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HomeMy WebLinkAbout24 Traditions Job Trailer 00-57 315 College Main UniversityJuly 6, 2000 TO: FROM: SUBJECT: CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979) 764-3570 I Fax (979) 764-3496 MEMORANDUM Veronica Morgan, Mitchell & Morgan, LLP, via fax 260-3564 Bridgetle George, Assistant Development Coordinator ~(\.t DP-UNIVERSITY LUTHERAN CHAPEL (00-500026) Staff reviewed the above-mentioned drainage analysis for the Tradition's job trailer located on the University Lutheran Chapel site. Please address the comments and submit the following for further staff review and document approval: Three (3) revised Drainage Analysis documents. Please call me at 764-3570 if you have any questions regarding this memo. Attachments: Staff review comments Three (3) original Drainage Analysis (please pick up at Development Services) Home of Texas A&M University ENGINEERING REVIEW COMMENTS No. 1 Project: Traditions (Dorm) Job Trailer, Shack and Parking Lot at University Lutheran Church 1. In calculating stormwater runoff, please use a minimum "time of concentration", Tc, as 10 minutes . 2. In calculating stormwater runoff, please use a "c" value more representative of the base material to be used in place of the present sod. 3. It is our understanding that the last sentence in your introduction is incorrect. This area, where the base material is being applied, will not be re-vegetated. It will be paved for the proposed Lutheran parking lot. Reviewed by: Spencer Thompson Date: 6-Jul-00 Traditions Job Trailer Site Drainage Analysis June 2000 By /hITCHELL& /fl ORGAN, LLP Engineers & Constructors 511 University Drive, Suite 204 College Station, Texas 77840 Office (979) 260-6963 Fax (979) 260-3564 REVIEWED FOR . COl\~PI IL\t\l~~ JUL 1s zoo ~ COLLEGE STATION ENGlNEERING CERTIFICATION I hereby certify that this report for the drainage design for Traditions Job Trailer Site was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof ~-''''' --~~OF .,.~\\!'. L.t..t-•••••••••• _.."1 c., •• ••• * ·· ... !$' ... *... .. . 1. .. . . .... .................................. .r:. VERONICA J. B. MORGAN ................................. Traditions Job Trailer Site Drainage Analysis June 2000 Introduction Traditions Job Trailer Site Drainage Analysis June 2000 (Revised 7110100) The Traditions Job Trailer Site is located on the southeast comer of Second Street and Louise Street in the City of College Station. This job trailer site is situated on 0.36 acres of the total 1.04 acres of Lots 11 -13, and 15, of Block 5 of University Lutheran Church property. These improvements are temporary in nature and will exist only during the construction of the Traditions Dormitory currently being constructed between Second and Boyett Streets just north of Church A venue. Upon completion of the dormitory, this site will be cleared and paved for the proposed University Lutheran Church parking lot. History The subject site was originally a