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HomeMy WebLinkAbout61 Untitled Big Blue Folder- DRAINAGE COMPUTATIONS For The Heritage At Dartmouth Apartment Complex College Station, Brazos County, Texas * * * Supplement * * * .!:Jr 10 /t:1r 4orf Prepared for Mr. Emmanuel Glockzin 4500 Carter Creek Parkway Bryan , Texas 77802 Telephone : (409) 846-8878 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone : (409) 846-2688 *Revised December, 1998 * REVIEWED FOR COf\APLf ANCE JAN 0 5 1999 Lv ..... 1...i..:.'"""c v. /"\ 1 ION ENGJNEERI G ¥-r Garnsrt Ensjneering ~ 4444 Cart.tr' Cnusi< Partrway Suite 1oa · &yan, Taxu 77802 M T~te>ne: (409) 646-2606 · Fa;x: (40Q) (;4()..J.09-4 ~ Pa;ge 1 I il • - • Supplement to Drainage Computations for Heritage At Dartmouth College Station, Brazos County, Texas * December, 1998 * This supplement is provided to address items 1-5 associated with City of College of College Station staff review of the original drainage report as submitted 10/12/98 with staff review date of 11/18/98 . A tabulation of staff comments is reproduced as follows : 1. Please reference velocities at discharge from pond # 1 & pond #2 and ability to meet drainage ordinance with these velocities . 2. Address how these ponds will "work" with the existing pond -assure in the report that you will not adversely impact the large outlet. 3. Please address maintenance of these pond -who will do it and to what level (for example: frequency of mowing). 4 . Please add the certification (see drainage ·ordinance wording) to the report . 5 . Discuss the emergency spillway in the report & in the design (per drainage ordinance). Item No. 1 Item No .I as depicted above is address in Appendix "A" as attached herewith. A tabulation of the discharge velocities for each simulation (2 , 5, 10, 25 , 50 and 100-year storm events) for each of the two (2) ponds is presented. These tabulations take into account the physical characteristics of the outlet structures (diameter, roughness coefficient, slope, headwater and tailwater depths). Velocities associated with specific headwater depths may be determined by noting the desired depth on the Inflow I Outflow simulation and locating said depth on tabulation of outlet velocities (Appendix "A" either Pond No.1 or Pond No.2) and reading the velocity immediately to the right of same depth . As can be seen (From Appendix "A" -Detention Pond No . 1) the headwater depth ranges from 0 feet to 4 .5 feet with associated velocities ranging from 0 feet per second to 9.53 feet per second . Detention Pond No . 1 was designed to facilitate up to and including the 100-year storm event with the design maximum headwater depth of 4 .29 feet (elevation 272 .79), the velocity corresponding to this depth is 9.27 feet per second. The outlet pipe (18" RC.P.) discharges directly onto concrete rubble rip-rap which currently existing within the receiving channel, however do to the relatively high discharge velocity a splash wall will be incorporated into the downstream headwall design which will dissipate the energy possessed by the discharge from Detention Pond No. 1 and thus reduce the outlet velocity. It may be noted (From Appendix "A" -Detention Pond No . 2) that the headwater depth ranges from 0 feet to 6 .75 feet with associated velocities ranging from 0 feet per second to 11 .68 feet per second. Detention Pond No . 2 was designed to facilitate up to and including the 100-year storm event with the design maximum headwater depth of 6 . 75 feet (elevation 272 .25), the velocity corresponding to this depth is 11.68 feet per second. The outlet pipe (15" RC.P.) discharges directly onto the main detention facility • . ' ... located on the receiving channel, therefore, due do to the relatively high discharge velocity a splash wall will be incorporated into the downstream headwall design which will dissipate the energy possessed by the discharge from Detention Pond No . 2 and thus reduce the outlet velocity. Item No. 2 Detention Ponds No. 1 and No . 2 will work directly with the main detention pond (located on the receiving channel) in producing additional storage capacity to the main detention facility (approximately 50,210 cubic feet additional). This additional storage volume will tend to lower the design depths within the main detention facility while providing an additional safety factor to the "system" in regards to the downstream properties. Please note that the reason for constructing Detention Pond No. I and Detention Pond No.2 was project timing. The main detention facility located on the receiving channel was designed to facilitate additional run-off generated by the construction of the proposed Heritage At Dartmouth Apartment Complex, however the main facility was not "accepted" by the City at the time of the original drainage report submittal for Heritage At Dartmouth, therefore the owner chose to construct same Ponds No. I and No. 2 in his design. This "over design" of the detention facilities will allow for upstream properties to develop without detention provided supporting documentation is presented to the City to substantiate same. Item No. 3 The maintenance responsibility of Detention Pond No. I and Detention Pond No . 