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HomeMy WebLinkAbout91 Development Permit 454 Campion Chiropractic 3120 Texas AveDRAINAGE REPORT FOR CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH COLLEGE ST A TION, BRAZOS COUNTY, TEXAS Submitted By: Michael G. Hester, P.E. Hester Engineering Company 7607 Eastrnark Drive, Suite 253 -B College Station, TX 77840 ( 409) 693-1100 fx:( 409)693-1075 l CERTIFICATION I hereby certify that this report and accompanying drainage plan for the drainage design was prepared by me in accordance with the provisions of the Cities Drainage Policy and Design Standards for the owners thereof. D.c. j ,1J .q7 1 G. Hester, P.E. ered Professional Engineer No. of Texas CAMPION CHIROPRACTIC CLINIC -CERTIFICATION DRAINAGE ANALYSIS INTRODUCTION TABLE OF CONTENTS EXISTING DRAINAGE BASIN DESCRIPTION PROPOSED DRAINAGE CONCLUSION KEY MAP SITE DRAWING C1 PERVIOUS -VS-IMPERVIOUS DRAINAGE AREA MAP PREDE VE LOPMENT AND POSTDEVELOPMENT CONDITIONS OF 0.4 ACRE SITE CONCRETE DRIVEWAY WATER SURFACE ELEVATIONS OUTF ALL AT BEE CREEK ANALYSIS PR EDEVELOPMENT FLOWS PO STDEVELOPMENT FLOWS TABLE OF CONTENTS INTRODUCTION: DRAINAGE ANALYSIS CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH COLLEGE STATION , TX MARCH , 1997 The proposed sit e is l ocated at 3120 Texas Avenue South. The lega l description is Southwood Valley Section 3, Lots 13 and 14 and is 0 .4 acres. The proposed improvements include a 2808 square foo t one story building, parking and the associated inf rastructure . The site consists of grass land with three large oak tre es. The terrain slopes in two directions with app roximately half the site sloping in a northerly direction toward an access driveway road in the fro nt part of the site and the othe r portion slopes in a souther ly direction toward an ac cess driveway at the rear of the site. The latest Flood Ins urance Rate Maps (4804 1C 0182C) shows that no portion of the tract is in the regulatory 100-year flood plain. The site is zoned comm ercial and is being develope d by Mr. Dennis Husfeld, Hus feld Homes, Inc. 3204 Longmire Drive , College Station, TX 77 845, (40 9)696-4369. EXIS TING DRAINAGE BASIN DESCRIPTION: The proposed development is approxi mately 800 feet from, and di scharges into Bee Creek Tributary "A" Drainage Basin No. 4, Re gulatory Channel Rea ch No. II which is a primary channel. One ha lf of the site drains to the north and one half drains to the s outh and both drain into existing concre te driveways which carry the storm runoff t o Bee Creek. PROPOSED DRAINAGE: The proposed grading design will route the storm runoff into the same flow pathways as the existing conditions. Analyzes were elevations increased own ers. prepared to determine if water enou gh to impact down stream surf ace property The first analysis evaluated the entire 5.38 acre watershed with t he point of interest being the watershed's confluence with Bee Creek. Below is a table showing a summary of the results be fore and after the proposed site development. ENTIRE WATERSHED WATER SURFACE ELEVATION CHANGE PR EDEVELOPMENT ACRES RUNO FF Ql OO WATER SURFACE CON DITIONS COE FF. cf s ELEVATION 4.58 0.75 42.78 259.80 0.80 0.30 PO ST DEVELOP . 4.98 0 .7 5 4 4.87 259.83 CON DITIONS 0 .40 0 .30 CAMPION CHIRPRACTIC CLINIC -PAGE 1 OF 2 PAGES The second ana lysis was ran to d et ermine the increase in the wat er surf a ce e levat ion of t he con c rete driveways. DRIVEWAY WATER SURFACE ELEVATION CHANGE PREDE VELO PMENT ACRES RUNOFF QlOO WATER SURFACE COND ITIONS COEFF. cfs CHANGE (FT.) 0 .40 0.30 1 .40 PO ST DEVELOPMENT 0.29 0.90 3 .42 0.1 CO NDIT IO NS 0.11 0 .30 ADD ITIONAL S TO RM RUN OFF ADDE D TO EACH CONCRETE DRI VEWA Y: 3.42cfs-l.4 0cfs =2 .0 2c f s/2=1 .0lc f s ADDITIONAL TO DRIVEWAYS. A QlOO o f 1 .01 cfs is a dde d to each driveway. No t e : If t he e ntire water shed at QlOO of 44. 