grassed lawn area adjacent to the University Lutheran Student Center. The property owner has allowed C.D. Henderson, the general contractor for the Traditions Dormitory, to locate their job trailer site on this area during the construction of the dormitory. C.D. Henderson, in an effort to provide a site that would withstand the traffic in and out of the job trailers and to provide off-street parking for their employees, removed the top 6-inches of top soil and replaced them with 6-inches of limestone rock base material. This has provided a site that can handle the traffic loading and will keep mud and silt off the adjacent streets. However, it changed the site from a pervious area to an impervious area. This change in "c" value for the 0.36 acres is what has prompted the need for this drainage analysis. Purpose This report was generated for C. D. Henderson, the general contractor of the Traditions Dormitory project. It includes the pre-development and post-development analysis of the site and the effects of the development on the downstream system. The design has been developed to direct the majority of the runoff from the site toward the intersection of Second and Louise Streets. This post-development flow is designed so as not to exceed the flow that reached this intersection prior to this development. The flows from the 5-through the 100-year events are shown below in Table 1. Storm Event 5-year 10-year 25-year 50-year 100-year Table 1 Pre-developed Discharge 3.7 cfs 4.1 cfs 4.7 cfs 5.4 cfs 6.0 cfs 1 Post-developed Discharge 3.7 cfs 4.1 cfs 4.7 cfs 5.3 cfs 5.9 cfs Traditions Job Trailer Site Drainage Analysis June 2000 Drainage Basin The pre-and post-development drainage areas are shown on Exhibit 1. As seen on the Exhibit, the overall area did not change. The addition of the hard-pack surface for the job trailers and worker parking area did change the topography slightly , but the overall drainage pattern of the site did not change. The pre-and post-development 1.04 acre area drains west towards the intersection of Louise and Second Street. This is the original discharge point for the site and will remain the discharge point after the detention pond construction. Drainage Analysis The drainage analysis was completed using the Rational Formula to compute runoff from the site. Exhibit B-1 shows the pre-and post-development runoff rates for the 5-yr through 100-yr storm events. Exhibits C-1 through C-5 show the routing of these flows through the detention pond. The outlet that is modeled in the pond is a 3.5-ft wide opening in the berm that serves as a weir. Because this detention pond is temporary in nature , the berm will be constructed of compacted limestone base material and will be 1.0 feet in height. The weir will be an opening in the berm. As seen on Table 1 and Exhibits C-1 through C-5 , the post-development flow from the site is less than the pre-development flow. Both stage-storage and stage-discharge curves are shown as Exhibits D-1 