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HomeMy WebLinkAbout35 Westfield Ph 2, 3, 4 00-53 798 Graham RdHydrologic Analysis Study For a Portion of the South Fork Lick Creek Trib. Through the Westfield Addition City of College Station, TX - JUNE 2000 THE SEAL APPEARING ON THIS DOCUMENT WAS AUTHORIZED ~ ~~111 BY RONALD W. MORRISON, P.E.j'.,",~..-*$'.t./J.t,, MORRISON HYDROLOGY/ ;.~!.: ................. ~\:~\ ENGINEERING, !NC. l, .. ~-~M.C!B.~t?.Q,~ .. I "Q.~ 36651 :rel 'P,,*~ 'fl .LO ~ -.,,..,..;: •• ~, s ~\G";···~ # i&;;~s;-·······~u'~ ...• ,~~ MORRISON HYDROLOGY ENGINEERING, IN EVIEWED F R 210 ARNOLD METRO Fil ARLINGTON, TEXAS 78010 (817) 481-0321 (817) 274.-1388 ~ COM Pl IANC JUL 1O20 COLLE •, ' ,. Morrison Hydrology Engineering, Inc. South Fork Lick Creek Tributary Page-I Table of Contents Introduction Existing Condition Hydrologic Analysis Proposed Condition Hydrologic Analysis Existing Condition Hydraulic Analysis Proposed Condition Hydraulic Analysis Summary Appendices 1. Existing Condition Hydrologic analysis • Watershed Map • Existing Condition HEC 1 Computer model 2 . Proposed Condition Hydrologic analysis • Proposed Condition HECI model 3. Existing Condition HEC2 model. • Floodplain Delineation 4. Proposed Condition HEC2 model. • Floodplain Delineation • Cross Section Plots Mo"ison Hydrology Engineering, Inc. South Fork Lick Creek Tributary Page-2 Introduction Purpose The purpose of this study is to determine the existing, and final developed condition flows and 100-year floodplain elevations through the Westfield Addition development. The final or proposed condition must show that the final flows are less than or equal to the existing condition flows. Area Description The upper watershed of Lick Creek is largely undeveloped with natural vegetation (trees, brush and natural grasses). The area is relatively flat with generally less than a 1% slope. The soils are generally clay and silt-clay . The annual rainfall in Brazos County is 39. l inches. FEMA Information The Westfield Addition Site is located in an area of the FEMA map that has no floodplain shown . The area has not been previously studied by FEMA so there is no FEMA data available . The area is presently undeveloped as shown in the following photograph: Existing Condition Hydrologic Analysis Appendix 1 contains the HECl analysis of the watershed completed for this study. The time of concentration was determined by the TR55 scs method. Proposejl <Developed) Condition Hydrologic Analysis The Proposed Condition consists of about 27 acres of single family residential development on the Westfield site . This changes the SCS curve number, but does not affect the time of concentration. The result of this development increases the peak discharge. Jn order to offset this increase a detention facility was designed. This detention facility consists of a low flow dam with rock rip rap along the upstream and downstream side and covering the top with 4 -36" Diameter Reinforced Concrete Pipes as the outflow structure . In addition, a culvert was designed at Victoria Avenue . This culvert was sized to pass the 100- year flood without increasing flood elevations upstream . The culvert size was 5-6x6 Reinforced Concrete Box . The result of this detention reduces the 100-year peak discharge to offset development of the site as shown below : Existing Condition 100-Y ear flow 1212 cfs Proposed Condition 100-Year flow 1212 cfs ,. Morrison Hydrology Engineering, Inc. SouJh Fork Lick Creek TribuJmy Page-3 Existing Condition Hydraulic Analysis The City of College Station topographic map was obtained and used to determine cross sections through the area of the project. These sections were input into the HEC2 computer model (see appendix 3). The result of this computer model is shown plotted on floodplain delineation. The results are shown in table 1. Proposed Condition Hydraulic Analysis Using the existing condition as a base the changes were made to each cross section as shown on the plots in Figure 3,4, and 5 . Summary This report has provided a hydrologic analysis that demonstrates that the proposed project does not result in an increased flow . This meets the City of College Station policy of "no increase" in flows as a result of development. Figure General Location Map Brazos ..... J:..'. . . (.' NO SCALE ,. Figure 2 Project Location Map COMPARISON BETWEEN 100 YEAR EXISTING FLOOD LEVELS AND PROPOSED CONDITION FLOOD LEVELS EXISTING CONDITION PROPOSED CONDITION SEC FLOOD Q VEL. SEC FLOOD Q VEL . DIFF. NO . LEVEL NO . LEVEL 8 287.42 1220 3 .67 8 287 .42 1220 3 .66 0 9 287 .88 1220 4.42 9 287 .82 1220 3.89 -0 .06 10 288.31 1220 7.13 10 288.14 1220 7.31 -0 .17 11 289.4 1220 5.39 11 289 .31 1220 5.42 -0.09 12 290.44 1220 4 .87 12 290 .13 1220 3 .12 -0 .31 13 290 .34 1220 9 .42 13 289 .19 1220 11 .75 -1 .15 14 291 .47 1220 2.58 14 292.72 1220 6 .21 1.25 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 15 291 .08 1220 8.71 15 293 .17 1220 2.03 2 .09 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 16 292 .56 1220 5.52 16 292 .92 1220 6.97 0 .36 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 17 293 .2 1220 4 .76 17 293.85 1220 3.13 0 .65 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 18 293.52 1220 3 .66 18 293.96 1220 3 .1 0.44 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 19 293 .68 1220 6 .52 19 294 .07 1220 5 .21 0.39 *INCREASES COMPLETELY CONTAINED ON DEVELOPER'S PROPERTY 20 294 .89 1220 4 .31 20 294 .62 1220 3.66 -0 .27 21 295.23 1220 4 .83 21 295 .56 1220 3 .05 0.33 *INCREASE IS WITHIN THE ROAD RIGHTOF WAY 22 295 .43 1220 5 .96 22 295.43 1220 5 .95 0 EXISTING CONDITIONS FLOOD HYDROGRAPH PACKAGB (HBC-1) U.S . ARMY CORPS OP BNGINBBRS MAY 1991 HYDROLOGIC BNGINBBRING CBNTB VBRSION 4 .0 .18 609 SBCOND STRBBT Lahey P77L-BM/32 version 5.01 DAVIS, CALIFORNIA 95616 Dodson & Associates, Inc . (916 ) 551-1748 RUN DATB 10/02/99 TIMB 17:24 :20 ' ,. 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 THIS PROGRAM RBPLACBS ALL PRBVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 7 3), HEClGS, HEClDB, AND HBCl KW. THE DBFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVB CHANGED FROM THOSB USBD WITH THB 1973-STYLE INPUT STRUCTURE. THE DBFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH RBVISIONS DATED 28 SBP Bl . THIS IS THE FORTRAN77 VE RSION NBW OPTIONS : DAMBRBAK OUTFLOW SUBMBRGENCB , SINGLE BVBNT DAMAGB CALCULATION, DSS :WRITB STAGS FRBQUBNCY , DSS:READ TIMB SBRIBS AT DBSIRBD CALCULATION INTBRVAL KINBMATIC WAVB : NBW PINITB DIPFBRBNCB ALGORITHM LOSS RATB :GRBBN AND AMPT INFILTRATION / LINB 1. 2 3 4 5 6 7 8 9 1.0 1.1. 1.2 1.3 14 1.5 1.6 17 18 19 20 EXISTING CONDITIONS HBC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 CITY OF COLLBGB STATION ID ID ID ID WBSTFIBLD ADDITION EXISTING CONDITION MORRISON HYDROLOGY BNGINBBRING * * IT IO 10 5 ARBAl. 1.00 YBAR 0 0 145 KK KM KO HYDROGRAPH FROM ARBAl. BA 0 BASIN ARBA 314 acres .4906 0 * !NI .LOSS SCS CN * ======== LS 0 * LAG * 81.5 CP 640 us .s 0 .72 * RAINFALL DATA 2 YBAR * PH 50 10 YBAR * PH 10 * 25 YBAR * PH 4 50 YBAR * PH 2 100 YBAR PH 1 * 500 YBAR * PH . 2 ROUT 0 0 0 0 0 0 0 1 .53 1.1.5 .66 1. 45 .7 5 1.64 .82 1. 8 .89 1.95 .96 2 .1 21 2 .2 3 .0 3 .49 3.87 4 .2 5 4 . 63 KK KM ROUTB HYDROGRAPHTHRU ARBAl KO 0 0 0 O 21 * CHANNBL ROUTING USING NORMAL DBPTH STORAGE RS 1 STOR -1 * NLOB NCH NROB RC .OS .05 .OS * RX RY Xl 792 292 X2 944 288 LOB 983 286 * FROM HBC2 STORAGE RUN * * * * * SBCT CWSBL 10 .0 00 285.95 10.000 10 .000 10.000 10 .000 10 .0 00 10 .000 10.000 10 .000 20 .000 20.000 20 .000 20 .000 20 .000 20 .000 20 .000 20 .000 20 .000 286.55 287.21 287.70 288 .11. 288.47 288 .78 288.93 289.07 292 .19 293 .07 294 .00 294 .62 295.09 295.47 295.79 295 .93 296.06 XLCH 4000 TOB 995 283 Q 1.00 .00 200 .0 0 400 .00 600 .0 0 800 .00 1000 .00 1200 .00 1.300.00 1.400.00 1.00.00 200 .00 400 .00 600 .00 800 .00 1000 .00 1200 .00 1.300 .00 1400 . 00 SLOPB .0075 TOB 1005 283 STOR 1.. 71 3.04 5 .07 6.65 8 .01 9 .24 10 .3 9 1.0.95 1.1 .49 3 .05 5 .23 8 .88 11.. 92 14.62 17 .10 1.9 . 41 20 .52 21..61 FILB: LCHl.BX 1 2 . 6 3.9 4 .6 5 .2 5 .6 6 1 ROB 1020 286 4.3 5 .1 5.6 6 .3 ' 7 X7 1038 288 1 .7 1 3.04 5 .0 7 6 .6 5 8 .01 9 .2 4 3.3 5 .2 6.2 7 7 .4 7.8 XS 10 7 0 292 l. 34 2.19 3.81 5 .27 6 .61 7.86 9 .02 9.5 7 10 .39 10 .95 1.1 .4 9 10 .12 3.8 4 .5 6.2 7 .2 7.5 8 .8 8.4 9.8 9 .5 11 10.6 12.2 PAGB l ' ' LINB 21 22 23 24 25 26 BXISTING CONDITIONS HBC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK KM RS .. sv SQ zz ROUT HBC2 STORAGB ROUTING THROUGH THB PROJECT AREA Enter Modified Puls Storage Routing Data : 1 STOR -1 Bnter Storage-Discharge Data for Storage Routing Computations: 0 1 .34 2.19 3.81 5 .27 6 .61 7.86 9 .0 2 0 100 200 400 600 800 1000 1200 9 .57 1300 10.12 1400 PAGE 2 * * * *** EXISTING CONDITIONS FLOOD HYDROGRAPH PACKAGE {HEC-1) MAY 1991 VERSION 4.0.lE * Lahey F77L-EM/32 version 5.01 * RUN 6 IO ' ,. IT 7 KK 9 KO Dodson & Associates, Inc. * DATE 10 /02 /99 TIME 17:24:20 CITY OF COLLEGE STATION WESTFIELD ADDITION EXISTING CONDITION MORRISON HYDROLOGY ENGINEERING 100 YEAR FILE: LCHlBX OUTPUT CONTROL VARIABLES IPRNT !PLOT QSCAL HYDROGRAPH TIME NMIN ID ATE ITIME NQ NDDATE NDTIME !CENT 5 PRINT CONTROL 0 PLOT CONTROL O. HYDROGRAPH PLOT SCALE DATA 10 1 0 0000 145 2 0 0000 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATBS ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE 0 .17 HOURS 24 .00 HOURS ENGLISH UNITS * * DRAINAGE ARBA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE ARBA TEMPERATURE ARBAl * SQUARE MILES INCHES FEET CUBIC FEET PER SBCOND ACRE-FEET ACRES DEGREES FAHRENHEIT ************•* OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 0 0. 1 21 1 145 0 .167 PLOT CONTROL HYDROGRAPH PLOT SCALE PUNCH COMPUTED HYDROGRAPH SAVB HYDROGRAPH ON THIS UNIT FIRST ORDINATE PUNCHED OR SAVED LAST ORDINATE PUNCHED OR SAVED TIME INTERVAL IN HOURS U .S . ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CBNTB 609 SECOND STREET DAVIS , CALIFORNIA 95616 (9 16 ) 551-1748 BXISTING CONDITIONS *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * 14 KK 16 KO ************** ROUT OUTPUT CONTROL VARIABLBS IPRNT I PLOT QSCAL IP NCH IOUT ISAVl ISAV2 TIMINT 5 0 0 . 0 21 l 145 0.167 PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALB PUNCH COMPUTBD HYDROGRAPH SAVB HYDROGRAPH ON THIS UNIT FIRST ORDINATB PUNCHBD OR SAVBD LAST ORDINATB PUNCHBD OR SAVBD TIMS INTBRVAL IN HOURS FLOW TIME IN PBAK TIME OF OPERATION STATION FLOW PBAK HYDROGRAPH AT AREAl 1340 . 12 .67 ROUTED TO ROUT 1226 . 12.83 ROUTED TO ROUT 1220 . 12 .83 *** NORMAL END OF HEC -l *** EXISTING CONDITIONS RUNOFF SUMMARY IN CUBIC FEET PER SECOND HOURS, ARBA IN SQUARE MILES AVERAGE FLOW FOR MAXIMUM PERIOD 6-HOUR 24-HOUR 72-HOUR 348 . 113 . 113. 348 . 113 . 113 . 347 . 112 . 112 . BASIN AREA 0 .49 0 .49 0.49 MAXIMUM STAGE 288 .27 TIME OF MAX STAG E 12 .8 3 PROPOSED CONDITION HYDROLOGY ***************************************** *************************************** * * * * * * * * FLOOD HYDROGRAPH PACKAGE (HBC-1) * U .S. ARMY CORPS OF BNGINBBRS MAY 1991 * Hy DROLOGIC BNGINBBRING CENTS VERSION 4 .0.18 * 609 SECOND STREET Lahey F77L-BM/32 version 5.01 DAVIS, CALIFORNIA 95616 Dodson & Associates , Inc . * (916 ) 551-1748 RUN DATE 06 /20 /00 TIME 15 :40 :59 * 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 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HBC-1 KNOWN AS HBCl (JAN 73 ), HB ClGS, HB ClDB, AND HBCl KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FR OM THOSE USED WITH THE 19 7 3-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81 . THI S I S THE FORTRAN?? VERSI ON NEW OPTIONS : DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATI ON, DSS :WR I TE STAGE FREQUENCY , DSS :READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN AND AMPT INFILTRATION KINEMATIC WAVE : NEW FINITE DIFFERENCE ALGORITHM LINB 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1 7 18 19 20 PROPOSBD CONDITION HYDROLOGY HBC-1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 CITY OF COLLBGB STATION WITH WBSTFIBLD DBVBLOPBD ID ID ID ID WBSTFIBLD ADDITION BNTIRB SUBDIVISION DBVBLOPBD BXISTING BLSBWHBRB MORRISON HYDROLOGY BNGINBBRING 100 YBAR FILB: PROHl * ==================================================================== IT IO 10 5 ARBAl 0 0 145 KK KM KO HYDROGRAPH FROM ARBAl 0 0 0 * BA BASIN ARBA 314 acres .4906 * INI.LOSS SCS CN LS * LAG us 0 .s 81. 9 CP 640 0.72 * RAINFALL DATA * 2 YBAR * PH 50 10 YBAR * PH 10 * 25 YBAR * PH 4 50 YEAR * PH 2 100 YEAR PH 1 * 500 YBAR * PH . 2 KK ROUT 0 0 0 0 0 0 .53 .66 .7S .82 . 89 .96 1 1.15 1. 4S 1 .64 1. 8 1. 9S 2.1 KM ROUTB HYDROGRAPHTHRU ARBAl 21 2 .2 3 .0 3 .49 3 .87 4 .2S 4 .63 KO 0 0 0 0 21 * CHANNEL ROUTING USING NORMAL DEPTH STORAGB RS 1 NLOB RC . OS Xl RX 792 STOR NCH .OS X2 944 RY 292 288 -1 NROB .OS LOB 983 286 * FROM HBC2 STORAGB RUN * * * * * SBCNO CWSBL 8.000 8.000 8.000 8.000 8.000 8 .000 8.000 8 .000 8 .000 22 .000 22 .000 22.000 22.000 22.000 22.000 22.000 22.000 22.000 28S.12 285.6S 286.23 286 .S8 286 .89 287 .lS 287 .39 287.Sl 287 .62 290.97 291 .S8 292.S9 293 .44 294.14 294 .76 29S .37 29S .66 29S .7 7 XLCH SLOPE 4000 . 0075 TOil TOil Q 99S 2 83 100 .00 200 .00 400 .00 600 .00 800.00 1000 .00 1200 .00 1300 .00 . 1400 .00 100 .00 200.00 400 .00 600 .00 800 .00 1000 .00 1200 .00 1300.00 1400.00 lOOS 283 VOL .00 .00 .oo .0 0 .00 .o o .00 .00 .00 2.36 3.78 S .9S 7 .6S 9 .22 10 . 71 12 .lS 13 .03 13 . 66 1 2.6 3.9 4.6 5.2 5.6 6 1 ROB 1020 286 2.8 4.3 " S .l 5 .6 6 .3 7 X7 1038 288 3.3 S .2 6.2 7 7 .4 7 .8 X8 1070 292 3 .8 6.2 7.S 8 .4 9.S 1 0 .6 4 .S 7 .2 8.8 9.8 11 12 .2 PAGB 1 PROPOSED CONDITION HYDROLOGY HBC-1 INPUT LINB ID ....... 1 ...•... 2 •...... 3 ....... 4 ....... 5 ....... 6 ...•... 7 ....... 8 ....... 9 •..... 1 O 21 22 23 24 KK KM RS SV *** WARNING ZZ-CARD MISSING 25 SQ 26 zz ROUT HBC2 STORAGB ROUTING THROUGH THB PROJBCT ARBA Bnter Modified Puls Storage Routing Data : 1 STOR -1 Bnter Storage-Discharge Data for Storage Routing Computations: 0 2.36 3.78 5 .95 7.65 9 .22 10 .71 12 .1 5 13 .03 0 100 200 400 600 800 1000 1200 1300 13 .66 1400 PAGB 2 PROPOSBD CONDITION HYDROLOGY ***************************************** * * * FLOOD HYDROGRAPH PACKAGB (HBC-1) * * U.S. ARMY CORPS OF BNGINBBRS MAY 1991 HYDROLOGIC BNGINBBRING CBNTB VERSION 4 .0 .18 * 609 SBCOND STRBBT Lahey F77L-BM/32 version 5.01 * DAVIS, CALIFORNIA 95616 Dodson & Associates, Inc. * (916) 551-1748 RUN DATB 06 /20/00 TIMB 15:40:59 * * ***************************************** *************************************** CITY OF COLLBGB STATION WITH WBSTFIBLD DBVBLOPBD WBSTFIBLD ADDITION BNTIRB SUBDIVISION DBVBLOPBD BXISTING BLSBWHBRB *** 6 IO IT MORRISON HYDROLOGY BNGINBBRING 100 YBAR FILB: OUTPUT CONTROL VARIABLBS IPRNT 5 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HY DROGRAPH PLOT SCALB HYDROGRAPH TIMB DATA NMIN 10 MINUTBS IN COMPUTATION INTBRVAL IDATB 1 0 STARTING DATB I TI MB 0000 STARTING TIMB NQ 145 NUMB BR OF HYDROGRAPH NDDATB 2 0 BNDING DATB NDTIMB 0000 BNDING TIMB ICBNT 19 CBNTURY MARK COMPUTATION INTERVAL TOTAL TIME BASB 0.17 HOURS 24.00 HOURS BNGLISH UNITS DRAINAGE AREA PRBCIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGB VOLUME SURFACB AREA TEMPERATURE SQUARB MILBS INCHES FEET CUBIC FEET PBR SBCOND ACRE-FEET A CR BS DEGRBES FAHRBNHBIT ORDINATBS PROHl *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** * 7 KK 9 KO * * AREAl * ************** OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL I PLOT QSCAL IPNCH !OUT ISAVl ISAV2 TI MINT 0 o. 1 21 1 145 0 .167 PLOT CONTROL HYDROGRAPH PLOT SCALB PUNCH COMPUTED HYDROGRAPH SAVE HYDROGRAPH ON THIS UNIT FIRST ORDINATB PUNCHED OR SAVBD LAST ORDINATE PUNCHED OR SAVBD TIME INTERVAL IN HOURS """ 14 KK 16 KO ' .. ************** ROUT " ************** OUTPUT CONTROL IPRNT I PLOT QSCAL IPNCH IOUT ISAVl ISAV2 TIM INT PROPOSED CONDITION HYDROLOGY VARIABLES 5 PRINT CONTROL 0 PLOT CONTROL 0 . HYDROGRAPH PLOT SCALE 0 PUNCH CO MPUTED HYDROGRAPH 21 SAVB HYDROGRAPH ON THIS UNIT 1 FIRST ORDINATE PUNCHED OR SAVED 145 LAST ORDINATE PUNCHED OR SAVED 0.167 TIMS INTERVAL IN HOURS PBAK OPERATION STATION FLOW HYDR OGRAPH AT ARBAl 1346. ROUTED TO ROUT 1232 . ROUTED TO ROUT 1212 . *** NORMAL END OF HEC-1 *** PROPOSED CONDITION HYDROLOGY RUNOFF SUMMARY FLOW IN CUBIC FEET PER SBCOND TIMB IN HOURS, AREA IN SQUARB MILBS TIMB OF AVERAGE FLOW FOR MAXIMUM PERIOD PEAK 6-HOUR 24-HOUR 72-HOUR 12 .67 350 . 114. 114 . 12 .83 349. 113. 113. 12.83 349 . 113 . 113 . BASIN ARBA 0.49 0.49 0 .49 MAXIMUM STAGE 288 .2 8 TIME OF MAX STAGS 1 2.83 ******************************************** *************************************** HBC -2 WATBR SURFACB PROFILBS .. .. .. * Version 4 .6.2; May 1991 .. .. .. RUN DATE 20JUNOO TIMB 09 :13:06 x x x x x x xxxxxxx .. ,. x x x x x x EXISTING CONDITION MODBL U .S . ARMY CORPS OF BNGINEBRS * HYDROLOGIC ENGINEBRING CENTER * 609 SECOND STREET , SUITE D * DAVIS, CALIFORNIA 95616-468 7 (916) 756 -1104 xxxxxxx xxxxx xxxxx x x x x x x x x xxxx x xxxxx xxxxx x x x x x x x xxxxxxx xxxxx xxxxxxx EXISTING CONDITION MODEL 20JUNOO 09:13:06 PAGE 1 THIS RUN EXECUTED 20JUNOO 09:13:06 ************************************* HllC-2 WAT!lR SUR FAC!l PROFIL!lS Version 4.6.2; May 1991 ************************************* Tl COLL!lGE STATION EXISTING CONDITION SOUTH FORK LICK CREEK TRIBUTARY T2 WESTFIELD ADDITION T3 100 YEAR FILS : BXT Jl I CHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 0 2 0 0 .0044 0 0 0 288 J2 NPROF I PLOT PRFVS xsscv XS!lCH FN AL LDC IBW CHNIM ITRAC!l -1 0 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 43 42 4 S3 S4 "26 QT 1 1220 NC .OS .OS .OS .1 .3 Xl 8 12 928 10S3 126 122 139 GR 292 798 290 898 288 914 286 928 28S.S 9S6 GR 284 988 283 1000 284 1006 286 10S3 288 1112 GR 290 1140 291. 4 1219 Xl 9 12 968 1018 80 96 llS GR 292 808 290 860 288 879 286 900 28S.7 939 GR 286 968 284 990 283 1000 284 lOOS 286 1018 GR 288 102S 290 lOSS Xl 10 10 98S 1020 120 160 110 GR 292 790 290 910 288 9SO 286 98S 284 990 GR 284 1010 286 1020 288 1040 290 1050 292 1070 Xl 11 12 990 1015 80 140 120 GR 294 S80 292 9SO 290 970 288 980 286 990 GR ' 284 99S 284 1010 286 lOlS 288 1070 290 1090 GR 292 1120 294 1310 Xl 12 11 990 1015 200 160 330 GR 294 8SO 292 880 290 898 288 990 284 99S GR 284 1005 286 1010 288 101S 290 1110 292 1220 GR 294 1310 Xl GR GR GR Xl GR GR GR Xl GR GR GR Xl GR GR Xl GR GR Xl GR GR GR Xl GR GR GR 20JUNOO 13 294 284 293 .S 14 294 286 296 15 294 286 296 16 294 286 17 294 288 18 297.4 288 296 19 298 28 8 298 Xl 20 GR 298 GR 289 GR 298 Xl 21 GR 298 GR 2B9 GR 296 Xl 22 GR / 29 B GR 2B9 .S GR 29B 09:13:06 15 750 99B 1045 11 850 1005 1335 11 B90 1005 1290 10 BOO 1003 9 B4B 1010 12 790 990 1150 11 760 1000 1220 11 820 1000 1465 12 BOO 1000 1155 12 825 1000 1170 994 292 2B4 292 960 292 2B B 990 292 2B8 9BS 292 290 990 292 290 968 296 2BB 298 975 296 290 940 296 290 960 296 290 29B 970 296 290 300 lOOB B55 1005 1070 1050 905 1050 1010 940 1010 1010 88B 1010 1015 915 1015 1012 B65 1010 1340 1025 890 1005 1040 900 1007 1030 B40 lOOB 1245 1020 B90 1005 1260 EXISTING CONDITION MODEL 40 290 2B6 292 60 290 290 so 290 290 140 290 292 150 290 292 BO 294 290 155 294 292 100 294 292 70 294 292 27 294 292 40 920 lOOB 1150 60 938 1060 105 975 1030 110 9B5 1035 140 990 1025 120 940 1012 100 910 1025 130 940 1015 70 960 1010 120 970 1010 40 2BB 290 294 80 2B8 292 70 2BB 292 130 2BB 294 180 286 294 110 292 292 130 292 294 120 292 294 70 292 294 52 292 294 990 1010 1240 960 lOBO 990 1055 990 1050 995 1035 960 1070 975 1040 9BO 1040 9BO 1030 985 1020 2B6 292 296 2B6 294 2B6 294 2B6 296 286 290 294 290 296 290 296 290 296 290 296 PAGE 994 1020 1340 995 1250 995 1150 995 1320 1002 96B 1095 990 1100 995 1125 996 1060 993 1 0 45 2 EXISTING CONDITION MODEL 20JUNOO 09:13:06 PAGE 3 SECNO DEPTH CWSEL CRIWS WSELK BG HV HL OLOSS L-BANK EL!lV Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR I TRIAL roe I CONT CORAR TOPWID BNDST *PROF 1 CCHV= .100 CBHV= .300 *SBCNO B.000 B .000 4 .42 2B7.42 .00 2BB.OO 2B7.62 .20 .00 .00 2B6.00 1220 .0 11.1 1161.9 47.0 7.1 316.9 29.9 . 