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HomeMy WebLinkAboutStorm DrainMr. Alan Gibbs, P.E. July 3, 2007 Page 4 of 4 Summary k I o t z ~~·a s s o c i a t e s The calculations show that the existing runoff from this site to College Main Street drainage system will decrease. The remaining site would be directly discharged into the Cherry Street drainage system. Calculations show that this portion of the site would only discharge about 10.9 cfs compared with 15 .6 cfs that was calculated by Binkley & Barfield. Also the hydraulic grade line for the 100-yr event would be well below the top of grate and containing the proposed 100 year flows within the storm sewer system. By modifying the existing ditch along Inlow Blvd, mitigation for the on-site detention could be achieved. As shown in Exhibit 1, by providing a 2 feet shoulder on the road, avoiding the existing sanitary manholes and power poles, five areas could be modified. As seen in Exhibit 2, the proposed side slope would improve from an existing steep slope to a milder side slope of approximately 4: 1. Each area could mitigate approximately 2,500 cubic feet of volume. The Factory Apartments project drainage flows will be contained within the existing storm sewer system and will be conveyed to the open ditch along Inlow Boulevard and fully mitigated. The flows to College Main Street would be reduced. Please do not hesitate to contact our office should you have any questions or comments regarding this matter. Sl rely,i. ~ Gary ~truzick, P.E., CFM Vice President GLS:az Attachments cc: Mr. Dale O'Reilly -Cherry Street LP _,.,..,~ ....... . --·--·-·-... ·--·---..... ~ ----~ --------- k I o t z -~· a s s o c i a t e s OVERALL PROJECT PLAN FACTORY APTMENTS KLOTZ PROJ. No: 0731.001.000 SCALE: N/A EXHIBIT DATE: JUNE_2007 " g N "' 0 0 0 <( u g '"' 0 g 0 TYPICAL DETENTION (SEE EXH IBIT 3) G , __ D I c.;r~ ~ '<t" \ l..LJ 0 l..LJ -.) \ -.) 0 () \ 3JO \ \ \ · t e s ~~~a s s o c I a k I o t z '~' ~--~ DETENTION LOCATION MAP FACTORY APTMENTS 0731.001.000 EXHIBIT 2 ·----- "' 0 ~ • 'O c ~ ~ g 0 0 < u 0 0 ,-: 0 0 0 0 0 0 ;;) r--0 -'; ( ./ ""'----'-~"-._./'·-/ _) .-----11-CROSS SECTION SEE EXHIBIT 4) .. i-----r--200'± (TYP ~ I r=---) INLOW BLVD • \--) + INLOW BLVD k I o t z ·~~ a s s o c i a t e s TYPICAL DETENTION AREA PLAN FACTORY APTMENTS KLOTZ PROJ. No: 0731.001.000 SCALE: N/A DATE: JJNE_2007 EXHIBIT 3 0 0 "' u 0 0 "' 0 g ~ 0 ~ ;;; ,... 0 WESTBOUND INLOW BLVD CITY OF BRYAN ----- TOP OF EXIST BANK 5' ± ~ DITCH CITY OF COLLEGE STATION EASTBOUND INLOW BLVD 2' SHOULDER I L (TYP) I ,;._ __ __L~q.-.------.