and D-2. These graphs show the pond elevations and equivalent storage from 349 feet to 350 feet as well as the discharge relationship to the water surface elevation in the pond. The pond is an earthen bottom pond with a berm with 1: 1 side slopes. Due to the use of crushed limestone as the berm material, the use of 1: 1 side slopes will be permissible. The highest water surface elevation attained in the pond is during the 100-year event and is 349.66 feet , leaving 0.34 feet offreeboard on the pond. The top of the berm will act as an overflow weir, which will be effective for flows from storms greater than the 100-year event. Conclusion The analysis shows that the detention pond performs well. The maximum water surface elevation attained is well within ordinance requirements for required freeboard , and it reduces the flow from the site to comply with the City of College Station Drainage Ordinance. 2 Traditions Job Trailer Site Drainage Analysis June 2000 <( c 3: 3: 3: 3: w <( w ..J 0 0 0:: w ll. <( I-<( ..J ..J gJ: 0 <( 0:: o<t j:: z 0 LL J: LL ..J w <( z w cl-c ..J LL I-LL ..J ..J w :E ..J z (!) z ..J 0:: (!) 0:: ..J (!) ..J w 0:: w ~ <( g w 5 ffi 5~ wZ w<t ~ Gj <( > t:~ I-LL z 0 c ,,, <( 0:: ..J 0:: I-~ 0 w I- I-z 0:: ll. w w :::::> :::::> :::::> > > (!) (!) c 0 0 NO. AC. 0.4 0.55 0.8 ft. ft. ft. ft. DA 1Pre 1.04 0.88 0 .00 0.16 0.48 230.0 2.0 1.0 1.0 DA1Post 1.04 0.53 0 .00 0.5 1 0.62 146.0 1.3 198 .0 2 .5 EXHI BITB-1 ~ u u 0 I-I- II) 0 0 u w !!? a :!: ia ,,, ..J w 0 :::::> > ft/s min min In/Hr cfs In/Hr 0 .7 5.8 10.0 7.7 3.7 8.6 1.1 5.2 10.0 7.7 4 .8 8.6 3 0 II) T" ~ a cf s In/Hr 4 .1 9 .9 5.4 9 .9 II) 0 0 0 0 0 N !!? II) 0 T" a a :!: a cf s In/Hr cfs In/Hr cfs 4 .7 11.1 5.4 12 .5 6 .0 6 .1 11 .1 6 .9 12 .5 7.8 Traditions J ob Trailer S ite Drain age A nalysis June 2000 EXHIBITC-1 Modified Puls Reservoir Routing Computations Event = 5 yr Max Elevation Area = 2 Max Outflow Qp = 4 .8 cfs Tc= 10.0 min ~t = 1 min Time Inflow 11 +Ii 2S1 I ~t-01 2S2 IM+ 0 2 (min) (cfs) (cfs) (cfs) (cfs) 0 0.0 0.5 0 0 I 0.5 1.4 0 .2 7 0.48 2 1.0 2.4 0.98 1.70 3 1.4 3.3 2.14 3.37 4 1.9 4.3 3.60 5.48 5 2.4 5.2 5.37 7.89 6 2.9 6.2 7.43 10 .62 7 3.3 7.2 9.76 13.63 8 3 .8 8.1 12.35 16 .92 9 4.3 9.1 15.13 20.46 10 4.8 9.3 18 .15 24 .19 11 4.5 8.8 20.80 27.45 12 4.3 8.3 22 .56 29.62 13 4.1 7.9 23.60 30.91 14 3.8 7.4 24 .05 31.47 15 3.6 6 .9 24.04 31.45 16 3.3 6.4 23.64 30.95 17 3.1 6.0 22 .92 30.07 18 2.9 5.5 21.96 28.89 19 2 .6 5.0 20.79 27.45 20 2.4 4.5 19.46 25.80 21 2.1 4.1 17 .99 23.99 22 1.9 3.6 16.42 22.05 23 1.7 3.1 14.76 19 .99 24 1.4 2.6 13.09 17.86 25 1.2 2.1 11.40 15.71 26 1.0 1.7 9.70 13.55 27 0 .7 1.2 8.00 11.37 28 0.5 0.7 6.35 9 .19 29 0 .2 0.2 4.76 7.06 30 0.0 0.0 3.27 5.00 31 0.0 0 .0 2.07 3.27 4 349.49 ft 3 .71 cfs Outflow Pond Elevation (cfs) (ft) 0.00 349 .00 0.10 349.00 0.36 349.10 0.62 349.15 0.94 349 .20 1.26 349.24 1.59 349.28 1.93 349.32 2.29 349.36 2.66 349.40 3 .02 349.43 3 .33 349.46 3 .53 349.47 3 .65 349.48 3.71 349.49 3.70 349.49 3 .66 349.48 