2 will remain with the owner of the Heritage At Dartmouth Apartment Complex. Maintenance (structural) will be performed by the owner at such time as it becomes necessary to insure the integrity of the facility . Mowing of same ponds will be performed along with nomlal mowing activities consistent with the rest of the apartment complex. Item No. 4 The certification requested is presented as Page 2 of this supplement to the original drainage report . Item No. 5 Both detention ponds (No. 1 and No .2) were designed to facilitate the 100-year storm event will providing adequate free-board Emergency over-flow spillways will be added to each pond, centered on the outlet control downstream headwall structures respectively . The over-flow spillways will be "v" shaped with a maximum depth of six inches (6") and a width of ten feet (IO'). I8" toewalls will be located around the perimeter of the over-flow spillway to protect against undermining. (See detail of over-flow spillway in Appendix "B"). • . ' ' .. •' " . ; '• Appendix "A" Velocities For Inflow I Outflow Simulations fo r the 2, 5, 10, 25, 50, and 1 00-year storm even ts Ponds I & 2 • Detention Pond # 1 Velocities For Inflow I Outflow Simulations for the 2, 5, 10, 25, 50, and JOO -year storm events ·~ . I Range Data: Minimum Allowable HW Elev< 268.50 HW Elev (ft) --268.50 268.51 268.52 268.53 268.54 268.55 268.56 268.57 268.58 268.59 268.60 268.61 268.62 268.63 268.64 268.65 268.66 268.67 268.68 268.69 268.70 268.71 268.72 268.73 268.74 268.75 268.76 268.77 268.78 268.79 268.80 268.81 268.82 268.83 268.84 268.85 268.86 268.87 268.88 268.89 268.90 268.91 268.92 268.93 268.94 268.95 268.96 268.97 On V (ft/s) 0.00 1.03 1.13 1.19 1.27 1.36 1.44 1.52 1.62 1.67 1.74 1.81 1.88 1.94 2.00 2.07 2.13 2.19 2.24 2.30 2.36 2.41 2.47 2.53 2.58 2.63 2.68 2.73 2.77 2.83 2.88 2.92 2.97 3.02 3.06 3.11 3.15 3.19 3.24 3.28 3.32 3.36 3.40 Rating Table Report Detention Pond N0.1 -Outlet Velocities Maximum 273.00 Increment O.D1 ft V~,..,e--s f.J.c:>T ~A.e.t-6'" ~ o'-o.t?o ~ ,,. HW Elev (ft) 268.98 268.99 269.00 269.01 269.02 269.03 269.04 269.05 269.06 269.07 269.08 269.09 269.10 269.11 269.12 269.13 269.14 269.15 269.16 ~-~ I 269.17 269.18 269.19 269.20 269.21 269.22 269.23 269.24 269.25 269.26 269.27 269.28 269.29 269.30 269.31 269.32 269.33 269.34 269.35 269.36 269.37 269.38 269.39 269.40 269.41 269.42 269.43 269.44 269.45 269.46 269.47 269.48 269.49 • Dn V (ft/s) 3.45 3.49 3.53 3.56 3.60 3.64 3.69 3.72 3.76 3.80 3.83 3.87 3.91 3.94 3.98 4.01 4.05 4.08 4.11 4.15 4.18 4.22 4.25 4.28 4.31 4.35 4.38 4.41 4.44 4.47 4.50 4.53 4.56 4.59 4.62 4.65 4.68 4.71 4.74 4.77 4.79 4.82 4.85 4.88 4.91 4.93 4.96 4.99 5.01 5.04 5.06 5.09 Rating Table Report Detention Pond N0.1 -Outlet Velocities .. H W Elev (ft) 269.50 269.51 269.52 269.53 269.54 269.55 269.56 269 .57 269.58 269.59 269.60 269.61 269.62 269.63 269.64 269.65 269.66 269.67 269.68 269.69 -~ , 269.70 269.71 269.72 269.73 269.74 269.75 269.76 269.77 269.78 269.79 269.80 269.81 269.82 269.83 269.84 269.85 269.86 269.87 269.88 269.89 269.90 269.91 269.92 269.93 269.94 269.95 269.96 269.97 269.98 269.99 270.00 270.01 On V (ft/s) 5 .12 5 .14 5.17 5 .19 5 .22 5.24 5.26 5.29 5 .31 5.34 5 .36 5 .38 5.41 5.43 5 .45 5 .47 5 .50 5 .52 5.54 5 .56 5 .58 5 .61 5 .63 5 .65 5 .67 5 .69 5.71 5 .73 5 .74 5 .76 5 .78 5 .80 5 .82 5 .84 5.86 5 .88 5 .89 5 .91 5 .93 5 .95 5.96 5 .98 6 .00 6.01 6 .03 6 .05 6 .06 6.08 6.10 6 .11 6 .13 6 .14 Rating Table Report Detention Pond N0.1 -Outlet Velocities HW Elev (ft) 270.02 270.03 270.04 270.05 270.06 270.07 270.08 270.09 270.10 270.11 270.12 270.13 270.14 270.15 270.16 270.17 270.18 270.19 270.20 ~ 270.21 1 270.22 270.23 270.24 270.25 270.26 270.27 270.28 270.29 270.30 270.31 270.32 270.33 270.34 270.35 270.36 270.37 270.38 270.39 270.40 270.41 270.42 270.43 270.44 270.45 270.46 270.47 270.48 270.49 270.50 270.51 270.52 270.53 • On V (ft/s) 6 .16 6 .18 6 .19 6.21 6 .22 6.24 6.25 6 .27 6 .28 6 .30 6 .31 6.32 6 .34 6 .35 6 .36 6 .38 6 .39 6.41 6.42 6.43 6 .45 6.46 6.47 6 .48 6 .50 6 .51 6 .52 6.53 6 .55 6.56 6 .57 6 .58 6 .59 6 .60 6 .62 6 .63 6 .64 6.65 6 .66 6 .67 6 .68 6 .69 6 .70 6 .71 6 .72 6 .73 6 .74 6 .75 6 .76 6 .77 6 .78 6 .79 Rating Table Report Detention Pond N0.1 -Outlet Velociti es HW Elev (ft) 270.54 270.55 270.56 270.57 270.58 270.59 270.60 270.61 270.62 270.63 270.64 270.65 270.66 270.67 270.68 270.69 270.70 270.71 270.72 -~ I 270.73 ., 270.74 270.75 270.76 270.77 270.78 270.79 270.80 270.81 270.82 270.83 270.84 270.85 270.86 270.87 270.88 270.89 270.90 270.91 270.92 270.93 270.94 270.95 270.96 270.97 270.98 270.99 271.00 271.01 271.02 271.03 271.04 271.05 • Dn V (ft/s) 6.79 6.80 6.81 6.82 6.82 6.83 6.83 6.84 6.84 6.84 6.85 6.85 6.86 6.86 6.86 6.87 6.87 6.87 6.88 6.88 6.88 6.89 6.89 6.89 6.89 6.90 6.90 6.90 6.90 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.92 6.92 6.92 6.92 6.92 6.92 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.90 6.91 Rating Table Report Detention Pond N0.1 -Outlet Velocities .. HW Elev (ft) 271 .06 271 .07 271 .08 271 .09 271.10 271 .11 271.12 271 .13 271 .14 271 .15 271 .16 271.17 271 .18 271.19 271 .20 271 .21 271 .22 271 .23 271 .24 271.25 ..... 