----- "' ·.6 PROPOSED CUT W/AVG. SLOPE OF 4: 1 k I o t z ~~· a s s o c i a t e s TYPICAL DETENTION CROSS SECTION FACTORY APTMENTS KLOTZ PROJ. No: 0731.001.000 SCALE: N/A DATE: JUNE_2007 EXHIBIT 4 stmOutput WinStorm (STORM DRAIN DESIGN) PROJECT NAME : Factory Apt JOB NUMBER 0731.001 .000 PROJECT DESCRIPTION : Revised Pr oposed coditions (l ac) DESIGN FREQUENCY ANALYSYS FREQUENCY MEASUREMENT UNITS: 10 Years 100 Years ENGLISH Version 3.0S , Jan. 2S, 2002 Run @ 7/3/2007 1:43 :29 PM OUTPUT FOR DESIGN FREQUENCY of ,~ Ye~ ======================-=---------~-=;.. Runoff Computation for Design Frequency. ============================================================================= ID c Value Area Tc Tc Used Intensity Supply Q Total Q (acre) (min) (min) (in/hr) (cfs) (cfs) ----------------------------------------------------------------------------- Al 0 .7S o.ss 14 .30 14 .30 7.36 0 .000 3.037 A9 0 .7S O.B6 14 .10 14 .10 7 .41 0 .000 4 .7BO A2 0 .7S 1. S6 14.30 14 .30 7 .36 0 .000 B. 613 A3 0 .7S 0 .44 16 .10 16 .10 6 .9S 0 .000 2 .293 A4 0 .9 0.12 10.00 10 .00 B.63 0 .000 0 .933 AS 0 .7S 0 .19 10.00 10 .00 B.63 0.000 1 .230 A6 0 .7S 0 .10 19.BO 19 .BO 6 .24 0 .000 0 . 4 6B A7 0 .7S 0 .10 14.90 14 .90 7 .22 0 .000 O.S41 AB 0 .7S o.os 10.00 10.00 B.63 0 .000 0 .324 kl 0 .7S 1. 74 17.00 17.00 6.76 0 .000 B.B21 0 .7S 1. OB 13. 00 13.00 7 .70 0 .000 6 .236 /Tf? Pl 0 .9 1. 04 10 .00 10.00 B.63 0 .000 B.OB2 IC> y/Z -------------------------------------------------- On Grade Inlet Configuration Data =============================================================================== Inlet Inlet Inlet Slopes Gutter Grate Pond Width Critic ID Type Length Long Tran s n Depr . Width Type Allowed Elev . (ft) ( % ) ( % ) (ft) (ft) (ft) (ft) ------------------------------------------------------------------------------- A9 Curb S.00 2 .SO 2 .00 0.014 0 .2S A3 Grate 4 .00 o.so 2 .00 0.013 n/a A4 Curb S.00 o.so 2 .00 0 .014 0 .2S AS Curb S.00 o.so 2 .00 0 .014 0 .00 A6 Grate B.42 o.so 2 .00 0.013 n/a A7 Curb 10 .00 o.so 2 .00 0.013 0 .33 AB Curb S.00 0 .91 2 .00 0.014 0 .2S kl Grate B.42 o.so 2 .00 0.013 n/a k2 Grate B.42 o.so 2 .00 0.013 n/a On Grade Inlets Conmputation Data . Inlet ID A9 A3 I nlet Type Curb Grate Total Q (cfs) 4 .7BO 2 .293 Intercept Capacity (cfs) 1.794 l .9Sl Q Bypass Allow Actual (cfs) (cfs) 0.000 0.000 2.9B6 0.341 Page 1 n/a n/a 13.SO 339 .BO 4 .00 Parall 12 .00 342 .90 n/a n/a 13 .SO 342 .9S n/a n/a 13.SO 342.SS 2 .10 Parall 12 .00 340.92 n/a n/a 12 .00 341.62 n/a n/a 13.SO 341 .6S 2 .10 Parall 12 .00 340 .92 2 .10 Parall 12 .00 342.62 To Inlet Required Actual Length (ft) Ponded Width (ft) ID Length IS (ft) 21 .74 n/a S .00 0 .00 10.40 10 .3S stmOutput A4 Curb 0.933 O.S76 0 .2SO O.OS6 IS 6 .33 S .00 7 .60 AS Curb 1. 230 O.S43 0.000 0 .6S7 I6 lS .09 S.00 S.4S A6 Grate 0 . 