3 .58 349.48 3.46 349.47 3.33 349.46 3.17 349.44 3.00 349.43 2.82 349.41 2.62 349.39 2.39 349.37 2.16 349 .34 1.92 349.32 1.69 349.29 1.42 349.26 1.15 349.23 0.87 349.19 0.60 349.14 Traditions Job Trailer Site Drainage Analysis June 2000 32 0.0 0 .0 33 0.0 0.0 34 0.0 0.0 35 0.0 0.0 36 0.0 0.0 37 0.0 0.0 38 0.0 0.0 39 0.0 0.0 40 0.0 0.0 EXHIBITC-1 1.24 2.07 0 .70 1.24 0.40 0 .70 0.22 0.40 0 .13 0.22 0.07 0 .13 0 .04 0.07 0.02 0.04 O.oI 0 .02 5 0.41 349 .11 0 .27 349 .00 0.15 349.00 0.09 349.00 0.05 349.00 0.03 349.00 0.02 349.00 0.01 349 .00 0.00 349 .00 Traditions Job Trailer Site Drainage Analysis June 2000 EXHIBITC-2 Modified Puls Reservoir Routing Computations Event = 10 yr Max Elevation Area = 2 Max Outflow Qp = 5.4 cfs Tc= 10.0 min At = I min Time Inflow 11 +Ii 2S 1 I At-0 1 2S2 I At + 0 2 (min) (cfs) (cfs) (cfs) (cfs) 0 0 .0 0.5 0 0 1 0 .5 1.6 0.3 0 0 .54 2 1.1 2 .7 1.13 l.91 3 1.6 3 .7 2 .44 3 .80 4 2 .1 4 .8 4.12 6 .19 5 2 .7 5.9 6.15 8.94 6 3 .2 7.0 8.52 12 .04 7 3 .7 8.0 I l.22 15.48 8 4.3 9.1 14.18 19.25 9 4.8 10.2 17.4 1 23 .28 IO 5.4 10.4 20 .91 27.58 11 5.1 9.9 23 .95 31.35 12 4.8 9.4 26 .00 33 .86 13 4.6 8.8 27.23 35.37 14 4.3 8.3 2 7 .79 36.06 15 4.0 7.8 27 .8 1 36 .09 16 3 .7 7.2 27.40 35.5 8 17 3 .5 6 .7 26 .62 34.62 18 3 .2 6 .2 25 .55 33.31 19 2.9 5.6 24.25 31.71 20 2 .7 5.1 22 .76 29 .87 21 2.4 4 .6 21.12 27.85 22 2 .1 4.0 19.35 25 .67 23 1.9 3.5 17.49 23.37 24 1.6 2 .9 15 .54 2 0 .97 25 1.3 2.4 13.5 8 18.49 26 1.1 1.9 l l.62 15 .99 27 0 .8 l.3 9.65 13.49 28 0.5 0 .8 7 .7 1 10.99 29 0.3 0.3 5.84 8.52 30 0.0 0 .0 4 .06 6 .10 31 0.0 0 .0 2.61 4.06 6 349.53 ft 4 .14 cfs Outflow Pon d Elevation (cfs) (ft) 0 .00 349.00 0 .12 349.00 0.39 349.11 0.68 349.16 1.03 349.21 l.39 349 .26 1.76 349.30 2.13 349.34 2.54 349.3 8 2.93 349.42 3.34 349.46 3 .70 349.49 3.93 349.52 4 .07 349.53 4 .13 349.53 4 .14 349.53 4 .09 349.53 4.00 349.52 3 .88 349 .51 3 .73 349.50 3 .56 349.48 3.3 6 349.46 3.16 349.44 2 .94 349.42 2 .7 1 349.40 2.45 349.3 7 2 .19 349.35 1.92 349.32 1.64 349.29 l.34 349.25 l.02 349.21 0 .72 349.16 Traditions Job Trailer Site Drainage Analysis June2000 32 0.0 0.0 33 0.0 0.0 34 0.0 0.0 35 0.0 0.0 36 0.0 0.0 37 0.0 0.0 38 0.0 0.0 39 0.0 0.0 40 0.0 0.0 41 0.0 0.0 EXHIBITC-2 1.62 2.61 0.93 1.62 0.52 0.93 0.30 0.52 0.17 0.30 0.09 0.17 0.05 0.09 0.03 0.05 0.02 0.03 0.01 0.02 7 0.50 349.13 0.35 349.10 0.20 349.00 0.11 349.00 0.06 349.00 0.04 349.00 0.02 349.00 0.01 349.00 0.01 349.00 0.00 349.00 Traditions Job Trailer Site Drainage Analysis June 2000 EXHIBIT C-3 M od ified Puls Reservoir R outing C omputations Event = 25 yr Max Elevation Area = 2 Max Outflow Qp = 6.1 cfs T = c 10.0 min .!it = 1 min Time Inflow 11 +Ii 2S1 I ~t -01 2S2 I ~t + 0 2 (min) (cfs) (cfs) (cfs) (cfs) 0 0 .0 0 .6 0 0 l 0 .6 1.8 0.35 0 .61 2 1.2 3.1 1.32 2 .18 3 1.8 4.3 2.83 4.37 4 2.4 5.5 4.80 7.11 5 3 .1 6.7 7 .19 10.30 6 3 .7 7.9 9 .99 13.92 7 4.3 9.2 13.15 17.94 8 4.9 10.4 16.64 22.32 9 5 .5 11.6 20.46 27.03 10 6 .1 11.9 24.55 32.07 11 5 .8 11.3 28.12 