271 .26 271 .27 271 .28 271.29 271.30 271 .31 271.32 271 .33 271.34 271 .35 £71.36 271 .37 271 .38 271 .39 271.40 271.41 271.42 271 .43 271.44 271 .45 271.46 271 .47 271.48 271.49 271.50 271 .51 271.52 271 .53 271 .54 271.55 271 .56 271 .57 • Dn V (ft/s) 6 .92 6 .94 6 .95 6 .97 6 .98 6 .99 7 .01 7 .02 7 .04 7 .05 7 .07 7.08 7 .09 7 .11 7 .12 7 .14 7 .15 7 .17 7 .18 7 .19 7 .21 7.22 7 .24 7 .25 7 .26 7 .28 7 .29 7 .31 7 .32 7.34 7 .35 7 .36 7 .38 7 .39 7.41 7 .42 7.43 7.45 7.46 7.48 7 .49 7 .50 7 .52 7 .53 7 .55 7 .56 7 .57 7.59 7.60 7 .62 7 .63 7 .64 Rating Table Report Detention Pond N0.1 -Ou~let Velocities HW El ev (ft) 272.10 272.11 272.12 272.13 272.14 272.15 272.16 272.17 272.18 272.19 272.20 272.21 272.22 272.23 272.24 272.25 272.26 272.27 272.28 272.29 >~ 272.30 ., 272.31 272.32 272.33 272.34 272.35 272.36 272.37 272.38 272.39 272.40 272.41 272.42 272.43 272.44 272.45 272.46 272.47 272.48 272.49 272.50 272.51 272.52 272.53 272.54 272.55 272.56 272.57 272.58 272.59 272.60 272.61 On V (ft/s) 8 .37 8 .38 8 .39 8 .41 8.42 8.43 8 .45 8.46 8.47 8.49 8 .50 8 .51 8 .53 8.54 8 .55 8 .57 8.58 8 .59 8.60 8 .62 8 .63 8 .65 8 .66 8 .67 8 .68 8 .70 8.71 8 .72 8 .74 8.75 8 .76 8.78 8 .79 8 .80 8.82 8 .83 8.84 8 .85 8 .87 8 .88 8 .89 8 .91 8 .92 8 .93 8 .95 8.96 8 .97 8 .98 9 .00 9 .01 9 .02 9 .04 Rating Table Report Detention Pond N0.1 -Outlet Velocities .. HW Elev (ft) 271 .58 271 .59 271 .60 271 .61 271 .62 271 .63 271 .64 271 .65 271.66 271 .67 271.68 271 .69 271 .70 271.71 271 .72 271 .73 271 .74 271 .75 271 .76 271 .77 :~ ~ 271 .78 271 .79 271 .80 271.81 271 .82 271 .83 271 .84 271 .85 271 .86 271 .87 271.88 271 .89 271.90 271 .91 271 .92 271 .93 271 .94 271 .95 271 .96 271.97 271.98 271 .99 272.00 272.01 272.02 272.03 272.04 272.05 272.06 272.07 272.08 272.09 O n V (ftls) 7 .66 7 .67 7.68 7 .70 7 .71 7 .73 7 .74 7 .75 7.77 7 .78 7 .80 7 .81 7 .82 7.84 7.85 7 .86 7 .88 7 .89 7 .91 7 .92 7 .93 7.95 7 .96 7 .97 7 .99 8 .00 8 .01 8 .03 8 .04 8.06 8 .07 8.08 8 .10 8 .11 8 .12 8 .14 8 .15 8 .16 8 .18 8 .19 8 .20 8 .22 8 .23 8 .25 8 .26 8 .27 8 .29 8 .30 8 .31 8 .33 8 .34 8 .35 Rating Table Report D etention Pond N0.1 -Outlet Veloc iti es HW Elev (ft) 272.62 272.63 272.64 272.65 272.66 272.67 272.68 272.69 272.70 272.71 272.72 272.73 272.74 272.75 272.76 272.77 272.78 272.79 272.80 272.81 272.82 272.83 272.84 272.85 272.86 272.87 272.88 272.89 272.90 272.91 272.92 272.93 272.94 272.95 272.96 272.97 272.98 272.99 273.00 • On V (ft/s) 9 .05 9 .06 9 .07 9 .09 9 .10 9 .11 9 .13 9 .14 9 .15 9 .16 9 .18 9 .19 9 .20 9 .22 9.23 9 .24 9 .25 9 .27 9 .28 9.29 9 .30 9 .32 9 .33 9 .34 9.35 9 .37 9 .38 9 .39 9.40 9 .42 9.43 9.44 9.45 9 .47 9.48 9.49 9.50 9 .52 9.53 Rating Table Report Detention Pond N0.1 -Outlet Velocities - Detention Pond # 2 Velocities For Inflow I Outflow Simulations for the 2, 5, 10, 25, 50, and JOO-year storm events c Range Data : Allow able HW Elev;; Minimum 265.50 HW Elev (ft) On V (ftls) 265.50 0 .00 -265.51 265.52 265.53 265.54 265.55 265.56 0 .90 265.57 1.00 265.58 1 .14 265 .59 1.19 265.60 1 .29 265.61 1.35 265.62 1.42 265 .63 1.47 265.64 1 .56 265.65 1.62 265 .66 1 .69 265 .67 1.75 265.68 1.81 265 .69 1.86 265.70 1 .93 265 .71 1.98 265.72 2 .03 265.73 2.09 265.74 2 .15 265 .75 2 .20 265.76 2 .25 265.77 2.30 265.78 2 .35 265.79 2.40 265.80 2.45 265.81 2.49 265.82 2 .54 265.83 2.58 265.84 2 .63 265 .85 2 .67 265.86 2 .71 265.87 2 .76 265.88 2 .80 265 .89 2 .84 265.90 2.88 265.91 2 .92 265.92 2 .96 265 .93 3 .00 265.94 3 .04 265.95 3 .08 265.96 3 .11 265 .97 3 .16 Rati ng Table Report Detention Pond N0.2 -Outlet Velocities Maximum 273.00 Increment 0 .01 ft YELo:::::. rrt e;-$ A.c(2.