4 6S 0 .4SS 0 .2SO 0 .013 n/a 0.00 S.70 A7 Curb O.S41 O.S41 0 .000 0.000 I9 3 .29 10 .00 6 .0S AS Curb 0 .324 0 .324 0.000 0 .000 IlO 4 .64 S.00 4 .SS kl Grate S .S21 7 .044 0 .2SO 1 .777 n/a 0 .00 17.20 k2 Grate 6 .236 S.172 0 .2SO 1 .064 n/a 0 .00 l S.10 --------------------------------------------------------------------------------- Sag Inlets Configuration Data . ================================================================================== Inlet Inl et Length/ Grate ID Type Perim. Area Al A2 (ft) (sf) Curb S .00 Curb 10 .00 n/a n/a Sag Inlets Computation Data. Left -Slope Long Trans (%) (%) 0.3S 2.00 0 .3S 2 .00 Right-Slope Long Trans ( % ) ( % ) Gutter n DeprW (ft) 0 .3S 2 .00 0 .014 l .SO 0 .3S 2 .00 0.014 l .SO Depth Allowed (ft) o.so o.so Critic Elev. (ft) 341 .79 342.09 Inlet I nlet Length Grate ID Type Perim Ar ea Total Q Inlet Capacity Total Head (ft) Ponded Width Left Right Al A2 Curb Curb (ft) (ft) (sf ) S.00 10.00 n/a n/a n/a n/a (cfs) (cfs) 3 .037 S .613 6. 261 10.327 Cumulative Junction Discharge Computations Node I. D. B4 JB4 JB3 Al A9 A2 A3 A4 AS A6 A7 AS 01 kl Pl Node Weighted Type C-Value CircMh o.soo CircMh 0 .77S Ci rcMh 0 . 772 Curb O.S4S Curb 0 .772 Curb o.soo Grate 0 .797 Curb 0.900 Curb 0 .79S Grate 0 .7SO Curb 0.7SO Curb 0 .77S CircMh 0 . 772 Grate 0 .7SO Gr ate 0 .7 CircMh 0 .900 Cumulat . Cumulat . Intens . Dr.Area (acres ) 3 .lS 6 .92 7 .S3 1. S9 7 .S3 3 .lS 3 .71 0 .1 2 3 .90 0 .1 0 3 .02 6 .97 7 .S3 1. 74 2 .S2 1. 04 Tc (min) 14 .39 19.97 20.33 14 .30 20.33 1 4 .39 16.10 10.00 16.27 19.SO 17 .07 20.06 20.33 17.00 17.07 10.00 (in/hr) 7 .34 6 .21 6 .16 7 .36 6 .16 7 .34 6 .9S S .63 6 .91 6 .24 6 .7S 6 .20 6 .16 6 .76 6 .7S S .63 0 .309 0.443 User Supply Q cfs) 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 (ft) (ft) 9.7S 14.4S Addi tional Q in Node (cfs) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 . 0 0 .00 9 .7S 14 .4S Total Disch . (cfs) 1 S.4S6 33 .331 37.21S 9 .927 37.21S 1 S.4S6 20.S39 0.933 21 .41S 0 . 46S 1 S.27S 33 .4SS 37 .21S S.S21 14 .266 S.OS2 ------------------------------------------------------------------------------ Conveyance Configuration Data ================================================================================== Run# Node I. D. Flow line Elev. us DS us DS Shape # Span Rise Length Slope n value -(ft) (ft ) (ft) (ft) (f t) (%) 1 Al A2 33S .SO 33S.70 Ci rc 1 0 .00 l .SO 30 .00 0 .33 0 .014 Page 2 s rrE I Oyl!.. 2 3 4 s 6 7 8 9 10 11 12 13 14 lS A2 B4 A4 A3 AS A6 A7 JB4 AS A9 JB3 kl k2 B4 A3 A3 AS JB4 A7 JB4 AB A9 JB3 01 k2 A7 Al 334 .70 334 .33 334.7S 331.70 331 .39 333 .SO 332 .SO 331 . 