36.47 12 5 .5 10.7 30.54 39.43 13 5 .2 10. l 32 .00 41 .24 14 4 .9 9.5 32.70 42.09 15 4 .6 8.9 32.76 42.17 16 4 .3 8.3 32.32 41.63 17 4 .0 7.6 31.47 40.58 18 3.7 7.0 30.27 39.11 19 3.4 6.4 28.80 37.3 0 20 3 .1 5.8 27.11 35.22 21 2 .8 5.2 25.23 32.92 22 2.4 4.6 23.2 1 30.43 23 2 .1 4.0 21.08 27.80 24 1.8 3.4 18.85 25.05 25 1.5 2 .8 16.55 22.22 26 1.2 2.1 14 .22 19.30 27 0 .9 1.5 11.91 16.36 28 0 .6 0.9 9.61 13.44 29 0.3 0.3 7.36 10.53 30 0.0 0.0 5.21 7.67 31 0 .0 0.0 3.41 5.21 8 349.57 ft 4.70 cfs Outflow Pond Elevation (cfs) (ft) 0.00 349.00 0 .13 349 .00 0.43 349.12 0.77 349 .17 1.16 349 .23 1.56 349.28 1.96 349.32 2.40 349.37 2.84 349.42 3.29 349.45 3.76 349 .50 4.17 349.53 4.45 349 .55 4.62 349.57 4.70 349.57 4.70 349.57 4.65 349.57 4.56 349.56 4.42 349.55 4.25 349.54 4 .06 349.53 3.84 349.51 3.61 349.48 3.36 349.46 3.10 349.44 2.83 349.41 2.54 349.38 2 .23 349.35 1.91 349.32 1.58 349.28 1.23 349.24 0.90 349.19 Traditions Job Trailer Site Drain age Analysis June 2 000 32 0.0 0.0 33 0.0 0.0 34 0.0 0.0 35 0.0 0.0 36 0.0 0.0 37 0.0 0.0 38 0.0 0.0 39 0.0 0.0 40 0.0 0.0 41 0.0 0.0 42 0.0 0.0 43 0.0 0.0 44 0.0 0.0 EXHIBITC-3 2.17 3.41 1.31 2.17 0.74 1.31 0.42 0.74 0.24 0.42 0.13 0.24 0.08 0.13 0.04 0.08 0.02 0.04 O.Ql 0.02 O.oI 0.01 0.00 0.01 0.00 0.00 9 0.62 349.15 0.43 349.12 0.28 349.00 0.16 349.00 0.09 349.00 0.05 349.00 0.03 349.00 0.02 349.00 0.01 349.00 0.01 349.00 0.00 349.00 0.00 349.00 0.00 349.00 Traditions Job Trailer Site Drainage Analysis June 2000 EXHI BITC-4 Modified Puls R eservoir Routing Computations Event = 50 yr Max Elevation Area = 2 Max Outflow Qp = 6 .9 cfs Tc= 10 .0 min At = 1 min Time Inflow 11 +12 2S 1 I At-0 1 2S2 I At + 0 2 (min) (cfS) (cfS) (cfS) (cfs) 0 0 .0 0 .7 0 0 1 0 .7 2 .1 0.39 0 .69 2 1.4 3.5 l.51 2.46 3 2 .1 4.8 3.24 4.97 4 2.8 6 .2 5.51 8 .08 5 3.5 7 .6 8.28 11.73 6 4 .1 9 .0 11.53 15.8 8 7 4 .8 10.4 15 .17 20.52 8 5 .5 11.7 19 .25 25.54 9 6 .2 13.1 23.67 31.00 10 6 .9 13.5 2 8 .40 36.81 11 6.6 12.8 32.52 4 1.88 12 6 .2 12.l 35.32 45.31 13 5 .9 11.4 37 .03 47.41 14 5 .5 10.7 37.86 4 8 .43 15 5 .2 10 .0 37 .97 48.57 16 4 .8 9 .3 37.50 47.99 17 4 .5 8.6 36.55 46.83 18 4 .1 7.9 35 .22 45.19 19 3 .8 7 .3 33.57 43.17 20 3 .5 6.6 31.67 40.83 21 3.1 5 .9 29.56 38.24 22 2.8 5 .2 2 7 .2 8 35.44 23 2.4 4.5 24 .87 32.47 24 2 .1 3.8 22.34 29 .36 25 1.7 3.1 19.74 26 .15 26 1.4 2.4 17 .0 7 22.85 27 1.0 1.7 14.36 19.49 28 0 .7 1.0 11.70 16.09 29 0.3 0.3 9.06 12.73 30 0 .0 0.0 6.51 9.41 31 0 .0 0.0 4.36 6.51 10 349.62 ft 5.30 cfS Outflow Pond Elevation (cfS) (ft) 0 .00 349.00 0.15 349.00 0.4 8 349 .12 0.86 349 .19 l.28 349 .24 l.73 349.30 2 .17 349.35 2.67 349.40 3 .15 349.44 3.66 349.4 8 4.20 349 .54 4.68 349.57 5.00 349.59 5 .19 349.61 5.29 349 .62 5.3 0 349.62 5 .25 349.61 5.14 349.61 4.99 349.59 4 .80 349 .58 4 .5 8 349.56 4.34 349 .55 4.08 349.53 3 .80 349 .51 3.5 1 349.47 3.20 349.45 2.89 349.42 2.56 349.3 8 2.20 349.35 l.84 349.31 l.45 349 .27 l.08 349.22 Traditions Job Trailer S ite Drainage A nalysis J u ne2000 