12.92 149. 47. 46. .21 HYDROGRAPH AT + B 196. 12.75 63. 20. 19. .09 2 COMBINED AT + ds-b 617. 12.83 212. 68. 65. .30 2 COMBINED AT + scB 2764. 14.17 1671. 545. 525. 2.44 ROUTED TO + ->scc 2750. 14.33 1669. 541. 521. 2.44 HYDROGRAPH AT + C1 393. 12.50 111. 35. 34. .15 2 COMBINED AT + tosc0 2801. 14.33 1754. 577. 555. 2.59 HYDROGRAPH AT + C2 565. 12.92 211. 68. 65. .29 2 COMBINED AT + scc 3000. 14.25 1957. 644. 621. 2.88 ROUTED TO + ->LC 2922. 15.17 1940. 627. 604. 2.88 HYDROGRAPH AT + D 1068. 14.33 668. 221. 213. .98 2 COMBINED AT + toLC 3883. 14.92 2600. 847. 816. 3.86 HYDROGRAPH AT + TRAM 18. 15.17 13. 4. 4. .02 2 COMBINED AT + +TRC 3901. 14.92 2613. 852. 821. 3.88 2 COMBINED AT + +T@GP 9171. 15.17 5818. 1924. 1853. 8.31 ROUTED TO + -> 9 8809. 16.00 5773. 1884. 1814. 8.31 HYDROGRAPH AT + LM-3 2072. 13.17 880. 288. 277. 1.15 2 COMBINED AT + +LM3 9196. 16.00 6412. 2172. 2092. 9.46 ROUTED TO + ->10 8844. 16.67 6308. 2146. 2067. 9.46 HYDROGRAPH AT + LM-4 578. 14.67 381. 126. 121. .62 2 COMBINED AT + +LM4 9179. 16.67 6645. 2272. 2189. 10.08 HYDROGRAPH AT + AL-1 2543. 14.17 1534. 509. 490. 2.15 ROUTED TO + ->Al 2324. 15.92 150B. 492. 474. 2.15 HYDROGRAPH AT + AL-2 757. 14.50 487. 160. 154. .79 HYDROGRAPH AT + AC1-1 1291. 13.67 666. 223. 215. .86 3 COMBINED AT + 3395. 15.50 2536. 876. 843. 3.79 ROUTED TO + ->A2 3346. 16.50 2518. 860. 829. 3.79 HYDROGRAPH AT + AL-3 680. 14.00 386. 124. 119. .60 2 COMBINED AT + +ALUM 3617. 16.33 2816. 984. 948. 4.39 2 COMBINED AT + +@COMA 12759. 16.58 9454. 3256. 3136. 14.47 ROUTED TO + ->11 12356. 17.50 9311. 3211. 3092. 14.47 HYDROGRAPH AT + LM-5 1957. 13.67 1010. 321. 310. 1.55 2 COMBINED AT + +LM5 12747. 17.42 9714. 3532. 3402. 16.03 1 SUMMARY OF KINEMATIC WAVE - MUSKINGUM-GUNGE 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) -> 1 MANE 4.79 675.27 771.63 9.71 5.00 673.71 770.00 9.71 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1525E+03 EXCESS- .0000E+00 OUTFLOW= .1523E+03 BASIN STORAGE= .2363E+00 PERCENT ERROR= .0 -> 2 MANE 5.00 1189.64 795.00 9.51 5.00 1189.64 795.00 9.51 CONTINUITY SUMMARY (AC -FT) - INFLOW- .3201E+03 EXCESS= .0000E+00 OUTFLOW- .3190E+03 BASIN STORAGE= .9682E+00 PERCENT ERROR= .0 -> 3 MANE 5.00 1935.92 815.00 9.74 5.00 1935.92 815.00 9.74 CONTINUITY SUMMARY (AC -FT) - INFLOW= .5335E+03 EXCESS= .0000E+00 OUTFLOW= .5307E+03 BASIN STORAGE= .3806E+01 PERCENT ERROR= -.2 -> 4 MANE 5.00 966.66 815.00 9.38 5.00 966.66 815.00 9.38 CONTINUITY SUMMARY (AC -FT) - INFLOW= .2831E+03 EXCESS= .0000E+00 OUTFLOW= .2807E+03 BASIN STORAGE= .2327E+01 PERCENT ERROR= .0 -> 5 MANE 5.00 1350.72 800.00 9.40 5.00 1350.72 800.00 9.40 CONTINUITY SUMMARY (AC -FT) - INFLOW= .4286E+03 