11 326 .SO 326 .00 32S .SO 33S .18 336.40 334 .33 332 .70 334 .SO 331 .39 331 .11 333 .00 332 .30 330 .33 326.00 32S .SO 319 .00 334.68 333 .SO 336 .31 stmOutput Circ 1 0.00 2 .00 Circ 1 0 .00 2 .00 Circ 1 0 .00 l .SO Ci rc 1 0 .00 2 .SO Ci rc 1 0 .00 2 .SO Circ 1 0.00 l .SO Circ 1 0 .00 2.00 Circ 1 0 .00 2 .SO Circ 1 0 .00 3 .00 Ci r c 1 0.00 3 .00 Ci rc 1 0 .00 3 .00 Circ 1 0 .00 l .SO Circ 1 0 .00 l .SO Cir c 1 0 .00 l .SO Conveyance Hydraulic Computations . Tailwater = 22S .OOO (ft) 31. 00 136 .00 27 .00 62 .00 SS .00 28 .00 18 .00 S4 .00 106.00 62 .00 339.60 33 .00 .00 62 .00 1.19 1. 20 0 .93 o.so O.Sl 1. 79 1.11 1. 44 0 .47 0.81 1. 91 1. S2 1. Sl O.lS 0 .014 0.014 0.014 0 .014 0 .014 0 .014 0.014 0 .014 0 .014 0 .014 0 .014 0.013 0 .013 0 .0 ================================================================================== Hydraulic Gradeline Depth Run# US Elev DS Elev Fr.Slope Unif . Actual Velocity Unif. Actual (f/s) (f/s) Q (cfs) Cap (cfs) June Loss (ft) 1 2* 3* 4* s 6 7* 8* 9* 10 11* 12* 13* 14 lS (ft) (ft) (%) (ft) (ft) 337 .49 336.23 33S .88 33S .07 333 .49 333.24 333.89 333.89 333.00 328.6S 328 .00 327 .29 336 .39 336 .16 337 .90 336 . 92 1. 036 33S .88 0 .774 334 .06 0.774 334 .82 0.009 333 .24 0 .291 333.00 0 .316 333.89 0 .002 333.S2 O.S29 331.91 0 .766 328.00 0 .292 327 .29 0 .361 320 .38 0 .361 336.16 0.70S 334 .89 1.844 337 .49 0 .424 1. so 1. 36 1. 36 0 .32 1. 64 1. 68 0.19 1. 22 1. SS 2.02 1. 79 1. 38 0 .91 1. so 1. so 1. so 1. SS 1. 36 0 .32 1. SS 1. 89 0.89 1. 22 1. SS 2 .02 1. 79 1. 38 1. 48 1. so 1. so S .62 8 .13 8 .13 3.39 6 .01 6.11 3 .49 7 .62 10 .18 6 .63 8 .44 11 . 69 7 .88 8 .07 4 . S.62 9 .93 S.63 0 .093 7.06 18.49 22 .9S 0 .147 8 .13 18 .49 23 .00 0 .19S 3.39 0.93 9 .39 0 .000 S.28 20 .S4 26 .94 S .38 21.42 27 .18 0.43 0 .47 13 .0 4 7 .62 lS .28 22 .lS 10 .18 33 .33 4S .78 6 .63 33 .48 42 .S4 8 .44 37 .22 SS .63 11 .69 37 .22 SS.70 S .01 8 .82 12 .93 8 .07 4 .27 12 .92 4 .S7 8 .08 4 .73 0 .082 0 .086 0 .000 0 .171 0 .306 0.130 0. 211 0.404 0.000 0.192 0 .0 OUTPUT FOR ANALYSYS FREQUENCY of: ~ ==================================~ Runoff Computation f or Analysi s Frequency. ID Al A9 A2 A3 A4 AS A6 A7 AS kl C Value 0 .7S 0 .7S 0 .7S 0.7S 0 .9 0.7S 0 .7S 0.7S 0 .7S 0 .7S Area (acre) o.ss 0 .86 1. S6 0 .44 0 .12 0 .19 0 .10 0 .10 o.os 1. 74 Tc (min) 14.30 14 .10 14 .30 16 .10 10 .00 10 .00 19.80 14.90 10 .00 17.00 Tc Used (min) 14 .30 14.10 14 .30 16 .10 10 .00 10 .00 19 .80 14 .90 10 .00 17 .00 Intensity (in/hr) 9 .9S 10 .02 9 .9S 9 .41 11 . 64 11 . 64 8 .47 9.76 11 .64 9 .16 Page 3 Supply Q (cfs) 0 .000 0 .000 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 Total Q (cfs) 4 .106 6 . 4 63 11.646 3 .104 1. 2S7 1. 6S9 0.636 0 .732 0 .436 11. 9SO ·'· .r llf:- / Oy1_ stmOutput 0.7S 1. OS 13 .00 3.00 10.40 0 .000 S '/TL= 0 . 9 1. 