EXHIBJTC-4 32 0.0 0.0 2 .82 4.36 33 0.0 0.0 1.76 2 .82 34 0.0 0.0 1.02 1.76 35 0.0 0.0 0 .58 1.02 36 0.0 0 .0 0.33 0 .58 37 0.0 0.0 0.19 0.33 38 0.0 0.0 0.11 0 .19 39 0 .0 0.0 0 .06 0.11 40 0.0 0.0 0.03 0.06 41 0 .0 0 .0 0.02 0.03 42 0.0 0.0 0.01 0.02 11 0.77 349.17 0.53 349.13 0.37 349.11 0.22 349.00 0.13 349 .00 0.07 349.00 0.04 349.00 0 .02 349.00 0.01 349.00 0 .01 349.00 0.00 349.00 Traditions Job Trailer Site Drainage Analysis June 2000 EXHIBITC-5 Modified Puls Reservoir Routing Computations Event = 100 yr Max Elevation Area = 2 Max Outflow Qp= 7.8 cfs Tc= 10.0 mm .M = 1 min Time Inflow 11 +12 2S 1 I At-01 2S2 I At + 0 2 (min) (cfs) (cfs) (cfs) (cfs) 0 0.0 0.8 0 0 1 0 .8 2.3 0.44 0.78 2 1.6 3.9 1.72 2.77 3 2.3 5.4 3.69 5.61 4 3 .1 7.0 6.30 9.13 5 3 .9 8.5 9.50 13.29 6 4 .7 10.l 13.23 18.04 7 5.4 11.6 17.45 23.32 8 6 .2 13.2 22.14 29.10 9 7.0 14.8 27 .20 35.34 10 7 .8 15.l 32 .59 41.96 11 7.4 14.4 37 .29 47.73 12 7 .0 13.6 40.48 51.66 13 6.6 12.8 42.45 54 .07 14 6 .2 12 .0 43.41 55.26 15 5 .8 11.3 43 .57 55.45 16 5.4 10.5 43.06 54 .83 17 5.0 9.7 42.02 53 .55 18 4.7 8.9 40 .54 51.73 19 4.3 8.2 38 .70 49.47 20 3.9 7.4 36 .57 46 .86 21 3.5 6 .6 34 .21 43 .95 22 3.1 5 .8 31.66 40.81 23 2.7 5.0 28 .95 37.48 24 2.3 4.3 26.11 34 .00 25 1.9 3 .5 23 .17 30.38 26 1.6 2 .7 20 .16 26 .67 27 1.2 1.9 17 .09 22 .88 28 0 .8 1.2 14 .01 19 .03 29 0.4 0.4 10 .98 15 .17 30 0.0 0.0 8.00 11.37 31 0.0 0.0 5.45 8.00 32 0.0 0 .0 3 .58 5.45 33 0.0 0 .0 2 .28 3 .58 12 349.66 ft 5 .94 cfs Outflow Pond Elevation (cfs) (ft) 0 .00 349.00 0 .17 349 .00 0.52 349.13 0.96 349 .20 1.41 349.26 1.90 349 .32 2.41 349 .37 2.94 349.42 3.48 349.47 4.07 349.53 4 .68 349 .57 5 .22 349.61 5 .59 349.64 5 .81 349 .65 5.92 349.66 5 .94 349.66 5.88 349 .66 5 .76 349.65 5 .59 349.64 5.38 349.62 5 .14 349.61 4 .87 349 .59 4.58 349.56 4.27 349.54 3 .94 349.52 3 .60 349.48 3 .25 349.45 2 .89 349.42 2.51 349.38 2 .10 349.34 1.68 349.29 1.27 349.24 0.94 349.20 0.65 349.15 Traditions Job Trailer Site Drainage Analysis June 2000 34 0.0 0.0 35 0 .0 0 .0 36 0 .0 0 .0 37 0 .0 0 .0 38 0 .0 0 .0 39 0.0 0 .0 40 0 .0 0 .0 41 0.0 0.0 42 0 .0 0 .0 43 0 .0 0.0 EXHIBITC-5 1.39 2 .28 0 .78 1.39 0.44 0 .78 0 .25 0.44 0.14 0.25 0 .08 0 .14 0.05 0.08 0.03 0.05 0 .01 0 .03 0.01 0 .01 13 0.45 349 .12 0 .3 0 349.00 0 .17 349.00 0.10 349.00 0.05 349.00 0 .03 349 .00 0 .02 349 .00 0 .01 349 .00 0 .01 349.00 0 .00 349.00 Traditions Job Trailer Site Drainage Analysis June 2000 0 .16 0 .14 0.12 0 .1 I 8, 0 .08 ~ s "' 0 .06 0 .04 0.02 0 349 .0 349 .1 349 .2 ~~ ~ EXHIBITD-1 Traditions Job Trailer Site Stage vs. Storage Curve -----~ ~ ~ ~ 349 .3 349.4 349 .5 Stage (ft) 349 .6 349 .7 14 ----~· - 349 .8 349 .9 350 .0 Traditions Job Trailer Site Drainage Analysis June 2000 35 30 25 10 5 0 349 .00 349.10 349.20 EXHIBITD-2 Traditions Job Trailer Site Stage vs. Discharge Curve ~ ..... o --------___.-- ~ ~ ~ 349 .30 349.40 349.50 Stage (ft) 15 349.60 349 .70 349.80 349.90 350 .00 Traditions Job Trailer Site Drainage Analysis June 2000