87 cfs was routed through t h e driveway section the d e pth would be only 0.45 feet. The table 's show that the a dditional flow generated by the proposed i mp rov ement s wi ll no t c hange the wat er surface elevation dramatical l y a nd therefore , detention is not required nor planned f or the site . St orm runoff ca lculations for pre and post- d eve lopme nt conditions , an analysi s o f the basins outfall at it s c on fluence with Bee Creek and an an al y sis of the driveway section ha s bee n include d f or review. CONCLUSION: This projec t is in compliance with the City's Stormwater De sign Standards . 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TYPICAL COMBINED CONCRETE CURB & GUTIER SECTION DRIVEWAY PAVEMENT DETAILS ANO REINFORCEMENT DETAILS 1-~-·=~='l IRE\11'ff)',ly--~ -~I --~Of"! ~~-~~""!:"-"'-~ ~8 Q_J Vl"' "'" a:w U:J 0 0 !l·lil~~1 n~ -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -.. -I I I I I I I I I - \r\ I I:'- I I I t?RIVE:WAY t----....,5=-=117~ew..,...,..,~-,-.,-K,..--'---ll PARKINa !?UIL.!71Nu I I I I I I ~ 5C.AL.E::l11.,.,~0' I -~ I I I I I I I I 511/E:W.AL.K I I I PARKINCi I I I : IMPE:RVIOU5 -12?14 5.f . I I I PARKINCi I 1i t?RIVE:WAY t?R IVE:WAY I I I I_ .. _ .. _ .. _ .. _ .. _ .. _ .. _ .. _ .. .....____ __ ____... _I 100' f;Xl5f1Na CONt?lflON5: PE:RVIOU5 -IOOXl7? -17?00 5.f . ( 0.4AC .) P05f t?f;Vf;~OPMf;Nf CONt?lflON5 : IMPE:RVIOU5 12?14 5.f . ( 0.29 AC .) PE:RVIOU5 49?9 5.f . CO.II AC .) PfRV IOU5 -V5-IM PfRVIOU5 CAMP ~ON CH!ROPRACf!C C l~N~C ?~20 ~XA5 AVr NUf 50U111 COL.L-flif 5f A110 N, IX 11840 COL-L-f lif 5fA110 N, i?RAZ05 COUNfY, lfX/\5 ------------------' :i:;.K IRl!?UIARY A "~~~ ,------------.; I \ \ ltXA5 AVfNUe BUSINE SS~ t?RAINMf ARfA MAP CAMPION CHI ROPRAC11C CL-INIC ?1 20 lfXA5 AVfNUf 50UfH COL-L-f0if 51AllON, l?RAZ05 COUNIY, IX 5CAL-f:.: I" -100' MARCH , 1997 Ht::5 feR l::NC11Nl::l::R INC1 C OMPMJY 7607 t:::A5-rMARK DRIVE:, 5Ulfe 2?:?-B COL.L.t::a t:: 5 -rA110N , IX 77840 ( 409) 69:?-7??0 ( ffXA5 AVfNUf <\ \ I I A~ I I I \._ ----/ I I x I I I <;J'O I '\,<() I I t?RAI NAL:i r:: /-+ I I CAMPION CHIROI I I 0 51 20 f[::XA5 A ~o COL-L-r::ai:: 51'AllON , [ "" ~() e "'-.. --\ e,O:, 5CAL-E:: l"-100' e Hf::5feR E::NCilN t::E::Rl l'-\ 00 \. ~e <;J' 7607 t::A5-rMARK !/RI\ \ ri,,<o COL-L-f::Cit:: 5-rA110N \ + ( 409) 69'?- PREDEVELOPMENT AND POST DEVELOPMENT CONDITIONS OF 0.4 ACRE SITE CAMPION CHIROPRACTIC CLINIC Quick TR-55 Ver.5.44 Executed: 18:22:55 S/N:l315430080 03 -04 -1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff IC' 0.300 Area acres 0.40 Tc (min) Wtd. 'C' 10 .00 0.300 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj . 'C' = Wtd .'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 7.690 Total acres 0.40 Peak Q (cfs) o.~ Quick TR-55 Ver.5.44 Executed: 18:22:55 S/N:l315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = ad j * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour , A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff 'C' 0.300 Area acres 0.40 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 8.630 Total acres 0.40 Peak Q (cfs) 1 ~ Quick TR -55 Ver.5.44 Executed: 18:22:55 S/N:1315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff IC' 0.300 Area acres 0.40 Tc (min) Wtd. IC' 10.00 0.300 RETURN FREQUENCY = 25 years 'C' adjustment, k = 1 Adj . 'C' = Wtd.'C' x 1 Adj. I 'C' in/hr 0.300 9.860 Total acres 0.40 Peak Q (cf s) Quick TR-55 Ver.5 .44 Executed: 18:22:55 S/N :1315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr . PERVIOUS Runoff IC' 0.300 Area acres 0.40 Tc (min) Wtd. 'C' 10.00 0.300 RETURN FREQUENCY = 50 years 'C' adjustment, k = 1 Adj. 'C ' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.300 10.860 Total acres 0.40 Peak Q (cf s) Quick TR-55 Ver.5.44 Executed: 18:22:55 S/N:l315430080 03-04 -1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH PREDEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. PERVIOUS Runoff 'C' 0.300 Area acres 0.40 Tc (min) Wtd. I c I 10.00 0.300 RETURN FREQUENCY = 100 years 'C' adjustment , k = 1 Adj . 