€ Uf..J £.EL...L~ fblZ 1)~.s: \ I f120W\ C> -c:;:>. c;; ---._ ·~ \ HW Elev (ft) 265.98 265.99 266.00 266.01 266.02 266.03 266.04 266.05 266.06 266.07 266.08 266.09 266.10 266.11 266.12 266.13 266.14 266.15 266.16 266.17 266.18 266.19 266.20 266.21 266.22 266.23 266.24 266.25 266.26 266.27 266.28 266.29 266.30 266.31 266.32 266.33 266.34 266.35 266.36 266.37 266.38 266.39 266.40 266.41 266.42 266.43 266.44 266.45 266.46 266.47 266.48 266.49 On V (ft/s) 3.19 3.23 3.26 3.30 3.33 3.37 3.41 3.44 3.47 3.50 3.54 3.57 3.60 3.63 3.66 3.70 3.73 3.76 3.79 3.82 3.85 3.88 3.91 3.94 3.96 3.99 4.02 4.05 4.08 4.10 4.13 4.16 4.18 4.21 4.23 4.26 4.28 4.31 4.33 4.35 4.38 4.40 4.43 4.45 4.47 4.50 4.52 4.54 4.56 4.59 4.61 4.63 Rating Table Report Detention Pond N0.2 -Outlet Velocities ... HW Elev (ft) 266.50 266.51 266 .52 266 .53 266.54 266.55 266.56 266.57 266.58 266.59 266.60 266.61 266.62 266.63 266.64 266.65 266.66 266.67 266.68 ~ 266.69 266.70 266.71 266.72 266.73 266.74 266.75 266.76 266.77 266.78 266.79 266.80 266.81 266.82 266.83 266.84 266.85 266.86 266.87 266.88 266.89 266.90 266.91 266.92 266.93 266.94 266.95 266.96 266.97 266.98 266.99 267.00 267.01 - On V (ft/s) 4 .65 4 .67 4 .69 4.71 4 .73 4.75 4 .77 4 .79 4 .81 4.83 4 .85 4 .87 4 .89 4 .90 4 .92 4 .94 4 .96 4 .98 4 .99 5.01 5 .03 5.04 5 .06 5 .07 5 .09 5 .11 5 .12 5.14 5.15 5.17 5 .18 5 .20 5.21 5.22 5.24 5 .25 5.26 5 .28 5 .29 5.30 5 .31 5 .33 5 .34 5 .35 5 .36 5 .37 5 .38 5 .39 5.40 5.41 5.42 5 .43 Rating Table Report Detention Pond N0.2 -Outlet Veloc iti es HW Elev (ft) 267.02 267.03 267.04 267.05 267.06 267.07 267.08 267.09 267.10 267.11 267.12 267.13 267.14 267.15 267.16 267.17 267.18 267.19 267.20 267.21 ~ I 267.22 267.23 267.24 267.25 267.26 267.27 267.28 267.29 267.30 267.31 267.32 267.33 267.34 267.35 267.36 267.37 267.38 267.39 267.40 267.41 267.42 267.43 267.44 267.45 267.46 267.47 267.48 267.49 267.50 267.51 267.52 267.53 -On V (ft/s) 5.44 5.45 5.46 5.47 5.48 5.49 5.49 5.50 5.51 5.52 5.52 5.53 5.53 5.54 5.55 5.55 5.56 5.59 5.61 5.63 5.65 5.66 5.68 5.70 5.71 5.73 5.75 5.76 5.78 5.80 5.81 5.83 5.85 5.86 5.88 5.89 5.91 5.93 5.95 5.96 5.98 5.99 6.01 6.03 6.04 6.06 6.08 6.09 6.11 6.12 6.14 6.15 Rating Table Report Detention Pond N0.2 -Outlet Velocities ,,,. HW Elev (ft) 267.54 267.55 267.56 267.57 267.58 267.59 267.60 267.61 267.62 267.63 267.64 267.65 267.66 267.67 267.68 267.69 267.70 267.71 267.72 ~-I 267.73 267.74 267.75 267.76 267.77 267.78 267.79 267.80 267.81 26-i.82 267.&3 267.84 267.85 267.86 267.87 267.88 267.89 267.90 267.91 267.92 267.93 267.94 267.95 267.96 267.97 267.98 267.99 268.00 268.01 268.02 268.03 268.04 268.05 -On V (ft/s) 6.17 6.19 6.20 6.22 6.23 6.25 6.26 6.28 6.30 6.31 6.33 6.34 6.36 6.37 6.39 6.41 6.42 6.44 6.45 6.47 6.49 6.50 6.52 6.53 6.55 6.56 6.58 6.59 6.61 6.62 6.64 6.65 6.66 6.68 6.69 6.70 6.71 6.73 6.74 6.75 6.76 6.78 6.79 6.80 6.81 6.83 6.84 6.85 6.87 6.88 6.89 6.90 Rating Table Report Detention Pond N0.2 -Outlet Velocities ... HW Elev (ft) 268.06 268.07 268.08 268.09 268.10 268.11 268.12 268.13 268.14 268.15 268.16 268.17 268.18 268.19 268.20 268.21 268.22 268.23 268.24 268.25 .......... . ,, I 268.26 268.27 268.28 268.29 268.30 268.31 268.32 268.33 268.34 268.35 268.36 268.37 268.38 268.39 268.40 268.41 268.42 268.43 268.44 268.45 268.46 268.47 268.48 268.49 268.50 268.51 268.52 268.53 268.54 268.55 268.56 268.57 -On V (ft/s) 6.92 6.93 6.94 6.95 6.97 6.98 6.99 7.01 7.02 7.03 7.04 7.06 7.07 7.08 7.10 7.11 7.12 7.13 7.15 7.16 7.17 7.19 7.20 7.21 7.22 7.24 7.25 7.26 7.28 7.29 7.30 7.32 7.33 7.34 7.35 7.37 7.38 7.39 7.40 7.42 7.43 7.44 7.45 7.47 7.48 7.49 7.51 7.52 7.53 7.54 7.56 7.57 Rating Table Report Detention Pond N0.2 -Outlet Velocities ... HW Elev (ft) 268.58 268.59 268.60 268.61 268.62 268.63 268.64 268.65 268.66 268.67 268 .68 268.69 268.70 268 .71 268.72 268.73 268 .74 268.75 268.76 268.77 268.78 .,.... ' 268.79 268.80 268.81 268.82 268 .83 268.84 268 .85 268.86 268.87 268.88 268.89 268.90 268.91 268.92 268.93 268.94 268.95 268.96 268 .97 268.98 268.99 269.00 269.01 269.0 2 269.0 3 269.04 26905 269.0 6 269.07 269.08 269.09 - Dn V (ft/s) 7 .58 7 .60 7 .61 7 .62 7 .63 7 .65 7 .66 7 .67 7 .69 7.70 7 .71 7 .72 7 .74 7 .75 7 .76 7 .78 7.79 7 .80 7 .81 7 .83 7 .84 7 .85 7 .86 7 .88 7 .89 7.90 7 .91 7 .93 7 .94 7 .95 7 .97 7 .98 7 .99 8.00 8 .02 8 .03 8 .04 8 .05 8 .0 7 8 .08 8 .09 8 .10 8 .12 8.13 8 .14 8 .15 8 .17 8.18 8 .19 8 .20 8 .22 8 .23 Rating Table Report Detention Pond N0.2 -Outlet Velocities HW Elev(ft) 269.10 269.11 269.12 269.13 269.14 269.15 269.16 269.17 269.18 269.19 269.20 269.21 269.22 269.23 269.24 269.25 269.26 269.27 269.28 I 269.29 ""'-....,, 269.30 269.31 269.32 269.33 269.34 269.35 269.36 269.37 269.38 269.39 269.40 269.41 269.42 269.43 269.44 269.45 269.46 269.47 269.48 269.49 269.50 269.51 269.52 269.53 269.54 269.55 269.56 269.57 269.58 269.59 269.60 269.61 -On V (ft/s) 8.24 8.25 8.27 8.28 8.29 8.30 8.32 8.33 8.34 8.35 8.36 8.38 8.39 8.40 8.41 8.43 8.44 8.45 8.46 8.48 8.49 8.50 8.51 8.53 8.54 8.55 8.56 8.57 8.59 8.60 8.61 8.62 8.63 8.65 8.66 8.67 8.68 8.69 8.71 8.72 8.73 8.74 8.75 8.77 8.78 8.79 8.80 8.81 8.83 8.84 8.85 8.86 Rating Table Report Detention Pond N0.2 -Outlet Velocities ... l HW Elev(ft) 269.62 269.63 269.64 269.65 269.66 269.67 269.68 269.69 269.70 269.71 269.72 269.73 269.74 269.75 269.76 269.77 269.78 269.79 269.80 269.81 269.82 269.83 269.84 ~ I 269.85 269.86 269.87 269.88 269.89 269.90 269.91 269.92 269.93 269.94 269.95 269.96 269.97 269.98 269.99 270.00 270.01 270.02 270.03 270.04 270.05 270.06 270.07 270.08 270.09 270.10 270.11 270.12 270.13 On V (ft/s) 8.87 8.89 8.90 8.91 8.92 8.93 8.95 8.96 8.97 8.98 8.99 9.01 9.02 9.03 9.04 9.05 9.06 