0 .0 2B6.00 .00 1.56 3.67 1. 57 .050 .050 .0 50 .000 2B3.00 91B.04 . 004413 126 . 139. 122 . 0 0 5 .o o 1 76.94 1094 .9B *SBCNO 9.000 9 .000 4 .BB 2B7.BB .00 .oo 2BB.ll .2 4 .4B .01 2B6 .00 1220.0 474.4 734 .2 11 .4 156.2 166 .3 6 .2 . B .4 2B6.00 .01 3.04 4 .42 l.B6 .050 .050 .050 .000 2B3.00 BB0 .31 .0 04492 BO . 115. 96. 2 0 0 .00 144.26 1024 .56 *SBCNO 10.000 3302 WARNING: CONVEYANCE CHAN GB OUTS IDB OF ACCEPTABLB RANGB, KRATIO = .6B 10.000 4.31 2BB.31 .00 .00 2BB.97 .66 .73 .13 2B6.00 1220 .0 160.5 96B.3 91. 2 46.7 135 .B 26.4 1. 5 .7 2B6 .00 .01 3.44 7.13 3.46 .050 .050 .050 .000 2B4 .00 943.84 . 009656 120. 110. 160 . 2 0 0 .00 97 .70 1041.54 *SECNO 11. 000 3302 WARNING: CONV EYANCE CHANGE OUTSIDE OF ACCEPTABLB RANGE, KRATIO = 1.55 11.000 5.40 2B9.40 .00 .00 2B9. 72 .32 . 71 .03 2B6.00 1220 .0 B7.0 673.7 459.3 2B .9 125.0 141.B 2 .2 1. 0 2B6.00 .02 3.0 1 5 .39 3.24 .050 .050 .050 .000 2B4.00 973.00 . 004006 BO. 120. 140 . 2 0 0 .o o 110 .99 10B4.00 *SBCNO 12.000 12.000 6 .44 290 .44 .00 .00 290.66 .23 .93 .01 2BB.OO /1220.0 2B5.B 636. 5 297.7 132. 4 130 .B 141.0 4.1 1. B 2BB.OO .04 2.16 4.B7 2.11 .050 .050 .050 .000 2B4.00 B94.13 .003302 200 . 330. 160. 2 0 0 .00 239.55 1133 . 67 EXISTING CONDITION MODEL 20JUNOO 09 :13:06 PAGE 4 SBCNO DEPTH CWSBL CRIWS WSBLK BG HV HL OLOSS L-BANK ELE V Q QLOB QCH QROB ALOB ACH AROB VOL TWA R-B~ BLB V TIMB VLOB VC H VROB XNL XNCH XNR WTN BLMIN SSTA SLOPS XLOBL XLCH XLOBR I TRIAL IDC I CONT CORAR TOPWID BNDST *SBCNO 13 . 000 3301 HV CHANGED MORE THAN HVINS 3685 20 TRIALS ATTEMPTED WSBL,CWSBL 3693 PROBABLE MINIM UM SPECIFIC BNB RGY 3720 CRITICAL DEPTH ASSUMED 13. 000 6.34 290.34 290 .34 .00 291.30 .96 .22 .22 286.00 1220.0 434 .8 770.2 15.0 109 .2 81. 8 5 .0 4 .4 1. 9 286.00 .04 3.98 9 .42 3.02 .050 .0 50 .050 .000 284.00 908.90 . 010535 40 . 40. 40 . 20 5 0 .00 102.81 1011 . 71 *SBCNO 14.000 3301 HV CHANGED MORB THAN HVINS 3302 WARNING : CONVEYANCE CHANGE OlITSIDB OF ACCEPTABLE RANGE, !<RATIO = 3 .25 14 .000 5.47 291.47 .0 0 .oo 291 .56 .09 .17 .09 288 .00 1220 .0 106.1 1064.l 49.8 72 .0 411.9 35 .4 5.0 2.1 288 .0 0 .OS 1 .47 2 .58 1. 41 .050 .0 50 .0 50 .000 286.00 913.82 . 000996 60 . 80. 60 . 2 0 0 .00 160 .83 1074. 65 *SBCNO 15 .000 3301 HV CHANGED MORE THAN HVINS 3302 WARNING : CONVEYANCE CHANGE OlITSIDB OF ACCEPTABLE RANGE, KRATIO = .29 15.000 5.08 291.08 .00 . 00 291.97 .89 .17 .24 288.00 1220.0 186.3 79 8.4 235.3 41. 6 91 . 7 49.1 5 .6 2.4 288.00 .05 4.48 8. 71 4.80 .050 .050 .050 .000 286 .00 956 .01 . 011847 so . 70. 105 . 4 0 0 .oo 87.56 1043.57 *SBcNO 16 .000 3301 HV CHANGED MORE THAN HVINS 20JUNOO SSCNO Q TIMS SLOPS 09:13 :06 DEPTH QLOB VLOB XLO BL CW SSL QCH VCH XLCH CRIWS QROB VROB XLOBR WSSLK ALOB XNL I TRIAL EXISTING CONDITION MODEL SG ACH XNCH IDC HV AROB XNR I CONT HL VOL WTN CORAR 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = l .6B 16 .000 1220.0 .06 .004204 *SSCNO 17 .000 17.000 1220.0 .07 . 002680 *SSCNO 18 .000 18.000 1220.0 .08 .001833 *SSCNO 19.000 6.S6 399.6 2 .S 2 140. 7.20 4S 8 .4 2.4 1 lSO. S.S2 S8.9 1. 8S BO . 292 .S6 718.2 S .S2 130 . 293.20 7 00.B 4.76 lBO . 293.S2 801.1 3.66 110. .oo 102.3 2 .54 110. .00 60.B 2 .36 140. .00 360 .1 2.24 120 . .00 1S8.7 .oso 3 .oo 189 .9 .oso 2 .00 31. 8 .oso 2 292.88 130 .1 .oso 0 293.44 147 .2 .oso 0 293.68 219 .0 .oso 0 .32 40.3 .oso 0 .24 2S .7 .oso 0 .1 6 160.8 .oso 0 .86 6 .3 .000 .00 .SS 7.6 .000 .oo .23 8.S .000 .00 3302 WARNING : CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .43 19 .000 S.68 1220 .0 122.0 .09 2 .66 .0 10100 lSS. *SSCNO 20 .0 00 20.000 S.89 1220.0 9.9 .10 1.27 .OOS476 100. *SSCNO 21.000 21.000 1220.0 .10 .OOS42S 6.23 71. s 1. S8 70 . 293 .6B 1070 .0 6 .S2 130 . 294.89 1189. 2 4 .31 120. 29S .23 1130.6 4.83 70. .00 2B.O 2 .64 100 . .00 20.9 1.27 130. .oo 17.9 l.SB 70 . .0 0 4S .9 .oso 2 .oo 7.7 .oso 2 .oo 4 S .2 .oso 2 294.2 7 164 .0 .o so 0 29S .17 2 76.0 .o so 0 29S.S 7 234 .0 .o so 0 .S9 10.6 .o so 0 .28 16.S .o so 0 . 34 11 .3 .o so 0 .46 9.4 .000 .o o .8 7 10 .1 .000 .00 .38 10.6 .000 .oo OLOSS TWA SLM IN TOPWID .06 2 .7 286.00 176 .04 .01 3.3 2B6 .00 1S6 .47 .01 3.7 2BB.00 144 .2S .13 4 .1 2 8B.OO 117.21 .0 3 4.4 289.00 lSS .02 .02 4.7 289 .00 162 .11 L-BANK BLBV R-BANK BLSV SSTA SNOST 290 .00 290.00 863.19 1039.23 290.00 290.00 874 .S 7 1031 .04 290.00 290.00 944.78 10B9 .0 3 292.00 292.00 920 .39 1037.60 294 .00 294.00 922.39 1077.41 294.00 294 .00 B86.31 1048 .42 PAGE s 20JUNOO SBCNO Q TIMB SLOPS *SBCNO 22 .0 0 0 22 .000 1220 .0 .10 .0 0 7 144 ' .. 09:13 :06 DBPTH QLOB VLOB XLOBL 5.93 82.2 2 .01 27 . CWSBL CRIWS WSBLK QCH QROB ALOB VCH VROB XNL XLCH XLOBR I TRIAL 295.43 .00 .00 1112 .2 25 .6 40.9 5.96 2 .00 .050 52 . 120 . 2 EXISTING CONDITION MODBL PAGB 6 BG HV HL OLOSS L-BANK BLBV ACH AROB VOL TWA R-BANK BLBV XNCH XNR WTN BLMIN SSTA IDC I CONT CORAR TOPWID BNDST 295.94 .51 .3 2 .OS 294 .00 186 .5 12 .8 10 .9 4 .8 294.00 .050 .050 .000 289 .50 912.7 8 0 0 .0 0 125 .10 1037 .88 B.~ISTING CONDITION MODE L 20JUNOO 09:13:06 PAG!l 7 THIS RUN EXECUTED 20JUNOO 09 :13:06 ************************************* HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST 100 YBAR SUMMARY PRINTOUT SECNO CWS EL Q ELMIN TOPWID SSTA ENDST VCH 8 .000 287.42 1220.0 0 283 .0 0 176 .9 4 918 .04 1094.98 3 .67 9.000 287.88 1220.00 283.00 144.26 880.31 1024.56 4.42 10.000 288.31 1220.00 284.00 97.70 943 .84 1041.54 7 .13 11 .000 289 .40 1220.00 284.00 110.99 973.00 1084 .00 5.39 12 .000 290.44 1220 .00 284.00 239.55 894 .13 1133 . 67 4.87 13.000 290.34 1220.00 284.00 102.81 908 .90 1011 . 71 9 .42 14 .000 291 .4 7 1220.00 286.00 160.83 913. 82 1074 . 65 2.58 * 15.000 291.08 1220.00 286.00 87.56 956.01 1043.57 8 . 71 16 .0 00 292.56 1220.00 286.00 176.04 863.19 1039.23 5.52 17 .000 293.20 1220.00 286.00 156.47 874 .57 1031.04 4 .76 18 .000 293.52 1220.00 288.00 144 .25 944.78 1089 .0 3 3 .66 19.000 293.68 1220.00 288 .00 11 7 .21 920 .39 103 7.60 6.52 20 .000 294.89 1220.00 289.00 155.02 922.39 107 7.4 1 4.31 21.000 295.23 1220.00 289.00 162.11 886.31 1048 .42 4 .83 22.000 295.43 1220 .0 0 289 .50 125.10 912 .78 103 7.88 5.96 EXISTING CONDITION MODEL 20JUNOO 09 :13:06 PAGE 8 SUMMARY OF ERRORS AND SPECIAL NOTES WARNING SECNO= 10.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 11.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 13 .000 PROF I LB= 1 CRITICAL DEPTH ASSUMED CAUTION SECNO= 13 .000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 13 .000 PROFILB= 1 20 TRIALS ATTEMPTED TO BALANCB WSEL WARNING SECNO= 14 .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 15 .000 PROFILE= 1 CONVBYANCB CHANGE OUTSIDE ACCBPTABLE RAN GB WARNING SECNO= 16 .000 PROFILE= 1 CONVEYANCE CHANGE OUTS IDB ACCEPTABLE RANGE WARNING SECNO= 19 .000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ******************************************** *************************************** * HEC-2 WATER SURFACE PROFILBS Version 4 .6 .2 ; May 1991 RUN DATE 20 JUNOO TIME 13 :19:03 ******************************************** *************************************** x x x x x x xxxxxxx x x x x x x PROPOSBD CONDITION MODBL U.S . ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTBR 609 SBCOND STREET, SUITE D DAVIS , CALIFORNIA 95616-468 7 (916 ) 756-1104 xxxxxxx xxxxx xxxxx x x x x x x x x xxxx x xxxxx xxxxx x x x x x x x xxxxxxx xxxxx xxxxxxx PROPOSED CONDITION MODEL 20JUNOO 13:19:03 HEC-2 WATER SURFACE PROFILES Version 4 .6.2; May 1991 Tl COLLBGB STATION DBVELOPB CONDITION SOUTH FORK LICK CREEK TRIBUTARY T2 WBSTFIBLD AD DITION T3 RATING CURVB FILE:PRO 06 /1 9 /0 0 Jl ICHBCK INQ NINV !DIR STRT METRIC HVINS Q 0 2 0 0 .0044 0 0 J2 NPROF I PLOT PRFVS XS BCV XSBCH FN AL LDC IBW 1 0 -1 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38 1 43 42 26 S3 S4 JS LPRNT NUMSBC ********REQUESTED SECTION NUMBERS******'*'* -10 -10 QT 1 1220 NC .O S .OS .OS .1 . 3 LEFT OVBRBANK WILL BB PART OF THE RBSIDENTIAL SUBDIVISION THB LAWNS WILL BB GBNNBRALLY AT A LOWBR ROUGHNESS BECAUSE ARBA WILL BB MOWBD AND KBPT IN A BBTTBR THAN NATURAL CONDITION NC .03S .OS .OS .1 .3 Xl 8 12 928 10S3 126 122 139 GR 292 798 290 898 288 914 286 GR 284 988 283 1000 284 1006 286 GR 290 1140 291. 4 1219 Xl 9 12 968 1018 80 96 llS GR 292 808 290 860 288 879 286 GR 286 968 284 990 283 1000 284 GR ' 288 102S 290 lOSS r Xl 10 10 98S 1020 120 160 110 GR 292 790 290 910 288 9SO 286 GR 284 1010 286 1020 288 1040 290 Xl 11 12 990 lOlS 80 140 120 GR 294 S80 292 9SO 290 970 288 GR 284 99S 284 1010 286 lOlS 288 GR 292 1120 294 1310 PROPOSED CONDITIONS==================================================== 1. EXISTING CO NDITION 100 YR= 290.44 VCH= 4.87 THIS RUN EXECUTED 20JUNOO WSEL 288 CHNIM 928 10S3 900 lOOS 98S lOSO 980 1070 FQ ITRACB 28S.S 288 28 S .7 286 284 292 286 290 PAGB 13:19:03 9S6 1112 939 1018 990 1070 990 1090 1 PROPOSED CONDITION MOD!lL 20JUNOO 13 :19:03 PAG!l 2 2 . PROPOSED CONDITION 100 YR= 290.13 VCH= 3.12 3. WIDEN CHANNEL AND STRAIGHTEN . 4 :1 SID!l SLOP!lS Xl 12 10 969 1031 200 160 330 GR 294 8SO 292 880 290 898 288 969 284 98S GR 284 101S 288 1031 290 1110 292 1220 294 1310 PROPOSED CONDITIONS==================================================== 1. llXISTING CONDITION 100 YR= 290 .34 VCH= 9 .42 2 . PROPOSED CO ND ITION 100 YR= 290 .19 VCH= ll .7 S 3. WIDEN CHANNE L AND STRAIGHTEN . 4 :1 SID!l SLOPES 4. ROCK RUBBLE RIP RAP CHANNEL LINING LEFT OVBRBANK WILL Bil PART OF TH!l RESIDENTIAL SUBDIVISION THE LAWNS WILL Bil GBNNBRALLY AT A LOW!lR ROUGHNESS BBCAUSB ARBA WILL BB MOW!lD AND KllPT IN A BBTT!lR THAN NATURAL CONDITION NC . 03S .OS .0 2 .3 .s Xl 13 4 990 1010 40 40 40 X3 10 290 290 GR 294 9SO 284 990 284 1010 294 lOSO PROPOSED CONDITIONS==================================================== 1. llXISTING CONDITION 100 YR= 291.47 VCH= 2 .S8 2. PROPOSED CONDITION 100 YR= 292. 72 VCH= 6 .21 3 . Sized culvert and low water dam to increase detention 4 . INCRBASB IN 100 YBAR llLBVATION IS CONTAINED ON OWNERS PROP!lRTY . 4-36" DIA RCP DSFL=284 USFL=286 SC 4.012 .s 2 .63 0 3 0 60 1.1 286 284 PROPOSED CONDITIONS==================================================== 1. llXISTING CONDITION 100 YR= 291.47 VCH= 2 .S8 2 . PROPOSED CONDITION 100 YR= VCH= Xl 14 6 990 1010 60 60 80 X2 0 0 2 289 290 X3 10 290 290 BT -0 9S8 294 294 9 7 4 290 290 990 290 286 BT 990 290 289 101 0 290 289 101 0 290 286 BT 1026 290 290 1042 294 294 GR 294 9S8 290 974 286 990 2 86 1010 290 1026 GR 294 1042 LEFT OVBRBANK WILL BB PART OF THB RESIDENTIAL SUBDIVISION THE LAWNS WILL BB GBNNBRALLY AT A LOW!lR ROUGHN!lSS BBCAUS!l AREA WILL BB MOWED AND KEPT IN A BllTTBR THAN NATURAL CONDITION NC . 03S .OS .O S . 1 .3 PROPOS!lD CONDITIONS==================================================== 1., EXISTING CONDITION 100 YR= 291.08 VCH= 8.71 ' 2 . PROPOSED CONDITION 100 YR= 293.17 VCH= 2 .03 3. WIDEN THB Sil CT ION IN ORD!lR TO PROVIDE DETENTION 4 . INCREASE IN 100 YEAR ELEVATION IS CONTAINED ON OWNERS PROPERTY. Xl lS 6 918 1037 so lOS 70 GR 294 890 294 918 292 926 286 9SO 286 l OOS GR 294 103 7 1. llXISTING CONDITION 100 YR= 292.S6 VCH= S .S2 2. PROPOSED CONDITION 100 YR= 292 .92 VCH= 6.97 PROPOSBD CONDITION MODBL 20JUNOO 13:19 :03 3. INCRBASB IN 100 YBAR BLBVATI ON IS CONTAIN BD ON OWNBRS PROPBRTY . Xl GR GR 16 10 9BS 1010 140 294 BOO 294 969 290 286 1003 290 1010 292 1. BXISTING CONDITION 100 YR= 293.2 VCH= 4 .76 2. PROPOSBD CONDITION 100 YR= 293.BS VCH= 3.13 110 9BS 103S 3. INCRBASB IN 100 YBAR BLBVATION IS CONTAINB D ON OWNBRS PROPBRTY . Xl GR GR 17 294 9 848 990 292 101S 91S 150 290 288 1010 290 lOlS 292 1. BXISTING CO NDITION 100 YR= 293 .52 VCH= 3.66 2. PROPOSBD CO NDITION 100 YR= 293.96 VCH= 3.10 140 990 102S 3. INCRBASB IN 100 YBAR BLBVATION IS CONTAIN BD ON OWNBRS PROPBRTY . Xl GR GR 18 297.4 288 12 790 990 968 296 288 1012 B6S 1010 80 294 290 GR 296 llSO 298 1340 1 . BXISTING CONDITION 100 YR= 293.68 VCH= 6.S2 2 . PROPOSBD CONDITION 100 YR= 294.07 VCH= S.21 120 940 1012 3. INCRBASB IN 100 YBAR BLBVATION IS CONTAINBD ON OWNBRS PROPBRTY . Xl GR GR 19 298 288 11 760 1000 97S 296 290 102S 890 lOOS lSS 294 292 GR 298 1220 NC Xl X3 GR GR GR LBFT OVBRBANK WILL BB PART OF THB RBSIDBNTIAL SUBDIVISION THB LAWNS WILL BB GBNNBRALLY AT A LOWBR ROUGHNBSS BBCAUSB ARBA WILL BB MOWBD AND KBPT IN A BBTTBR THAN NATURAL CONDITION .03S .OS .OS 1 . BXISTING CONDITION 100 YR= 2 . PROPOSBD CONDITION 100 YR= S-6X6 20 10 298 289 298 RCB 11 820 100 0 146S DSFL= 965 296 289 294 .89 294.62 .1 1039 900 1019 VCH= VCH= .3 4 .31 3.66 100 294 294 DIRBCT TRAFFIC BOX 289 USFL= 289.2 WITH WBLL ROUNDED ENTRANCE SC S .012 .2 2 .63 0 1. EXISTING CONDITION 100 YR= 29S .23 VCH= 6 4 .83 2. PROPOSED CO NDITION 100 YR= 29S.S6 VCH= 3.0S 100 910 102S 130 940 1039 6 3 / THE INCREASE IS AT THE UPSTREAM FACE OF THE PROPOSBD CULVBRT . Xl 21 11 961 1039 70 70 X2 0 0 2 29S.2 296 X3 10 BT BT BT BT -12 800 961 1019 1060 298 296 29S .2 296 298 294 296 296 840 981 1019 1155 296 296 296 296 130 288 294 180 286 294 110 292 292 130 292 294 120 293 294 70 7 0 296 289 .2 289 .2 296 990 1050 995 1035 960 1070 975 1040 296 965 104 0 B .l 296 960 981 1039 1245 286 296 286 290 294 290 296 296 289 296 2 89.2 296 296 295 .2 296 298 PAGB 99S 1320 1002 968 1095 990 1100 981 1125 289 294 296 294 298 3 PROPOSED CONDITION MODEL 20JUNOO 13 :19 :03 PAG!l GR 298 800 296 840 294 960 294 961 289.2 981 GR 289 .2 1000 289.2 1019 294 1039 296 1060 296 llSS GR 298 124S NC .OS .OS . OS .1 .3 1. EXISTING CONDITION 100 YR= 29S.43 VCH= S .96 2. PROPOS!lD CONDITION 100 YR= 29S.43 VCH= S .9 S Xl 22 12 970 1020 27 120 S2 GR 29 8 82S 296 890 294 970 292 98S 290 993 GR 2 89.S 1000 290 lOOS 292 1010 294 1020 296 104S GR 2 98 1170 300 1260 PROPOSED CONDI TI ON MO DEL 20JUNOO 13:19:03 PAGB 5 THIS RUN EXECUTED 20JUNOO 13:19:03 ************************************* HEC-2 WATER SURFACE PROFILES Version 4 .6.2; May 1991 NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST RATING CURVE SUMMARY PRINTOUT SECNO CWSEL Q BLMIN VCH SSTA END ST 8 .000 287.42 1220.00 283 .00 3 .66 918.0 8 1094.81 9.000 287.82 1220.00 283.00 3 .89 880.91 1024.36 10.000 288.14 1220.00 284.00 7.31 947.10 1040. 72 11.000 289.31 1220.00 284.00 5 .42 973.45 1083.09 12 .000 290.13 1220 .00 284 .00 3.12 896 .86 1116 .97 * 13 . 000 289.19 122 0 .00 2 84 .00 11. 75 990 .00 1010 .00 14 .000 292. 72 1220.00 286.00 6 .21 963.09 1036.91 15.000 293 .17 1220.00 286.00 2 .03 921 .33 1033.67 16.000 292.92 1220.00 2 86 .00 6.97 973.29 1041.96 17 .000 293.85 1220.00 2 86 .00 3 .13 853.27 1034.21 18.000 293.96 1220.00 288 .00 3.10 940 .45 1094.44 19 .000 294.07 1220.00 288 .00 5.21 909.34 1041.97 20.000 294.62 1220.00 289 .00 3.66 965.00 1039 .00 21.000 295 .56 1220.00 289 .20 3.05 961.00 1039.00 22.000 295.43 1220.00 289 .50 5.95 912.63 1037 .93 PROPOSBD CONDITION MODBL 20JUNOO 13:19:03 PAGB 6 SUMMARY OF BRRORS AND SPBCIAL NOTBS WARNING SSCNO= 10 .000 PROF I LB= 1 CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RANGB WARNING SBCNO= 11 .000 PROF I LB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB WARNING SBCNO= 12 .000 PROFILB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 13 . 000 PROFILB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 14 .000 PROFILB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RANGB WARNING SBCNO= 16.000 PROFILB= 1 CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 17 .000 PROF I LB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 19 .000 PROF I LB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 20.000 PROF I LB= 1 CONVBYANCB CHAN GB OUTS IDB ACCBPTABLB RAN GB WARNING SBCNO= 22 .000 PROFILB= 1 CONVBYANCB CHANGB OUTS IDB ACCBPTABLB RAN GB Lick Creek Main Branch g c .Q ro > Q) w Lick Creek Main Branch ',.._~~~~~~~~~~~~~~~~~~~~~~~~~~~-Reach-1 -~~~~~~~~~~~~~~~~~~~~~~~~~~~~ 296 -,~-'--_-_-_-_-.-~---_-_-_-.--_-_-_-_·~---_-_-_-.-.... -_-_-_-_-T·~---_-_-_.--_-_-_-_--.~---_-_-_-.--_-_-_-_·~---_-_-_--. .... -_-_-_-_---~---_-_-_.----_-_-_-_-~r---_-_-_,--_-_-_-_--.~---_-_-_·-_-~---~--~,--_-_-_-_'! ~\ I ~----L--------1-----~----L--------L----L ~ L ----L--------L----~---L- >-----~--------~----~----~--------~--------~----~----~--------~---- >-----~--------~---->-----~--------~----~~~~~~~~~ .... ~~~~~, ~~~~ ----Lil----~~+=--~:-~~~~ ~~~~lit~~~~ 294 +----~-----l----~----t----,'-----j----,-----+----~----+------.-----+----,-----t-----,----,-----;-------.-------1 I : : L/ : ----r--------r--------r--------r----~ ----r--------r---- ---->---------~--------~---------~ ----~--------~-------->----- ____ L ____ ----L--------L----~L--------L--------L--------L---- ----r---- 1 ----1----- ----L---- 1 ----r---- ----1----- ----L---- 1 ____ I ____ _ ____ L ___ _ I ----:---------:---------:---1 ----:---------:_ --------:---------:----- 292 +--~~_;_~~-+-~~_;_~~-+-~~---'---~~--+--~~--'-~~---+-~~--'--~,__-+-~~~~~-+-~~--'--~~-+-~~~~~-+-~~~~~--1 _--:'::~~~---__ ::~_-:: :_::r:::-:-:_~_: __ :~~::~~~~~ I I ----,--------r---- ----r--------r----- 1 ----1---------1------ 1 1 ____ L ___ _ ----L---- : :::f ::::DC-~~~:-~~~~~~~~ ----1--------t---------1----- 1 I I ----L-------L--------L---- 1 I I ~ I I 290 288 -~ - - - - - -~ - - - - - - - -I_ -- - - I ----1---------1---------1----- 1 1 ----r--------r--------r---- 1 1 ----t---------f---------t----- ----1----- 1 ----,---- ----r----- ----1----- 1 I I --------- ! ____ ! ____ _ ----1---- 1 ----t----- I ----1----- 1 ----r---- ----r----- ----1----- 1 I ____ I ____ _ I ----1----- ----1---- 1 ----t----- I ----1---------1----- 1 1 ----r--------r---- ' ' ----r---------1----- 1 ----1---------1-----I /I ____ L _______ L ___ _ I I I I ----r-------r---- ' I ----r-------r---- 1 I ----t---------t----- I I ~~~~~~~~~~~~~~~~~ +--~ -------~---- ---L--------1----- 1 I I ____ I ____ _ ____ I ____ _ I ----1-----_ ___ ! ____ _ 1 I ----r--------r---- 1 1 ----t---------t----- 1 286 -1--~~---'--~~-+~~-"'~~~f--~~-'-~~-1--~~---'--~~--~-il-'~~~11-~~-'-~-tl/-l--~~---'--~~-+~~~1~~----i~~~-'-~----i ____ !.._ ___ _ I ---------I I ----r---- I ----L----~----L ________ L __ _ I I I I I ----r---->-----r--------r-- ' I I ----r--------,--------r---- I _ ___ L ___ _ I I ----,----- ____ I ____ _ I I --------- ' I I ----,----~----,---- ____ !.._ ___ _ I --------- ' I ----r ---- ____ I ____ _ I ----1----- 1 ----,---- I ____ !.._ ___ _ I I ---------! I ----r---- r----r--------1--------r--------r-----r-----~----r----~----r---------r--------1---- ' I 1 I I I I ____ L ____ ----L----____ L ____ ----L----~----L----____ L ________ L ___ _ 1 I I ____ L ________ L ____ ~ ____ L ________ L ________ L ___ _ ____ L ____ ._ ____ L ___ _ I J l l l I I I -I I J I J I I I ----r--------r--------r--------r----~----r--------r ----~----r--------r----~----r---- I l I I t t I J I ----r--------r---- ----r--------r----t-----r--------r----t-----r--------r----t-----r---- 1 I 1 282 -1-~~-+-~~-+-~~-+-~~-+-~~-+-~~-+-~~--+--~~---+-~~-+-~~---+-~~-+-~~---+-~~-+-~~-+-~~-+-~~-+-~~-+-~~--j 0 200 400 600 800 1000 1200 1400 1600 1800 Main Channel Distance (ft) g c: .Q 1il > a.> UJ g c: .Q 1il > a.> UJ RS = 10 Lick Creek Main Branch 292 .---r---.--rl~--=;-=---;::--:;:--::;:-=;-=---;::--:;:-T·0~5~:;::::;::::;:::;=;:::;::;:~~~~~~1-,-,-, !._ ..!. J I !._ l J _l_I_ !..._ !._ J _l_l_I_ I I I I I l I I t I l I I I I I I L ..l ..J --~I-.i; ..J-.J-1-1-.L...J.-l-1--1-1-..!.