'C' = Wtd .'C ' x 1 Adj. I 'C' in/hr 0.300 11.640 Total acres 0.40 Peak Q (cf s) Quick TR-55 Ver.5.44 Executed: 18:25:29 S/N:l315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH POST-DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.11 0.29 Tc (min) Wtd. 'C' 10.00 0.735 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.735 7.690 Total acres 0.40 Peak Q (cf s) Quick TR-55 Ver.5 .44 Executed: 18:25:29 S/N:1315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH POST-DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runof f I C ' PERVIOUS 0.30 0 IMPERVIOUS 0.900 Area acres 0.1 1 0.29 Tc (min) Wtd. IC' 10.00 0.735 RETURN FREQUENCY = 10 years 'C' ad j ustment, k = 1 Adj . 'C' = Wtd .'C' x 1 Ad j. I 'C' i n /hr 0.735 8.630 Total acres 0.40 Peak Q (cfs ) Quick TR-55 Ver.5.44 Executed: 18:25:29 S/N:l315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3 120 TEXAS AVENUE SOUTH POST-DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = ad j * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acre s 0.1 1 0.29 Tc (min ) Wtd. 'C' 10 .00 0.735 RETURN FREQUENCY = 25 years 'C' adjustment , k = 1 Adj . 'C ' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' i n/hr 0.735 9.860 Total acres 0.40 Peak Q (cfs ) Quick TR-55 Ver.5.44 Executed: 18:25:29 S/N:1315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH POST-DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.90 0 Area acres 0.11 0 .29 Tc (min) Wtd. 'C' 10 .00 0 .735 RETURN FREQUENCY = 50 years 'C' ad justment , k = 1 Adj . 'C ' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0.735 10.860 Total acres 0.40 Peak Q (cf s) Quick TR-55 Ver.5.44 Executed: 18:25:29 S/N:l315430080 03-04-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH POST-DEVELOPMENT CONDITIONS * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' PERVIOUS 0.300 IMPERVIOUS 0.900 Area acres 0.11 0.29 Tc (min) Wtd. IC' 10.00 0.735 RETURN FREQUENCY = 100 years 'C' ad justment , k = 1 Adj . 'C' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0. 735 11. 640 Total acres 0.40 Peak Q (cf s ) CONCRETE DRIVEWAY WATER SURFACE ELEVATIONS CAMPION CHIROPRACTIC CLINIC CONCRETE DRIVEWAY WATER SURFACE ELEV. Worksheet for Irregular Channel Project Description Project File c :\haestad\fmw\husfeld.fm2 Worksheet CONCRETE ACCESS DRIVEWAY Flow Element Method Solve For Irregular Channel Manning's Formula Water Elevation Inpu t Data Channel Slope 0. 011000 ft/ft Elevation range : 99 .07 ft to 100 .00 ft. Station (ft) Elevation (ft) Start Station 0 .00 100 .00 0 .00 0 .00 99 .50 18 .00 99.32 29 .50 99 .07 41 .00 99 .32 59 .00 99 .50 59 .00 100 .00 Discharge 1.01 cfs Resul ts Wtd . Mannings Coefficient Wate r Surface Elevation Flow Area 0.013 99 .18 ft 0.58 ft 2 10 .30 ft End Station 59 .00 Roughness 0 .013 Wetted Perimeter Top W idth Heigh t 10 .30 ft ~V)l"tcn-SJ~ ~ 0.11 ft -cE:------ Critica l Depth Critical Slope Veloc ity Veloc ity Head Sp ecific En ergy Froude Number Flow is supercritical. 99 .19 ft 0.006216 ft/ft 1.75 ft/s 0.05 ft 99 .23 ft 1.31 ~Loo (er Sf\G) ~0 -r-uo Tl-lao0~ri- 1)Llv-~ ~5 _fuc.o,J 03/06/9 7 10 :10 :30 AM Haestad Meth ods , Inc . 37 Brookside Road Waterbury , CT 06708 (2 03) 755-1666 FlowMaster v5.13 Page 1 of 1 WATER SURFACE ELEVATION DETERMINATION Cross Section for Irregular Channel Project Desc ri ption Project File c:\haestad\fmw\husfeld .fm2 Worksheet CONCRETE ACCESS DRIVEWAY Flow Eleme nt Method Irregula r Channel Mann ing 's Formula Wate r Elevation Solve For Section Data Wtd . Mannings Coefficient Channel Slope 0 .013 0 .011000 ft/ft Wate r Surface Elevation Discharge 99 .18 ft 1.01 cfs 100 . -------~-------,--------r-------,--------r-------~-------,--------r-------,--------r-------T-----1 I I I I I I I I I I 99 .9 I I I I I I I I I I I -------·--------t--------~-------~--------~-------·--------t--------~-------~--------~-------+------1 I I I I I I I I I I I I I I I I I I I I I 99 .8 -------t-------~--------~-------~--------~-------t-------~--------~-------t--------~-------·------ 1 I I I I I I I I I I 99.7 I I I I I I I I I I I -------·--------t--------~-------~--------~-------·--------t--------~-------~--------~-------·------1 I I I I I I I I I I g 99 .6 I I I I I I I I I I I -------t-------~--------t-------i--------~-------t-------~--------t-------i--------~-------t------ 1 I I I I I I I I I I c 0 99 .5 :.;::; ro > 99.4 Q) LiJ I I I I I I I I I I I ------•--------1--------r-------,--------~-------•--------t--------r-------,--------~-------+----1 I I I I I I I I I I I I I I I I I I I -------J------------L-------J--------L-------J-------.J--------L-------J------------L-----1 I I I I I I I I I I I I I I I 99 .3 I I I I I I I I I I I -------•--------i--------r----,--------~-------•-------.,-------------,--------~-------+-----' I I I I I I I I I I I I I I I I I I I 99 .2 -------~-------.J--------L----L---------.J ------L ------~--------L-------L-----1 I I I I I I 99 .1 I I I I I I I I I I I I I 4',\1 1 I I I I -------~--------i--------r-------,--------r--------.,--------r ------,--------r-------T-----1 I I I I I I I I I I I I I I I I I I I , I I -t I I -: I I -t I I _, I I I ., I I _.J I I I _., I I -.J I I I -., I I 99 .0t--~~~...._~~--'.__~~--"~--'l---i.~~~-'-~~~-'-~~~ ........ ~~~--+-~~-'-~~~ ...... ~~~...._~-+---' 00 5 .0 10.0 15 .0 20 .0 25 .0 30.0 35 .0 40 .0 45 .0 50 .0 55 .0 60 .0 1 ,. Stat ion (ft) 1 03/06/97 10 :06 :19 AM L-g ~~~6 2~ ( <p~'(( le:> Cf;_)Jt>a-1£-(~ G -k=~~~~~;~~~~=---::::;:;'\-r:J.------:~~-2::'.'...!::~~~~l-----;~t='::f-___::.:::~c._~o~~~~"G-;:_:__..:__J~F~l~w~M~aster v5 .13 9:/~ Haestad Methods , Inc . 37 Brooks ide Road Waterbury , CT 06708 (203) 755 -1666 _..}t""' Page 1 of 1 CONCRETE DRIVEWAY WATER SURFACE ELEV. Worksheet for Irregular Channel Project Description Project File c:\haestad\fmw\husfeld .fm2 Worksheet CONCRETE ACCESS DRIVEWAY Flow Element Method Solve For Irregular Channel Manning's Formula Water Elevation Input Data Channe l Slope 0.011000 ft/ft Elevat ion range: 99 .07 ft to 100 .00 ft . Sta tion (ft) Elevation (ft) Start Station 0 .00 100 .00 0 .00 0 .00 99.50 18 .00 99 .32 29 .50 99 .07 41.00 99 .32 59 .00 99 .50 59 .00 100 .00 Disc harge 44 .87 cfs Resu lts Wtd . Manni ngs Coefficient Wate r Surfa ce Elevation Flow Area 0.013 99 .52 ft 11 .28 ft2 59 .04 ft End Station 59.00 Roughness 0.013 Wette d Peri meter Top W idth Heig ht 59.00 ft 0.45 ft ~<----:7> wlf,."{'O"" ~ut'2.. ~ E.LJGV: Crit ica l De pth Crit ica l Slo pe Velo city Veloc ity He ad Spe cific E nergy Fro ude Nu mber Flo w is sup ercritical. 99 .59 ft 0.003865 ft/ft 3.98 ft/s 0.25 ft 99 .76 ft 1.60 (<Pf' fa.ffi ')C; ~$LI" ~c:10 ~T'Cn Tl.h2.ouGH .. VY2.\.K-v.Ji QioSS .XCt<.CCh 03/14 /97 11 :41 :33AM Haestad Met hods , In c. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 FlowMaster v5 .13 Page 1 of 1 WATER SURFACE ELEVATION DETERMINATION Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\husfeld.fm2 Worksheet CONCRETE ACCESS DRIVEWAY Flow Element Method Irregular Channel Manning's Formula Water Elevation Solve For Section Data ( ir>l:tX'IU '(?t><;>t ,.::J Wtd. Mannings Coefficient Channel Slope 0.013 0.011000 ft/ft Water Surface Elevation Discharge 99.52 ft 44.87 cfs ~.ao ~ul"Cv? l'bJ.t'2.o~t-\ Of2.t~ CrZo5S SCc:rtco~ 100. 99.9 99.8 99.7 -------,-------,--------r-------,--------r ------,-------,--------r-------,--------r-------T----' I I I I I I I I I I I I I I I I I I I I I -------+-------~--------·-------1--------~------+-------~--------·-------1--------~-------·-·----I I I I I I I I I I I I I I I I I I I I I I -------t-------~--------·-------~--------~------t-------~--------·-------~--------~-------·--·---1 I I I I I I I I I 1'"11 11'!?0 I I I I I I I I I I I \.:.,\.I.... I -------+-------~--------·-------1--------~------+-------~--------·-------1--------~-------· I I I I I I I I I I I , I I ~ I I ~ g 99.6 I I I I I I I I I I I -------t-------~--------t-------i--------~----t-------~--------t-------i--------~-------t------I I ~ I I ~ I I I c 0 ~ > Q) UJ 03/14/97 11:41:57 AM 1 I I I I _I I I I I I 99.5 ------+-------~--------r-------1--------~------w-t-----~--------r-------1--------~-------+----~ I I I I I I I I I I I I I I I I I I I I I I 99.4 99.3 -------~------------L-------~--------L-------~------~--------L-------~------------L-------~ : I : : : : / : I : : I I I I I I CQ,4S1 I I I I I -------1--------i--------r-----~--------~-------1--------1--------~-------T-------~ I I I I I I I I I I I I I I I I I I I I I 99.2 -------~-------j--------L------~------L-------~---------L------~--------L-------L-------j I I I I I I I I I I I I I I I I I I I I 99.1 I I I I I I I I I I I I -------,--------.