9.08 9.09 9.10 9.11 9.12 9.14 9.15 9.16 9.17 9.18 9.19 9.21 9.22 9.23 9.24 9.25 9.26 9.28 9.29 9.30 9.31 9.32 9.33 9.34 9.36 9.37 9.38 9.39 9.40 9.41 9.42 9.44 9.45 9.46 9.47 r<aung 1 ante Report Detention Pond N0.2 -Outlet Velocities .,,. HW Elev (ft) 270.14 270.15 270.16 270.17 270.18 270.19 270.20 270.21 270.22 270.23 270.24 270.25 270.26 270.27 270.28 270.29 270.30 270.31 270.32 270.33 270.34 270.35 270.36 270.37 270.38 270.39 270.40 270.41 270.42 270.43 270.44 270.45 270.46 270.47 270.48 270.49 270.50 270.51 270.52 270.53 270.54 270.55 270.56 270.57 270.58 270.59 270.60 270.61 270.62 270.63 270.64 270.65 On V (ft/s) 9.48 9.49 9.50 9.52 9 .53 9 .54 9 .55 9 .56 9 .57 9 .58 9 .60 9 .61 9 .62 9.63 9 .64 9 .65 9 .66 9 .67 9 .69 9 .70 9 .71 9 .72 9 .73 9 .74 9 .75 9 .76 9 .78 9 .79 9 .80 9.81 9 .82 9 .83 9.84 9 .85 9 .86 9 .88 9.89 9 .90 9 .91 9 .92 9 .93 9 .94 9.95 9 .96 9.97 9 .99 10.00 10.01 10.02 10.03 10.04 10.05 Rating Table Report Detention Pond N0.2 -Outlet Velocities HW Elev (ft) 270.66 270.67 270 .68 270.69 270.70 270.71 270.72 270.73 270.74 270.75 270.76 270.77 270.78 270.79 270.80 270.81 270.82 270 .83 270.84 270.85 :, 270.86 270.87 270 .88 270.89 270.90 270.91 270.92 270.93 270 .94 270.95 270.96 270.97 270.98 270 .99 271 .00 271 .01 271 .02 271 .03 271 .04 271 .05 271.06 271 .07 271 .08 271 .09 271 .10 271 .11 271 .12 271 .13 271 .14 271 .15 271 .16 271 .17 Dn V (ft/s) 10.06 10.07 10.08 10.09 10.11 10.12 10.13 10.14 10.15 10.16 10.17 10.18 10.19 10.20 10.21 10.22 10.23 10.25 10.26 10.27 10.28 10.29 10.30 10.31 10.32 10.33 10.34 10.35 10.36 10.37 10.38 10.39 10.41 10.42 10.43 10.44 10.45 10.46 10.47 10.48 10.49 10.50 10.51 10.52 10.53 10.54 10.55 10.56 10.57 10.58 10.59 10.61 Rating Table Report Detention Pond N 0.2 -Outlet Velocities ... I I" i· ! i i· l· HW Elev (ft) 271 .18 271 .19 271 .20 271 .21 271 .22 271 .23 271 .24 271 .25 271 .26 271 .27 271 .28 271 .29 271 .30 271 .31 271 .32 271 .33 271 .34 271 .35 271 .36 ·-.. 271 .37 271 .38 271 .39 271.40 271 .41 271.42 271.43 271.44 271.45 271.46 271 .47 271.48 271.49 271 .50 271 .51 271 .52 271 .53 271.54 271 .55 271 .56 271 .57 271 .58 271 .59 271 .60 271.61 271 .62 271 .63 271 .64 271 .65 271 .66 271 .67 271 .68 271 .69 - On V (ft/s) 10.62 10.63 10.64 10.65 10.66 10.67 10.68 10.69 10.70 10.71 10.72 10.73 10.74 10.75 10.76 10.77 10.78 10.79 10.80 10.81 10.82 10.83 10.84 10.85 10.86 10.87 10.88 10.89 10.90 10.91 10.92 10.93 10.94 10.95 10.96 10.97 10.98 10.99 11 .00 11 .01 11 .02 11 .04 11 .05 11.06 11 .07 11 .08 11 .09 11.10 11 .10 11 .11 11.12 11 .13 Rating Table Report Detention Pond N0.2 -Outlet Velocities HW Elev (ft) 271 .70 271 .71 271 .72 271 .73 271 .74 271 .75 271 .76 271 .77 271 .78 271 .79 271 .80 271 .81 271 .82 271 .83 271 .84 271 .85 271 .86 271 .87 271 .88 271 .89 ""'-·~ 271 .90 271 .91 271 .92 271 .93 271 .94 271 .95 271 .96 271 .97 271 .98 271 .99 272.00 272.01 272.02 272.03 272.04 272.05 272.06 272.07 272.08 272.09 272.10 272.11 272.12 272.13 272.14 272.15 272.16 272.17 272.18 272.19 272.20 272.21 Dn V (ft/s) 11 .14 11 .15 11.16 11 .17 11 .19 11.20 11 .21 11 .22 11 .23 11.24 11 .25 11.26 11 .26 11.27 11 .28 11.29 11 .30 11 .31 11 .32 11.33 11 .34 11.35 11 .36 11.37 11 .38 11.39 11 .40 11 .41 11 .42 11.43 11.44 11.45 11.46 11.47 11.48 11 .49 11 .50 11.51 11 .52 11.53 11.54 11 .55 11 .56 11.57 11.58 11 .59 11.60 11 .61 11 .62 11 .62 11 .63 11 .64 Rating Table Report Detention Pond N0.2 -Outlet Velocities HW Elev (ft) 272.22 272.23 272.24 272.25 272.26 272.27 272.28 272.29 272.30 272.31 272.32 272.33 272.34 272.35 272.36 272.37 272.38 272.39 272.40 272.41 ........ I 272.42 . ~, 272.43 272.44 272.45 272.46 272.47 272.48 272.49 272.50 ~72.51 2"/2.52 272.53 272.54 272.55 272.56 272.57 272.58 272.59 272.60 272.61 272.62 272.63 272.64 272.65 272.66 272.67 272.68 272.69 272.70 272.71 272.72 272.73 ... Dn V (ft/s) 11.65 11.66 11.67 11.68 11.69 11.70 11.71 11.72 11.73 11.74 11.75 11.76 11.77 11.78 11.79 11.80 11.80 11.81 11.82 11.83 11.84 11.85 11.86 11.87 11.88 11.89 11.90 11.91 11.92 11.93 11.94 11.95 11.96 11.97 11.97 11.98 11.99 12.00 12.01 12.02 12.03 12.04 12.05 12.06 12.07 12.08 12.09 12.10 12.10 12.11 12.12 12.13 Rating Table Report Detention Pond N0.2 -Outlet Velocities ,. HW Elev {ft) 272.74 272.75 272.76 272.77 272.78 272.79 272.80 272.81 272.82 272.83 272.84 272.85 272.86 272.87 272.88 272.89 272.90 272.91 272.92 272.93 272.94 272.95 272.96 272.97 272.98 272.99 273.00 Dn V (ft/s) 12.14 12.15 12.16 12.17 12.18 12.19 12.20 12.21 12.22 12.22 12.23 12.24 12.25 12.26 12.27 12.28 12.29 12.30 12.31 12.32 12.32 12.33 12.34 12.35 12.36 12.37 12.38 Rating Table Report Detention Pond N0.2 -Outlet Veloc ities 1111§-/l 'I \~"'-n~~ ------- \ o' ~ML _Of? .OJ'=2---~~-gp?t~'--r..µ_A-( -. --N :l,_S-.