-! I I I I I I I I I I I r T-, 1-rr ,-,-1-1-r11-1--rrT1 I I I I I I I I I I --1-I I I I I I I I I I t" 1" "1 --r-t-t" ,. l t I I I t I I I I -1 --1-I T 1 L .1 _j _I __ LL l. .l I I I I I I I I t-+-t-1--1-t-+-t I I I I _t_l_t_I _l_I_ LL I I I I -1-1-t-t- I 1 t I I t I I I 1 I -1 --1 1 r 1 288 -+--:~:~:~:-+~:~:~: ~:-+--:~:~:~:-+~~~~---~~~~-+-~~~-•-+-~~~.,.---i L l J _I __ 1_ L ~ .! _l_l_L L I l I I I t l l +-+4-t--1-1-+-f I I I I I I I I r T 1-1--1-r TI L l J _I __ 1_ L l 1 I I I I l I I I 1 I J I I I I I rT1-1--rrr1 .!_ _!_ J _l __ I_ I_ .!_ _! I I I I I I I I I I I I I I I I I I I I -1-1-f-t- i I I I -i-1-r r _1_1_ LL l I I I I I I 1 -1-1-r r _ 1_1_ 1_ .!_ I 1 I I -1-1-L-L I I I 1 I J I I -, --, -1-r- J _1_1_1 _ I I I I ..l ...J -1-1- 1 I I I -1-t-I-+- I I I l -1-1-r T _1_1_ L !.. I I l I I I I I -1-1-rr _l_I_ I_.!_ I I I ! -1-1-L-.L t I I ! -1-1-rr ,-,-1-r--1-1-rr 284 -+-~'-;'-;'-;.'-1--r'-r'-r'-r'-+---r' -'r-;'-;'-+-;.1 -r1-r1-r1-+-r~~----+-.. -~~~+-~'~'~'-r'-4 750 800 850 900 950 1000 1050 1100 Station (ft ) RS = 8 Lick Creek Main Branch J. -1-I-_J -- _!. _1_ I_...! - -I_ I l I I l 1 -1-r ., - -r ., - r -1-r .., -1- .J. -t-L-J --L ..l -1--L 290 +-~~~-t-,---.,.-1 --.,..--,-ll-...,....-.,--,.---,-+--.,.--,---,--,---t-.,.-l•-,.---,-+-,--,----,---,--1 -r -1-r-., --r ., -1-r J_ _I_ L ..l __ L ..l _I_ L I I I I I I I I I I I J I I -,... -L I I I -,-I I -t--t -t- 1 -1-I 1 - -I I -1-I -I-T -I- + -1-t--t - -t--t -1-t---t--t -1- .1 _I_ L J __ L _J _I_ L LJ_I_ J_l_l. I I I I I I I I I I t I I I I I I ' -,-r l" - -r l" -,-r 'l --T -, -,-T - -,-T -, -r l _J _ L J __ !..._ J _I_ L _ l_ l _1 _ L. I l l t I I I I I t l l I I I I I I 1 -1-r 1 --r 1 -,-r 1-T 1 - -T -, -r T -r T -1 -r +-l-1-4 --1-4-1-1--I-I--{ -l-l-+--l--+.-1-1-+ -l-+-1-1-- _! _I_ I_ ...! --L. J _I_ L - -!.. _I - -l _I -I_ l -I_ l _I -J_ 284 -+-~1 ~'~'~'~1-r'~'~'~'~,_~~~-.1Ht1--T~~r1 ~'-+~'~,'~'~'_,~,'~'~'~'--1 J. -1-I--! - -I-_J -1-i. _!._I_ I__!. __ ~_! _I_!._ I I I I I t I I I -1-I I - -I , -1-r ~-~~~--~~-~~--L~~-~ J_L!J __ !J_L! __ L!J_L I I 1 I I I I I I I I I ~-rr~--T~-i-T -i-T~-,... J._l_LJ--L..l-1-L _t_L_J_t_ ...J_f_.L...J __ j__J_L.J... -L.l-1-L 282 -t---T-1 -i-1 -r-;1 ~1--r1-T1--i1~~t-r1~1 ~1~r1-+~1 ~1~1~r1---t~1~,1 ~1 ~1 ---1~r1~1 ~1 ~1__, WSPFI --G<ound 811,Sll 700 800 900 1000 1100 1200 1300 Station (ft) g c: 0 ~ > a.> UJ RS = 9 Lick Creek Main Branch 292 ,....l;~::;=;::::;:::::;:::;:=,.:·~05~-~:::;:-=-;::-:;:-~=-:;::-:;::*'~~~~~~~~,-,,,--,~_.,-, ..J. -I--! - -I--' -1-I- _!_I _ _! __ !_J_I_!_ I I I I I I I 1 -1-r - - r , -1-r -1-L ..J -1- _l_ !_ J _I _ t I I I -1-r 1 -,- ..l -1 -L-J. - -I-_J _ j _ I--1-!-_J -1- 290 -t---,-: --.,-1 --.,.1---,~t--'11-c--~'~,..-t-~'---,---,,..-,---j-...,.--,--,---.,----t---,~,..-,--...,....-Hll..,.---,--,---.,.---t I -t -1-t--t - -r; -1-11-1- _J_L _l_L_J_L I I l J -1-1---I -t -r -t -1-t- 288 -t-'."-'."--'.-~t---'."--'.-<\=:=t:=!=::::=:;:=::::=1=:::::=:=::::=:=:J=:~,~"'."-i~,~~,~,---i l _, _ L ...! __ L J _I_ L I I I I I I I I ,. -1-r ,--- r -, -,-r I-T - -I-T -, -1- -+-1-1-4--1-4-1-1--1-1-~-I--1--+-1-1- _! _I -L ..! --L J _I_ L _I_ L J -I_ -I_ l _I -I_ 284 -+-~1 ~1 ~1 ~1~<-~1 ~1 ~1~~1 --+-~1 ~1 ~1~r1-+~~~~•--Hll~~~~-i~1~r1~1 ~1 -; ..J. -1-1--I. --1--1-1-1--1-i. -I -1- 1 _I_ !._ _! - -!._ J --~ _l_ !_ _J _I _ __l_l _ _!___I_ I I I I I I I I I I I ! I I I -r--1-r ,--- r , -1-r -1-r -, -1--, -1-r --, - - r --, -r-T .J. -1-L-J _ -L ..l -l-L -1-L ...J -1-...J -1-l. ...J - -l.. ...J -L ..L -1-.J. -1-I- I I I ------ ' I I -rT-1-r -L-'--1-L 282 -t-~~~~~+-~~~~'-+~'~'~~~+-,1 ~1~r'~'---t~1~r1~1 ~1 ---t~~~~~~ 800 850 900 950 1000 1050 1100 Station (ft) g c: .Q iii > Q) Li] g c: .Q iii > Q) Li] RS= 14 Lick Creek Main Branch 296 ,-,---,-'-k-,-,_.,0_5., -*--r.-·,05, -_ -)' ""'-'-1 '-, -, -_ -. -, ---, -, ----.--· 0'-,5_--;-..:::-,.=-,-..:::-,.:-..:;:-..:::-r-~i/li-·,-,-, ,...,....., .1.-1-1--'--1--'-l-1--1-1-...J-1-~-1-.L~-r-.i.~-1--'---L-'--1-~--=.=:.:.::.... _!_l_!._J __ L_J __ !_ __ !__J_t_ ~-:-+~--+-:-~;?:-+-·~:-+-:-:-:::1 ~-:-~~--~~-1-~ -1-~~-:--,-1-r1--T-,-r -r-r-1-r JHf sta ..1-1-L-l--L..l-1-L _J_L...J-1-...J_l_.L_J __ .L...J_ .,L __ L..J._l_L 294 +-,;-, -_.,.:~-~c-c,-,~-,_t-_-;-~--;~--""':c----;-~--t-_-c:-_...,~-,.,;-_.,.,_-t-,~----;-:_-;-~-..,.,.:-_,0----;-: -..,-:-' •_c-~--;~---t----;-~-;-~--""':-_...,~;---1 .J_l_L.J __ L.J._l_L -1-L.J_Llhlfr_Ll. __ l....J_L.l __ LJ._l_L I I I I I l I I I I I I 1 I I I I I I 1 I I 1-1-1 1--11-1-1 -1-11-,-,-1-1--1-1-1-1--1-1_1_1_ -t-1-r-t -r-t-1-r -1-r4-1--1-r-i---r-;-r-T--r;--1-r- 292 +--•c___L__•1-.•1-'-Jlt--'--~'--''--''c___l--L__1-•1-•'~/-l--'---'--'---'--l--1-'1-~'---1'-l--'--'--'c___'--I i=:=:~==.~~:=:=: =:===:t-'~= :=.=::==:~=::==::=:=: .t_t_L.J __ .J_l_L _t_L.J t_ .J_l_l....J __ l._t_i_.l __ t_.[_t_L I I I I I I 1 I I t I I I t J I I I I I I I l I ,-,-,,--,,-,-, -,-,1-,--,-,-r-,--r-,-,-T--,-T-,-, 290 -+-+-+-+-+--+--+-11-4-+--+--+-+-ll---+-+--+-+-+-+-t--+--+-+---+-t--+--+-+-f---1 ~=:=~~==~~I=:=~ 4 -1-~ .... - -I--I 1-1- _1_ L _,_ l I I I -,-T 1 -,- -1-I-'_,_ J_LlJ __ lJ_t_l __ t_l~_L I r 1 I I , I I 1 t I r -,-rr,--r-,-rT--rT,-r ..J-~+..J-~+~-'-+--'-+~-'- _! _1 _ L J __ L J l_!... _1_!_~_1_ j_1_1_1 __ 1_1_1_1 __ 1_1_1_1_ 288 -t--,-1 -.-1 -,1 ~1.--t-T1-,1 -11 -r1-t-,1--,1,1~1 r1-r1-t--,1~r1-r1-r1-j~r1-r1-r1--,1~t--r1-r1-,1 ~1r--i -l.-1-L-l--L-l-7111-...J-1-...J-1-J_...J __ J_...J-1--1---1--'--1-1- _!__l_~J--~_!_I_!_ _I !_J_I _ _l_l_.!__l __ J__l_t_l __ l_J._1_1_ I I I I I 1 I I I I I I I I I l I I I J I I I 1 -1-r-1 --r 1 -1--r -, -1--, -1-r ., ---r -, -r T -- r T -1 -r -l.-1-L...1--L...1-1-L.: 1-L...J-1-...J-1-J_...J __ J..--J-L-1---LJ.-1-1- 286 I I t I I I I l •i I I I I I I t I 1 I I I I I I I 800 900 1000 1100 1200 1300 1400 Station (ft) RS = 12 Lick Creek Main Branch 294 i--.05 ~. 1.-----.05 -----" •--,-,r• 0 + -1-~-' --'-_, _,_ '-·5-'-l-_, _,_ ..J _,_ + ..J - -+%-'-+ -.... + --'- J. _l _ _!_ __ !__!_I_!_ _l_!_J_I _ _J_l_.!__l __ .!.__l_I ___ l_J. _I_ l I I I t I 1 I I I I ! I I I I I I I I I I I ,--1-,--r1-1-r -1-r-i-1-1-1-r1--1-, rT--rT -r -l. -1 _ L - _ L -l -1-L -1-L .J -1-...J -1-.L ...J - -J.. -I-..L --L ..L -L 292 I I I I I I 1 I I I t I I I I t 1 I I Ii~ I I I I I I I I I I I I VI I I I I I 1 1-1-r--r--r-1-1-1 -1-r-i-1--i-m=-r-,--r-i-r-T--r--r -r .l_l_LJ. __ L...J_l_L -1-L...J_I_ ...J_L.L __ J...J_L.l--L.1 _L I I I I I I I I I l I I I I l I I I I I I I 1-1-l I -I 1-1-1 -1-11-1-_1 _1_ T _1 __ T _1_1_ T _ -1-T -1- -r -1-t--r t-1 1 r 1 r "1 y1 r.., - -+.., -r T --r T -r 290 -+--~~-+---~-+-~.._.-+,-+-,~,-+,-+v-'·~, ~,-+,~,-i-~,-+-,-,t-+,-+~, ~,-+,-+-,~ ~-:-~~-]ii~~-:-~ -W:f-11 --1 -1-1 -1-- T _1 _r_ T --1-T -1-1- -t -1-r -t - -t--1-t---1-t--t 1---i-1-t--t--+--t-t--+ -t--+-1-t- .[_l_L.J __ L.J t_L _t_L _t_ .J_t_l....l __ l._t_t_.l _t_.t_t_L I I I I l I I I t t I I I I I I I I I I I I ,-,-,,--,,-, -,-r1-,-1-,-r-,--r-,-,-r -,-1-,-r 288 -+--+-+-+-+-+--+--+-+-•••----+--l--+-+-t-+-+-+--l--+-+-t-+-+--+--<--+-+-< 1 _1 _ L 1 __ L J _r_ L I I I I I I I I T -,-r -r - -r 1 -,-r -.!... J _ 1_ _I -I_ .!... _I --.!... _I -I_ .!... - -I_ l _I -L I 1 I I I I I I I I t I I I I I ,-r 1 -,-.., -,-T .., - -T , -r T --I T -, -I ~ -1-I-~ - -I--4 -J-I-I-~ -4 -1--I -I-+ --1 - -+ --1 -f-+ -I-+ -I -l-- 1-J. _I_ L _! __ !..._ J _I_ !..._ _ !... J _ _ J _I_ l_ .J __ .!. _I_ I_ l _I_ J. _I_ I_ 286 -+-~1 ~1 ~1 ~1~+-~1 ~1 ~1~r1++-•~~1~1~~+-,1 ~1~r1~1 -;--,1~r1~1 ~1 --i~r1~1 -.-1 ~1--< -l. -t -L .J - -I--l -1-I-~I I-.J I ...J -1-.i. ...J - -J.. ...J -1--J.. - -I-.!. -1 -1- _!_ _ t _~_!_ __ ~J_I_!_ l=~J=I= _l_l_.!__l __ .!__l_l_.!_ __ l_J._I_~ ~ -:-~ ~ --~ ~ -:-~ :-~ ~ -:-~ -:-~ ~ --~ ~ -~ ~ --~ ~ -:-~ 1-...1 _I_ L -l __ L .J _ 1 _ L 1-L .J -1-...J -1-.L ...J - -J.. ...J -L J.. --L J. -1 -L 284 I I I I I I I •,••~'-.-'_,1_1,_+-~...;l~l~~+-~~-r-r-l--,-~~~-1 800 900 1000 1100 1200 1300 1400 Station (ft) g c: .Q iii > Q) Li] g c: 0 ~ > Q) Li] RS = 13 Lick Creek Main Branch L l J _I __ I_ L .!... l I I I I I I I I ----------I I I I I I I I T T 1 -, - -,-I T 1 _ 1_1_t_L I I I I -1-,-,-T _1_1_ I-I J _1_1_1 _ I I I I I -I _I_ I_ l _1_1_1_ .!... l J _I __ I_ L l J I I I I I I I I T I I -1 - -1-T I I T l" 1 -, - -,-T T 1 _t_l_ L .!... I I I I I I I I -,-,-1 T .j.-+-f-1--1-+-+-+ -1-1-1--~ -4--1-1-1-+~-1-1--1-.j.-+-f -1-1-+-+ L J. ...1 -1 - -1--L .L ...1 -1 -1-L L ...1 -l -1-l-.L ...1 ...J -1 - - L L ..L -l -1 -1-L .L L .l .J _I __ I_ L l. .! _I_ I_ LL .J ...! _I_ I_ l. .! .J _I __ L L .l .! _I_ I_ L 1. .!... l J _1 __ I_ L .!... l _1_1_l_L J_1_1_1_ !..J.J_l __ l_LlJ _l_l_L!. 284 -r-,1 -,1 -.-1 -.-'-+~'._,..'~'-1,.-,r-,1-,1 -,1 ~'--...... '~'~'._,..'-+-'~'~'_,'-.-.-'-.-'_,.'._,..'-+-'~'~'-,'-< 700 800 900 1000 1100 1200 1300 1400 Station (ft) RS = 11 Lick Creek Main Branch 294 ..,-=_,~-=it:r~-:.=-:.-=::·r--:.-:.=-:,-:.-:._-:.-;~-~-0-5r--=-::.--_'_:_=-::.-::.=:;.:-::.-::.=-::.~~-::.=~-~.!'.'=.':-=::::;:=::::::=::;=::::::=~·;-;--rV--=---~::;:::_:::_=-~l>I,=·-=._,..~-=__,:; 292 +--=-=-:_=_f-=-=_ic_=_=-+~-=-=-~-=-f-~-=_=_;:_=_--+~-"=,,, .. =._=_f--=_=_;:_=_=+= ... z,::=_r:._: _=-l-=-~.:.:_=_=+=-=-'~'--=-j a7F.:. --:--- r ---:--~ -~ - --1 - -f-~ - -~ ----~ --.,. - -L - I -1--.,. - __ 1 ___ L_ --1--~----1--_L __ .J ____ L_ I I I I I I l I --1---1---l----1 -I -1---1----,- --1 - - -+----1 - ---r - --1 -- ----1 --- -r - 290 .+---+~-+--+-~1---+---+~~-+~~•·-+-~+--1m+---+~+-~~+--~--< -_1 _ + --~ --T - -.,. - -l. - I -r- I I --1---1 - --1--I--+-- _ _ I __ 1-_ l _ I I --1--1--T - I I --1----r --1-- - -+-- -_I__ _ l I I --1--- -T ==:=t~=;= I --1----,- ---1----1-- __ l ____ L _ I I --i----r---i-j---r- 288 -t---..~-+--+-~1---+---+~-+--+~-+-1•-+---<~•--+--+~+--+---<+---+---< -~---'--1--.!...---:---~-i I __ I ____ [__ = : = = =: = =: = : = = =: = = = : = -=-= -_= _:,r,' ~--= ~ = = = = : = _.L ___ 1 __ 1-_!._ I _L_ __I ____ !__ 286 -i-~~1 ~-+-~~1 ~-+-~~1 ~-+-~~1 ~-+-~~1 -4~1-~--!~~~-l-~r1--l-~r1~-I _.J.._ --1---.1.----1---.1.---1----1-----'----1-- 1 I I I _ .!_. _ _1 ____ ~ _ _ _I ____ ~ _ I I I I I t I I I -r - --1---r ---1--1--r --1-- --r - --r - -- -r - -J.. - -_1 _ _ _ .L ---1-- -L --1-- - -L ---1 -- - -L - 284 -1--r'~+--...;'~-+-~~-+~~~+-~~••~r---+--~--1-~~+--,1 -~ 500 600 700 800 900 1000 1100 1200 1300 1400 Station (ft) g c: 0 ~ > (].) UJ g c: 0 ~ > (].) UJ RS = 18 Lick Creek Main Branch -I ~-1-1- J _1 _l_I_ I I l l I I I I -, 1-1-1--1-1-r r L.l.J_l __ L .J-1-1-1--1-1-L.L 296 -+--:~:~:~:-+~1 ~1 -01~--+-~~~~-+---:~:~:~:--+-~~100-~-+-~~~~-t--:~~:~:--1 I I I I I I I ITI --i-111 t-+-i --t-t-+-t LlJ __ l_LLJ. I l I I I I t rr1 --i-rr-r 11-1-1--1-r r- .J _J_l_I_ _J_ LL I I I I ,_ t- I I I I -1-I-t- _I __ L L I I I I _l_I_ r T LJ.J __ l_Lll llJ_l __ l_LJ.J _1_1 L!.. I I I I I I I I I I I I t 1 I I I I r T 1 - -1-r T ' T T "l -1--r r T ' -1-r T ~ 4--I - -1-I-+ 4 + 4 -4 -1--~ I-+ -I -1-~ +.. l. .!. J - -I_ L .!._ J l J J _I - -I_ !... J_ J _I - L !.. 290 -1-~1 --.1 --.1 ~--+-~1 ~1 -1~1.-<~--.---i•T-+ ..... ~~~--t-~1 -1~1--.1---t--,1 --,1 ~1 ~1 -t-~1 ~~1 -1r--1 l-.J. _J --1-I-..L ...! _!_ .! .J _l - -1_ ~ ! J. I I J I I I I I rT1-1--i-rr-r J.. .J. _J -1--1-I-.J_ _J .!_ J. ..J _I __ I_!.__!___! I I I I I I I I r-r1-1--rrT, -1-I-J.. I I I I I I -1-r r L. ..L ..J _I __ 1-I-J.. ...1 .L .J. .J -1-- L I-.l. _J -t-l-L L 288 -t-~1 --.1 ~1 ~1 -+~1 -.-1 -.-1 ,1----!----.----.--.--.·•+m-r--r--r--r-+--.1 -1ro1----.1-t--.1 ~1 ~1 ~1 -+~1 ~1 --.1 -1r-i 700 800 900 1000 1100 1200 1300 1400 Station (ft) RS = 16 Lick Creek Main Branch 295 ~:;::::;::::;:~-0~5~:;:::-=:=-:::;:-"::!"-'-o ,__~~~~~.05 ~~~~~-~ ~ =: = ~ ~ = = ~ ~ =: = ~ 5 = := ~ ~ = := l I I I I J I I I I I I -r -1-r , - - r , -,-r .J. -1-L ...1 __ L _J -1-L 294 -·•-~1 ~'--~1 -'-1 -+---':~~:-'-:-':-+~'--~•"'----'---+-'--'---'~'--+--'-----'----'---'--+---'---'~'---'---~ -1 -r-1 - -r-, -1-r .1 l_L.J __ L_i_l_L ,-~t-,--t-,-~T--rT~-r ~-LL~--.l~-Li __ Li~_L I t I I I I I I I l I I I I -'t---1-t-+--+---+---+--+-+----! ----,--,1-rT _r ___ r _! _1 _ L 1 __ L 1 _l_ I I I I l I T -i-r 1 - - r ., -1- ,-~+,--t-,-rT -rT~-r- I I I 1-rr1--r1-rr--rr,-r ,-~+,--+,-r+ -r+~-i­ .J_LL.J __ .l.J_Ll _Ll~-L I I I I I I I I I 1 I I ,-rr,--r,-rr -r1,-r - L J _ 1_ _J _ 1_ !.. _I - -1 _I -I _ _!_ - -t_ l - -L I 1 I I I I I J I I I I 1-r-,-1-1-1-T1--T1-rT -rT-1-r ...i. -1-~ 4 - -1--1 -1-~ 1-.!--I -1--I -l-..L --1 - -+ -I -I-+ -~ + -1 -~ J __ LJ __ Ll __ L _LJ_L J_L!J __ !J_L! _LJJ_L 288 -t-~~--.~~t-r1-.1 ----.~1re-t-t--,.--,1~1r-r1-l---.-,r-r1~1 -t--,1c-r1-.-1 --.1 ----i~r1-.---.--,--i .J--1-L ...1 - -L ...! -1-1- 1 I l I I I I I 1-1--11-1-1 , -1-r , - - r ., -1-r -1-I-_J -1- _I_ !_ .J _I_ I I I I -1-r.., -1- -1-1-J.. _J_ -J.. ~-1-..L _J _I_ .!_ J __ _!_ _I _I _ _!_ t I I I I I I I -, -1-r -, --T I -r T -I-.J_ -1-L. -I_.! _I_ I_ I 1 I t -r"t-1-r .l-l-L...1--1-....1-1-L -1-1-..J_f_ .J-1-.L-l--..L-1-L.l. -L...l.-1-1- 286 -t---.~1--.1----,1~t-r1~1~1~1r0im--,.--,1~r-r1-t--.~~.--Tl-t~1~r1~1--.----!c--r1~-.~--i 800 900 10'00 1100 1200 1300 1400 Station (ft) g c: .Q iii > (].) UJ g c: 0 ~ > (].) UJ RS = 17 Lick Creek Main Branch 294 .---.-.---r---.-•~=-:;:.=:;.=~==~=~~.:;:-·,0r5~;:~.;-~,---_-r---,---,~-~~~--,r-,--'-.--rll -r--,,,......., _1 _ l_ _ r_ J _ I I I I -1-.L -1-..J - I I -1-i -1-.., - t I I I -1-1-,-,- I -r-T -1--t - I I 1 I -1-T -1-I - _ l_l__l__J_ I I _, - + -1--i - _!_I _ _J - I I I -t-~·-...~~~-t-~~~~~~1--~~~~~--+-~~~-o __ _!_l __ I _ I I I __ _!_L__I _ I I I I I -1-T -r I I I - -I -,-1- -1-"t -i-""1 - I I I I -,-T -I--I - _ I_ .l -L .J - -1-+ -t-..., - -1--t---i - I I I -1-I -I--, _I_ .l _L .J _ -1--+ -t--1 - -1--, -r -1- 1 I I I -------1 I I I -1-; -,..... -1- 1 I I I -1-I -I -1- J -L _I _ -1--t t--1- 290 -t--.,.1 ~,1 --,~,1 ~+--.--: --,1~T1~.:----!~-,----,---,,----,---+~,----,----,--tf-+---,-9",----,----,----j _1 _ L _ I_ J _ _I_ l _ I _ _J _ -1-+ -1-~ - I t I I -1-T -1-I - _I_ l _I_ J _ -1-T -1-I - _ l_l__I _ _!_ I t I I -1 -.L -1-..J - I I I -1-T -1-I - -1-+ -t---{ - I I I I -1-T -,-I - _I_ l _ t_ J _ -r-T -1--, - __ _L_l _ _J _ I I I -1-.l. -1-.J - I I I -1-T -1-I - __ J_l __ I_ -1--+-f-~- I 1 I I -i-1-r1- _ 1_1_1 __ 1_ I I -1-1-r-i- _r_ ..! _I __ I _ I I I I -1-..J. -L. .J - I -1-1-r1- _l_.J_L __ I -1--I -+--I- I I l I -i--, -r -, __ J_L _ -1--, -r -, _I _ _!_ L.. _I I I I -1-.J -L -1 I J I I -1-, -r -1 J _ L _I_ I -I --f -I--1- 1 I I I -, -r -1- J _ L _1 _ 286 -+-~1 ~~~~~+-~~~~~---1~~~~~~--+-~~~~~-"~--~~~~~--1 800 850 900 950 1050 -1-.J._ -1-_J - _ I_.!_ _I _ __!_ I I I I -1-T -1-I - _J -J. -1--l - Station (ft) RS = 15 Lick Creek Main Branch ~~~~~~~-.05 ~~~~~~~~ -1-T-1-1- -l-.l. -1-.J - -1--l-1--1- _ 1 _ _!_I __ I _ I I 1 I -1-,. -r-,- _,_ ...1-L-1- -!-_J -I--I - _I _ _!_!_ __ I I I -1-_J - _I __ !__I_ I I -1--,-r-1- _, _ _J _ j_ -1- 294 +---'---'---'---'-m--l---'--~--'---'---+-~:~~'---'--+---'---'--ll'--'---'~l--'---'----'-----'-----j -1-T -1-I - _1 _ .1.. _ 1 _ _J - I I I I -,-1-1-1- -1-t' -1--1 - -1 -T -1-I - -1-+-1--t- _1_ l_ _ l _ _j - I I I 1 -i -T -i-I - _J _ 1 _I_ J _ I I I I -,-T -1--, - -1-T-r-1- I_ .l. -'-_J - -1--r -r ~ - _I_ J _ L _J _ -r-1-1-1- _r_ .J _ L _J_ I I I I -1-,-,-,- -1--;-t--1- I I I I -1-I -I -I - -I-I -I -1- -1--t -t--I - -I--t -t--1- _ 1_ .J _ l _1 __ l_J_L_I_ t I J I I 1 I I -t-., -r -1 - -1--, -r -i - _ 1_ J -L _I - -I_ J -L _I _ I I I I I t I t -1-1 -r -1 --,--, -r -1- -I -+. -1--1 --1--1 -1--I --1--1 -t--t- _l _ l _ 1_ J _ _J_l __ t __ l_J_L_I __ l_J_L_I_ 288 -t---,-1 ~r1-.1~T1~t--,----,-~.--~-~-.. .----.1 ----.1~T1~t-,1 ~T1~r1----.1~+---.-,1~T1~r1-t -l -J.. -1-_J - _J -.!__I_ J - I I I I -1 -T -1-I - -1-.l.-l-_J _I _ _!_ _I_ ..J I I I I -1-T -1 I -1-_J -I--1- 1 I I I -------1 I I I -1-, -r -1- -1--I -I--1- 1 I I I -,-,-1-1- -1-1-r-1- -1 -J.. -1-..J --1-.l. -1-.J --1-..J - L -1 --1-..J -I--1 - 286 -1---.1~~~~~t-~-.1~r1 -1~111 ,_-;..-~~~-;..--l-~~-;..-~~~-l-~~~~l~~1 ---J 800 900 1100 1200 1300 Station (ft) g c: 0 ~ > Q) w g c: 0 ~ > Q) w RS = 22 Lick Creek Main Branch -1-T-1-1--1-T-r-1--1--t-r-1--1--;-i--1--1- -1-+-1--t--1-+-1--t--1--+-t--I--1--t-t--1--t-t--1- -1 -J.. -1-_J --1 -.J. -I--I --1--1. -l---l - _t_.L_l _ _j __ l_.!_L..J __ l_J._L_l_ 298 -t---:,111:--"----:-, --::~-t--'-,--:,~~,~~,--i~~,~~,--:,'--~:~t---:---:~-:,.F-C---j~~,~~,--:,~~,--1 I I I -1-I -I-I --1-I -,--I --I-I -l -I --,-, -,--,-,-,-,--,-,-,--,--,-,-r-,- -1-1-r--,--,-,-r-1--1--,-r-1- -1-; -r -1--1-., -r -1- -1--l -L -l--1-...J -L -1- _I_ J _ L _I_ _I _ _j _ L _I_ _ 1_ J _ L _I_ _I_ J _ L __ I I I I I I I I I 1 I 1 I 294 -+---~'--~---~-~-----l-~~'~~-rt~~,_,·-~~~~-+----1r---~'--~-~-r1-~~-T1-~-r1--~'~-71----I -1-T -1-I --1--, -r -, --1-• -r -, - -1-T -1-I --1-1 -r--1--1-...., -r -1- -1-+ -1--I --1--t -.... -1--t--t -I--1- -1-J.. -1-_J --1-...J -L -1--1-....J - L -1- _l_l_l_J_ __J_L_I __ l_J_L_I_ I l I I I I I I I 1 I I I I I I I 1 I _1_T_1_I_ -,-1-1-1 -,-1-1--1--1-1-1-1--1-1-1-1--,-r-,-1--,-r-,-, -,-1-,--,--,-1-,-,--,-,-r-,- -1 -T -1-1 --1-T -1-1 -1--, -r -, --1-, -r -1--r--, -r -1- 290 -+-~~~~__._~~~~•4 •-+--+--+--+--+-~~~~-+-~~--+--+--< _, -+ -J--I - _J _ J. -1-....J - _l _ j_ _I _ _J _ -1-+ -1--I - _,_ ..J. -l-_J - -'-J. -'-_J - -1-4 -I--I - -1-..J. -l--I - _ l_J._L_J_ -1--I -r--1- _J_ .J _ L _J_ _ I _ _J _ L _I _ -1--1-~ -1- -1-....l-1--1- _l_J_L_I _ 288 -t---.---.---,-.,--t-.,--.--.--,---+-.,---.,---.---,---t--,--,,--,--,--t--,---.---.-.--1 800 900 1000 1100 1200 1300 Station (ft) RS = 20 Lick Creek Main Branch 298 -,--~-r-rr-r-r-t--rr-;r-,--~T~--r-,-_-T-_-r-,-_-T---,-,-r-,--.·0_5rr---T---,-,-r-,---,-_-r-,-_-c-~-;.-,rt:i0i,.,-, -l --l -1-1- J _1_1_1_ I I I I I I I I I I I 1 -1-1-r r -1-1-r r _1_1_ LL 296 -+---'----'----'---'--•--'--'--'-'-!-'--'--'---!-'tl""-'--'--t--'--'--'--'--+--~''--1 -'1 -'1 --l--'-:-'-:-'-:-'-:--I L.!..J-1--1-L-.L.J. .!._ l. _! _I __ t_ ~ _!_ J. l I I I 1 I I I t I I I I I I I I I I I I I I I 1 -I -1-1-T 1 I -I --1-f T 1 -, -,-I T -;-1-1-1-t--t--l-1--t-t-+-; -1-1-t-t- _J _1_1_1_ .L J. _J _I __ I_ L .l _! _l_l_ L .L I I I t I I I I I I I I I I I I i-,-,-,-Tl,-,--rrTl -,-,-rT J _1 _ l _ I_ l l J _I - -I_ L l J _I -I_ L l I I l I I I I I I I I I I I I I l -, -,-,-r 1 1 -, - -r r T l -,-,-r r """"~ -1-1- J _1_1_1_ I I I I -1-1-l-L -l-l-t-l- _l_l_I_ .!._ I I 1 I I I I I I t I 1 -1-1-rr ,.,-1-1- + ...... -I -l--1-I-+ 4 ! ..! J _1 __ L L l J I I I I I t I I .L _J. _J -1--l-I-.!. -l ~ ..!. ~ _1 - -1_ .!._ .!. J I I I I I J I I r11-1--r-rT1 -1-1-1--+ _1_1_1_1 I I I J -1-1-L .L -'-'-~~ I t I I -1-1-r r L..J.....J_/ __ j_LJ.J. -1-1-LL .J-1_1_1_ .L.i-1-1--LL..J..J -1-1-L.L 288 -+-~1 ~1 -r1-r1-+-r1-r1~'..,...'-+--1~'~'~1 -+-r1-r1-r1~1 -+-~' ~'~'~'--1~'-r'-r'-r'-+-~'..,...'..,...'-'.--; 800 900 1000 1100 1200 1300 1400 1500 Station (ft) g c: .Q 1ii > Q) w g c: 0 :; > Q) w RS= 21 Lick Creek Main Branch _... .... ~~~~-.05 ~~~~~~ -1-.J. -I---l --I -...J. -~ -l --1-_J -L -1 - _I_ .!. _I_ J _ _ _ _! _I __ I_ I I I I I I l -1-T-r1--1-1-r-.- _1_ .J. -L ...J --1-..J_L_I_ 296 -+-~~~-~~~+-~1 ~~~~,--1~~~-11-~-+-~~~··-~~+-~~~~~__, -1-"'t -r-...., - I I - T -1-I - - + -1--; - -.L -'-_J - I I I - T -,-1 - -1-"1-r-1- _1__J_L_1_ t I I I -1-I -I -1- -1--t -t--1--J--1 -t--t- I -1-1-1-1-1-1-1- -1--;-t--1---;-t--1- _l_..l_L_I_ _J_L_I_ I 1 I t I I I -i--,-r-1--,-r-1- _l_l_J_ _l_J_l __ I ___ _!_L_I_ J_L_I_ t I I I I I I I I l I -T-1--,--1-1-rr--1--,-r-1--,-r-1- - + -1--I --1-4 -~ --1 --1-"""" -I--1--I -I--t- _ l _I_ J _ _1_..!_1 __ 1 __ l_J_L __ J_!.__1_ 290 -+--.~,-1 ~r1-.1 ~+--,--.~,--,--•-•--,.1 ~r1-,1~,--+-~1c--,.1 ~.-1 -,c-+--r~1c--,.1 ~r1--< -1-J. -1-....J - _l _ _!__I _ _!_ I I I I -1-T -1-"1 - -1-J. _, _ _J - -l-.!.-1---l- _l_.!._l_J_ I I I I -1-T -1-I - _j_..J._l_...J_ -1-.J.-l---l--1--l-L-1-_J -I--1- _I_ J. _ I __ I _ _ _ _! _ ~ _I _ 1 I I I I I I I I I I I I -1-1-r-1--1-,-r--1- -t_.J._l-__J_ -1--'-L-1--1--1-1--1- 288 -+---.-,--,--,--t--,--,-,--,-~-,--,-1 -,1--,.1-t--1c--,.1-r1 -,1c--t--r-,1c-,--,--; 800 900 1000 1100 1200 1300 Station (ft) RS = 19 Lick Creek Main Branch -1-1-..J -1-_J -1-.L ....j - _l_!