--------r------,--------~------~--------r------,--------~-------T-------~ I I I I I I I I I I I I I I I I I I I I I I I 99.0----------------------.._---------...... ---~---..._---------------------------------------------------------------------------------------0JO 5.0 10.0 15.0 20.0 P~IN6 SP~C 25.0 30.0 Station (ft) D~ 35.0 40.0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 45.0 50.0 55.0 f'°'-vlc.i N 6 <;;¥?~Cc 60.0 FlowMaster v5.13 Page 1 of 1 OUTFALL AT BEE CREEK PREDEVELOPMENT FLOWS CAMPION CHIROPRACTIC CLINIC OUTFALL AT BEE CREEK PREDEVELOPMENT Cross Section for Irregular Channel Project Description Project File c:\haestad\fmw\husfeld.fm2 Worksheet OUTFALL AT BEE CREEK Flow Element Method Solve For Irregular Channel Mann i ng 's Formula Water Elevation Section Data Wtd . Mannings Coefficient Channel Slope Water Surface Elevation Discharge 0 .025 0 .010000 ft/ft 259 .80 ft ~<---~w~e, 42 .78 cfs 262 . ----------,------------r-----------,------------~------------r-----------,------------r---------, I I 261 .5 261 .0 :S 260 .5 § 260 .0 ~ > Q) w 259 .5 259.0 258 .5 ' ' ' ' ' ' ' I I I I I I I I I I I I I ------------1---------~-----------~------------·------------~-----------·----------~-----------~ 1 I I I I I I I ' ' ' -----------~------------L--------------~------------L-----------~ 1 I ' ' ' I I ' ' ' I I I I I I I I I I I -----------,------------r-------------r-----------,------------r-----------, 1 I I I I I I I I I I I I I I I I I I ------------!------------~-----------~----------~-----------·------------~-----------~ ' ' ' I I I I I I I I I I I I I I I I I I -----------~------------L-----------~--------------L-----------~------------L-----------~ 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I -----------,------------r-----------,------------------r -----------,------------r-----------, 1 I I I I I I I I I I I I I I I I ------------1------------~-----------~---------I I I I I I I I I 258 .o ...... ~~~~_._~~~~~--~~~~~..._~~~~ ...... ~~~~~--~~~~~..._~~~~--~~~~-- 03/14/97 10 :48:58 AM o .o 10 .0 20 .0 30 .0 40 .0 Station (ft) 50 .0 Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 (203) 755-1666 60 .0 70 .0 80 .0 FlowMaster v5 .13 Page 1 of 1 OUTFALL AT BEE CREEK PREDEVELOPMENT COND Worksheet for Irregular Channe l Project Description Project F ile c :\haestad\fmw\husfeld .fm2 Works heet OUTFALL AT BEE CREEK Flow Element Method Solve For Input Data Irregular Channel Mann ing 's Formula Water Elevat ion Chan ne l Slope 0 .010000 ft/ft Elev ati o n range : 258 .00 ft to 262.00 ft . Station (ft ) E levation (ft) Start Station 0 .00 34 .00 44 .00 0 .0 0 262 .0 0 26 .00 26 1.0 0 34 .0 0 260 .00 39 .00 258 .00 44 .00 260 .00 52 .00 26 1.0 0 78 .00 262 .00 Disc harge 42 .7 8 cf s Res ults Wtd . Man n ings Coefficient Water Surface E levation Flow Area Wetted Perimete r Top W id th He ig ht Crit ica l De pth Cri tica l Slo pe Velo city Ve locity Head Spe cific E nergy Fro ude Nu mber Flo w is su bcritica l. 0 .025 259 .80 ft 8 .11 ft2 9 .7 0 ft 9 .0 1 ft 1.80 ft 259 .79 ft 0 .0 10440 ft/ft 5 .28 ft/s 0 .4 3 ft 260 .2 3 ft 0.98 End Station 34 .00 44 .00 78 .00 Roughness 0 .030 0 .025 0 .030 03 /14 /97 10 :50 :09 AM Haestad Metho ds , Inc . 