• _ -·-· ------------- -- I{ PtC-A-"L _FQf2 _ i:DtVO -5:._ _ f\b_, _/ _ ~ _ (\)o, 'Z ------- J ···-~ I. . ) RE ' ii ::-\,\r L 1.J · · " CO\v1PL ANGE SEP O 3 1998 COLLc.ui.::. ..::> i A i .. .J N ENG\NE ER\N G DRAINAGE COMPUTATIONS for Heritage At Dartmouth Apartment Complex Lot 2, Block 1, Dartmouth Addition College Station, Brazos County, Texas Prepared for: Mr. Emmanuel Glockzin 4500 Carter Creek Parkway Bryan, Texas 77802 Prepared bv: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone : (409) 846-2688 * August, 1998* petermine t;>~st-pevelo.~ment . Peak Storm Water 'Dischar e (Nb Detention Tributary Area ("A"): 12 .95 Acres Pervious Area: 3.13 Acres C= 0.30 C= 0.90 Impervious Area : 9.82 Acres Run-Off Coefficient ("Cwt "): 0.75 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10 -Year : 8.63 Inches I Hour 25 -Year : 9.86 Inches I Hour 50-Year : 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("O"): 2-Year : 61.85 Cubic Feet I Second 5-Year : 75 .21 Cubic Feet I Second 10-Year: 84.42 Cubic Feet I Second 25-Year : 96.42 Cubic Feet I Second 50-Year: 108 .99 Cubic Feet I Second 100-Year: 113.80 Cubic Feet I Second Compari s on Of Predevelopnient And Post-develo ment P'eak Dischar 'e Rates . Predevelopment Post-Development Increase 2-Year: 24 .58 Ft3/sec 61 .85 Ft3/sec 37.28 Ft3/sec 5-Year: 29.89 Ft3/sec 75 .21 Ft3/sec 45.33 Ft3/sec 10-Year: 33 .55 Ft3/sec 84.42 Ft3/sec 50.87 Ft3/sec 25-Yea r: 38 .31 Ft3/sec 96.42 Ft3/sec 58.1 O Ft3/sec 50 -Year : 43.31 Ft3/sec 108 .99 Ft3/sec 65 .68 Ft3/sec 100-Year: 45 .22 Ft3/se c 113 .80 'Ft3/sec 68 .58 Ft3/sec Preliminary Determ~nation Of ~ 'Detention Pond Volume > ~' 2-Year: 37 .28 Ft3/sec x (30 .0 Min . x 60 Sec . I 2 ) = 33 ,548 Cubic 5-Year: 45 .33 Ft3/sec x (30 .0 Min . x 60 Sec . I 2 ) = 40 ,793 Cubic 10-Year: 50 .87 Ft3/sec x (30 .0 Min . x 60 Sec. I 2 ) = 45 ,787 Cubic 25-Year: 58 .10 Ft3/s ec x (30 .0 Min . x 60 Sec . I 2 ) = 52 ,294 Cubic 50-Year : 65.68 Ft3/sec x (30 .0 Min . x 60 Sec. I 2 ) = 59 , 114 Cubic 100-Year: 68 .58 Ft3/s ec x (30 .0 Min . x 60 Sec . I 2 ) = 61 ,720 Cubic 2 , Feet Feet Feet Feet Feet Feet Determine Total Pre;-D~velopment Peak Storm Water Dischar e Rates Tributary Area ("A"): 12.95 Acres Pervious Area: 12 .95 Acres Impervious Area : 0.00 Acres Run-Off CoeffiGient ("Cwt"): 0.30 Time Of Concentration ("Tic"): Woodlands: Low Elevation : High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vw"): Time: Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time : Pavements: Low Elevation: High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vpave "): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour 10-Year: 8.63 · Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("O"): 2-Year: 24 .58 Cubic Feet I Second 5-Year: 29 .89 Cubic Feet I Second 10-Year: 33 .55 Cubic Feet I Second 25-Year: 38 .31 Cubic Feet I Second 50-Year: 43.31 Cubic Feet I Second 100-Year: 45 .22 Cubic Feet I Second Project Lpcqtion: Drainage Computations For Heritage At Dartmouth Apartment Complex Lot 2, Block 1, Darunouth Addition College Station, Brazos County, Texas Heritage At Darunouth Apartment Complex is to be constructed within the bounds of Lot 2, Block 1, Darunouth Addition (See Appendix "A" -Project Location & Vicinity Map). Project Description: The project consists of the construction of eight (8) aparunent buildings, office/clubhouse and associated drives, walks and parking areas. The predevelopment run-off coefficient ("C") is assumed to be 0.30 (undeveloped) while the posLdevelopment weighted run-off coefficient ("C") is assumed to 0.75. The subject project is bounded by Southwest Parkway to the northwest and proposed Dartmouth Drive extension to the northeast. These two major roadways intercept storm water run-off from the northwest and northeast of the project essentially "cutting-off' all upstream tributary storm water run-off from outside the bounds of Darunouth Addition. Lots 1 & 3, Block 1 of said Darunouth Addition (4.06 acres) and Lot 1, Block One (1.00 acres) of Darunoutl1 Crossing Addition are botll tributary to tlle subject tract and are included in the drainage computations included herewith. As aforementioned tl1e subject project is to be located Lot 2, Block 1, (7.89 acres), Dartmouth Addition. The total drainage area of interest in this report is 12.95 acres which includes t11e Lots 1-3, Block 1, Darunoutl1 Addition and Lot 1 Block One, Darunouth Crossing. Storm water run-off flow paltems run in a soutllerly direction from the southwest comer of the intersection of Southwest Parkway witll tlle Dartmouth Drive Extension towards an existing creek which runs in a southeasterly direction under Southwest Parkway, between Dartmouth Addition and Ashford Square Addition which lies adjacent to and to the soutllwest of Dartmoutll Addition. A regional "stilling basin" is located in tl1e most southerly comer of Dartmouth Addition , common to both Darunoutll Addition and Ashford Square Addition. Computations associated proposed channel and "stilling basin" improvements were prepared by Kling Engineering forces. Said "stilling basin" was designed to