_J_I_ I I I I I ,. -1-r 1 - -r -1-r -1-r -, -1- I I I I -rT-1-r J. -1-L -l - - L -l --l-J. -1-l- 296 -+-~~~~~t-~~~--10-t-~~~~~+-~~~~-of---~~~~-+-~~~~'__, I I I I I I I I 1 -,-I l --I I -1-I -+ -1-t--; --t--; -1-t- J. _I_ L J. __ L _]_I_ L I I I I I I I 1 1-,-r 1--r 1-,-r J _I_!_ J __ L J _l_ L I I I I ! I I I t -,-r 1 --r 1 -1-r -r-"'t -1-r- _ L .l _I_ L I I - - --1-I- I I I -J-,--,- ~+~--+~-~+ -~+~-~ L.l_j __ l__J_L.l __ L.l~-L I I I I I I I I I I t rr1--r1-r1--rr~-r -I_ l _1 _ L I I I I I I I I I I I -rr•--r,-rr -rT~-r ...... -1-1--4 - -1--4 -1-I--1-+ -I - -+ --1 -1--+ -~ + -1-1- J _I _ L ..! __ L. J _1_ !_ _1_!._J_ !_1_1_! _l_J__l_L_ 290 -t--1.--,-1 -,-1 -,1~F---r1-r1--.1 -,1~F---r1-r1-,1 ~rt1----,-~~-.---l---.1-,1~,'~'--l--,1~1c-r1-r1--t .J. -1-L -l - -1--l -1-1- J. --~ ..!. - -~ J _I_ ~ I I I I I I I -r -1-r 1 --r 1 -1-r -1-L ..J -1-....J -1-!--l - -.L -l -I-.!. -I-.!. -1-l- -:-f-~-:-~-:-~~--+-:-:-+ -:-+-:-:- -1-r .., -1-..., -1-r ., - -T -, -r-T -r-T -1 -r- ..l -1-L .J. - - L -l -1-1--1-L....J_I_ -1-1-.L...J __ J._J_L..J. _l-..J.-1-L 288 -t--,-1 -,--,1~c-t-T1-,1 -,1c-r1-t--,-1 -,~c-..-e-,1 ~c-r-Tl--i-,c-r--r-,--t--,--,-1 -,--,1--j 700 800 900 1000 1100 1200 1300 Station (ft) Lick Creek Main Branch g c: 0 ~ > (].) w Lick Creek Main Branch i+-~~~~~~~~~~~~~~~~~~~~~~~~~~Reach -1 ~~~~~~~~~~~~~~~~~~~~~~~~~~~ 296 -c'-_-_-_-_--.~---_-_-_--.-_-_-_-_-~.---_-_-_--.-_-_-_-_·~---_-_-_--.-_-_-_-_--.... -_-_-_-_--.-_-_-_-_..,~---_-_-_---_-_-_-_--.~---_-_-_.----_-_-_-_--~---_-_-_--.-_-_-_-_..,~---_-_-_--.-_-_-_~_--,-~---_-_-_-,1 ~· I ----L--------L--------~--------~--------~--------~--------~--------~-----~---- 1 I 1 I I t I I I ____ L ________ L ___ _ ____ L ________ L ________ L ________ L ________ L ________ L_ _ ___ L ___ _ I I ____ L ________ L ___ _ ____ I_ ___ _ ____ , ____ _ ____ L ________ L ________ L ___ _ _ ___ I_ ___ _ I I I I I I I I ----r--------r--------r--------r--------r--------r ----r--------r-----r----- 1 I t I I 1 ----r--------r--------r--------r-----r--------r--------r-----f----- ----L--------L--------L--------L-------L--------L--------L--------L-----L---- I I I 1 ____ L ________ L ________ L ________ L_ _ ___ L ________ L ________ L ________ L_ ____ I_ ___ _ I I I I I I 292 -+--------+-------+----,------+----~,--i---+----~---+-------+---~----+-----,-~ I I I I I I I I I ----,--------,--------,--------, ----,--------,--------,--------,-----,---- I I ----r--------r--------r--------r I ----~--------~--------~--------~ I ____ L ________ L ________ L ________ L I ----1----- 1 I ----r--------r-----r---- ' ----r--------r---- ----~-----~--------~---- ____ L ________ L ________ L_ I I I ----r--------r--------r--------r- ' I ----r--------r--------r--------r- 1 ----r--------r--------r--------r- 1 I ____ L ________ L ___ _ ____ t _________ I __ I I I I I ----r--------r----____ l ____ _ 1 I I I ----,--------,--------,--------,- ----r--------r--------r---- ____ L __ _ I ____ I __ I ·------11 I ----i---- 1 ----L---- ----~---- 1 I ----1----- I ____ L ___ _ ____ I ____ _ I I ----,----- I ____ L ___ _ _ ___ 1 ____ _ I I ----1----- I I I ----,--------r--------,--------, I I ----r--------r--------r--------r-----r----- ' I 1 ----r--------r--------r--------r-----f----- 1 I ____ L ________ L ________ L ____ ----L-____ L ___ _ I I I I l ----r--------r--------r--------r-----r---- ' I I ----r--------.--------r--------r- ' I ----r---- ----r--------r--------r ----r---- ----~--------~--------~-----~--------~---- 1 I ____ L ________ L ___ _ _L ________ L ________ L ___ _ I I I I ----r--------r------r--------r--------r---- ' ----r--------r-------r--------r--------r---- 1 I I ----r--------r--------r--------r--------r---- 1 I I I I ____ L ________ L ________ L ___ _ I I I I ____ f ____ ----r--------r---- ' I I ----,--------,--------,---- ____ L ___ _ I I ---------I I ----,---- I _ ___ t_ ___ _ I I ----1----- 1 ----,---- ----r--------r--------r--------r--------r---- I ----L---- 1 ____ I ____ _ I ----1----- I ----L---- ____ t ____ _ I I ----1----- I ----L---- ____ I ____ _ I I ----,----- I ----L---- ____ I ____ _ ----1----- I ----L---- ____ 1_ ___ _ I I ----r---- I I ----r --------,--------,--------r--------,---- 282 -+-~~-+-~~-+-~~-+--~~--+--~~---+-~~--+--~~---+-~~--+--~~---+-~~--+-~~-t-~~--+-~~-+-~~--+-~~-+-~~--+-~~-+-~~_, 0 200 400 600 800 1000 1200 1400 1600 1800 Main Channel Distance (ft) g c: 0 ~ > Q) w g c: 0 ~ > Q) w RS = 1 O Lick Creek Main Branch !.. l J I I I ~ _j_ _, I I I r T "1 I I I I I I I I l I t l 1 t-T-1 --1-t-T4" I I I I I I I I I I --1-IT 1 LJ.J __ l_L.LJ I I I I I I I t-+-; 1--t-t-+--t _1 _1_ 1_ .!... I I I I I I I I _l _I_ I-I _l_L LL I I I 1 -1-1-t-t- J _I _I_ I I I I .l.-..J.-1-1--1--1--1--l I I I I r-r-i-1--rrT, I I I I I I I I I I I I I I I I 288 ..+-..,:-r:-r:-r:-+~: ~:-,.-: -:rlh:~:~:~'-+-r-r~~----,.--,.--,--,--t--,--.--.-•-+-.,.-.,.-,.-rl L l J _I - -I_ L l. J. _t -I_ I_ L I I I I I I I I ~-+-f---1-t-+-+ I l I I -1-1-1-~ I I I I 1 I I I l I I I J I I r T -, - -1-r r -r -1 -1-r r -, 1 -i -1- l l J __ l_Lll _1_1_1_!_ J_1_1_1_ I I ! I 1 I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I rT, --rrr1 -1-1-rr -,-,-1-r-r11 .!... .! J I I I L -1--' I I I __ r_ !_ .!._ _! _l_l_I_ !_ J _1_1_1_ I I I I I I I I I I I I - -1-L -L .J. -1 -1-L J.... J --l -1-1- 1 I I I I I I l I l I I .!... ..!. J I I I I I ~ ..J. ..J I I I -1-1-..... + I I I I -,-1-rT _1_1_ L l I I I l I J I l I I -1-1-r r _1_1_ L .!... I t I 1 -1-1-L -L I I I I rT1 --rrr-r -1-1-rr -,--,-1-1-r11 -1-1-rr 284 +..,'~'~'~'-+~'~' ~' -1rlh'~'~'~'-+~'~'~'~' +-'~'r--.1-t11 -t-•l-r-r~-+~'~' ~' -'rl 750 800 850 900 950 1000 1050 1100 Station (ft) RS = 8 Lick Creek Main Branch -l--1 -I--l-- - J _1_LJ __ L __ !_ I I I I I I I 1 -, -r 1 --r -, - r -1-r ., -1- .J. _t _ L J - -L J -1- 290 -+--'--'--'-1--'---t---'---'---'----'--·--'---'----'--'--l--'--'--'---'----l---'--IF-'--'---t---'-----'----'--'------J I I I I I I I - -1-1 --I! -l -I -t -1 -I--t - -t--t -1-t- J_ _1 _ L J - _ L J _1_ L 1 I l t I I I l • -,- r • - - r i -,-r -I-T -,-1- -t-+ -1-t- _ ,_ J_ _I_ L I I I I -,-,-,-r _! _I _ L J - -L J _1_ L l _I - -l _I -'-l - -I_ l -'-L I I I I I 1 I I I I I I 1 -1-r 1 - -r ., -i -r - r T -, -r ...j. -1 -I--4 - -I-4 _,_ I--I-+ -1-1-- J. _I_ L J __ L J _1_ L _l _ _l_l_L 284 -+-~'~'~'~'~1--~'~'~'~'~t-~~.--r'!-it.,~~.-.-+-.-~~~-f~r1 ~'~'-,'___, J. -1-I--l - - L ...J -1-I- _! _1 _ I_..! - -L ...! -'-!._ I I I I I I I I ...J -1--L -J - --'--I -I--'- _.! _I_ l_ _I __ .!_ _I_ I_ J_ 1 I I I I I I I ..., -1-r --, - -r -, -r-r -I--'--1-1- -I_ J_ _I_ I _ 1 I I I -r-r-1-r- J._J _L....J __ L ...J_l _L -1-l....l-1-...J-l--L --1--l.--1-L ..l.--L ..l.-1-L 282 -+-~~'~1 -,1~1--~'~-,'~'~1--~~'~'~~+-~'~~~~'-+~~'~~~-+--~' ~'~'~'----< 700 800 900 1000 1100 1200 1300 Station (ft) g c: 0 ~ > Q) w RS = 9 Lick Creek Main Branch -I-.J. --1--l -1 -1- l _1_ I .! - -L J _1_ L I I I I I I I t I -1-r -1-1--I -1--I -1-..... -I - --1-_J -I-.J_ -I-J. -1-1- _I_.!._ J _I_ J _I _.!._ _I __ !.. _I_ I_ J_ __ I _ _! __ I_ I I I t I I t 1 I I I t I I J -1-r -, -1--, -1-r --, - -T -, -r T - -r T -1 -r -1-L -1 -1--1-1-.L-1--.l..-1-L-1---L -1--1-L 290 -+--'--'--'---'~l--•--'----'--'--+---'---'~1'--~1 -+--'1~1'--~1 -'-1 -f--'~'---'----'---+tl--'--'--'-1 -'-1 -f .,. -1-r , - -, -1-r ..l _l_L .J __ L -1-L I I --1 J _1_ L J - -L J _1_ L I I I I I I I t • -,-r ' - - r ' -,-r -1-r1-1- _1_L .J _L I I I I -1-11-1- -+ -1-I--4 - -I--l -1-I--t-I--l -1- _!_ _I _ L J __ L J _I_.!._ _l_.!._J_I_ "1 -1-r "1 - -T """'1 -I T ...J_J_j_...J __ J.....J_L .l -r-1-1-1 _ L .l _I_ L I 284 -+-~'~'~'~'~1--~'~'~'~'~1--~'~'~'~~'-+~~~~•-+•h-~~~-f~~~~~4 ...l. -l-I-...J. - -I--l -1-I- I I I I l I I l I _1_ 1_ I_ -11-1-1 -1-I-_J -1- 1 I J I -1-11-1- .!..-!-1--1- 1 I I I I I I I -'-_j_ I I I I -'- ' I -r -1-r i - -r -r -1-r -1-r , -1--r ..1-1-L..l--L-l-1 -L -1-L-1-1--1 -1-.L-1---1--1-L..L -L..L -L I -1-i I - -i I -I "'t - -I T 282 -+-~'~'~~'~1--~~~~-1-~~'~~~-+-~-'~~~+--'~~~'~-->~~~~~'----< WSPFt """"" .. .f ... 800 850 900 950 1000 1050 1100 Station (ft) g c .Q (ii > Q) w g c .Q (ii > Q) w RS = 13.5 Lick Creek Main Branch -1-I--I -1--I -1--1.. -I --...... ....j -I-+ __ !..J_I _ J_l_.!.__l __ _!__l_l_J_ I t I I I t I I I I I -1-r-,-1- -l-L...1_1_ -1-r1-1- _1_L.J_1_ I I I I -1-11-1- -1--+ -1-1- -I_ l _I_ L I I I I -i-r-1-r _I_ l _I_ I_ I I I I -rT-1-r -~+-1-1- -1_ l _I_ I_ I I I I .J. -1-I-.J - -I--I -1-I----1.. -l -I--l. - -L .L. -1 -1- l __ ~ l __ ~ _! _I_ !.._ I __ _!_ _I _ I_ J_ _ I_ l _I_ I_ I I I I I I l I I I I I I I I -r -r-r 1 - -r-t -1-r--r T -1 -r ...! -1 - L .J - -L ...l -1-L - L .L -1 -L 284 ...+--...;_...;___;...1 _:._1 --1-......;.1 ......;.1 ......;.......;.~~:--~ .... 4"-'"""'IA"oHllh--...;_--l-__;..._:._......;.......;.--1-......;.1 ......;.---:~~ 940 960 980 1000 1020 1040 1060 Station (ft) RS = 12 Lick Creek Main Branch 294 ....-....--rl!Cr--,---,---,---,--..,..-,---,--::~..';~.:;~.-~.---.---,---.·0_5.--,---.---.---,-:..~-:..-:;.~.,..-.,..-.,..-,--, -1-1-J.......J--J...~-1-..l.. _I _I_ .!_ _I __ !.. _I _ I_ I I I I I I I I I l I -1-r,-1-rT -1-L...J-I_ -rT-1-r -L .L -1-L 292 -+-~~~--i--i--~~~--+--~~~-+-~~~~-+-ll•~-~~-+-~~~1 ~1--< l -'-L 1 __ L J _ I I I I t I I T -1-r , --r , -1 -1-r., -1- _L L ...J _1_ I I l I I I I 1 J I I I 1 I l -1-T I -J-I -,-I -I - -I -I -I-T - -l-I -1-1- -1-t--; -1-"1 1-t-"1 - -+ -; -r-+ -r T -1 -r I I I I I I I -1-f I -I--I -I-T -, - -T -I -I-T -I-T -I -1- -1-t--t - --t -1-+ -1 - -+ -i -t-+ -t-+ -1-t- _1_ L J _I_ .J _I_ L _I __ L _I _I_ .1 _ I_ .1 _I_ L I I I I I I I I I l I I I I l -1-I -,-T I - - T -I -I-T - -l-T -, -r J_l_LJ __ LJ_l_L _l_lJ_L I I I I I 1 I I 1 I I I I I -1 r -, -1--, -1-r • - - r • -r T - -r T -1 -r -+-1-l-~--l-~-1-1--1 l---{-1--l-1-+~--+---{-~+--1--+-1-1- 1 _I_ L._ J __ L._ J _I_!.._ !.._ J _I_ _1 _I_.!_ _I __ !.. _I_ I_ 1. __ I_ 1. _I_ l_ 286 -t-..,-1 -.-1 -,-1-,1-t--,.-1 -,1-,1-+r1 -+-.ih1-r1 -r-+--.1-,1r-r1 -.-1 -t-,1r-r1 -.-1 --.1-i-r1 -.-1 -,1-,1 ....-1 J -1-L ...l - -L ...l -I- _!_ _I_~_!_ __ ~_! _I_ I I l I I I 1 "'T -,-r-"'T - -r-"1 -1- --~~-~ ~-~~~--~~-~~--~~~-~ __LJ _L J __ LJ __ !~_L! _Ll~_L I I I I I l I I l I I I I I --r1-r -i-rr-i--T•-rT -rT4-r J -1-L ....l - -L ....1 -'-1-L ...J -1-....J -1-J... ...J - -.L ...J -L ..1.. _ L .L -1 -L 284 -+-..,.....,-1 ..,-1 -.-1 -+-.--.---•~1-•---~+------+-..,.-..,...1 -.--.--+--.--~....-1 800 900 1000 1100 1200 1300 1400 Station (ft) g c .Q (ii > Q) w g c 0 ~ > Q) w RS = 13 Lick Creek Main Branch 294 ,-,,~::::;::::;=:;::..::~~=;=:::;:::~~~~=--::r~;:-:;:-=-:;:-~~-0~5~-::;:-=-:;::-:::;=-::;.-,..,,-,,...,..,-, -~~~-~ ~-~~~--~~-~~ __ LJ_L J_LLJ __ !J_L! I I I I I I I I I I I -1-r-,-1-1-1-r1--T1-rT -1-L ..J -1-..J -1-.L ..J - -J.. -l -I-.l 292 ...+----'----'---'--'-..+--'-'----'---'~f--:...._'---.;_.;_+-~1 -'-1 ---'1---''--f--~1 --'-1 -'--'-1 --1-+:---'-'----'~ .J. -1-I-...! --I-...l -1-1- l _I_~ l __ !..__!_I_!.._ I I I I I ! I I I -1-I .., - -r I -1-r -1-..., -1- -'-L .J _1_ I I I I -1-11-1- -1-t-'"1-1- -I-+ -1-t- -I_ l _I_ L I I I I -I-T -,-r -'-l -'-I_ I I I I -rr-1-r -1-+ -1-I- _I_ l _I_ I_ I I I l -L..l..-1-L _I_ .!__I_ I_ ! I I I .J. -1-L ....1 - -L ....1 -1-L ...J - -.L ...J -L .L - -L .L -1 - L 284 -t-..,--.--,-,r-t--T1--.1 -,1r-r1-+--.--.·•·r-r-+--,---.t•r-.--t-,~-,T1-r1-+~1r-r1-.-1 --.--1 940 960 980 1000 1020 1040 1060 Station (ft) RS = 11 Lick Creek Main Branch 294 ..,..~~~=;:::=;:==~~:::::;==;::==;=!!. ~;:=:::;:::=~·~05~::::;==~-~-, o"- = ~ = -5 = =: = = = = ~ = --1-- I -~ ____ !..__ I I I -T --r ---,----r- -l. ---1---l. -__ 1 ____ L_ 292 I I -T - --1-- -r ---1----r- -l. --_1_ - - l. -__ 1 ____ L_ I I I I I --- --- - -- - - -T I T I --1----,- -.,. ---1---,. ---1----;----r- 290 I -T ---I - --T - - -I - ---1-- - -I - -+ - --1-- -+ - --1-- - -t---;----t-- -.L -I -.L --_I_ - - - L __ t ____ L_ I I I I I I -T --T - --I - - --T --i----r- -l -- - I - --1 - - - I - - - - 1 ~ I I I I I -T ---1---T - --1-- -T -+----1---+-- --1--- - c -l -I -1 - - - I - - - - 1 I I I I --' - - - - L - I I --i----r- --1----l-- -_I_ - - -!.._ - 286 -t-~-,--~+-~r--lf----.~-+~..,-~-t-~.--tl~•,__r--t~-.-~-+~-,--~+-~r1~~ -~ ---1---~ ---1---c --1----L---1----L-- -_!_ - I --I - --I - - - I - - -I -I I I I I J I I -, - ---1 - --I - - - -J - - T ---1---r ---1-- -r --1----r--1----r- -_1_ --~ - --1---c --~-~----L--~----L- 284 -t-~,1~-+~..,-~-t-~~~t-~.---i~-.-~ .. tt--1r--t~..,-1~.-+~-,--~+-~.----t 500 600 700 800 900 1000 1100 1200 1300 1400 Station (ft) g c .Q -ro > Q) w g c .Q -ro > Q) w RS = 16 Lick Creek Main Branch 296 -t' .... ~=~-;::I -==-:;::-==-:;:~-::..:;~o~;~~'.:;:~=~:;:I ==::;:==~~;J._gJ~~:;===~;:I =~:;:' ==::;:==;=;:::~;:' ==:;::=:.:·~~!.:~;,===;:~=:;:,_=~::;==:;I;=_=_;:,= =~":'=~~f-i~-='r, =--.-~---, ';; I t I l I I I I I I I L ~ -:-~ l ' I I I I l l Ground ~ -r -1-r 1 --r 1 -1-r -1-r., -1-~ ~: = -T-, -r T - -r T -1-r ea f sta 294 ...... ,_-':..., _-.:.:-......:.~......:.~----1-----'-~-_J.:.' ---':.-.,~~'-l--.:.:-......:.~ .... ~::.-....:...1 --1-......:.'--...;:_-_-'-:..., _...J.:.' ---1-......:.~_...J:...1 --'-~--'~---1--....:...~_-'.:.1 _-.:.' _-__:~~ ~ I I ii I I I I I I I I I I I I -r-1 -r1--11 -1-r -1-r1-1-1-1-1""1--1"1-r-T--r-r -r .l_l_LJ __ LJ_l_L _I _ _J_L _J_t_.L_J __ .1.._.l_LJ.. __ LJ.. _L t I I I I I I l'"~+-~-'I I I I I I I I l I J I I 1 I -1-I 1 - -I I -t I -1--I -1-T -I - -T -l -I-I --I-T -l- -t -1-r--t --r; -1-t--1-;-1-1-1-t---1--t--1-r-T --t-T -r- 292 -t--~---+---+---1--~f----+-f---t--~•e----~-+--+-~~--t--+-+--~-+----+---+-~---1 ~ { -:-~ ~ --~ ~ -:-V:~ ~ -:-I I I I I I I I I I -t -1-t--t - -t-1 -1-t--1-l-.... 1_1_L.J __ L.J_I_ LJ_I_ l-rr1--r,-rr--rr -r ~-t-+~--+~-t-+--t-+ -t-J_LLJ __ LJ_LL __ LLJ_L I I I I I I I I I I I I I I I l I I I I I l I >-1 -,-r ' --r ' -,-1 r 1 -,-,-rr1--r,-rr--rr,-r 290 -t--+--1---+---+---t--+--1f----+--i111HillH---+-+--+-+--+-+--1f----+--t--+-+--+-+-+--+--+-+--1---1 ~ _! -'-!.... J - -!.... J _I_ t -L J _I_ J _ 1_ .L _I - -.!.. _I -I_ l --,_ l _I -L I t I I I I I I I I I I I I l I l I I l I t t I 1-1-r1--r,-1-r ,-,--,-,-,-,-r-,--r-,-r1--r1-1-r ..+ -1-I-4 --1-4 -1-1-1-~ -1 -1--1 -1-~ ~ - -+ -1 -~ + --1-+ -I -1- 1 _I_ L 1 - -L 1 _I_ L -L J _I_ J _I_ l _I --1. _I -I_ l - -I_ l -' -!.... 288 -+--~1 ~1 ~1 ~'__,+-r1~1 ~1 ~1"m-+-+--~~1 ~1-r1-+~1 ~1-r1~1 --+~1-r1~1 ~1 --1-r1 ~1 ~1 ~1 ---i -1--1-L .l --L .l -1-L -1-L.. -I -1--I -1-J.. -1--J.. -1-1---1---1---l--1-I- I I I I I I I l _I_!_ _J _I_ I I I I I I l I I I I I 1-l-1-11--11_1_1 I I I I _1_1_T_1 __ T_1_1_l __ 1_l_1_1_ 1-1-1-r1 - -r, -1-r -1-r..., -1-..., -1-T -i - -T -i-r -r --r -r -1-r- .J.. _1_ L ...1 __ L ...1 _J_ L -1-L--1-1--1-1-.1..-1--J..-1-1--..L--L.J._f_L 286 +-~~~~'--1--1~~~~ ... ~~~-~+-~'~'-r'~'--+~1-r1 ~1 -i-1 --l-1~r'~'--;1 ~ 800 900 1000 1100 1200 1300 1400 Station (ft) RS = 14 Lick Creek Main Branch 294 ~~_!-_~,r_~!._-_rll _:_,;:_=:;:!._=_::;:! :.:~;~-!.::3~~:.:;=_:::;::_:::!._~1~_!;:_:::;..l_~·0~2~-.:;:1 =_:;!l_~'~_!._=_::;l=_:::;::_:.;~;O~~~I _=:;:,_=_:;:I =_:;!T~_~,_~_!-_~,-_~,_~~ I I I I I I I I t I I t I I I I I I I t I I I ¥WSPF1 -1--1 -L-...I-L-1-1-1--1-L--1-l--A-1-.1..-1--.L.-1-L..L -L-1--1-1-- 1 I I I I ' I I I I I I I I I I I llw - T -1-r, - -r..., -1-r -1-r..., -1---, -1-T--, - -T -,-r Tl--r -r -1-r a.fs~ +-:-~~--\~-:-~ -:-T~-:-~-:-+-:--+-:-:-1--:-+-:-;- 292 -t--~~---+---+----'--1-'~---+---1--+--f----+~-1--+-~---+-+--+-+--'+'---+--+--+-~---j ~-:-~~--~N-:-~ -1-r-1-1-~-:-~~--~l1_1 ~ -~~-:-~ -r-:-~-r--~~-:-~ -:-~~-:-~-:-+~--+-: :-+ -:-+-:-:-J_l_L.J __ L_J l_L _l_LJ_I_ J_l_.LJ __ LJ LL __ LL_l_L I I l I I I l I I I I I I I I I I I I I -t-1-t--t--t--t--t--l-t--1-1--1-1-t--1--t--t-+ -t-+-1-t- 290 -+-~1 ~'~'~'-1-~'~'~'---'~1-~,~:·c;-:--.,--1--1.' --c' .. '---.',-t---.-1•.-',-',-,' -t--.-1--.1-,1 ~'-+ ~-:-~~--~~-:\: _l_LJ_I_ ~-:-~~--1-:_:_l __ :_l_:_~ ! I I I I I I l l I I I I t t t I 1 -+-1-1--+--1--+-t--1-r-1-1--1-1 +-1--+-1-1--+--1-+-r-1-- 1 I I I I I I l I l I I I I I I l l I I I I I I T -1-r 1 - -r 1 -i-r -1-r .., -i--, -1 r -, -r -, -r T --r T -i -r J _l_ L J --L J _1_ L _1_ L J -'-J _I l_ _1 _ -l_ _t _I_! -_I_ l _I_!..._ 288 +----+---+---1----l-f---l--+--l--+--+1~T-'-1 --l-1 -+-'=:,-_--'--,:1 __ -+--+1 --1-t-~1 -+1 +1+-~1-~1 --+-1 --+1 --1-'1-~'--1-'--1'---1 -r-r-r1--r1-1-r -,-1 T --r-,-rT--r-r-1-r I r I I I I r I _I -.!.. I I I I I I I I I t-I -I -I I --I I -1-I I I I l --T -I -I-I - -t-I -I -l- ..l -1-1-.l - -1-.l -1-1--1-1--1-1 -1-i-J.....J-L-.J.--L-1--1-1-- 1 I I I I I I I I I I I I I 1 1 I T -1-r , -- r , -1-r ..., -1-t -1 -i --T -, -r T - -r ,. -1 -r 286 +-~'~'~'--.'~--1,'~'~'~1,-t--,1 ~1 .,1-r1 -+~~--·~r1--t--.1-1~,'~'--1-1~r1~1 --.1---! 940 960 980 1000 1020 1040 1060 Station (ft) g c 0 ~ > Q) w g c 0 ~ > Q) w RS = 15 Lick Creek Main Branch 294 -,---f:::.~~·~0~35:.;=~~'=;:==:;:==::;===;====;::.:·~0~5 ==;::=::;==::;==::;==:;=::\.,rLiiiiiiiif' I I -~-- -_I - - I --I - - I --:-- --:----:----:----:----:----:-:s._;~1 -...J - -rr~=~-r--~=~f~=~"--f==~=--;~~~~r-=~=i-~-~ ---, - - I I --,-- I I \~:: -y -:----:--:-::j: -'· 292 -+-~~---+--~~-+--~~--+~~~t--~~-+-~~-+-~~-t-~f'----i --1 -- I --J -- _J __ I -.., - - --1-- I --I - - _ J __ I --1-- I -~ --1-- I --1-- -_I_ - --1-- --1-- I I -_I_ - I --1-- I --1-- I I -_I_ - --t-- '-- I ,_ -/ !== 290 -1-~~--+~~,~--+-~-,---+--+~~~-+-~~~>---~~-+-~~--<,,__~'~~ _L_ --:-\ -_I - - I --I - - I --, -- -_I -- I --, - - -_I - - I -_J - - I ---, - - --i----I- I I --,----1-- __ 1 ____ 1 __ I I --,-- -_I_ - I -_J - - ---,-- I --,-- -_I_ - I --1-- I -1-- -_I_ - -_I_ - I I --1----1-- I --i-- I -1----1-- _1 _ --_I_ - I I --1----1-- I -1-- -_I_ - -_I_ - I --1-- I --1-- -_1_ - --1-- -_1_ - I -_J_ -,_ - --1-- --1-- I I --1-- 286 ~-~--+--~1 --+-~-__, _ __,, __ +--~-~-~--+--•~---+--~---t 880 900 920 940 960 980 1000 1020 1040 Station (ft) RS = 13 .5 Lick Creek Main Branch ~~~~~~::;=~.0~35~=:;:=~;:=:;:.~-0~2..:=~--'~;:::;:::~-~05~=::;:::~~~~ 294 _!_l_!.__l ~_!.__!_I_!._ _l_!.__!_I _ __l __ _!.___l __ _!.__l_l _ _!_c l _ _!_I_!._ ~ WSPF1 I I I I I I I I I t l 1 I I I I I I I I t t t -·- -1--1-1-.l-1--1-1-1--1-L..-1-1--1-1-J...-A--.L.,-J-L~/-L..l-1-l-~~ I t I I 1 I I I I t I I ::w- -r -1-r , --l'-r~-r_-_1'------'-r-+----''---r'--,'---'-'---1-''------'-'--'-T-'--'---+---T'-''---'-r-'IT -r T -1 -r aaf s1a ~-:-~~--~~-:-~ -:-T~--~-:-+~--+-:-:-/ -:-+-:-:-~ 292 -t---'-'--'--'--+----'--l-+--'---'---t--'--'--'--+-+-'-'---'--'--t--+--'--'-f-L--t--'--+-J____J'-I -+ -1-r '1 - -r--1-r I I I I t I I I 1-1-r 1--11-1-I t-..l _I_ L ..1 __ L -1 I_ L I I I I I ~ -+ -1 -t--t - -t--t - -t- I -1-r"1-1- 1 I I 1 -,-,,-,- _I_ L _J _I_ -1-t--1 -1- 4-t-r4--r4-T -rT~-r I I I I I I I I I I I 1-rr1--r, rr--rr~-r J_LLJ __ .LJ LL __ LLJ_L .., -1-+.., - -+ -1-+ -t-+ -t-t-- 290 +-~~-.---.---,--1~.-.-tl--'---1 ,-1 -.&---1-'----.&-~~-'--"'~~~--+---.-,-~.-4 l _:_ ~ ~ --~ ~ _:_·~ /:_: _ :_ ~ --:_ l _: _ ~ I I l I I I I I I I I I I t -+ -1-~ -+ --~ -; -1--l -I-+ --I-+ -1-I- I t I I l I I I ~ f1. f I I I I I I I 1 -i-r 1 - -r t -,-r T 1 -1-T - -r T -1 -r _! _1_ L J __ !.... J _1_ L _ l _1_1_ .!. __ I_ l _1 _ L I 1 I I " J I I I I I I t I 288 --t---<--+--l-'-+--l----+---<--+--H. ,--1-r1--~~-1-r \ ;--~~-~~--~~-:-~ .! --~ .! --!..._ ..! -'-L - -! _I -I _ _!_ --l_ .!. _I -I_ I I I I I I I I I I I I I I I -1--1-I-..l - -L ...I -1-I-__ J.. .....J _ L J. __ L -1--1 -L I I I I I I I l I I I I I I T -1-r , - -r , -1-r -- -T -, -r T --r T -1 -r 286 +---:--:---;.'-;--<-;--.;.--:----:--+--:---;.a , ..... fi"".,...,..~""4~'~~'-+--;.'---:'-~' -:-'-+-;'---:'~~'--;.'-J 940 960 980 1000 1020 1040 1060 Station (ft) g c: .Q 1ii > Q) w g c: .Q 1ii > Q) w RS = 20 Lick Creek Main Branch 298 ,---t=-,.--r'-i::...:::r~,--::,.i-:r-:r,~'t~-;::.::,;:.:;.::.:;.::.-;:.:;.::.:;.::.-;::.;::.T·0~5;:--,-r-,-_-T-_-r-,-:..-:;..::.-;::.::,::.