04 10 .00 10 .00 11.64 0.000 J OOya.._ On Grade Inlet Configuration Data =============================================================================== Inlet ID Inlet Type Inlet Slopes Length Long Trans (ft) (%) (%) Gutter n Depr . (ft) Grate Width Type (ft) Pond Width Allowed (ft) Critic Elev. (ft) A9 Curb S .00 2 .SO 2 .00 0.014 0 .2S n/a n/a 13 . so 339.SO A3 Grate 4.00 o.so 2.00 0 . 013 n/a 4.00 Par all 12 .00 342 .90 A4 Curb S .00 o.so 2.00 0.014 0.2S n/a n/a 13 . so 342 .9S AS Curb S .00 o.so 2 .00 0.014 0 .00 n/a n/a 13 .SO 342 .SS A6 Grate S .42 o.so 2.00 0 .013 n/a 2.10 Par all 12 .00 340 .92 A7 Curb 10.00 o.so 2.00 0 . 013 0.33 n/a n/a 12.00 341 .62 AS Curb S .00 0.91 2 .00 0.014 0 .2S n/a n/a 13 .SO 341 .6S kl Grate S .42 o.so 2 .00 0 .013 n/a 2 .10 Parall 12 .00 340 .92 k2 Grate S .42 o.so 2 .00 0 . 013 n/a 2 .10 Par all 12 .00 342 .62 On Grade Inlets Conmputation Data . ================================================================================= Inlet Inlet Total Q Intercept Q Bypass To Inlet Required Actual Ponded ID Type Capacity Allow Actual ID Length Length Width (cfs) (cfs) (cfs) (cfs) (ft) (ft) (ft) --------------------------------------------------------------------------------- A9 Curb 6 . 4 63 2.lOS 0 .000 A3 Grate 3 .104 2.S20 0 .000 A4 Curb l .2S7 l.09S 0 .2SO AS Curb l .6S9 0 .6S6 0 .000 A6 Grate 0 .636 0 .611 0 .2SO A7 Curb 0 .732 0 .732 0 .000 AS Curb 0 .436 0 .434 0 .000 kl Grate ll .9SO 9 .1S7 0.2SO k2 Grate S .424 6 . 762 0.2SO Sag Inlets Configuration Data. Inlet ID Inlet Length/ Grate Type Perim. Area (ft) (sf) Left-Slope Long Trans ( % ) ( % ) 4 .3SS O.SS4 0 .1S9 1 .003 0 .024 0 .000 0 .002 2 .763 1 .662 Right-Slope Long Trans (%) (%) IS IS I6 I9 IlO 2S .39 n/a 7.32 20.SO n/a 3.S3 S.2S n/a n/a Gutter n DeprW (ft) Al A2 Curb S.00 Curb 10.00 n/a n/a 0 .3S 2 .00 0.3S 2 .00 0 .3S 2 .00 0 .014 l .SO 0 .3S 2.00 0 .014 l .SO Sag Inlets Computation Data . Inlet Inlet ID Type Al A2 Curb Curb Length Grate Perim Area (ft) (ft) (sf) S .00 10.00 n/a n/a n/a n/a Total Q Inlet Capacity (cfs) (cfs) 4 .106 11.646 6.261 13.436 Cumulative Junction Discharge Computations Page 4 Total Head (ft) 0.377 0 .43S S.00 0.00 S.00 S.00 0 .00 10 .00 S .00 0 .00 0 .00 Depth Allowed (ft) o.so o.so Ponded Width Left Right (ft) (ft) 11.60 11. 60 s .so 9.4S 6.40 6.7S S.10 19 .2S 16 .90 Critic Elev. (ft) 341. 79 342 .09 10 .9S 16 .lS 10 .9S 16 .lS '. Node I. D. 84 J84 J83 Al A9 A2 A3 A4 AS A6 A7 AB 01 kl Node Weighted Type C-Value CircMh O.BOO CircMh 0 .77S CircMh 0 . 772 Curb O.B4B Curb 0 .772 Curb O.BOO Grate 0 .797 Curb 0 .900 Curb 0 .79S Grate 0.7SO Curb 0 .7SO Curb 0 .77S CircMh 0 . 772 Grate 0 .7SO 0 .7SO ircMh 0 .900 stmOutput Cumulat . Cumulat . Intens . Dr.Area (acres) 3 .lS 6 .92 7.B3 1. S9 7 .B3 3 .lS 3 .71 0 .12 3 .90 0.10 3.02 6 .97 7 .B3 1. 