accept and facilitate run-off from Lot 1-3, Block 1, Dartmouth Addition. Lot 1, Block One, Darunoutll Crossing was not included in t11e storage area within tile stilling basin without providing for detention within Lot 1, Block One, Darunout11 Crossing . Computations contained herein assume predevelopment conditions for all run-off entering the subject project from Lot 1, Block One, Darunout11 Cro ssi ng. Computations: Computations presented on page 1 detennine th e total predevelopment peak discharge rates for the subject tract as well as tributary areas (total 12 .95 acres). A time of concentration (T/c) of ten (10) minutes was utilized exclusively for all computations perform ed herewith . Peak discharge rates for the 2, 5, 10, 25, 50 and 100-year stonn events is tabulat ed at tll e bottom of page 1. The computations are based on the Rational Met11od (Q=cia). Page 2 of the provides computations to derive the anticipated postdevelopment peak discharge rates with Lots 1-3, Block 1, DartmouU1 Addition being fully developed (C = 0.75) and Lot 1, Block One, Dartmouth Crossing assumed to provide on-site detention to limit postdevelopment peak discharge rates to predevelopment limits. A comparison of the storm water volwnes for Pre and Postdevelopment conditions is provided as part of page 2 to allow the reviewer to assess ilie extent of the increased postdevelopment peak discharge rates as a volwne of flow (cubic feet per second) Also included on page 2 is a tabulation of U1e difference in pre and postdevelopment storm water run-off volwnes for the 2, 5, 10, 25, 50 and 100-year storm events . This tabulation is useful for preliminary sizing detention ponds, however, no detention facility will be utilized by the subject project. All run-off generated on-site and tributary to the subject tract will surface drain to the aforementioned "stilling basin". Surface Drainage: Post development stonn water run-off will be directed to the proposed drives associated with the development of Heritage At DarunouU1 Aparunent Complex . After being intercepted by same drives, stonn water run-off will be directed towards the southern side of the project where run-off will exit the subject project via curb leave-outs and enter the existing drainage channel as designed by Kling Engineering forces as previously mentioned. Said drainage channel will convey run-off to the regional "stilling basin" where U1e run-off will be metered out of same "stilling basin". • REV\EWED 0 COMPL\ANCE SEP 0 3 1998 COLLEl:it: s I A 110N - ENGINEERING DRAINAGE COMPUTATIONS for Heritage At Dartmouth Apartment Complex Lot 2, Block 1, Dartmouth Addition College Station, Brazos County, Texas Prepared for.· Mr. Emmanuel Glockzin 4500 Carter Creek Parkway Bryan, Texas 77802 Prepared bv: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) ~46-2688 * August, 1998* • Determine F,>ost-development Peak , . . Storm Water Dischar e Nb Detention) Tributary Area ("A"): 12 .95 Acres Pervious Area : 3.13 Acres C= 0.30 C= 0.90 Impervious Area : 9.82 Acres Run-Off Coefficient ("Cwt"): 0.75 Time Of Concentrat ion ("T/c"): 1 O Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 61.85 Cubic Feet I Second 5-Year: 75 .21 Cubic Feet I Second 10-Year: 84.42 Cubic Feet I Second 25-Year: 96.42 Cubic Feet I Second 50-Year: 108.99 Cubic Feet I Second 100-Year: 113.80 Cubic Feet I Second Comparis~n Of Predevelopment And Post-development Peak Dischar e Rates Predevelopment Post-Development Increase 2-Year: 24.58 Ft3/sec 61 .85 Ft3/sec 37 .28 Ft3/sec 5-Year: 29.89 Ft3/sec 75 .21 Ft3/sec 45 .33 Ft3/sec 10-Year: 33.55 Ft3/sec 84.42 Ft3/sec 50 .87 Ft3/sec 25-Year: 38.31 Ft3/sec 96.42 Ft3/sec 58 .1 O Ft3/sec 50-Year: 43 .31 Ft3/sec 108.99 Ft3/sec 65 .68 Ft3/sec 100-Year: 45 .22 Ft3/sec 113.80 Ft3/sec 68 .58 Ft3/sec Preliminary petermination Of ,, Detention Pond Volume 2-Year: 37.28 Ft3/sec x (30 .0 Min . x 60 Sec. I 2 ) = 33 ,548 Cubic 5-Year: 45 .33 Ft3/sec x (30 .0 Min . x 60 Sec. I 2 ) = 40,793 Cubic 10-Year: 50 .87 Ft3/sec x (30 .0 Min. x 60 Sec. I 2 ) = 45 ,787 Cubic 25-Year: 58.10 Ft3/sec x (30 .0 Min . x 60 Sec . I 2 ) = 52 ,294 Cubic 50-Year: 65.68 Ft3/sec x (30 .0 Min . x 60 Sec . I 2 ) = 59 ,114 Cubic 100-Year: 68 .58 Ft3/sec x (30.0 Min. x 60 Sec . I 2 ) = 61 ,720 Cubic 2 Feet Feet Feet Feet Feet Feet • Determine 'total P~e~Devel9pment Peak Storm Water Dischar e Rates Tributary Area ("A"): 12 .95 Acres Pervious Area : 12 .95 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("Tic "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation: High Elevation: Distance (Feet): Slope (%Grade): Velocity ("Vp"): Ti me : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vpave "): Time : Total Travel Time: Hourly In tensity Rat es ("I"): 2-Year: 6.33 5-Year : 7.69 C= 0.30 C= 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour 10-Year: 8.63 · Inches I Hour 25-Year: 9.86 Inches I Hour 50 -Year : 