~;~r,-, I I I f T 1 t-+ ... L J. .J I I I r T "1 I I I I --,-rTI -I l-t-t- i I_ LL I I I 1-,-I I I I 1 -, -1- -t -t -1- ..J _t _1_ - I I I I 1 -,-1-1- I I I I I I r-r1-1--rrT1 -1-rr .L...l_J_l __ LL.l_l _1_ L l. I I I I I l I I T I I -1 --t-I T I t--t-1-t--t-t-T-1 I I I l I 1 I I T I I -1 - -,-f T I t--+-; -l--t-t-+-; L J. _J _I __ LL J_ -1 I l I I I I I I T"T--,-,--,-rT"T I I I -1-l T -1-1 t-t- I I I I -1-1-IT -1-1-t-+- _I_ I_ L .L I I I I -,-,-r I 292 -+-+--+-+-.......,>--+----+-++-<-+--+++--+-+--+-+--+-+-.......,>--+--+--+--+-+--+-+--+-+-.......,>--+----+-+--+ L l J I I I r T "1 __ '-L l J I I I I --1-rT I I_ LL I I I I -, ,-r r J_l_l_l_ I I I 1 -, 1 -1-1- l J _J_I __ I_ L l J _1_1_ L l I I I I I I l I I I t I T "T.., -,--r r T., -,-,-r T I-+ -l --1-I-+ -1 1-I-I--l -l -1-I-+ 4 -I -1--I-I-+ 4 -1-1-I-+ LlJ __ I_!_!_ t I l_l_L J_l_t_I_ !....!J_l __ l_L!J _l_l_L!.. 290 -+-·'~'~'~-+~1 ~' ~' --l..- 1 -+--w-1 -'~'~'---1~'~'~'~' -+~' ~' -'~'---1~'~'~'~'-+~' ~' ~' ~' --i l....J.-1 --1-Ll. --1-1-l... -1~-1-1- I I I __ I_!_.!_ 1 I I I I I t I I I 1 I I I I I I I I I I rT-i-1--rrr-r -1-1-rr 11-1-1- l. .J. -I -1--1-L .J. _J .!_ ..! J _1 - -,_ !_ _!_ ...! I 1 I I I I I I T I , -1 - -r r T , -1-1-L l. I I I I I I I I -1-1-rr L.J...J_l--1-Ll.-1 -1-1-LL _J...J_1_1_ l..J....J_l __ LL.J._J -1-1-Ll. 288 +-.'~'~'~'-+~'~'~'~'-+~'-'.--'.--'__,~'~'~'~'-+~'~'-'r--;',-,--,'~'~'~'-+~'~'~'~'~ 800 900 1000 1100 1200 1300 1400 1500 Station (ft) RS = 18 Lick Creek Main Branch 298 ,--,---,.--,.l~=;::...~;..:::;:~~~:::;=;::::;=;:::::;::::;=,:·~05~;:::::;:::::;=;::::;=;:;-+-,--,, _J ..J -1-l-J.. .J. -I -1--L L .J. _J _ l_l_l_L J_l_l_I_ .!....!J_1 __ 1_!_ I t I I I I I I t I I I I I _J ...J _1_ 1_ 296 -t-~~~~+-~~-•-~1--~~~---1~:~:~:~:-1-~~1F--~-t-~~~~+--~~~----i , -i -1-1- _J ...J _f_L I I I I ,-,-1-1- -1-t-1-1- 294 +---"'---'---'--'------+----'-----'---'-'-----l--~.--'--'------+----'-----'---'~______.----'-----'-'----+----'-----'--------'-----'----+--'-'----'---Y I I I I I I I f T 1 - -,-IT 1 t-+-1 --t-t-t--t LJ..J __ l_LLJ. I I I t I l I rT"l ,--,-rTI -1-1 t-t--1 --1-1-1 _1_1 LL .J -'-'-_ I I I l I l l _l_I_ r l _I _I_ I_ I I I I I I I I T I I -1 - -,-I T 1 +--+ -; -1 - -t-t-+ -1 L J. .J -' --L L l .J I l t I I 1 I I r "T 1 -, - -r r T "T I I I I -1-1-11 -1-1-t-+- -'-'-LL I I I I -,-,-r T -:-~:-~ ~ -:-:-1, 292 -t-+-1-+--+-+-+-+---<-+-+--+-+-••-+-+-+-1-+11+--+-+-1-+--+-+-+-1-+--+-+-+-+---<-+-1 L l J _I - -I_ L l l I I I I I I I I rT-,-,--rrT"T ~+-l-1--1-1--4-4 L _!_ J _l __ I_ L !.. J I I J _I --I_ l 1 _J _1 _ -I_ L l J _I_ I_ L l I I 1 t I I t I I I I I I I -1 -1-T I -, -1 - -r r T ., -i -1-r T -1-I-.f-4 ~ -I --I-~ + -4 -1-I-I-+ I I I !....!J_l __ l_l..!J _l_l_L_!_ 290 +-,'~'~'~'-+~'~'~'~'-+~'~'-'.,__, . .,~~~-+~'~'~' -1r--;1-,1~'~'~'-+~'~'~'~'~ L .J. ...l-1--1-L l. _J !_ _!_ J _I __ I_ !_ .!_ J. I 1 I I I t I I r,.-,-1--r-rr-r J.. -L-....J -1--L !... .J. ...J .!_ _! J _I __ I_ !_ _!_ _! I I I I I I I I r11-1--rrT1 -1-1-L l. _1_ 1_ !._ .!_ I I I I -1-1-rr l-.J. _J -1 --I-L l. -1 L .J ....J -1-- L L ..1. ..J -1-1-L l. 288 +-,'-.'~'~'-+~'~'~'~'-+~~~o<•+tl>r--.---.---.---t-r'~'-'~1r-1r-.1~'~'--.-'-+~'~'~'~'~ 700 800 900 1000 1100 1200 1300 1400 Station (ft ) g c: .Q 1ii > Q) w g c: 0 ~ > Q) w RS = 19 Lick Creek Main Branch -1-l--I -1- _ l_ L J _1_ I I I I I I -I -1--1--I ---1--I -I--1- J _I_ .!._ _I __ .!. _I _ I __ I I I I I I 1 "T-1-r-r--r -1-r -1-r-i-1-r T--rT-1-r I -1-TI - - T J ~-LJ--LJ-~-LJ--LJ~-L 296 -t-~~~:~:--1---1 ~1 ~'~---1--~~~~-1-~~~~~---~~~:~-+~~~~-'--< l _1 _ L 1 __ L J _1_ L I I I I t I I I T -, -r "T - -r "T -,-r -I_ L _I - -l _I -I_ l I I I I 1 I I -,-T --, --T --, -r T -,-T -,-1- -t-+ -1-t- _ L J. _1 _ L I I l I -t-T -1-I _I_ l _I_ L_ I I I -rT -r .+ -1-~ -4 --I-....; -1-I--~ _! _I_ L J __ L J _I_ L _I_ l _ I_ 290 -t-~'~'~'~'~1--~'~'~'~'~1--~~~~·~·~~~~~+-~~~~-+~'~'~~~'_. ..J. -1-L--1 --I-.J -l-l- l __ !_ J __ !_ _! __ !_ I I I I I I -r -1-r .,. - - r , -1-r -1-!.. -I -1- _l_~ J _I_ I I I I -1-r-i-1- ...J -1--1--I ---1--I -I-.1.. --I--1. J __ .!__l __ .!_._l_I _ _!_ l I I 1 I I I I I I 1 I -1-r I - - T ""1 -I T - -I T -L I I -r .J._l_LJ __ L_J-1-L -1-l-_!_I _ _!-1-l....J __ J....J_L.L _L.J. __ L 288 +-~'~'~'~'~1--.'~'~~~+-T'~'~'~·'--~'~~~~+-~'~~~~+-·'~'~·'~__, 700 800 900 1 o'oo 1100 1200 1300 Station (ft) RS = 17 Lick Creek Main Branch 294 ~,-,-,--,--~~~~~~·0 ~35~~~~~~~~~,.,.., _I _ .!_ __ J _ J_ _ l_ J _ _I _ _! _ I __ I _ _I_ J _ !..._ _I _ I I 1 I 1 I I I l I I I I I -1-l.-1-..J--1-.J. L-1--1-..l-L..J--1--l-L-1- I I I I I I -r -r -1--, --1 -T -r I I I -I ----I - -1 -t--1--1 - l I I I -1-T -,-I - I_ .1.. _I_ -1 _ I I - + -1--1 - -1-T -r ~ - I t t I -,-1-1-1- _,_ J_ -'-_J - I I I I -1-+-t--;- I I I I -1--+ -t---1- -1-, - r -1- 1 I I ------- ' I I I -1--; 290 +-~~~,~~,~,~+-~~~~~---1~~,~~,~,~~,~1--~~~~~-+~--1-.-~~~~ -.L -t_ J -_l _ .l -I _ _J -_I_ l -L _I - -+ -1--1 - I I I -T -i-1 - _ l _I_ J _ -t-+ -1--I - I I I I -,-T -i-I - _I_ l _I _ _J _ I I I -1--+ -I--I - I I I I -,-,-r-,- _1_1_1 __ 1 _ I I I -,--, - r _1_ J _ L -I -I--I- I I I --, -r -,- _J -L -- I I 288 +--+--+--+-+-+-+-+--l--.j--t-.j--+-~'-1'-l-4-+-+t-+-------+--+--+----j I -T -1-I - -!.. _ 1_ ...! - I I I I -1-T -r I - __ J__l_J_ I I I 1 -l. -1 _ _J --1 -..1. -I-...J - l l I I I -1-1-r-i- _1_ J. _I __ I_ l I I I -1-..l-L...J- I -,-, - r _I_ J -~ I I I -1--' - L I I -1 - T -1--, --1 -T -r 1 - -1 --,--r --, - -,--, -r 286 +-~~.,--~~~-t--'.--~'~T'~'.--+-~'~r'~'~T'~t--,--~~,--,-11-110-~-,--~~,--, 800 850 900 950 1000 1050 Station (ft) g c: .Q -ro > Q) UJ g c: .Q (ii > Q) UJ RS = 22 Lick Creek Main Branch 300 1 ~ ·015 1 ,>1<1 ·0~ >I< 1 1 1 1 .q5 1 1 ,._,......,CUQii<Gl -1-r-1-4--1-1-i--t--1-1-r--1--1-;-r--1--1-+-1---1--1-+-1--;--l--+-~~--1-.L-1-...J--1--1--1-...J--1-..J-1---1-_1 _ l. _I _ _J _ _I_ .1 _ L ..J _ _I_ .J. _ L _I_ 298 I I I I I I I I I I l I I I I ! I I I I I -1-1-1-1--I - - -I - -I -I -I-I - -I -I -I-- --I -T -I --1-T -,-1 --,-1 -r -1--1 -T -I 1 --1 -T -r I --,--, -r -1--1-1" -1--1--i-r--1--1--1 -r -1-296+-+--l--1---+-'a+--+---+--+--+-+-+-*""1---+-+--+--+--+--+-+--l--1---+--l---i -1-....l-L-l--1-....J-L--I--I_ ..J -L _I --I_ ..J -L _I_ 294 =:=+=:=~= =:li~=t=i~=!==:= =:=~=~=:= =:=~=~=:= ,-r-r1-4-r-r1-~-+-~4-~-L-~~--r,-r,--1--, -r -,--r1-~4--1--; -r -1--~4-~~--1---1 -..... -1--1-.J -L -1 -..J--1-...J -L -1 -292+--'-'--'---'---+~~-+----H-~~~--+-~-+-~~+-'--'---'-~~ _ I_ l _I_ J _ I I I I -------_ 1_ J _ L _I_ l _I_ J _ L _I _ I I I I -,-,-,-1-I I I 1 -1-1-1-1--i-i -r -i--1-1 -r -i-_ 1 _ 1 I ! I T -1-1 -290 -i -r -1-, -·E:-=-:~~~± -,-., - r -1 -i -1-1 -r -1 --l-+-1-4--J-+-1----1--l--+-1--l--1-4-1--1--1---1-f--l--1 -.l.. -1-....! --l -.J. -I-_J --1-..J. -L--l --1-.J -I--l --1-...J -L -1 -_l_l__l _ _J __ l_.l_t _ _J __ l_J._L_I __ l_..J_L_I __ l _ _l_L_I_ _l_.!._l_J __ l_J__t _ _J __ l_J_l __ I __ l_J_L_I __ l_J_L_I_ 288 I I I I I I I I I I 800 900 1000 1100 1200 1300 Station (ft) RS= 20.5 Lick Creek Main Branch 298-.035 .05-.05 -1-+. -1-...J -I_ J_ _I_ J _ I I I -1--'--1--I -_l_J__l_J _ I I I I -1-4-1--1-_ I _ _!__I __ l_ l I I I -1 -,-T -r-, -t" -1-1 -r 1 --1 296+-:----k---·-+ .. I j I i-+-f ; I ; ; ~ ; I ; ; ; ; I -1-r -1--t -294 • I I =: = : = := ~ = t-1-+ -_I_ 1. _I_ J _ _1 _ l _I I I I I I I I -, -T -1-I --, -T -t 292-<-+-+--t--+-+-+--+---+--ii _I _ l _I _ _! _ _I_ .!. _I_ I I I t I I I -1 -T -1-I --1-T -r -l -+. -1--4 --1-+ -1-_ t _!__I_ J __ l_J__I_ 290 I I I I I I I ~-L-~~-1 I I 1 ~-r-~~-4-r-r1--1-..j. -l-_I_..!._ I_ I I I -1-T -1-I --1-, -r -1 -i-1--, -r -1-_ 1_ _J _ L _1 __ l_J_L_I_ I I I I I I I I -1-1-1-1--1-1-1-1--1--t -r -1 --1--t -t--1--1--1 -1-1-1 -r -1-1-1-1 -r -1 --t---l --1--t -t--1 --1-., -t--1-1..J _ L _1 _ _ 1_ ..J _ L _1 _ -I_ ..J _ L _1 _ I I I I I l I I I I I 1 -1--1 - -1-1 -r -1 --1-1 -r -1 -l -I __ 1 -1-I_ J -L _1 -1-i_ J -L _1_ I I I I I I l I I I I 1 -r 1 --1-., -r -, - -1--, -r -1-4 -1-~--J-4-1--1--1--4-1--1-1_1__1 __ t_J_L__I __ l_J_!__I _ I I I I I I I --l -1-~ -_ _!__l __ I _ I I I -1-1-r-"1--~~-L~-_ LJ_L~-I I 1 I -r,-r,--1--1-L.-l-_,_ J _!__I_ I I I I -1--,-r-1--1 _ J.. -1-..J --1-...1. -L _J --1-J -L -l --1-.J -L -1 - -1-_J -L -1-288 I I I l I I I I I I I I I I I I I I I I 800 900 1000 1100 1200 1300 Station (ft) g c: 0 ~ > Q) UJ g c: .Q (ii > Q) UJ RS = 21 Lick Creek Main Branch 298 • .035 >)< .o5 >I< .95 , ~ , -.j.. -1-.J -~-~-~~-~-!_LJ_ I I I I ,-y-r,--1-4-1---l-_I_ .! _I __ I_ I I I I -1--r-r-,-_l_...J_L-1-296 I I \. I I I • I I ... _. I ~ .r.---'-~ -+-I -'-I -'----'-----'--~ -1-t--1--; -294 I I I I I ... I -1-T -1-I --t -+ -1--t -_ l _ l. _ 1_ ...I -I I I I -i -T -i-1 -_1_ T _1~-1--1-+ -1 -1 -_ I_ l _I ..J _ I I I I -1-1 -I I -_l_f; _I--I --1--I-..., -_I_ J _L _1_ I 1 I I -i-1 -r -1 --1-1 -' -1 -i-1-, -r--1-_ 1 _ _J _ L _I_ -'-...J _ L _I_ I I I I 1 I t I _1_1_1_1 __ l_l_l_l_ -1-; -t--1 - -1--1 -r -1-I I I -1-1 -r -1-1-1-1 -r -1--t--t -t--t - -1--; -r -1-_ 1_ ..J -L _I_ -I_ ..J -L _I _ I I I 1 I I I I -i-1 -r -1 --1--, -r -i-292-+-+--+-1---+-+-+---+---+-1-+--+-+-+-+--41---+--+--+--+--+--+--t-~f-+--+---i _i -l. _ i_ J -~ _I_ l. -l_~I -~ _l1 .! -'-_I -t -I_ J -L _i _ t _ i_ J -L _i_ I l I I I I I I I I I l I I I I I I I I -i-T-i--,--,-T-1---, 1-r-i--1--,-r-1--,--,-r-,--l-+-1-4--1-+-t---I -+-1--l--1-4-1--1--1---1-f--l-_l_l_l_J __ 1_1_1_ I_ -J_l__t __ l_J_L_I __ l_J_L_l _ 290 I I I I I I I I I I I I I I I I I I I I -1-+. -1--I -_l_.!__l_J_ ~-i-~ ~-!_L, _,_-! -I---1--..!. _ t __ I_ I I I -1-I -I I --1-..J -I--1-_l _ _!_~_I_ I I I I -1-, -r -1--1--1-L--1-_I_ I t 1 l 1-1-1-I I I I -1-.J. -L .....J -I I I ,-y-r,-~-i-~~--1-.J -L -1-288 I : : I I I I I I I -1-, -r--1-800 ' ' ' ' ' ' I I I I I I I I ~ L I -1-T -1-I --1 -+. -1-.J -' I ' I I : I : ~ : 900 1000 1100 1200 1300 Station (ft) RS = 20.5 Lick Creek Main Branch 298-,-~-~~0~·Y01 )I( I I I I I I ;.u? I I I I I I I c>,. I I I I I I -1-1-r r -1-1-Li. 296 I ~ ~ ~ ~ ~,1 __ L:..: I : ~ '. I ~ ~ I ~ I : : : I : : : : I 294 I I • t-+ 4 L l ..J l I I I I I I I r11-1--1-rT 2 92-+-+-+--+-+--f--<--+--H LlJ~ __ LLl. I I I I I I l rT,,--rrr ~+4~--~~+ L!J~ __ LL! 290 I I I I I I I I I Iii t...-l.....J-l-1-l-L+. !_ ..!. J _I __ I_~ l I I I I I I I -1-1-rr _l_LLi. I I I I I I I I I _r_t_ IT -1-1-rr I I I I I I I I I -1-r-IT ..J _I _ 1 _ I_ l. l ..J _1 __ L L l ..J _ 1 _ I_ L L +-<-1-1-~t-++-1-1-1-t-++~-1-1-t-t-I I I I I I l I I , I I I I I t t I I I 1-r r t 1 -1-i-1-T 1-, -i--1-r T, _1_ 1_ r r I_ LL t J _1_1_1_ ~ .L l J _1_1_ 1_ L .!. J ~ _1_1_ L l I I I l I I I I I I I I I l I I I I I 1-r r , 1 -,-,-r 1 -, -, - -r r T ., -1-1-r r ,_I-~ I_ I_ .L I I I -1-1-l.-_I_ l_ !_ I I I -I~ -1-1-J _I _1_1_ I l I t L+~~-1-~~++ L.!J~ __ LL!J I I l I I I I I L~~~-1-~L~~ L!J~ __ Ll!J I I I 1 I I I I -1-1-I-+. _1_ 1_ L. l I I I I r T ., -1 -1-r-r r ,. -r-r-r r ....J-1-1-1-J_l_l_I_ 1 I I I , '-1-1-I i I -1-1-r i T , -LL -1-..J 900 1000 1100 1200 1300 1400 1500 Station (ft) ( MINUTES Planning and Zoning Commission CITY OF COLLEGE STATION, TEXAS March 18, 1999 7:00P.M. COMl\llSSIONERS PRESENT: Chairman Massey, Commissioners Maloney, Parker, Gamer, and ~e. COMl\llSSIONERS ABSENT: Commissioners Mooney and Kaiser. STAFF PRESENT: Director of Development Services Callaway, Senior Planner McCully, Development Coordinator Ruiz, Graduate Engineer Tondre, Staff Planner funmerson, Staff Assistant Grace, Transportation Planner Hard, Transportation Technician Hester, Senior Planner Battle, City Planner Kee, Staff Planner Anderson, Graduate Civil Engineer Simoneaux, and City Attorney Cargill. AGENDA ITEM NO. 1: Consent Agenda. AGENDA ITEM NO . I . I: Consideration of minutes from the Regular Meeting held on March 4, I 999 . Commissioner Rife moved to remove the minutes from the consent agenda for further consideration. Commissioner Maloney seconded the motion, which was passed. The following item was approved by common consent AGENDA ITEM NO. 1.2 : Approved the Final Plat for I4.226 acres, Westfield Addition Pase I, located along Graham Road just west of the CSISD new middle school site. (98-205) REGULAR AGENDA AGENDA ITEM NO. 1.1: Consideration of minutes from the Regular Meeting held on March 4, 1999 . Commissioner Rife moved to table the minutes from the Regular Meeting held on March 4, I999. Commissioner Maloney seconded the motion, which passed unopposed (5-0). AGENDA ITEM NO. 2: Public hearing and consideration of a rezoning request of 8.72 acres from R-1 Single Family to R-5 Apartments!M:edium Density, located approximately 300' east of the intersection of FM 2818 and Holleman Drive. (99-110) P&:Z Minutes March 18, 1999 Pagel of JO ( AGENDA ITEM NO. 1.2 Final Plat Westfield Addition Phase I .A -0 a.r City of Colleie Sta.lion, Texa! \1.fJ P LANN ING DIVISION A-0 WES TF IELD ADDITION PH 1 A-0 A-0 NUMBE R: 98-205 ~ . STAFF REPORT Item: Consideration of a Final Plat for 14.226 acres -Westfield Addition Phase I , located along Graham Road just west of the CSISD new middle school site. (98-205) Applicant: John Szabuniewicz, Developer Item Summary: A preliminary plat for this property was approved by Council in 1998 . 1bis final plat is in compliance with the preliminary that was approved. 1bis is the first phase of a four phase project that will plat this area from the CSISD new middle school to the future Victoria extension for single f.amily development. The Parks Board reviewed the parkland dedication shown on this plat and approved the location. The creek on this plat is the north fork of Lick Creek and is shown on the draft Greenway Master Plan. 1bis projeet along with the Alexandria Subdivision to the south of this tract have shown this creek area to be parkland dedication. Budgetary & Financial Summary: NA Staff Recommendations: Recommends approval of the request as presented with the following conditions: 1. Remove topo from the final plat 2. Provide paid tax certificates 3. Provide additional right-of-way on Graham Road (shown with vol/pg). 4 . Easements for the sanitary sewer extension need to be provided through Phase I and Phase IV(shown by vol/pg for Phase IV). 5. Change the date on the final plat 6. Provide information regarding detention onsiteJoffsite or the ability for the downstream system to accommodate the additional runoff. If provided for onsite, one lot may be lost and need to be changed to a drainage easement. A pond located on the property will need to be dedicated in a public drainage easement but with homeowners association documents providing for maintenance of the pond. 7 . Provide final hydraulic/hydrology information to establish the limits of the floodplain and assure that there are 4 acres of parkland dedication outside of the floodplain on the preliminary plat (per parks board minutes). Commission Action Options: The Commission has final authority over the final plat. The options regarding the final plat are approval as submitted, approval with conditions, or denial. Defer action or table only at applicant's request. Supporting Materials: 1. Location Map 2 . Application 3. Engineering Information and Notification Information 4 . Copy of Final Plat o :\group\deve _ ser\stfrpt\98-205v .doc INFRASTRUCTURE AND FACILITIES Water: Water is provided along Graham Road and will need to be provided into the plat to serve the properties. · Sewer: Will be provided from the Springbok subdivision along the north fork of Lick Creek. A part of this plat is in the Graham Road impact fee area, however this portion will be deleted with the 6th year update on this impact fee area due out in 1999. Off-site Easements: Will be required for sanitary sewer and perhaps drainage depending on possible detention requirements. Streets: Westfield is shown as a combination 60' ROW and 50' ROW and serves the purpose of both a residential and residential collector for the subdivision . Drainage: Drainage easement locations, if required, will be determined with the final submittal of a drainage report. Sidewalks: Will be required internally. The sidewalk along Graham Road will be constructed with the City's Graham Road CIP project. Flood Plain: Floodplain exists on this property. The developer has still to confirm the final location of the floodplain boundary. Once determined the line will be located properly on the final plat and a total parkland dedication of 4 acres outside the floodplain on the preliminary plat will be verified . Impact Fees: NIA NOTIFICATION: Legal Notice Publication(s): NIA Advertised Commission Hearing Dates(s): 3-25-99 Advertised Council Hearing Dates: NIA Number of Notices Mailed to Property Owners Within 200': NIA Response Received: None as of date of staff report o:\group\deve _ ser\stfrpt\98-205v.doc I • • P&Z Case No. <?#~£" Date Received 2-1/-qtJ APPLICATION FOR PLAT REVIEW AND APPROVAL ~ (check one) / _Amending Plat_ Final Plat_¥_ Master Prelim. Plat_ Prelim. Plat_ Replat _ Resubdivision NAMEoFsUBDMsioN Jr!bJft~ld Addition -Pho.:£ 1 [jc_k_Weje_ ~p~-t-; ~ (;....P, I A J r 6 . ~~ OWNER v.2ebtf'1/d AcfGlLtfoit/ ij~ AGENT v. 1~1 . :::.)tz U11ft!Wt (~ ADDRESS 72 o. 73 OK 14000 ADDRESS P.o 13oK I 4000 G~ ifat'un, il-ya-~ 77 ~41 G/Up Sfo'IJ,w,, uxc,.../;> 17 ~41 PHONE PHONE 4dJ-'260-/{,47 LICENSED SURVEYOR/ ENGINEER MCLY /j·K j(_;{Uf /;'/.Lo. PHONE fL&Cf-2457 ADDRESS 71 g 1-/2.iley Rd. J 73 ryt>-n 1 . T Wu!> 7 7 <Jo>? PROJECT MANAGER J. H. 5 8 awnitw1 clJ/. PHONE ________ _ ADDRESS Io o 4 ShcvPf Qr. U f f-epe 6/CJ.--t[o nr T.LyP-? 7 7 F.74 O SPECIFIED LOCATION OF PROPOSED SUBDMSION Robert= 5teu.e..(/t~n .5c2r=il7 A-54 a Gro.ha.111 Pd. -bdwe.eY( Vrdor/ei_ Aue ~ CS/SD 7r-ey;;t: f 4, 1-26 TOTAL ACRES OF SUBDMSION /" q~ Ac, R-0-W ACREAGE§"@/<-/ (pf{OTAL #OF LOTS + I 1).QA-. L<9 f- NUMB ERO F LOTS BY ZONING DISTRICT f-j --58 -r J ?ev)i&:r AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: R=-1 o, t&1k/k-t- FLooDPLAlN ACREAGE ;:±; Ot r:;7 Ac.. PARKLAND DEDICATION ACREAGE' FEE 3, 26bAc REQUESTED v ARIAN CE TO SUBDMSION REGULATIONS __ M_o_n-'--.e... __________ _ rs FlLE AVAILABLE IN AUTOCAD? yfb5 FOR FINAL PLATS ONLY: TOTAL LlNEAR FOOTAGE OF : ' ±/930 :i: 2 :2. 2..0 1 ::f.:. I 6 35' ± I 930 1 STREETS SIDEWALKS i L I SANITARY SEWER LINES -fhri.J krf 3-v -r 3 06 WATERLINES THE UNDERSIGNED HEREBY REQUESTS APPROVAL BY THE CITY OF COLLEGE STATION OF THE ABO IDENTIFIE PLAT: Members Present: Members Absent: Staff Present: Visitors Present: CITY OF COLLEGE STATION PARKS AND RECREATION BOARD REGULAR MEETING JANUARY 13, 1998 --7:00 P.M. CENTRAL PARK CONFERENCE ROOM 1000 KRENEK TAP ROAD Elizabeth Cunha, Chair; Debra Anderson, Vice Chair; Gary Halter, John Crompton, Chris Barzilla, Bob DeOtte Mike Manson Steve Beachy, Eric Ploeger, Dana Williamson, Peter Vanecek, David Gerling, Vera Solis, Linda Waltman, Jane Kee, Jenny Hartsfield, Bridgette George Jonn Szabuniewicz, Westfield Addition Developer Called to Order 7:05 p.m. 1. Approval of Minutes: December 9, 1997: John submitted some name changes. The minutes were approved as amended. 2. Hear Visitors: No unscheduled visitors spoke. 3. Presentation and Consideration of Potential Parkland Dedication for Westfield Addition: Ric displayed a graphic representation displaying a possible layout of the park and school site. He met with David Neal, CSISD, who stated that they could probably supply IO-I5 acres of property for a park without the City having to purchase any land. Mr. Szabuniewicz displayed a site plan that showed a rough estimate of the floodplain that his engineer calculated. He proposed donating roughly 4 acres, excluding the floodplain, to satisfy his current dedication requirement and asked for credit for any portion of land above his requirement to be used for future development requirements. The exact amount of acreage will be determined when the final drainage study is completed. Mr. Szabuniewicz has planned for 2 I 9 dwelling units. Therefore, 1.65 acres is his current required dedication . The Board discussed if there should be a timeline on future development if the new dedication ordinance is passed by Council. Steve stated that currently th e re is not a time frame in the parkland dedication ordinance. Gary motioned to accept th e proposed dedication, adding that future development must occur within a IO-year time frame in order for the credit to be valid on future dedication requirements . The motion was seconded by Bob and passed. 