37 Brookside Road Wat erb ury , CT 06708 (203 ) 755 -1666 FlowMaster v5 .13 Page 1 of 1 Quick TR -55 Ver.5.44 Executed : 10:4 1:09 S /N:l 315430080 0 3-14 -1997 CAMPI ON CHIRO PRACTI C CLINIC 3 1 20 TEX AS AVENUE SOUTH 5.38 ACR ES DRAINAGE AREA f)rJc., -D * * * * * * SUMMAR Y OF RATIONAL METH OD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cf s , C=Weighted Ru n of f Co effi c ient, I=in/hour, A=acres a d j = 'C' adjustment fac to r f o r e ach return frequency Suba r ea Des c r . Runoff I C' COMMER CIAL 0 .75 0 UNDEV EL OPED 0 .3 0 0 Area acres 4 .5 8 0 .80 Tc (min ) Wtd. IC ' 10.00 0.683 RETURN FREQUENCY = 5 years 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0 .68 3 7.690 Total ac r es 5 .38 Peak Q (cf s) Quick TR-55 Ver.5.44 Execut ed: 1 0 :41:09 S/N:l3154 30080 03-14-1 99 7 CAMPI ON CHIROPRAC TIC CLINIC 3120 TEXAS AVENUE SOUTH 5.38 ACRES DRAINAGE AREA #?G-D * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Suba rea Des cr . Runoff IC' COMMER CIAL 0 .750 UNDEVE LOPED 0.3 0 0 Area acres 4.58 0.80 Tc (min ) Wtd. IC' 10.00 0.683 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.683 8.630 Total acres 5.38 Peak Q (cfs) Quick TR-55 Ve r.5.44 Execu t ed : 10 :41:0 9 S /N :l 315430080 03 -14 -1 99 7 CAMPION CHIROPRAC TI C CLINIC 312 0 TEXAS AVENUE S OUTH 5.38 ACRES DRA INAGE AREA &, -IJ * * * * * * SUMMAR Y OF RAT I ONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh e re : Q=c fs, C=W e igh t ed Runo ff Coe ff i c i ent, I=in/hour, A=acres adj = 'C' ad j ustment fac t o r fo r each return frequency Subarea De sc r . Ru n o f f I C ' COMME RCIAL 0 .7 50 UNDEVE LOPED 0.3 0 0 Area a cres 4 .58 0.80 Tc (min ) Wtd. 'C ' 10.00 0 .683 RETURN FREQUENCY = 25 years 'C' ad j ustment , k = 1 Adj . 'C' = Wtd .'C ' x 1 ========================= ======== Adj . I 'C' in/hr 0.683 9.86 0 Total acres 5 .38 Peak Q (cf s) Quick TR -55 Ver.5.44 Execute d : 1 0 :41:09 S /N:l3154 30080 03-14-1 9 97 CAMPION CHIROPRACTIC CLINIC 3120 TE XAS AVENUE SOUTH 5.38 ACRES DRAINAGE AREA ~-0 * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = a dj * C * I * A Where : Q=cfs, C=Weighted Runo ff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Des cr. Runoff IC' COMMER CIAL 0 .750 UNDEVE LOPED 0 .300 Area acres 4.5 8 0.80 Tc (min ) Wtd . 'C' 1 0.00 0.683 RETURN FREQUENCY = 50 years 'C' adjustment , k = 1 Adj . 'C' = Wtd. 'C' x 1 Adj. I 'C' in/hr 0.683 10.860 Total acres 5.38 Peak Q (cf s) Quick TR-55 Ver.5.44 Execut ed : 10:41:09 S/N:l315430080 03-14-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH 5.38 ACRES DRAINAGE AREA * * * * * * SUMMARY OF RAT IONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where: Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Desc r . Runoff 'C' COMMER CIAL 0 .750 UNDEVE LOPED 0.300 Area acres 4.58 0.80 T c (min ) Wtd. 'C' 10.00 0.683 RETURN FREQUENCY = 100 years 'C ' adjustment, k = 1 Adj. 'C' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0.683 11.640 Total acres 5.38 Peak Q (cf s) OUTFALL AT BEE CREEK POSTDEVEL OPMENT FLOWS CAMPION CHIROP RACTIC CLINIC OUTFALL AT BEE CREEK POST-DEVELOP Cross Section for Irregular Channel Project Description Project File c :\haestad\fmw\husfeld .fm2 Worksheet OUTFALL AT BEE CREEK Flow Element Method Irregular Channel Manning's Formula Water Elevation Solve For Section Data Wtd . Mannings Coefficient Channel Slope 0 .025 0 .010000 ft/ft 259 .83 ft ...,,.<:::::...------w.S. E . Water Surface Elevation Discharge 44 .87 cfs 262. 261.5 261 .0 g 260 .5 c g 260.0 ro > Q) w 259 .5 259 .0 258.5 ----------,------------r-----------,------------T------------r-----------,------------r---------, I I I I I I I I I I I I I I I I I I I I I I -----------~---------~-----------~------------+------------~-----------~----------~-----------~ I I I I I I I I I I I I I I I I I I I I I I -----------~------------L---------~------------~------------L ---------~------------L-----------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I -----------,------------r----------------------T-----------r -----------,------------r-----------, I I I I I I I I I I I I I I I I I I I I I I -----------~------------~-----------~----------+----------~-----------~------------~-----------~ I I I I I I I I I I I I I I I I I I I I I -----------~------------L-----------~--------------L -----------~------------L-----------~ I I I I I I I I I I I I I I I I I I I I I I I I I I I I -----------,------------r-----------,------------------r-----------,------------r-----------, I I I I I I I I I I I I I I I I I I I I I I -----------~------------~-----------~-----------------------~-----------~------------~-----------~ I I I I I I I I I I I I I I I I I I I I I 258 .0'--~~~~--'-~~~~~_,_~~~~--'--~~~~ ........ ~~~~~_,_~~~~--'--~~~~ ....... ~~~~~ 03/14/97 10 :53 :14 AM 0 .0 10.0 20 .0 30 .0 40 .0 Station (ft) 50.0 Haestad Methods , Inc. 37 Brookside Road Waterbu ry , CT 06708 (203) 755-1666 60.0 70 .0 80 .0 FlowMaster v5 .13 Page 1 of 1 OUTFALL AT BEE CREEK POSTDEVELOPMENT CON Worksheet for Irregular Channel Project Description Project File c :\haestad\fmw\husfeld .fm2 Works heet OUTFALL AT BEE CREEK Flow Element Method Solve For Irregular Channel Manning 's Formula Water Elevation Input Data Chan nel Slope 0 .010000 ft/ft Elevation range : 258.00 ft to 262 .00 ft . Sta tion (ft) Elevation (ft) Start Station 0 .00 34 .00 44 .00 0 .00 262 .00 26 .00 261 .00 34 .00 260 .00 39 .00 258 .00 44 .00 260.00 52 .00 261 .00 78 .00 262 .00 Disc harge 44 .87 cf s Res ults Wtd . Manni ngs Coefficient Wa ter Surfa ce Elevation Flow Area Wette d Perimete r Top Width He ight Critica l Depth Critical Slope Ve locity Velo city He ad Specific En ergy Fro ude Num ber Flo w is subcri tical. 0 .025 259 .83 ft 8.41 ft2 9 .87 ft 9 .17 ft 1.83 ft 259 .82 ft 0 .010374 ft/ft 5.34 ft/s 0.44 ft 260 .28 ft 0 .98 End Station 34 .00 44.00 78 .00 Roughness 0 .030 0 .025 0 .030 03/14/97 10 :52:43 AM Haestad Methods , In c . 37 Broo kside Road Waterbury , CT 06708 (2 03) 755-1666 FlowMaster v5 .13 Page 1 of 1 Quick TR -55 Ver .5.44 Executed: 10 :43:31 S/N:l 315430080 03-14-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH 5.38 ACRES DRAINAGE AREA Vt0~ 1fa.,. * * * * * * SUMMARY OF RATIONAL ME THOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cfs, C=Weight ed Runoff Coefficient, I=in/hour, A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Runoff 'C' COMMER CIAL 0.750 UNDEVE LOPED 0.300 Area acres 4.98 0.40 Tc (mi n ) Wtd. 'C' 10.00 0.717 RETURN FREQUENCY = 5 years 'C' ad justment , k = 1 Adj. 'C' = Wtd.'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.717 7.690 Total acres 5.38 Peak Q (cf s) Quick TR -55 Ver.5.44 Executed: 10:43:31 S/N:l315430080 03-14-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH 5.38 ACRES DRAINAGE AREA ?i0~'T ~ * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cfs, C=Weighted Runoff Coefficient, I=in/hour, A=acres adj = 'C ' adjustment factor for each return frequency Subarea Descr. Runoff IC' COMMER CIAL 0 .75 0 UNDEVEL OPED 0 .3 00 Area acres 4.98 0.40 Tc (min) Wtd. I C ' 10.00 0.717 RETURN FREQUENCY = 10 years 'C' adjustment, k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.717 8.630 Total acres 5.38 Peak Q (cfs) 3_y17 Quick TR -55 Ver .5.44 Execute d : 10 :43 :31 S /N:l 3 1543 0080 03 -14-199 7 CAM P I ON CH I ROP RACTIC CLINIC 3120 TEX AS AVENUE SOUTH 5 .38 ACRE S DRAINAGE AREA g,?I ~ * * * * * * SUMMARY OF RATIONA L METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Where : Q=cfs, C=Weight e d Ru noff Coefficient, I=in/hour, A=acres ad j = 'C' ad j ustment fa ct or for each return frequency Subarea Des cr. Runo ff IC' COMMER CIAL 0 .75 0 UNDEVEL OPED 0 .300 Ar ea ac r e s 4 .98 0 .4 0 Tc (min ) Wtd. I C' 1 0 .00 0 .717 RETURN FREQUENCY = 25 years 'C' adjustment , k = 1 Adj. 'C' = Wtd.'C ' x 1 ========================= ======== Adj. I 'C' in/hr 0 .717 9.860 Total acres 5.38 Peak Q (cf s) 38.01 / Qui ck TR -55 Ver.5.44 Exe c ut ed: 1 0 :43 :3 1 S /N:l 3 154 30080 03-14-199 7 CAMPION CHIROPRAC TI C CL INI C 31 20 TEXAS AVENUE SOU TH 5.3 8 ACRE S DRAINAGE AREA * * * * * * SUMMARY OF RATIONAL METH OD P EAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere : Q=cfs, C=Weighted Ru no ff Coefficien t, I=i n /hour, A=acres ad j = 'C ' adjustment fa c t o r for ea ch ret urn fr equency Sub are a De s cr . Runoff I C ' COMMER CIAL 0.75 0 UNDEVE LOP ED 0 .30 0 Ar ea acres 4 .98 0 .4 0 Tc (min ) Wtd. IC ' 1 0 .0 0 0 .71 7 RET URN F REQUENC Y = 5 0 y ears 'C ' ad j us tment , k = 1 Adj . 