EXCESS= .0000E+00 OUTFLOW= .4282E+03 BASIN STORAGE= .8595E+00 PERCENT ERROR= -.1 -> 6 MANE 5.00 1952.33 815.00 9.31 5.00 1952.33 815.00 9.31 CONTINUITY SUMMARY (AC -FT) - INFLOW= .6364E+03 EXCESS- .0000E+00 OUTFLOW= .6315E+03 BASIN STORAGE= .2619E+01 PERCENT ERROR= .4 -> 7 MANE 5.00 3923.79 885.00 9.37 5.00 3923.79 885.00 9.37 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1389E+04 EXCESS= .0000E+00 OUTFLOW= .1360E+04 BASIN STORAGE= .1681E+02 PERCENT ERROR- .8 -> 8 MANE 5.00 4753.77 925.00 9.02 5.00 4753.77 925.00 9.02 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1803E+04 EXCESS= .0000E+00 OUTFLOW- .1774E+04 BASIN STORAGE= .2672E+02 PERCENT ERROR- .1 ->scA1 MANE 5.00 765.98 850.00 8.10 5.00 765.98 850.00 8.10 CONTINUITY SUMMARY (AC -FT) - INFLOW= .2256E+03 EXCESS= .0000E+00 OUTFLOW= .2175E+03 BASIN STORAGE= .8279E+01 PERCENT ERROR= -.1 ->scA3 MANE 5.00 2180.11 850.00 8.30 5.00 2180.11 850.00 8.30 CONTINUITY SUMMARY (AC -FT) - INFLOW= .7879E+03 EXCESS= .0000E+00 OUTFLOW= .7851E+03 BASIN STORAGE= .3398E+01 PERCENT ERROR= -.1 ->scB MANE 5.00 2169.15 860.00 8.27 5.00 2169.15 860.00 8.27 CONTINUITY SUMMARY (AC -FT) - INFLOW= .7851E+03 EXCESS= .0000E+00 OUTFLOW= .7823E+03 BASIN STORAGE= .2892E+01 PERCENT ERROR= .0 ->scB MANE 5.00 430.33 775.00 8.59 5.00 430.33 775.00 8.59 CONTINUITY SUMMARY (AC -FT) - INFLOW= .9452E+02 EXCESS= .0000E+00 OUTFLOW= .9420E+02 BASIN STORAGE- .4317E+00 PERCENT ERROR= -.1 ->scC MANE 5.00 2750.24 860.00 8.26 5.00 2750.24 860.00 8.26 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1081E+04 EXCESS= .0000E+00 OUTFLOW= .1074E+04 BASIN STORAGE- .8866E+01 PERCENT ERROR= -.2 ->LC MANE 5.00 2922.27 910.00 8.10 5.00 2922.27 910.00 8.10 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1279E+04 EXCESS= .0000E+00 OUTFLOW- .1244E+04 BASIN STORAGE= .3249E+02 PERCENT ERROR= .2 -> 9 MANE 5.00 8809.03 960.00 8.43 5.00 8809.03 960.00 8.43 CONTINUITY SUMMARY (AC -FT) - INFLOW= .3818E+04 EXCESS- .0000E+00 OUTFLOW= .3739E+04 BASIN STORAGE= .6030E+02 PERCENT ERROR= .5 ->10 MANE 5.00 8844.13 1000.00 8.44 5.00 8844.13 1000.00 8.44 CONTINUITY SUMMARY (AC -FT) - INFLOW= .4310E+04 EXCESS= .0000E+00 OUTFLOW= .4260E+04 BASIN STORAGE= .5793E+02 PERCENT ERROR= -.2 ->Al MANE 5.00 2323.74 955.00 8.52 5.00 2323.74 955.00 8.52 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1009E+04 EXCESS= .0000E+00 OUTFLOW= .9772E+03 BASIN STORAGE= .2291E+02 PERCENT ERROR- .9 ->A2 MANE 5.00 3345.94 990.00 8.44 5.00 3345.94 990.00 8.44 CONTINUITY SUMMARY (AC -FT) - INFLOW= .1738E+04 EXCESS= .0000E+00 OUTFLOW- .1707E+04 BASIN STORAGE= .2541E+02 PERCENT ERROR- .3 ->11 MANE 5.00 12356.12 1050.00 8.25 