4. Discussion of the Boys and Girls Club of the Brazos Valley: Mr. Kevin Bingham could not attend the meeting, so this was postponed until the February meeting. 5. Discussion of Leash Requirement for Pets at Lick Creek Park: Elizabeth called the City Austin for information on their leash policies. They stated that they have I I sites that are "leash free," however, the dog must still be under "voice control." She stated that there is a sign in every park telling patrons that there are dogs in the park without leashes . Page 1 of3 .. REQUEST FOR OVERSIZE PARTICIPATION SANITARY SEWER LINE EXTENSION WESTFIELD ADDITION COLLEGE STATTION, TEXAS MAY, 2000 OWNER/DEVELOPER WESTFIELD ADDITION LTD. P.O. Box 14000, College Station, Texas 77841 Tel. (979) 268-1008 Fax (979) 268-5879 PREPARED BY RILEY ENGINEERING COMPANY 7182 Riley Road, Bryan, Texas 77808 Tel. (979) 589-2457 .. l • WESTFIELD ADDITION, LTD. Mr. Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re : Westfield Addition -Sanitary Sewer Line Extension Oversize Participation Dear Mr. Tondre : Westfield Addition, Ltd ., the Developer of Westfield Addition , City of College Stati o n_ Texas , is required by the City of College Station Ordinance to extend a sanitary sewer line from Ph ase I , Westfield Addition along the East-West Collector at the south end of Westfield Addition as shown by attached Map. The Developer is responsible for developing and constructing an 8" Sanitary Sewer Line . The City desires the placement of a 15 '. Sewer Line . We are requesting oversize participation for all of the costs associated with the development and construction of a 15" Sanitary Sewer Line in lieu of an 8" Sanitary Sewer Line . We have enclosed Engineer's cost estimates for developing and constructing an 8" and a 15 " line . The cost difference, including a 10% cost variance allowed for contingencies , is the total sum of $23,232 .00 which we request to be reimbursed as the City's oversize portion . We appreciate your consideration of this matter at your earliest convenience , as we are read y to proceed as soon as possible . ~~Sao~ . Westfield Addition, Ltd. J ~ .•.. l - Item Est. No . Otv. 2 3 4 1150 5 5 6 7 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 15" Sewer Line -May 19, 2000 Description of Unit Unit Work & Items Firnished Price EA Right-ofWay Easement. ...................................................... $ 500 .00 EA Clearing & Grubbing .......................................................... $ 1,500.00 EA Hook up to Existing Manhole ............................................. $ 500 .00 LF Furnish & Install 15" PVC Heavy Wall Sewer Pipe (SDR-26, D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ 42 .00 EA Furnish & Install 5 60" Manholes to include All necessary backfill complete & in place ........................... $ 2.500 .00 EA Engineering......................................................................... $ 5.500 .00 EA Surveving ............................................................................ $ 1.600 .00 Water Line Sub-Total: .................... . I 0% Contingency : ........................... . Extended Total Price $ 500 .00 $ 1,500 .00 $ 500 .00 $ 4 8 .3 00 .00 $ 12 .50 0 .00 $ 5.500.00 $ l.600.00 $ 70 ,400 .00 $ 7,040 00 $ 77,440.00 .... Item Est. No . Qty. 2 3 1150 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 8" Sewer Line -May 19, 2000 Description of Unit Work & Items Firnished Unit Price EA EA EA LF Right-ofWay Easement ....................................................... $ 50 0 .00 C learing & Grubbing .......................................................... $ 1.500 .00 Hook up to Existing Manhole ............................................. $ 500 .00 Furn ish & Install 8" PVC Heavy Wall Sewer Pipe (S DR-26 , D-3034) at 14 ft to 16 ft Bu ry complete & in place.............. $ 18 .00 Extended Total Price $ 50 0.00 $ 1,500 .00 $ 50 0.00 $ 20.700.00 5 5 EA Furnish & Insta ll 5 60" Manholes to include 6 1 EA 7 EA All necessary backfi ll complete & in place........................... $ 2 ,500 .00 Engineering......................................................................... $ 5,500 .00 Surveying............................................................................ $ 1,600 .00 Water Line Sub-Total : .................... . 10% Contingency : ........................... . $ 12 ,500 .00 $ 5.500.00 $ l,600 .00 $ 42,800 .00 $ 4,280 .00 $ 47,080.00 .•.. t r : REQUEST FOR OVERSIZE PARTICIPATION SANITARY SEWER LINE EXTENSION WESTFIELD ADDITION COLLEGE STATTION, TEXAS MAY, 2000 OWNER/DEVELOPER WESTFIELD ADDITION LTD. P.O. Box 14000, College Station, Texas 77841 Tel. (979) 268-1008 Fax (979) 268-5879 PREPARED BY RILEY ENGINEERING COMPANY 7182 Riley Road, Bryan, Texas 77808 Tel. (979) 589-2457 .. ( .. WESTFIELD ADDITION, LTD. Mr. Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re : Westfield Addition -Sanitary Sewer Line Extension Oversize Participation Dear Mr. Tondre : Westfield Addition, Ltd ., the Developer of Westfield Addition, City of College Station . Texas, is required by the City of College Station Ordinance to extend a sanitary sewer lin e from Ph ase I . Westfield Addition along the East-West Collector at the south end of Westfield Addition as shown by attached Map . The Developer is responsible for developing and constructing an 8" Sanitary Sewer Line . The City desires the placement of a 15 '. Sewer Line . We are requesting oversize participation for all of the costs associated with the development and construction of a 15" Sanitary Sewer Line in lieu of an 8" Sanitary Sewer Line . We have enclosed Engineer's cost estimates for developing and constructing an 8" an d a 15" line . The cost difference, including a 10% cost variance allowed for contingencies, is the total sum of $23 ,232 .00 which we request to be reimbursed as the City's oversize portion . We appreciate your consideration of this matter at your earliest convenience, as we are ready to proceed as soon as possible . ~~~a . Westfield Addition, Ltd . ~ ~ .•.. Item Est. No . Ot:Y . 2 3 4 1150 5 5 6 7 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 15" Sewer Line -May 19, 2000 Description of Unit Unit Work & Items Firni shed Pri ce EA Right-ofWay Easement. ...................................................... $ 500 .00 EA Clearing & Grubbing .......................................................... $ 1,500 .00 EA Hook up to Existing Manhole ............................................. $ 500 .00 LF Furnish & Install 15 " PVC Heavy Wall Sewer Pipe (SDR-26, D-30 34) at 14 ft to 16 ft Bury complete & in place .............. $ 42 .00 EA Furnish & Install 5 60" Manholes to include All necessary backfill complete & in pl ace ........................... $ 2.500 .00 EA Engineering ......................................................................... $ 5 ,500 .00 EA Surveving ............................................................................ $ 1.600 .00 Water Line Sub-Total : .................... . 10% Contingency: ........................... . Extended Total Price $ 500 .00 $ 1,500 .00 $ 500.00 $ 48 .300 .00 $ 12.500 .00 $ 5.500.00 $ l.600 .00 $ 70 ,400.00 $ 7,04 0 .00 $ 77,440.00 .. Item Est. No . Qty . 2 3 1150 5 5 6 7 ENGINEER'S C O ST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 8" Sewer Line -May 19, 2 000 Description of Unit Work & Items Fimished Unit Price EA Right-ofWay Easement....................................................... $ 500 .00 EA Clearing & Grubbing.......................................................... $ 1.500 .00 EA Hook up to Existing Manhole ............................................. $ 500 .0 0 LF Furnish & Install 8" PVC Heavy Wall Sewer Pipe (SDR-26 , D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ 18 .00 EA Furnish & Install 5 60 " Manholes to include All necessary backfill complete & in place ........................... $ 2 ,500.00 EA Engineering ......................................................................... $ 5 ,500 .00 EA Surveying ............................................................................ $ 1,600 .00 Water Line Sub-Total : .................... . 10% Contingency : ........................... . TOTAL: ........................................ . Extended Total Price $ 50 0 .00 $ 1,500 .00 $ 500 .00 $ 20 .700 .00 $ 12 ,500 .00 $ 5.500.00 $ 1.60 0 .00 $ 42 ,800.00 $ 4,280 .00 $ 47,080.00 .• . REQUEST FOR OVERSIZE PARTICIPATION SANITARY SEWER LINE EXTENSION WESTFIELD ADDITION COLLEGE STATTION, TEXAS MAY, 2000 OWNER/DEVELOPER WESTFIELD ADDITION LTD. P.O. Box 14000, College Station, Texas 77841 Tel. (979) 268-1008 Fax (979) 268-5879 PREPARED BY RILEY ENGINEERING COMPANY 7182 Riley Road, Bryan, Texas 77808 Tel. (979) 589-2457 ' . WESTFIELD ADDITION, LTD. Mr. Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re Westfield Addition -Sanitary Sewer Line Extension Oversize Participation Dear Mr . Tondre : Westfield Addition, Ltd., the Developer of Westfield Addition, City of College Station. Texas , is required by the City of College Station Ordinance to extend a sanitary sewer line from Phase I , Westfield Addition along the East-West Collector at the south end of Westfield Addition as shown by attached Map . The Developer is responsible for developing and constructing an 8" Sanitary Sewer Line. The City desires the placement of a 15 " Sewer Line. We are requesting oversize participation for all of the costs associated with the development and construction of a 15" Sanitary Sewer Line in lieu of an 8" Sanitary Sewer Line . We have enclosed Engineer's cost estimates for developing and constructing an 8" and a 15" line . The cost difference, including a 10% cost variance allowed for contingencies , is the total sum of $23 ,232 .00 which we request to be reimbursed as the City's oversize portion . We appreciate your consideration of this matter at your earliest convenience, as we are ready to proceed as soon as possible . ~~~a_a ' Westfield Addition, Ltd . J t-- ( . Item Est . No . Otv. 2 3 4 1150 5 5 6 7 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITIO N SANITARY SEWER LINE EXTENSION 15" Sewer Line -May 19, 2000 Description of Unit Unit Work & Items Firnished Price EA Right-ofWay Easement. ...................................................... $ 500.00 EA Clearing & Grubbing .......................................................... $ l ,500 .00 EA Hook up to Existing Manhole ............................................. $ 500 .00 LF Furnish & Install 15 " PVC Heavy Wall Sewer Pipe (SDR-26 , D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ 42 .00 EA Furnish & Install 5 60" Manholes to include All necessary backfill complete & in place .............. ··•········· $ 2.500 .00 EA Engineering ......................................................................... $ 5.500 .00 EA Surveving ..... .. . ..... ... . .... . . . . ................ .. .. .... ...... .. . . . ........ ... . . .. $ l .6 00 .00 Water Line Sub-Total : .................... . 10% Contingency : ........................... . Extended Total Price $ 500 .00 $ l ,500 .00 $ 500 .00 $ -l8.300 .00 $ 12 .500 .00 $ 5.500 .00 $ 1.60 0 .00 $ 70 ,400 .00 $ 7,040 .00 $ 77,440.00 '. .. Item Est. No. Otv . 2 3 1150 5 5 6 7 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 8" Sewer Line -May 19, 2000 Description of Unit Work & Item s Firnished Unit Price EA EA EA LF EA EA EA Right -ofWay Ease me nt ....................................................... $ 500 .00 Cl earing & Grubbin g .......................................................... $ 1.500 .00 Hook up to Existing Manhole............................................. $ 500 .00 Furnish & Install 8" PVC Heavy Wall Sewer Pipe (SDR-2 6, D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ Furnish & Install 5 60 " Manholes to include 18 .00 All necessary backfill complete & in place........................... $ 2 ,500 .00 Engineering ......................................................................... $ 5,500.00 Surveying............................................................................ $ 1,600.00 Water Line Sub-Total: .................... . 10% Contingency : ........................... . Extended Total Price $ 500 .00 $ 1,500 .00 $ 50 0 .0 0 $ 20 .700.0 0 $ 12 ,500 .00 $ 5.500 .00 $ 1.600 .00 $ 42 ,800 .00 $ 4.280 .00 $ 47,080.00 . ,. WESTFIELD ADDITION, LTD. Mr . Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re : Westfield Addition -Victoria Water Line Extension Oversize Participation Dear Mr. Tondre : Westfield Addition, Ltd., the Developer of Westfield Addition, City of College Station, Texas, is required by the City of College Station Ordinance to extend a water line from Graham Road along the extension of Victoria Avenue at the east property line of Westfield Addition as shown by attached Map . The Developer is responsible for developing and constructing an 8" Water Line . The City desires the placement of a 12" Water Line . We are requesting oversize participation for all of the costs associated with the development and construction of a 12" Water Line in lieu of an 8" Water Line . We have enclosed Engineer's cost estimates for developing and constructing an 8" and a 12" line . The cost difference, including a l 0% cost variance allowed for contingencies , is the total sum of $39,061 .00 which we request to be reimbursed as the City 's oversize portion. We appreciate your consideration of this matter at your earliest convenience, as we are ready to proceed as soon as possible . Sincerely, ~ estfield Additi~n, ~ ~ . I Agenda Item Cover Sheet /Regular Item ~=]consent Item !workshop Item Item Submitted By: Council Meeting Date: Director Approval: lcity Manager Approval: I Agenda Item # Jeff Tondre, P.E., Civil Engineer June 22, 2000 Jim Callaway, Development Services Director Item: Discussion and possible action on a request for oversize participation in the amount of $39,061 .00 for a 2090- foot long extension of a 12-inch waterline south through the proposed Westfield Addition Subdivision Phases 2, 3, and 4 located south of Graham Road near the future extension of Victoria Avenue . Item Summary: This request for oversize participation is being made in accordance with Section 9-C of the subdivision regulations . The final plats for Phases 2, 3, and 4 of the Westfield Addition Subdivision require the extension of a water line across the subject tract. City staff has determined that a 12-inch water line would better serve the area to the south. The line will run adjacent to the Victoria Road Extension. The estimated cost difference between an 8 and 12-inch line is $39 ,061.00. Item Background: On February 26, 1998, the Council approved a Master Plan of the Westfield Addition located along the south side of Graham Road at Victoria Avenue (Planning Case #98-300). The Final Plat for Phase 1 was approved by the Planning and Zoning Commission on March 18, 1999. Phase 1 was required to extend 436-feet of 18-inch and 2419-feet of 15-inch sewer line to and through the phase. The Council previously approved an oversized participation request on July 9, 1998 in the amount of $60,633.50 for a 2,855-foot extension of a sewer line . The Preliminary Plat for Phases 2, 3, and 4 is scheduled for consideration by the Planning and Zoning Commission for June 15, 2000. Budgetary and Financial Summary: Funds are available in Water capital projects for this project. $50,000 is budgeted for water oversized participation. The balance will come from existing appropriation in the Wastewater Capital Project Fund. Staff Recommendation: Staff recommends approval of oversize participation not to exceed the amount of $39,061 for the construction of the 15-inch sewer line Related Advisory Board Recommendation: NI A Council Action Options: Approve, modify, or deny the request. Supporting Materials: 1. Letter of request and engineer's cost estimate for oversize participation 2. Map showing proposed line extension file://O:\GROUP\DEVE_SER\CVSHT\july13,2000\Westfeild Water OP\ Westfield Water OP.htm 07110/2000 Agenda Item Cover Sheet Agenda Item # Regular Item x Consent Item Workshop Item !Item Submitted By: I Jeff Tondre, P.E., Civil Engineer !council Meeting Date: llJune 22, 2000 I Director Approval: !Jim Callaway , Development Services Director I City Manager Approval: Item: Discussion and possible action on a request for oversize participation in the amount of $23,232.00 for a 1150- foot long extension of a 15-inch sewer west through the proposed Westfield Addition Subdivision Phases 2 , 3, and 4 located south of Graham Road near the future extension of Victoria A venue . Item Summary: This request for oversize participation is being made in accordance with Section 9-D of the subdivision regulations. The final plats for Phases 2 , 3, and 4 of the Westfield Addition Subdivision require the extension of a sewer line across the subject tract. City staff, through an impact analysis submitted by the developer , has determined that a 15-inch sewer line would better serve the area to the west, including any development near the intersection of Wellborn Road and Graham Road. The estimated cost difference between an 8 and 15-inch line is $23 ,232. Item Background: On February 26, 1998 , the Council approved a Master Plan of the Westfield Addition located along the south side of Graham Road at Victoria Avenue (Planning Case #98-300). The Final Plat for Phase 1 was approved by the Planning and Zoning Commission on March 18 , 1999. Phase 1 was required to extend 436-feet of 18-inch and 2419-feet of 15-inch sewer line to and through the phase. The Council approved an oversized participation request on July 9, 1998 in the amount of $60 ,633.50 . The Preliminary Plat for Phases 2 , 3, and 4 is scheduled for consideration by the Planning and Zoning Commission for June 15 , 2000. Budgetary and Financial Summary: Funds are available in Wastewater capital projects for this project. $50 ,000 is budgeted for sewer oversized participation. The balance will come from existing appropriation in the Wastewater Capital Project Fund. Staff Recommendation: Staff recommends approval of oversize participation not to ex ceed the amount of $23 ,232 for the construction of the 15-inch sewer line Related Advisory Board Recommendation: NI A Council Action Options: Approve , modify, or deny the request. Supporting Materials: 1. Letter of request and engineer 's cost estimate for ov ersize participation 2. Map showing proposed line extension file://O:\GROUP\DEVE_SER\CVSHT\july13,2000\Westfiel Sewer OP\ Westfield Sewer OP.htm 07/10/2000 WESTFIELD ADDITION, LTD. Mr. Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re: Westfield Addition -Sanitary Sewer Line Extension Oversize Participation Dear Mr. Tondre: Westfield Addition, Ltd ., the Developer of Westfield Addition, City of College Station . Texas, is required by the City of College Station Ordinance to extend a sanitary sewer line from Phase I. Westfield Addition along the East-West Collector at the south end of Westfield :\ddition as shown by attached Map. The Developer is responsible for developing and constructing an 8" Sanitary Sewer Line . The City desires the placement of a 15" Sewer Line. We are requesting oversize participation for all of the costs associated with the development and construction of a 15" Sanitary Sewer Line in lieu of an 8" Sanitary Sewer Line . We have enclosed Engineer's cost estimates for developing and constructing an 8" and a 15" line . The cost difference, including a 10% cost variance allowed for contingencies, is the total sum of $23,232 .00 which we request to be reimbursed as the City's oversize portion. We appreciate your consideration of this matter at your earliest convenience, as we are ready to proceed as soon as possible . ~~SQ ' Westfield Addition, Ltd. ~ ~ •' REQUEST FOR OVERSIZE PARTICIPATION SANITARY SEWER LINE EXTENSION WESTFIELD ADDITION COLLEGE STATTION, TEXAS MAY, 2000 OWNER/DEVELOPER WESTFIELD ADDITION LTD. P.O. Box 14000, College Station, Texas 77841 Tel. (979) 268-1008 Fax (979) 268-5879 PREPARED BY RILEY ENGINEERING COMPANY 7182 Riley Road, Bryan, Texas 77808 Tel. (979) 589-2457 WESTFIELD ADDITION, LTD. Mr. JeffTondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re : Westfield Addition -Sanitary Sewer Line Extension Oversize Participation Dear Mr. Tondre: Westfield Addition, Ltd ., the Developer of Westfield Addition , City of College St ation . T ex as , is required by the City of College Station Ordinance to extend a sanitary se w er lin e fr o m Ph ase I , Westfield Addition along the East-West Collector at the south end of Westfield . ..\ddition as shown by attached Map . The Developer is responsible for developing and constructing an 8" Sanitary Sewer Line . The City desires the placement of a 15 '. Sewer Line . We are requesting oversize participation for all of the costs associated with the development and construction of a 15" Sanitary Sewer Line in lieu of an 8" Sanitary Sewer Line. We have enclosed Engineer's cost estimates for developing and constructing an 8" a nd a 15 " line . The cost difference, including a 10% cost variance allowed for contingencies, is the total sum of ?,o• $23 ,232 .00 which we request to be reimbursed as the City's oversize portion . We appreciate your consideration of this matter at your earliest convenience, as we are read y to proceed as soon as possible. ~~S?Ja .. Westfield Addition, Ltd . ~ ~ Item Est. No . Otv . 2 3 4 1150 5 5 6 7 ENGINEER'S COST ESTIMATES F O R WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 15" Sewer Line -May 19, 2000 Description of Unit Unit Work & Items Firnished Price EA Right-ofWay Easement. ...................................................... $ 500 .00 EA Clearing & Grubbing .......................................................... $ 1,500 .00 EA Hook up to Existing Manhole ............................................. $ 500 .00 LF Furnish & Install 15" PVC Heavy Wall Sewer Pipe (SDR-26 , D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ 42 .00 EA Furnish & Install 5 60" Manholes to include All necessary backfill complete & in place .............. ············ $ 2.500 .00 EA Engineering......................................................................... $ 5 ,500 .00 EA Surveving ................................. .......................................... $ 1.600 .00 Water Line Sub-Total:. ................... . 10% Contingency : ........................... . Extended Total Price $ 500.00 $ 1,500.00 $ 500 .00 $ 48 .3 00 .00 $ 12.500 .00 $ 5.500 .00 $ 1.600 .00 $ 70 ,400 .00 $ 7,040 .00 $ 77,440.00 -.. Item Est. No . Otv. 2 3 1 4 1150 ENGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION SANITARY SEWER LINE EXTENSION 8" Sewer Line -May 19, 2000 Description of Unit Work & Items Fimished Unit Price EA EA EA LF Right-ofWay Ea sement....................................................... $ 500.00 Clearing & Grubbing .......................................................... $ 1.500.00 Hook up to Existing Manhole............................................. $ 500 .00 Furnish & Install 8 " PVC Heavy Wall Sewer Pipe (SDR-26 , D-3034) at 14 ft to 16 ft Bury complete & in place .............. $ 18.00 Extended Total Price $ 500.00 $ 1,500 .00 $ 500 .00 $ 20.700 .00 5 5 EA Furnish & Install 5 60 " Manholes to include All necessary backfill complete & in place........................... $ 2 ,500 .00 6 EA Engineering......................................................................... $ 5,500 .00 7 EA Surveying............................................................................ $ 1,600 .00 Water Line Sub-Total:. ................... . I 0% Contingency: ........................... . lOTAL: ........................................ . $ 12 ,500 .00 $ 5.5 00 .0 0 $ 1.600 .00 $ 42 ,800.00 $ 4,280 .00 $ 47,080.00 . . . .. REQUEST FOR OVERSIZE PARTICIPATION VICTORIA WATER LINE EXTENSION WESTFIELD ADDITION COLLEGE STATTION, TEXAS M A Y, 2000 OWNER/DEVELOPER WESTFIELD ADDITION LTD. P.O. Box 14000, College Station, Texas 77841 Tel. (979) 268-1008 Fax (979) 268-5879 PREPARED BY RILEY ENGINEERING COMPANY 7182 Riley Road, Bryan, Texas 77808 Tel. (979) 589-2457 . .. WESTFIELD ADDITION, LTD. Mr. Jeff Tondre Development Services City of College Station 209 University Drive East, College Station, Texas 77840 Tel. (979) 268-1008 Fax (979) 268-5879 May 19, 2000 Re : Westfield Addition -Victoria Water Line Extension Oversize Participation Dear Mr. Tondre : Westfield Addition, Ltd., the Developer of Westfield Addition, City of College Station, Texas, is required by the City of College Station Ordinance to extend a water line from Graham Road along the extension of Victoria Avenue at the east property line of Westfield Addition as shown by attached Map . The Developer is responsible for developing and constructing an 8" Water Line . The City desires the placement of a 12" Water Line . We are requesting oversize participation for all of the costs associated with the development and construction of a 12" Water Line in lieu of an 8" Water Line. We have enclosed Engineer's cost estimates for developing and constructing an 8" and a 12 " line . The cost difference , including a 10% cost variance allowed for contingencies , is the total sum of $39 ,061.00 which we request to be reimbursed as the City's oversize portion . We appreciate your consideration of this matter at your earliest convenience, as we are ready to proceed as soon as possible . Sincer~ t.J ~~· ~eld Addition, Ltd . · Item No . 2 3 5 6 7 8 .9 10 11 12 E st. Otv . 2090 4 4 5 5 ENGINEER'S C O ST E STIMATES F O R WESTFIELD ADD ITIO N VICTO RIA WATER LINE EXTENSION 12" Water Line -May 19, 2 00 0 Unit EA EA EA LF EA EA EA EA EA EA EA EA Desc ription of Work & Items Firni s hed Un it Price Ri g ht-ofW ay Ease me n t.. ................................................... :. $ 500 .00 Clea rin g & Grubb in g .......................................................... $ 1,500.00 Furnisli & Inst a ll o ne 12" X 12" Tapping Sl eeve & Resi li e nt Va lve For Wet Connec ti o n to in cl ud e a ll nec essary thrust Blockin g comple te a nd in pl ace ............................................ $ 3.600 .00 Furnish & Install 12" PVC Water Line (A WWA C-900 , DRl4 , Pressure Class 200) a t 4 ft to 6 ft Bury compl ete & in pl ac e .. $ 39 .00 Furnish & In s ta ll 4 12" X 6" T's for Fire Hyd ra nts to includ e All necessa ry thru st blocking complete & in pl ace ............... $ 3 50 .00 Furni s h & Insta ll 4 Fire Hyd ra nt Assemblie s to includ e a ll Nece ssa ry thru s t block in g co mpl e te & in p lace .................... $ 2 ,500 .00 Fu rni s h & In s ta ll 5 12" X 6" Li ne T's to incl ud e a ll necessary Thrus t bl ock in g co mpl ete & in place ................................... $ 350.00 Furnish & Inst a ll 5 12" gate Val ve s to in cl ud e a ll necesary Thrust blockin g complete & in place ................................... $ 1,200 .00 Furnish & Install l 12 " M.J . Plug to include a ll neces sary Thrust blocking complete & in place ................................... $ 800 .00 Furnish & Inst a ll 2" Blow-off Valve with va ult Complete & in p lace ............................................................ $ 500 .00 Eng in ee ring ......................................................................... $ 7 ,500 .00 Su rvey i ng ....... : .................................................................... $ :;uuu .uu Water Line Sub-Total : .................... . 10 % Contingency : .......................... .. Extended Total Pri ce $ 500 .00 $ 1,500 .00 $ 3,60 0 OU $ 81.5 10 .00 $ IA UU .UU $ 10.000 .UU $ I . 750 .UU $ 6.000 .00 $ 800 .00 $ 500 .00 $ 7,500 .00 $ 3.UUU .UU $118 ,060 .00 $ 11,806 .00 $129.866.00 .. • Item Est. No . Otv . 2 3 20 90 5 4 6 4 7 5 8 5 9 10 11 12 2 E NGINEER'S COST ESTIMATES FOR WESTFIELD ADDITION VICTO RIA WATER LINE EXTENSION 8" Water Line -May 19, 2000 Description of Unit Unit Work & Items Firnished Price EA Right-of-Way Easement. .................................................... $ 500 .00 EA Clearing & Grubbing . .................. ............. ............... $ 1.500 .00 EA Furnish & Install one 12" X 8 " Tapping Sleeve & Resilient Valve For Wet Connection to include all necessa ry thrust Blocking complete and in place ............................................ $ 2 ,000 .00 LF Furnish & Install 8" PVC Water Line (A WWA C-900 , DR14 , Pressure Class 200) at 4 ft to 6 ft Bury complete & in place .. $ 25 .00 EA Furnish & Install 4 8 " X 6" T's for Fire Hydrants to include All necessary thrust blocking complete & in place ............... $ 200 .00 EA Furnish & Install 4 Fire Hydrant Assemblies to include a ll Necessary thrust blocking complete & in place .................... $ 2 ,500 .00 EA Furnish & Install 5 8" X 6" Line T's to include all nece ssary Thrust blocking complete & in place .................................. $ 200 .00 EA Furnish & Install 5 8 " gate Va lves to inc lude all ne ce sary Thrust blocking complete & in place .. ................................ $ 60 0 .00 EA Furnish & Install 1 8" M.J . Plug to include all necessary Thrust blocking complete & in place ................................... $ 500 .00 EA Furnish & Install 2" Blow-off Valve with vault Complete & in place ............................................................ $ 500 .00 EA Engineering ......................................................................... $ 7,500 .00 EA Surveving ............................................................................ $ 3,000 .00 Water Line Sub-Total: .................... . I 0% Contingency : ........................... . TOTAL: ........................................ . Exte nde d Total Pri ce $ 500 .00 $ 1.500 00 $ 2.000.00 $ 52,2 50.00 $ 80 0 .00 $ 10 .000 00 $ 1.000 .00 $ 3.0UU.UU $ 50 0.00 $ 5U U.UU $ 7,50 0.00 $ 3,000 .00 $ 82 ,550 .00 $ 8,255 .00 $ 90,805.00 WATER DISTRIBUTION SYSTEM ANALYSIS WESTFIELD ADDITION PHASES I - 4 50.2 ACRES COLLEGE STATION, BRAZOS COUNTY, TEXAS JUNE, 2000 MICHAEL G. HESTER ~, i:...-r- HESTER ENGINEERING COMPA 7607 EASTMARK DRIVE, SUITE 253-8 COLLEGE STATION, TX 77840 (979) 693-1100 FX:(979)693-1075 ,. WATER DISTRIBUTION SYSTEM ANALYSIS WESTFIELD ADDITION -PHASES I -4 BRAZOS COUNTY, COLLEGE STATION, TEXAS JUNE, 2000 INTRODUCTION : THE PROPOSED DEVELOPMENT IS LOCATED ALONG THE SOUTH SIDE OF GRAHAM ROAD ADJACENT TO VICTORIA AVENUE. THE LEGAL DESCRIPTION IS WESTFIELD ADDITION AND IS APPROXIMATELY 50 . 2 ACRES . THE PROPOSED IMPROVEMENTS INCLUDE PAVEMENT, DRAINAGE AND UTILITY IMPROVEMENTS FOR 203 SINGLE FAMILY RESIDENTIAL HOMES AND I.I ACRE COMMERCIAL SITE . PHASE ONE OF THE DEVELOPMENT IS UNDER CONSTRUCTION AND THE REMAINING AREA CONSISTS OF GRASSLAND WITH NUMEROUS TREES . THE SITE IS ZONED R-1 FOR THE SINGLE FAMILY RESIDENTIAL AREA AND C-3 FOR THE COMMERCIAL AREA AND IS BEING DEVELOPED BY MR . JOHN SZABUNICWICZ , LICK CREEK DEVELOPMENT, INC ., P .O . Box 14000 , CO LLEGE STATION , TX 77841 , 979 . 268 .1008 . THE PROPOSED SYSTEM WILL CONNECT TO AN EXISTING 12 " WATERLINE ALONG GRAHAM ROAD AND A 6 " WATERLINE ALO NG WESTFIELD DRIVE IN PHASE ONE . STATIC PRESSURE INFORMATION WA S OBTAINED FROM THE COLLEGE STATION WATER AND SEWER DEPARTMENT AND WAS BASED ON A RECENT ON SITE PRE SSURE TE STS OF TWO FIRE HYDRANTS LOCATED ALONG GRAHAM ROAD . AN 8 " WATERLINE WAS EVALUATED ALONG THE VICTORIA AVENUE EXTE NSION FOR OVERSIZE PARTICIPATION CO NSIDERATIONS AND ALL REMAINING LINES ARE 6 " IN SI Z E. THE PROPOSED SUBDIVISION WAS MODELED USING THE HAESTEAD METHODS "CYBERNET " PROGRAM AND SCENARIOS WERE PREPARED PLACING FIRE FLOW DEMANDS AT EACH PROPOSED JUNCTION . THE MAXIMUM DAILY DEMAND GENERATED BY THE DWELLING UNITS AND THE COMMERCIAL LOT WAS ADDED TO THE FIRE FLOW DEMAND . THE RESULTS OF THE ANALYSIS HAVE BEEN INCLUDED IN THIS REPORT . WES T FIE LD ADDI T ION -WATE R DI ST RIBUTION SYS TE M AN ALY SI S PAGE I OF 2 PAGES ANALYSIS REQUIREMENTS I CONSTRAINTS -PVC WATER LINE PIPE WITH A ROUGHNESS COEFFICIENT OF 150 -FIRE FLOWS OF 750 GPM -6" MINIMUM WATERLINE SIZE -MINIMUM RESIDUAL PRESSURES AT 20 P.S .I. MAXIMUM DAILY FLOW CALCULATIONS RESIDENTIAL (I D .U .)*(2 . 7 PEOPLE/D .U.)*(130 GPCD)*(I DAY /1440 MIN .)= 0 .24 GPM MAXIMUM DAILY FLOW FOR A SECTION OF WATERLINE = 0. 24 GPM TIMES THE NUMBER OF LOTS . COMMERCIAL (I ACRE)*(30 PEOPLE/ ACRE)*(25 GPCD)*(I DAY /1440 MIN .) = 0 . 52 GPM MAXIMUM DAILY FLOW FOR SECTION OF WATERLINE = 0 . 52 GPM TIMES THE N UMBER OF ACRES . CONCLUSION : IN CONCLUSION THE PROPOSED SYSTEM CAN PROVIDE A FIREFLOW DEMAND OF 750 GPM AT EACH JUNCTION WITH A RESIDUAL PRESSURE GREATER THAN 20 PSI. AN 8 " LINE ALONG THE VI CTORIA AVENUE EXTENSION WILL BE SUFFICIENT TO SUPPORT THIS DEVELOPMENT . WE STF IELD ADDIT ION -WATE R DISTR IBUTION SYS TE M ANALY SI S PAGE 2 OF 2 PAG ES .-----------------·--------·----------------------~ f-6 0 WESTFIELD ADDITION PHASES I -4 WATER DISTRIBUTION SYSTEM ANALYSIS JUNE, 2000 Si lP-1 o 1 x~ 1 2"WATE J-1 P-10 ~-I! -...:::-----J-3 P-12 J -4 ••---,--i)---~· I \ \ P-22 4- 1 \ i J-6 ·'>------· I \._ X~·6 '"vVA TERL!N E er:: V'/ESTF i E L0 DR IV E X~12" WATER '-i -? ·------+--------~~· 2 I I<(<( lP-2 I P -i9 w A. 6 I ~ I x ~ FH _ j_ o_-_6_1 --'l'.>:.-P_-__ u_----t ~: 5 °-1 L "'+ "- T in I ' J-17 w I • > I P-2 0 I er: t I J -7 P-1 5 J -8 p ~ 6 .l ,_1-_9_-...f_· -_·_1_. v_1 -_1_o_~)ii-P_-_1 _s _ _.J -1 -, I • zi 1 -,'>-i • 1r-2s I i ~ I '1 ,..., ~· ;~ 2' II r-23 rL r, I IJ-12 P-s l J -13 P-6 IJ--1 L P-7 \J-1 s P-sf-1 6 P-9 J-1 2 • )ii -p • -p·------------);>-~ ------41,,:::._ ____ -p-·------. P-3 P-4 I PROPOSED 8" WAT ERLINE _J Node Needed Total Label Fire Flow Needed (gpm) Flow (gpm) J-1 750 .00 750.00 J-2 750 .00 755 .52 J-3 750.00 755.04 J-4 750 .00 753 .36 J-5 750 .00 755 .28 J-6 750.00 756.48 J-7 750 .00 750 .00 J-8 750 .00 753 .60 J-9 750 .00 752 .88 J-10 750 .00 751 .20 J-11 750 .00 752 .64 J-12 750 .00 750 .52 J-13 750 .00 752 .88 J-14 750 .00 750 .00 J-15 750 .00 752 .88 J-16 750 .00 750 .00 J-17 750 .00 754 .32 J-18 750 .00 752.64 Title : WESTFILED ADDITION e :\ ... \westfield addition\wakefield.wcd 06107100 11 :09:32 AM Satisfies Fire Flow Constraints true true true true true true true true true true true true true true true true true true Available Residual Fire Pressure Flow (psi) (gpm) 1,000 .00 20 .00 1 ,000.00 20 .00 1 ,000.00 20 .00 1 ,000.00 20 .00 1 ,000 .00 20 .00 1 ,000 .00 20 .00 1,000 .00 20 .00 1,000 .00 20 .00 1,000 .00 20 .00 1,000.00 20 .00 1,000.00 20 .00 1 ,000 .00 20 .00 1 ,000.00 20 .00 1 ,000.00 20 .00 1 ,000 .00 20 .00 1 ,000.00 20 .00 1 ,000.00 20 .00 1 ,000 .00 20 .00 Scenario: Base Fire Flow Analysis Fire Flow Report Calculated Minimum Zone Residual Pressure Pressure (psi) (psi) 92 .96 20.00 92 .99 20 .00 92 .12 20 .00 79 .50 20 .00 93 .93 20 .00 92.26 20 .00 93 .06 20 .00 92 .79 20 .00 94 .97 20 .00 94 .04 20 .00 81.44 20 .00 92 .72 20 .00 93 .89 20 .00 94 .92 20 .00 95 .51 20 .00 92 .33 20 .00 74 .27 20 .00 88 .25 20.00 Hester Engineering Company Calculated Minimurr M inimum System Calculated Minimum Minimum Zone Zone Pressure Minimum System System Pressure Junction (psi) Pressure Junction (psi) (psi) 93.45 J-12 20.00 93.45 J-12 93 .23 J-1 20 .00 93.23 J-1 93 .27 J-1 20.00 93 .27 J-1 92 .12 J-3 20 .00 92 .12 J-3 93 .31 J-1 20.00 93.31 J-1 93 .29 J-1 20.00 93 .29 J-1 93 .05 J-12 20 .00 93.05 J-12 93 .06 J-12 20 .00 93.06 J-12 93 .13 J-12 20 .00 93.13 J-12 93 .09 J-12 20 .00 93.09 J-12 93 .09 J-12 20 .00 93.09 J-12 93 .09 J-7 20 .00 93.09 J-7 92.99 J-12 20 .00 92.99 J-12 93.06 J-12 20 .00 93.06 J-12 93 .07 J-12 20.00 93 .07 J-12 91.47 J-18 20.00 91.47 J-18 91.47 J-18 20 .00 91.47 J-18 92 .33 J-16 20 .00 92 .33 J-16 Project Engineer: Michael G . Hester, P .E. © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Cybernet v3 .1 [071 c] Page 1 of 1 Node Elevation Demand Demand Label (ft) Type (gpm) J-1 308 .00 Demand 0 .00 J-2 303 .00 Demand 5 .52 J-3 295 .00 Demand 5 .04 J-4 292 .00 Demand 3 .36 J-5 304 .00 Demand 5 .28 J-6 295.00 Demand 6.48 J-7 312 .00 Demand 0 .00 J-8 308 .00 Demand 3 .60 J-9 303 .00 Demand 2 .88 J-10 299 .00 Demand 1.20 J-11 296 .00 Demand 2 .64 J-12 312 .00 Demand 0 .52 J-13 307 .00 Demand 2 .88 J-14 303 .00 Demand 0 .00 J-15 299 .00 Demand 2 .88 J-16 296.00 Demand 0 .00 J-17 294 .00 Demand 4 .32 J-18 298.00 Demand 2.64 Title : WESTFILED ADDITION e :\ ... \westfield addition\wakefield . wed 06/07/00 11 : 11 :02 AM Demand Pattern Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed K;alculated :Calculated Demand Hydraulic (gpm) Grade (ft) 0 .00 524.41 5.52 526 .81 5 .04 527 .01 3.36 527 .01 5.28 527.45 6.48 527.15 0.00 528 .12 3 .60 528 .01 2.88 527 .89 1 .20 527 .92 2.64 527 .92 0 .52 528 .10 2 .88 528 .02 0 .00 527.97 2 .88 527 .95 0 .00 527 .95 4 .32 527 .95 2 .64 527 .95 Pressure (psi) 93 .58 96 .78 100 .33 101.63 96 .63 100 .39 93.46 95 .14 97.25 98.99 100.29 93.45 95.57 97 .28 99 .01 100.30 101 .17 99.44 Scena r io : Base Fi re Flow Analy si s J un ct ion Re po rt Hester Engineering Company © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Proj ect Engineer: M ichael G . Hester, P .E . Cybernet v3 .1 [07 1 c] Page 1 of 1 Link Length Diamete1 Material Roughnes~ Label (ft) (in) P-1 50 .00 12 PVC P-3 00 .00 12 PVC P-13 00 .00 6 PVC P-2 00 .00 12 PVC P-10 00 .00 6 PVC P-11 00 .00 6 PVC P-19 00 .00 6 PVC P-12 00 .00 6 PVC P-22 00 .00 6 PVC P-14 00 .00 6 PVC P-20 00.00 6 PVC P-4 00.00 12 PVC P-15 00.00 6 PVC P-16 00.00 6 PVC P-23 00.00 6 PVC P-17 00 .00 6 PVC P-21 00 .00 6 PVC P-18 00.00 6 PVC P-24 00.00 6 PVC P-5 00 .00 8 PVC P-6 00.00 8 PVC P-7 00 .00 8 PVC P-8 50 .00 8 PVC P-9 50 .00 8 PVC P-25 00 .00 6 PVC T itle : WESTFILED ADDITION e:\ ... \westfield addition\wakefield . wed 06107100 11 :1 0:40 AM 150 .0 150 .0 150 .0 150 .0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150 .0 150.0 150 .0 150 .0 150 .0 150 .0 150.0 150.0 150 .0 150.0 150 .0 150.0 150 .0 M inor Los~ Initial Current Dis charge Status Status (gpm) 1.67 Open Open 2,473 .57 1 .67 Open Open 152.46 1.67 Open Open 107 .77 1 .67 Open Open 2 ,262 .59 1.67 Open Open -210 .98 1.67 Open Open -59 .93 1.67 Open Open -156 .58 1.67 Open Open 3 .36 1.67 Open Open -68.33 1.67 Open Open 74.81 1.67 Open Open -128.89 1 .67 Open Open 99.49 1 .67 Open Open 52.97 1.67 Open Open 62 .07 1.67 Open Open -12.71 1 .67 Open Open -25.68 0 .00 Open Open -44 .02 1.67 Open Open 2.64 1.67 Open Open -29 .52 1.67 Open Open 98.97 1 .67 Open Open 83.38 1 .67 Open Open 39.37 1 .67 Open Open 6.96 1.67 Open Open 2 .64 1 .67 Open Open 4 .32 Scenario: Base Fire Flow Analysis Pipe Report Start End Head loss Calculated Calculated (ft) Hydraulic Hydraulic Grade Grade (ft) (ft) 520.52 524.41 3 .89 528 .14 528 .12 0 .02 528 .14 527.45 0 .69 524.41 528 .14 3 .7 3 524.41 526 .81 2.40 526 .81 527 .01 0 .20 526 .81 527.45 0 .64 527 .01 527 .01 0.79e-3 527 .01 527 .15 0 .14 527.45 527.15 0 .30 527.45 527 .89 0.44 528 .12 528 .10 0 .01 528 .12 528 .01 0 .11 528 .01 527 .89 0 .11 528 .01 528.02 0 .01 527 .89 527 .92 0 .02 527 .89 527 .97 0 .07 527 .92 527 .92 0.49e-3 527 .92 527 .95 0 .04 528 .10 528 .02 0 .09 528 .02 527 .97 0 .05 527 .97 527 .95 0 .01 527 .95 527 .95 0 .1 e-2 527 .95 527 .95 0 .61e-4 527 .95 527 .95 0 .17e-2 Hester Engineering Company Friction Slope (ft/1 OOOft) 15.57 0 .08 0 .98 12.43 3.43 0 .33 2 .13 0 .16e-2 0.45 0 .50 1.48 0 .03 0 .27 0 .38 0 .02 0 .07 0 .18 0 .98e-3 0.09 0.22 0 .17 0.04 0 .16e-2 0.14e-3 0.24e-2 © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 Project Engineer: Michael G . Hester, P .E . Cybernet v3 .1 [071 c] Page 1 of 1 Flow Test Report Date s "'dtl-'d00o Time ---'9"""-'-·.