'C' = Wtd.'C ' x 1 ========================= ======== Ad j . I 'C' in /hr 0 .71 7 10 .86 0 To t al acres 5.38 Peak Q (cfs) Quick TR -55 Ver.5 .44 Execute d: 1 0:43:31 S /N:131543008 0 03-14-1997 CAMPION CHIROPRACTIC CLINIC 3120 TEXAS AVENUE SOUTH 5.38 ACRES DRAI NAGE AREA _Q,ST ~. * * * * * * SUMMARY OF RATIONAL METHOD PEAK DISCHARGES * * * * * * Q = adj * C * I * A Wh ere: Q=cfs, C=Weighted Runoff Coefficient , I=in/hour , A=acres adj = 'C' adjustment factor for each return frequency Subarea Descr. Ru n off IC' COMMERCIAL 0 .7 50 UNDEVE LOPED 0 .300 Area acres 4 .98 0.40 Tc (min ) Wtd. 'C' 1 0 .0 0 0 .717 RETURN FREQUENCY = 100 years 'C' adjustment , k = 1 Adj. 'C' = Wtd .'C' x 1 ========================= ======== Adj. I 'C' in/hr 0.717 11.640 Total acres 5.38 Peak Q (cf s) DEVELOPMENT PERMIT PERMIT NO . 454 CAMPION CHIROPRACTIC CLINIC FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lots 13 and 14, Southwood Valley Section 3 SITE ADDRESS: 3120 Texas Avenue South OWNER: Campion Chiropractic Clinic c/o Dennis Husfeild 3204 Longmire Drive College Station, Texas 77845 DRAINAGE BASIN: Bee Creek Segment III TYPE OF DEVELOPMENT: This permit is valid for site construction as shown on the approved plans. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and of the codes and ordinances of the City of College Station that apply . s -Zl-'77 Date Date Figure XII Development Permit City of College Station, Texas Site Legal Descriptio~T~ ~ 'i:a~(.\n ;?,. lors [3 + 0.- G . . /. . J}lAV\\~ ~SfEt.D Site Owner J>wptoNGJi~C.. W!>l<G Address "'b===---~l('.<, CS, "11\bi) Telephone: -"'~O'<-...,&J ..... _'-A-"--'"--~ ..... -~~-=i-+------- AddresslCcoJ tA<)1<.VJivllL.. S., ~ "Z5'S-l? Telephone No : C::4? I lo:> Architect/~ ~ Engineer: , Contractor: Address : -------------------------- Te I e phone No : _________ _ Date Application Filed : ~' t4-·4 7 Approved: ___________ _ Application is hereby made for the following development specific waterway alterations: &-s -0 Application Fee .....w::J Signed Certifications --0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . --0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------ ACKNOWLEDGMENTS : I, W..rt:M£L (;. hf£SJili-, design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. a~~-/'-? T Property Owner(s) Contractor Figure XH Continued CERTIFICATIONS : (for proposed alterations within designated flood hazard areas .) A. I, M~ ~ (,, th:SIRY2-----, certify that any nonresidential structure on or proposed to be on this s·te as part of this application is designated to prevent damage to the structure or its r suit of flooding from the 100 year storm . ~. IA-!11 Date B . I, certify that the finished floor elevation of the lowest floor , including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date C. I, V\A.~k G · Hcsrm_, certify that the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City C liege Station City Code, Chapter 13 concerning encroachments of flood ways and of flo dw y fri I ~. 14..ql Date lf-'-'t-~--f'=--~~~~-f-"~~-.-' do certify that the proposed alterations do not raise the level elevation established in the latest Federal Insurance Administration 3. l 4--ctl Date Conditions o co mments as part of approva l: ~~~~~~~~~~~~~~~~~~~ In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . fof'msla i,w'dpcrmit/10-93 y fH E >ER HUSFELD HOMES . INC . NORWEST BANK TEXAS SOUTH CENTRAL CUSTOM HO ME BUILDJliG 3204 LONGMIRE DRIVE COLL EGE STA TION, TX 77845 (409) 696 -4369 BRYAN, TE XA S 77802-0913 **** TW O HUNDRED & 00/1 00 DOLLA RS C .S DEVEL OPMENT SE~VICES ACC OUNT NO. Paid by _ Check / I , ;/ ' Cash ___ _ 88-257-1131 DATE 0 3/05 /97 ! ----THANK YO U 1 1 317 000 11317 l AMOUNT x ~ .c c 0 "' ·~ ;; 0 "' ~ ********$200 . 00 j ~ j m 382987 19_L-L