5.00 12356.12 1050.00 8.25 CONTINUITY SUMMARY (AC -FT) - INFLOW= .6463E+04 EXCESS= .0000E+00 OUTFLOW= .6373E+04 BASIN STORAGE= .7526E+02 PERCENT ERROR= .2 *** NORMAL END OF HEC-1 *** HE ►2 w CD Vl N CD CD m ff4 CD CD N If4 WILLIAM D. FITCH CROSS SECTION PRE -DEVELOPMENT River: ILickCreekMain Profile: 100yrstorm Reach: FemaX-sect __;7j RivSta: 42680 F, It I r - - E.G. Elev (ft) 244.01 nt Left OB Channel Right OB Val Head [Ft] 0.02 al. 0.050 0.045 f].05D W.S. Elev [ft] 243.99 Len. (ft) 96.00 96.00 96.00 Crit W.S. (ft) rea [sq ft) 5410.86; 1367.39 27D8.5E.G. Slope (ftlft) 0.000108 q ft) 5410.861 1367.39 2108.57 0 Total (cfs) 916100 jFIA fs)5501.601 2224.06 1435.34 Top Width (ft) 1684.42 idth(ft) 907.68131.00 645.74 Vel Total (ftls) 1.03 eL (ft/s) 1.02j' 1.63 0.68Max Chl Dpth (ft) 15.99 epth (ft) 596 10.44 3.27 Cony. Total (cfs) 880240.4 (cfs) 528629.3' 213702.2 137917.0 Length Wtd (ft) 9fi00d Per. [ft] 907.7713280 645.77 Min Ch El (ft) 228.00 Shear (Iblsq ft) 0.04' 0.07 0.02 Alpha 1.26 Stream Power (Iblft s) 0.04. 0.11 0.02 Frctn Loss (ft) 0.02 Cum Volume [acre-ft] 2319.25 589.66 3123.65 C & E Loss (ft) 0.41 Cum SA [acres) _ 510.05, 48.821 6M58 The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for The conveyance ratio (upstream conveyance divided by downstream conveyance) is than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Station WILLIAM D. FITCH CROSS SECTION POST -DEVELOPMENT River: jpckCreekMain ---1 Profile: 1100yrston _ Reach: I FemaX-sect RivSta: 42680 OL'I r rr E.G. Elev (ft) 244.02 Element Left OB I Channel I Right OB Vel Head (ft) 0.02 Wt. n-Val. 0.050 0.045' 0.050 W.S. Elev (ft) 244.00 Reach Len. (ft) quol 96.61 96.00 Crit W.S. (ft) Flow Area (sq ft) 5420.34 1368.76 2115.32 E.G. Slope (ft/ft) 0.000108 Area (sq ft) 5420.34 1368.76 2115.32 4 Total (cfs) 9179.00 Flow (cfs) 551 Z52 2226.13 1440.35 Top Width (ft) 1685.76 Top Width (ft) 907.95 131.00 646.81 Vel Total (ftls) 1.03 Avg. Vel. (fUs] 1.02 1.63 0.68 Max Chi Dpth (ft] 16.00 Hydr. Depth (ft) 5.97 10.45 3.27 Conv. Total [cfsJ 882625.1 Conv. (cfs) 530067.2 214050.4 138499.4 Length Wtd. (ft) 96.00 Wetted Per. (ft) 9�.04 132.80 646.85 Min Ch El (ft) 228.00 Shear (lb/sq ft) 0.04 0.07 0.02 Alpha 1.26 Stream Power Qbift s) 0.04 0.11 0.02 Frctn Loss (ft) 0.02 Cum Volume (acre-ft) 2319.63 589.78i 3124.36 C & E Loss [ft] 0.41 1 Cum SA [acres) 510.12 48.82! 