~_.!...;()~ __ @-P .M . Test made by : I ~P\,F\nbwsk I Location : Purpose of test : Flow )es+ Representative : Witness: Flow hydrant number: Q -6b Nozzle size : d. S 0 . Pitot reading : ---'rgo"'---'--. ____ G .P .M . : ) ) l) 0 Static hydrant number : Q -b ) ( Static : 0i ~ . P.S .I. Re sidual : q )_ P.S.I. . ·-~· ·• : ' . . · ·:- ~ -:. ·: . -~ ·.:~; -.~ :~(' ;\') .1~~~1;if r·· Q-60 . ;-· .;·. . ·: ... ::=-::-.· .. . . . . ..:. :.: ~.1 ::: . :}~;~;~~):> ' ' . ' . ~ J f ~ .'f ;r ... ~.: ;:t ·_.: Flow Test Report Date S-~d~doOOTime B~sb ~-P.M. Test made by : IB>Ar f\n()wsh; Location: Purpose of test : f\owlfst Representative : Witness : Flow hydrant number. Q ?bf£ b ) Nozzle size: ::J.5 b ---'------ Pilot reading : CSo G .P.M.: -~-----llllo Static hydrant number: Q-· b 0 Static: C]L\ P.S.I. Residual: q 4 P.S.I. ---- Remarks : '• ._ ... " ' ...... . i .: ;,~:<t ; IT \.· -,.~-. 7:'-f:~.~.~ ·:·.;: :.•I '•:. 1·.,·.: 'I •,.:~' ·::-.·.' . . . '.; ENGINEERING SEWERAGE REPORT FOR THE PROPOSED SANITARY SEWER LINE EXTENSION TO WESTFIELD ADDITION 52.019 ACRES ROBERT STEVENSON SURVEY, A-54 COLLEGESTATION,BRAZOSCOUNTY,TEXAS JANUARY 1999 Prepared By RILEY ENGINEERING COMPANY c\) ~Q~ 7182 Riley Road c\l'l ~ c1t. Bryan, Texas 77808 a.X:.\J \~ \ \ ~ ~\ (409) 589-2457 ~" 0~1\~ ... ~Cj c . \ \.) \<j . \ \ ~\).~ . . .,()\'l .,,-,~\ _,-:, ~ ,,-.._ . ' RILEY ENGINEERING COMPANY 7182 Riley Road Bryan, Texas 77808 (409) 589-2457 ENGINEERING SEWERAGE REPORT FOR THE PROPOSED SANITARY SEWER LINE EXTENSION TO WESTFIELD ADDITION INTRODUCTION: The WESTFIELD ADDITION project is a proposed development consisting of approximately 52 Acres fronting on Graham Road, between the CSISD Intermediate School Tract and the proposed extension of Victoria Avenue. A proposed sanitary sewer line is to be extended from the Springbrook- Cypress Meadows Subdivision to the proposed WESTFIELD ADDITION. The sewer line will run along the north side of the South Fork of Lick Creek. It is the intention of the developer to oversize this proposed line to provide sanitary sewer service for the proposed Westfield Addition and the remaining area in the drainage system as shown on the attached map . GENERAL: The sewer trunkline proposed to be built will be dedicated to the City of College Station to be owned and maintained by the City . It will be constructed with both Developer private funds and City of College Station oversize participation funds . The proposed sewer line is being designed by Riley Engineering Company, Martin L. Riley, Jr., R.P .E., R.P.L.S . The proposed sewer line is to be located within the rights-of-way of proposed streets and public utility easements of the City of College Station . The sewerage flows from this line will flow to the existing wastewater system of the City of College Station and the existing treatment plant (TNRCC Permit # 10024006) owned and operated by the City of College Station. The project begins at the manhole at the termination of the existing 18" line located at the northwest comer of the Springbrook-Cypress Meadows Subdivision. The existing 18" sewer line will be extended for approximately 430 feet to a manhole as shown. Then a 15" line will extend for approximately 2484 feet and end at a monhole. Manholes will be installed with a maximum spacing of 500 ft. No horizontal or vertical curves are required for this line. No drop manholes are required because there are no drops greater than 24 inches. All manholes to be a minimum of 4 foot iQ. diameter (or 5 foot ifthe flow line is greater than 8 feet deep). All manhole lids are a minimum of24 inches. The slope of the line will be 0.25% to insure that no flow velocities are less than two feet per second nor greater than ten feet per second. CAPACITY: Capacity design for this line is based on exiting and projected future service connections in the drainage basin of the South Fork of Lick Creek. The drainage area is shown as Exhibit "A". The total drainage basin area consists of approximately 842 Acres and extends from State Highway 6 westward to just past Wellborn Road and lies generally between Graham Road and Barron Road. Some of the Drainage basin has · been developed into parts of Shenandoah and Springbrook-Cypress Meadows Subdivisions with an existing 18" sewer line ending at the northwest corner of Springbrook-Cypress Meadows with a Lift Station at Highway 6 . The following is a summary of the watershed and the various tracts of land currently sewered and to be sewered by the proposed sewer line extension. According to the land Use Plan for the City of College Station, the entire watershed area is to be projected as med ium density residential use and school and park use . TOTAL WATERSHED AREA-842 ACRES A. AREAS NOW BEING SERVED OR NOT NEEDED TO BE SERVED (346 Ac. ): A-1 A-2 A-3 A-4 A-5 A-6 Area South of Barron Road (Shenandoah Subdivisions) ..................................... . Area in Springbrook-Cypress Meadows Subdivision ........................................... . Area along Graham Road at 01 Corp down to Victoria Ave . (This area served by Graham Road Line will not contribute to Westfield Line) ..... Area along Graham Road (CSISD Intermediate School) (This area served by Graham Road Line will not contribute to Westfield Line) .... . Area called Alexandria Tract will not contribute to Westfield Line ...................... . Area to be served with extension of sewer line with extension of Eagle Street 65 Acres 86 Ac res 30 Acres 20 Acres 95 Acres to the North......................................................................................................... 50 Acres TOTAL AREA ALREADY BEING SERVED OR NOT NEEDED TO BE SERVED .... 346 Acres B. AREAS TO BE SERVED BY THE PROPOSED SEWER LINE EXTENSION ( 496 Ac.): B-1 Area west of Alexandria tract to Bald Prairie........................................................ 66 Acres B-2 Neelley East Tract.. .............................................................................................. 63 Acres B-3 Alexandria North of Creek................................................................................... 5 Acres B-4 Neelley West Tract.. ............................................................................................. 37 Acres B-5 CSISD 20 Acres Tract (Proposed Elementary School)......................................... 20 Acres B-6 CS I SD 10 Acres Tract (Proposed Park)............................................................... 10 Acres B-7 Westfield Addition ................................................................................................ 52 Acres B-8 Bald Prairie Subdivision and Tracts west of Westfield Addition ............................ 243 Acres TOTAL AREA TO BE SERVED BY PROPOSED SEWER LINE EXTENSION ... 496 Acres As the proposed sewer line extension is built in a westward direction on the north side of the South Fork of Lick Creek (as per attached plan) all areas not presently served (some 496 Acres) as shown on the attached Map will be able to be served by this proposed sewer line extension . Beginning at the remotest upstream point in the system, called Manhole A, the flows at this point will be all of Area B-8 comprised of243 Acres . The next point of reference is the called Manhole B. The line between Manhole A and Manhole B will handle the flow of all of the Area ofB-8 (243 Acres) plus the Area B-1 and B-7 (118 Acres) for a total area to be served of361 Acres. The next point of reference is the called Manhole C. The line between Manhole B and Manhole C will handle all of the flow of the area mentioned above or 361 Acres, plus Area B-3, B-4, B-5 & B-6 (20 Acres Proposed Elementary School & 10 Acres Proposed Park) (See Exhibit "C") (72 Acres) for a total area to be served of 433 Acres. The line extending from Manhole C to existing Manhole in Springbrook-Cypress Meadows Subdivision will handle all of the flows from the before mentioned 436 Acres plus the remaining Area B-2 (63 Acres) for a total of 496 Acres . The length of the sewer line extension to Westfield Addition is approximately 2900 feet. The flow line at the existing Manhole (Sta. 0 + 00) at Springbrook-Cypress Meadows Subdivision is 274 .00 feet. There is a creek crossing at Sta. 22 + 35. At a slope of 0.25%, there will be a rise of 5.59 feet, or 5.6 feet plus the 274 feet for a flow elevation at the creek of 279.6 feet. The bottom of the creek at the crossing is 280 .5 feet, so that the flow line will be below the creek flow line . At the creek, the contractor shall (1) place a 20 feet of ductile iron pipe centered on the creek, with an additional 20 feet of ductile iron pipe on each side of the creek topped with concrete encasement, or (2) contractor shall maintain the placement of the PVC heavy wall sewer pipe and concrete encase the 60 foot portion at the creek crossing . Standard anchoring at the creek crossing will be provided in accordance with City Standards. The other creek crossing is at Sta. 30 + 60 . Of this, 2900 feet is@ 0.25% slope, and 160 feet is at 0.33% slope . This will result in a rise of7.25 feet plus a rise of0.53 feet or a total of 7.78 feet ' - B. 0 OF PIPE: 1. 0-Pipe for 12" PVC Pipe Placed @ 0.25% Slope: Q = [1.486 AR 2/3 S 1/2] In Q = [1.486 (0 .785) (0 .25)2/3 (0 .0025)1/2] I 0 .013 Q = 114.31 (0 .785) (0 .397) (0 .05) 0 = 1.78 CFS V = 2.7 FPS 2. 0-Pipe for 15" PVC Pipe Placed @ 0.25% Slope: Q = [1.486AR2/3S1/2]/n Q = [1.486 (1.227) (0 .312)2/3 (0.0025)1/2] I 0 .013 Q = 114.31 (1.227) (0.460) (0.05) 0 = 3.23 CFS V = 3.5FPS 3. 0-Pipe for 18" PVC Pipe Placed @ 0.25% Slope: Q = [1.486AR2/3S1/2]/n Q = [1.486 (1.767) (0.375)2/3 (0.0025)112] I 0.013 Q = 114.31 (1.767) (0.520)(0.05) 0 = 5.25 CFS V = 3.8FPS · 4. Proposed School & Park (30 Acres) Calculations: The sewer line from Manhole B to Manhole C consists of serving an area of 436 Acres which includes some 20 acres for a proposed Elementary School and 10 Acres of Park Land . The Sewer Load fo r this 30 Acres of land is as follows: For the Proposed Elementary School of 750 Students and upon the following assumptions , the projected load can be calculated as follows : a . Assu mption s: Number of Student s .......................... 750 Number of Employees ....................... 60 Hours of Operation 8 :30 a .m. to 3:30 p .m. Flow Assumptions (Sanitary Sewer and Water): 8 hours for a School Day X 60 Min./Hr. = 480 Min./School Day Contributions to Flow (Sanitary Sewer & Water): 20 G .P.D./Capita (Ref TNRCC 317.4 (a)) per Student I Faculty-Empoyee for a School with cafeteria with showers 5 G .P.D./Capita (Ref TNRCC 317.4 (a)) per person for Recreational Parks, Day User b . Calculated Sanitary Sewer Demands : 20 GPD X 810 = 16,200 GPD (33.75 GPM Average Flow) 33 .75 GPM X 4 Peak Demand ..................... . = 135 GPM 135 GPM X 480 Min/Sch.Day ........................ . 64 ,800 GPD Peak Flow Infiltration @ 10% ............................................ . = 6.480 GPD Total School Peak Flow .................................... . = 71 ,280 GPD 5 GPD X200 = 1,000 GPD (2 .083 GPM Average Flow) 2 . 083 GPM X 4 Peak Demand .......................... . 8 .333 GPM X 480 Min/Sch .Day ....................... . Total Park Peak Flow (With 10% Infil.) ............ . TOT AL PEAK FLOW -SCHOOL & PARK ...... . = = = 8 .333 GPM 4.000 GPD 4,400 GPD 75 ,680 GPD Total Peak Flow for 30 Acres for School and Park Say ...... = 76,000 GPD NOTE: The Projected Peak Flow in the amount of 76 ,000 GPD for the School and Park .Tracts (30 Acres) occurs only during the School day and does not occur, match or interfere with the Peak Flow of the adjacent residential peak flows, which occur either before the School Day starts or after the School Day ends . Thus, the peak flows from the School and Park tracts (30 Acres) would not contribute at all to the Peak Flow of the other adjacent Residential Areas . ... plus the 274 feet for a flow elevation at the second creek crossing of 281. 78 feet. The creek flow line at this point is 283 . 5 feet , so the sewer flow line will be below the creek flow line. Again as the previous creek crossing, the contractor will place either ductile iron pipe or continue with Lhe heavy w all sewer pipe, with appropriate encasement and anchoring as mentioned before at the creek crossing . CALCULATIONS FOR SEWER LINE EXTENSION: The following table summarizes the flows described above (and the calculations more particularly shown in Exhibit "C") and suggests the size of pipe sufficient to handle the projected flows : MH=Manhole Q-Prop =Flow from Property Q-Pipe =Flow Capacity of Pipe 1. Line from MH-A to MH-B: MH-A to MH-B drains 361 Acres Q-Prop . = 2 .78 CFS 15" @0.25% Q-Pipe = 3.23 CFS 2. Line from MH-B to MH-C: MH-B to MH-C drains 433 Acres Q-Prop. = 3.21 CFS 15 " @0.25% Q-Pipe = 3.23 CFS 3. Line from MH-C to Existing MH: MH C to Exist. MH drains 496 Ac . Q-Prop . = 3.70 CFS 18" @0.25% Q-Pipe = 5.25 CFS The recommended size of the sewer line extension is a 15 inch line from Manhole A to Manhole B, a 15 inch line from Manhole B to Manhole C, and an 18 inch line from Manhole C to the Existing Manhole at Springbrook-Cypress Meadows Subdivision . CALCULATIONS FOR WESTFIELD ADDITION: For WESTFIELD ADDITION, the following are the calculations for the amount of flow from the property will generate and the capacity of an 8 inch line : 220 D.U. X 270 GPD = Infiltration @ 10% = Peak Factor@ 4 .0 = Total Peak Flow = 59,400 GPD 5,940 GPD 237.600 GPD 243,540 GPD Q-Property = 243,540 GPD X 1/24 X 1/60 X 1/60 X 1/7.5 = 0.376 CFS Q-Pipe for 8 inch Line@ 0.33%: Q-Pipe = [1.486 (0 .351) (0.2917)2/3 (0 .0033)1/2] I 0.013 Q-Pipe = 114.31 (0.351)(0.438) (0 .05745) Q-Pipe = 1.009 CFS V = 2.3 fps The 8" line is more than sufficient (1.009 CFS > 0.376 CFS) to handle the load from Westfield Addition. The oversize participation will be the difference between the 8" and the larger diameter pipe sizes . This has been previously submitted and approved. Prepared February, 1999 . ............ ,,,,,,,, rely __ , .... €.OF r ''' ' ~ --~~ ......... ~+··· ~ :4-.-· .. ~·· ·····."'i. ,, . ~ •. ·· :\U' '~ -~ · r~.~.1: ...... ~.::.t~ ~ .t '""4tf1 L ILEY J~ ~ I ~-......................... : .......... J Martin L. Riley, Jr., R.P .E ., R.P.L.S . ~ ~\ L< 50316 /~ ~ '1,~·-:r~ <c,.<:>. ··~~-'• ~s··.~JST'i.?:..--;.~ .E •1,,s1dN:i'C"~~: ,,,,,,,,, ............ .. ' .. · . .... _ (,. ) -· o) . . • .. \ ------....... ....... _ ... \ \ I I ) ·-1 i l \ J.., 1' { ( J I ? ( \ I .~ ,.S'..> ; I · EXHIBIT "C" A. DEMAND CALCULATIONS: 1. Line from MH-A to MH-B -361 Acres: (Consists of361 Acres of medium density (3-6 D.U./Ac. or Ave. of 4.5 D.U./Ac.)) 361 Ac. X 4.5 D .U./Ac .... = 1,624.5 D .U. 1,624.5 D.U. X 270 GPD = 438,615 GPD Infiltrat ion@ 10% ........... = 43,862 GPD Peak Factor@ 4 ............... = 1,754,460 GPD Total Peak Flow .............. = 1, 798,322 GPD Total Peak Flow for 361 Acres ......................... . 1,707,130 GPD X 1/24 X 1/60 X 1/60 X 117 .5 2. Line from MH-B to MH-C - 433 Acres: = 1,798,322 GPD = 2.78 CFS (Consists of above 361 Acres plus 30 Acres of School & Park and 42 Acres of Medium Density Residential @Ave. of 4.5 D.U./Ac.)) Total Peak Flow for 361 Acres ........................ . Total Peak Flow for 30 Acres of School/Park .. . 42 Ac. X 4 .5 D .U ./Ac......... = 189 D .U . X 270 GPD......... = 189D.U . 51,030 GPD Infiltration@ 10%.............. = 5,103 GPD Peak Factor@4................. = 204. 120 GPD Total Peak Flow for 45 Ac .. = 209,223 GPD = 1,798,322 GPD = 76 ,000 GPD (See Exhibit "C" A-4) Total Peak Flow for 433 Acres ................. = 2,083,545 GPD Total Peak -403 Ac. = 2,007 ,545 GPD 2,082,636 GPD X 1/24 X 1/60 X 1/60 X 117 .5 = 3.214 CFS = 3.098 CFS 3. Line from MH-C to Existing MH -496 Acres : (Consists of above 433 Acres plus 63 Acres of Medium Density Residential@ Ave of 4.5 D.U./Ac) 63 Ac . X 4.5 D .U./Ac........ = 283 .5 D .U. X 270 GPD ........ = 283.5 D.U . 76 ,545 GPD Infiltration@ 10%............. 7 ,655 GPD Peak Factor@4................ = 306,180 GPD Total Peak Flow for 63 Ac ... = 313 ,835 GPD 2,397 ,380 GPD X 1124 X 1/60 X 1/60 X 117 .5 Total Peak Flow for 433 Ac ... = 2,083 ,545 GPD Total Peak Flow for 63 Ac ... = 313,835 GPD Total Peak Flow for 496 Ac ... = 2 ,397,380 GPD = 3.699 CFS ··y··· .. ·.· .. ; .. ,,: I EXHIBIT "D " Texas Natural Resource Conservation Commission Chapter 317 -Design Criteria for Sewerage Systems (D) a plan for routine cleaning and inspection . Page 30 (5) Alarm system. An audio-visual alarm system (red flashing light and horn) shall be provided for all lift stations. These alarm systems should be telemetered to a facility where 24 hour attendance is available. The alarm system shall be activated in case of power outage, pump failure or a specified high water level. §317.4. Wastewater Treiltment Facilities. (a ) General requirements. Whenever possible, existing data of flows and raw waste strength from the same plant or nearby plants with similar service areas s hould be used in design of treatment facilities. When using such data for design purposes , the variability of data should be considered and the design based on the highest flows and strengths encountered during normal operating ·periods taking into consideration po ssible infiJtration/inflow. In th e absence of existing data, the following are generally acceptable parameters to which must be added appropriate allowances for inflow and infiltration into the collection system to obtain plant influent characteristics. Figure 1: 30 TAC §317.4 (a). Daily Wastewater Wastewater Flow -Gallons Strength Source Remarks Per Person mg/1 BOD5 Municipality Residential 100 200 Subdivision Residential 100 200 Trailer Park (Transient) 2 •h persons per trailer 50 300 Mobile H orne Park 3 persons per trailer 75 300 School with Cafeteria With Showers 20 300 Without showers 15 300 Recreational Parks Overnight user 30 200 Day User 5 100 Office Building or Factory 20 300 Motel 50 300 Restaurant Per Meal 5 1000 Hospital Per Bed 200 300 Nursing Home Per Bed 100 300 (1) Effluent qualicy. Wastewater treatment plants shall be designed to consistently meet the effluent concentration and loading requirements of the applicable waste disposal permit. (2) Effluent quantity. The design flow of a treatment plant is defined as the wet weather, maximum 30 day average flow. The design basis shall include industrial wastewaters which will enter the sewerage system . The engineering report shall state the flow and strength of W3stewaters