74 2 .B2 1. 04 Tc (min) 14 .37 19.96 20.31 14 .30 20 .31 14.37 16 .10 10 .00 16.26 19.BO 17 .07 20 .04 20 .31 17.00 17.07 10.00 (in/hr) 9.93 B.44 B.36 9 .9S B.36 9 .93 9 .41 11 . 64 9.36 B.47 9 .14 B.42 B.36 9 .16 9 .14 11 . 64 User Supply Q cfs) 0.000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0 .000 0.000 0.000 0 .000 0 .000 0 .000 0 .000 0.000 Additional Q in Node (cfs) 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0.00 0.00 .00 0 .00 Conveyance Configuration Data Run# Node I .D. Flowline Elev . 1 2 3 4 s 6 7 B 9 10 11 12 13 14 lS US OS Al A2 84 A4 A3 AS A6 A7 J84 AB A9 J83 kl k2 Pl A2 84 A3 A3 AS J84 A7 J84 AB A9 J83 01 k2 A7 Al US OS (ft) (ft ) 33S .BO 334.70 334 .33 334 .7S 331 .70 331 .39 333 .SO 332 .SO 331 . 11 326.SO 326.00 32S .SO 33S .1B 33 1 336.40 33S .70 334 .33 332 .70 334 .SO 331 .39 331 .11 333.00 332.30 330.33 326.00 32S.SO 319.00 334 .6B 333.SO 336.31 Shape # Span Rise (ft) (ft) Circ 1 0 .00 Circ 1 0.00 Circ 1 0 .00 Circ 1 0 .00 Circ 1 0 .00 Circ 1 0 .00 Circ 1 0 .00 Circ 1 0.00 Circ 1 0.00 Circ 1 0.00 Circ 1 0.00 Circ 1 0.00 Circ 1 0.00 Circ 1 Circ 1 1. so 2.00 2 .00 1. so 2 .SO 2 .SO 1. so 2 .00 2 .SO 3.00 3 .00 3 .00 1. so Length (ft) 30 .00 31 .00 136 .00 27 .00 62 .00 SS .00 2B .OO lB .00 S4 .00 106.00 62.00 339 .60 33.00 Conveyance Hydraulic Computations . Tailwater = 22S .OOO (ft) Hydraulic Gradeline Depth Run# US Elev OS Elev Fr .Slope Unif . Actual 1 2 3 4* s 6 7* B* (ft) (ft) (%) (ft) (ft) 337.99 337 .14 336 .S2 33S.12 334.2S 333.BS 334 .22 334 .22 337 .14 l.B93 336.S2 l.41B 334 .46 l.41B 334 .B7 0.017 333 .BS O.S33 333 .47 O.SBO 334 .22 0 .004 333 .B3 0 .971 1. so 2 .00 2.00 0 .37 2 .11 2.34 0 .23 1. S3 1. so 2 .00 2 .00 0.37 2.46 2.36 1. 22 1. S3 Page S Vel ocity Unif. Actual (f/s) (f/s) Q (cfs) 7 .60 7 .96 7 .96 3 .70 6 .29 6.07 3 .Bl B.02 7 .60 13 .42 7 .96 2S.02 7.96 2S .02 3.70 1.26 S.6B 27.Bl 6.04 29 .00 0 .41 0 .64 B.02 20 .70 Slope (%) 0 .33 1.19 1. 20 0 .93 o.so O.Sl 1. 79 1.11 1. 44 0.47 O.B l 1. 91 1. S2 Cap (cfs) S .63 22.9S 23 .00 9 .39 26.94 27 .lB 13.04 22 .lS Total Disch. (cfs) 2S.016 4S.26B SO .S63 1 3 .423 SO.S63 2S.016 27 .BOB l .2S7 29 .00S 0 .636 20 .702 4S .4B3 SO .S63 11. 9SO 19.331 10 .B94 n value 0 .014 0.014 0.014 0.014 0.014 0 .014 0 .014 0 .014 0 .014 0.014 0.014 0 .014 0. 013 June Loss (ft) 0 .170 0 .1B7 0 .1B7 0 .000 0 .09S O.lOB 0 .000 0 .190 stmOutput 9* 333.47 332 .36 1 .412 2 .03 2 .03 10 .60 10 .60 4S.27 4S.78 0 .332 10 329.44 328 .48 O.S39 2 .81 2 .81 6 .61 6.61 4S.48 42.S4 0.129 11* 328.48 327 .7S 0.666 2.2S 2.2S 8 .89 8.89 SO .S6 SS .63 0.233 12* 327.63 320 .66 0 .666 1. 66 1. 66 12 .62 12.62 SO .S6 SS.70 0.470 13* 337 .96 337.S3 1. 