672.65 Errors, WaTnincis and Notes The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. op width of the wetted cross section. ALUM CREEK/LICK CREEK CONFLUENCE CROSS SECTION PRE - DEVELOPMENT River: ILickCreekMain7 Profile: 1100yrstorm Reach: Femax-sect RivSta: 29910 �❑t E.G. Elev (Ft) 218.89 Element Left OB Channel Right OB Vel Head (ft) 0.15 Wt. n Val. 0.085' 0.070 0.085 W.S. Elev (ft) 219.74 Reach Len. [ft) _ 400.00 _ 610.00 540.00 Crit W.S. (ft) Flow Area (sq ft) 214273' 619.01 259.34 E.G. Slope (ft/ft) 0.002744 Area (sq ft) - 214273 _ 619.01' 2590.34 4 Total (cfs) 12741.00 Flow (cfs) 4219.67 3181.65 5339.69 Top Width (ft) 1503.31 TopWldth(ft) 679.38' 57.00 766.92 Vel Total [ft/s) Max Chl Dpth (ft) 238 14.64 Avg. Vel. [fvs) Hydr. Depth (ft) 1.97 5.14 3.15' 10.66 206 3.38 Cony. Total (cfs) 243215.5 Conv. (cfs) 80550.1 I 60735.1 1019M.3 Length Wtd [ft) 501.43 Wetted Per. (ft) 679.49 0.54 1.06 _ 62.29 1.70, 83 5F _ 767.01 0.58 1.19 Min Ch El (ft) 204.10 Shear (lb/sq ft) Alpha 1.70 Stream Power (lb/ft s) Frctn Loss (ft) C & E Loss (ft) 1.31 0.01 I Cum Volume (acre-ft) Cum SA [acres) 1968.63 390.63 357.27I 28.89 2613.82 527.78 Errors -Warnings and Notes The energy loss was greater than 1.0 ft (0.3 mJ between the current and previous cross section This may indicate the need for additional cross sections. _ Select River Station ALUM CREEK/LICK CREEK CONFLUENCE CROSS SECTION POST - DEVELOPMENT File Tvpe Ootinrs Help River: Lick Creek Main ---j Profile: 100yr storm Reach: FemaX-sect-�RivSta 12M0 nn rt - r tr E.G. Elev (ft) 218.90 Element Left 09 Channel Right OB Vel Head (ft) 0.15 Wt. n-Val. 0.085 0.070 0.085 W.S. Elev (ft) 218.75 Reach Len. [ft) 400.W 610.001 540.00 Crit W.S. (ft) Flow Area (sq ft) 2145.02 619.201 259293 E.G. Slope (ft/ft) 0.002745 Area (sq ft) 2145.02 619.201 259293 4 Total (cfs) 12759.00 Flow (cfs) 4227.16 3183,60 5348.25 Top Width (ft) 1503.59 Top Width (ft) 679.49 57.00 767.10 Vel Total (Us) 238 Avg. Vel. (ft/s) 1.97 5.14 206 Max Chl Dpth (ft) 14.65 Hydr. Depth (ft) 3.16 10.B6 3.38 Conv. Total (cfs) 243536.0 Conv. (cfs) 80695.4 60766.5 102084.1 Length Wtd. Ill) 501.40 Wetted Per. (ft) 679.59 6229 767.19 Min Ch El (ft) 204.10 Shear (lb/sq ft) a54 1.70 0.58 Alpha 1.70 Stream Power (lb/ft s) 1.07 8.76 1.19 Frctn Loss (ft) 1.31 Cum Volume [acre-ft) 1968.99 357.31 2614.33 C & E Loss (ft) 0.01 Cum SA (acres) 390.641 28.89 527.80 The energy loss was greater than 1.0 It (0.3 m) between the cement and previous cross section. This may indicate the need for additional cross sections. River Station APPENDIX C: FLOOD INSURANCE RATE MAP (FIRM) C 13 Gessner Engineering Afj�o ..'. insurance agent or call the National Flood Insurance Program at O O � of College Station APPROXIMATE SCALE 480083 �` GRo 0 C 1� NATIONAL FLUOR INSURANCE PROGRAM rn ta . Imo. f x'i '•' T} g aFIRM FLOOD INSURANCE RATE MAP " r BRAZOS COUNTY, TEXAS AND INCORPORATED a t I TED AREAS b ao r x ZONE X �� t NE E MMINOE%FOX FANEl3 NOT Fa1NTE01 C 1 •i es mkuuxm Kate WEL high COLLEGE STATION CITY or<SW33 Com O UNMC.REO.EO ArCA3 Omhn Oso 0 MARKS iptipn of Location .