294 1.14 1. so 8.32 6 .76 11. 9S 12.93 0 .000 14 337 .S3 33 .9 .386 1. so .so 10.94 10 . 3 12 .92 0 .3S3 lS 338 .47 337.99 0 .770 1. so 1. so 6 .16 6.16 10.89 4 .73 0.0 =================================== ND============================================ * Super critical flow . NORMAL TERMINATION OF WINSTORM . Warning Messages for current project: Runoff Frequency of: 10 Years Capacity of grade inlet exceeded at inlet Id= A9 Capacity of grade inlet exceeded at inlet Id= A3 Capacity of grade inlet exceeded at inlet Id= A4 Capacity of grade inlet exceeded at inlet Id= AS Capacity of grade inlet exceeded at inlet Id= A6 Capacity of grade inlet exceeded at inlet Id= kl Computed ponded width exceeds a llowable width at inlet Id= kl Capacity of grade inlet exceeded at inlet Id= k2 Computed ponded width exceeds allowable width at inlet Id= k2 Computed right ponded width exceeds allowable width at inlet Id= A2 Computed left ponded width exceeds allowable width at inlet Id= A2 Discharge decreased downstream node Id= B4 Previous intensity used. Discharge decreased downstream node Id= A7 Previous intensity used. Discharge decreased downstream node Id= JB3 Previous intensity used . Tailwater set to uniform depth elevation= 320 .38(ft) Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 9 Run# 14 Insufficient capacity. Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 4 Run# 1 Insufficient capacity. Run# lS Insufficient capacity . Runoff Frequency of : 100 Years Capacity of grade inlet exceeded at inlet Id= A9 Capacity of grade inlet exceeded at inlet Id= A3 Capacity of grade inl et exceeded at inlet Id= A4 Capacity of grade inlet exceeded at inlet Id= AS Capacity of grade inlet exceeded at inlet Id= A6 Capacity of grade inlet exceeded at inlet Id= AS Capacity of grade inlet exceeded at inlet Id= kl Computed ponded width exceeds allowable width at inlet Id= kl Capacity of grade inlet exceeded at inlet Id= k2 Computed ponded width exceeds allowable width at inlet Id= k2 Computed right ponded width exceeds allowable width at inlet Id= A2 Computed left ponded width exceeds allowable width at inlet Id= A2 Discharge decreased downstream node Id= B4 Previous intensity used. Discharge decreased downstream node Id= A7 Previous intensity used. Discharge decreased downstream node Id= JB3 Previous intensity used. Tailwater set to uniform depth elevation= 320 .66(ft) Run# 10 Insufficient capacity. Drop flowline elevation. Downstream HGL set to uniform depth elevation at Run# 9 Run# 6 Insufficient capacity. Run# 14 Insufficient capacity. Run# S Insufficient capacity. Drop flowline elevati on. Downstream HGL set to uniform depth e l evation at Run# 4 Run# 3 Insufficient capacity. Page 6 1(€ LO<Jy~