} .r'1 -y ,v z Qr[`+ s "': /, s+.. nlbre �nwra. N.CONMVMfl M11.mFAarywm ;c kF R4: Ac � � " ✓ s' s � 1-p T `3 [� i�bd�i`r` R � la.>m.moowe..,.amm�.rc..we,.m..b.uuWea Route 6 and Greens Prairie ximately 2.5 miles on Greens z } 3'e� ' r MAP NUMBER U j sSX� 1} N d u £ 48041CO201 D d to the intersection of Rock, �+ _ fir' x K k '�.' ,.0 '✓ a y }`3 -a.S Ocirr rgcOY c� } i+d�g.?-fa T .7 ..g 'r d, west approximately 0.6 mile '�,.'tx��r ��.� -'-,, �,,�,� ,;� �� h >-N }��" � � � �fi: MAP REVISED: on left side of road. ZONE X-" ''�'` �'� '-�`'E� r� t �' - �' FEBRUARY 9, 2000 slsm ;tiS }. , c ,tv .t�'3u `a" a , mr S'1} .:s' h� �'.. z✓"'x!- . °.°._�� s _. re on the south east 1-n rLFed-lE�,garidyMmas of Greens Prairie RoadLek Creek. §.xj -(' y 3;.-y. S .R +' f r4 :ma' iy �V�N ? tizement Agency standard Corps of Engineers concrete ronze disk stamped "Ac-17 1972" located ~•. t}r 'in t '' '_, x sz L h _ r r ,, } a +� .�' �-. s `'x ` t y °T, the Southwest corner of State Highway 6 fic overpass bridge over State Highway .7 feet North of concrete rip -rap and 3.6 f Southwest end of bridge. > In on top of Railroad spike at the Driveoverthe centerline of a 72-inch ThIs Is an official copy of a portion of the above referenced flood map. was extracted using F-MIT On -Line. This map does not reflect changes or amendments which may have been made subsequent to the date on the title dock. For the latest product Information about National Flood Insurance Prooram flood macs check the FEMA Flood Mao Store at www mscrema, qov ■ Is] Gessner Engineering RUNOFF HYDROGRAPHS 9000 8000 7000 �PRmEvaon�evr t FOSTDEVIELOPYIENT Wmi DErEN ION POST DEVELOPWWVVTHOLrr CUENnON — LICK CP133( PREDE/IiOPNEJr 6000 'm 5000 3 0 LL 4000 3000 2000 1000 0 5 7 9 11 13 15 17 19 21 23 Time (hours) Existing Lick Creek vs. Lick Creek Post Development 9300 —� EASting Lick Creek at William D. Fitch Parkway 9250 t Proposed Lick Creek -With Detention Proposed Lick Creek -Without Detention 9200 9150 9100 3 0 LL 9050 9000 8950 8900 14.6 14.8 15.0 15.2 15.4 15.6 15.8 Time (hours) TRANSPORTATION CENTER RUNOFF HYDROGRAPHS � PR®EVE-OMPBNT 400 � POSTDEVE-OR034T 4MrH DEMMON 1 350 POST DEVELOPIVIBJr' VNIHOUT DETENTION 300 >50 100 150 100 50 0 5 10 15 20 Time (hours) 9200 9150 9100 N LL 3 9050 0 LL 9000 M1181 6900 -- 16.1 Lick Creek Hydrographs at Alum Creek Confluence Existing Lick Creek @ Alum Creek — —Lick Creek @ Alum Cmek - With Detention Lick Creek @ Alum Creek - Without Detent 16.3 16.5 16.7 16.9 17.1 17.3 17.5 Time (Hours)