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("O"): 2-Year: 24 .58 Cubic Feet I Second 5-Year: 29 .89 Cubic Feet I Second 10-Year: 33 .55 Cubic Feet I Second 25-Year: 38 .31 Cubic Feet I Second SO-Year : 43 .31 Cubic Feet I Second 100 -Ye ar: 45 .22 Cubic Feet I Second • Project Lpcation: Drainage Computations For He1itage At Dartmouth Apartment Complex Lot 2, Block 1, Darnnouth Addition College Station, Brazos County, Texas Heritage At Darnnouth Apartment Complex is to be constructed within the bounds of Lot 2, Block 1, Darnnouth Addition (See Appendix "A" -Project Location & Vicinity Map). Project Description: The project consists of the construction of eight (8) apartment buildings, office/clubhouse and associated drives, walks and parking areas. The predevelopment run-off coefficient ("C") is assumed to be 0.30 (undeveloped) while the postdevelopment weighted run-off coefficient ("C") is assumed to 0.75. The subject project is bounded by SouU1west Parkway to the northwest and proposed Dartmouth Drive extension to the northeast. These two major roadways intercept storm water run-off from the northwest and northeast of the proj ect essentially "cutting-off' all upstream tributary storm water run-off from outside the bounds of Dartmouth Addition . Lots 1 & 3, Block 1 of said Dartmoutil Addition (4.06 acres) and Lot 1, Block One (1.00 acres) of Dartmouth Crossing Addition are boUl tributary to tile subject tract and are included in the drainage computations included herewitil. As aforementioned tile subj ect project is to be located Lot 2, Block 1, (7 .89 acres), Darunouth Addition. The total drainage area of interest in this report is 12.95 acres which includes the Lots 1-3, Block 1, DartmouU1 Addition and Lot 1 Block One, Darnnouth Crossing. Storm water run-off flow patterns run in a soutilerly direction from the southwest corner of the intersection of SouUlwest Parkway witil tile Darunouth Drive Extension towards an existing creek which runs in a souilieasterly direction under SouU1west Parkway, between Darr.nouth Addition and Ashford Square Addition which lies adjacent to and to tile soutilwest of Darnnouth Addition. A regional "stilling basin" is located in tile most so uili erly comer of Dartmouth Addition , common to boili Darunoutil Addition and Ashford Square Addition. Computations associated proposed channel and "stilling basin" improvements were prepared by Kling Engineering forces. Said "stilling basin" was designed to accept and facilitate run-off from Lot 1-3, Block 1, Darunouth Addition. Lot 1, Block One, Dartmoutil Crossing was not included in U1e storage area within tile stilling basin without providing for detention witilin Lot 1, Block One, DartmouU1 Crossing . Computations co ntained herein assume predevelopment conditions for all run-off entering the subject project from Lot 1, Block One, DarunouU1 Crossing. Computations.· Computations presented on page 1 dctennine U1e total predevelopment peak discharge rates for the subject tract as well as tributary areas (total 12.95 acres). A time of concentration (Tic) of ten (10) minutes was utilized exclusively for all comp ut ations performed herewitil. Peak discharge rates for the 2, 5, 10, 25, 50 and 100-year stonn events is tabulated at U1e bottom of page 1. The comp utations are based on the Rational Method (Q=cia) . • Page 2 of the provides computations to derive the anticipated postdevelopment peak discharge rates with Lots 1-3, Block 1, DartmouU1 Addition being fully developed (C = 0.75) and Lot 1, Block One, Dartmouth Crossing assumed to provide on-site detention to limit postdevelopment peak discharge rates to predevelopment limits. A comparison of the storm water volwnes for Pre and Postdevelopment conditions is provided as part of page 2 to allow the reviewer to assess the extent of the increased postdevelopment peak discharge rates as a volwne of flow (cubic feet per second) Also included on page 2 is a tabulation of U1e difference in pre and postdevelopment storm water run-off volwnes for the 2, 5, 10, 25, 50 and 100-year storm events. This tabulation is useful for preliminary sizing detention ponds, however, no detention facility will be utilized by the subject project. All run-off generated on-site and tributary to the subject tract will surface drain to the aforementioned "stilling basin". Surface Drainage: Post development stonn water run-off will be directed to the proposed drives associated with the development of Heritage At DarunouU1 Aparunent Complex . After being intercepted by same drives, storm water run -off will be directed towards U1e southern side of the project where run-off will exit the subject project via curb leave-outs and enter the existing drainage channel as designed by Kling Engineering forces as previously mentioned. Said drainage channel will convey run-off to the regional "stilling basin" where U1e run-off will be metered out of same "stilling basin" . f REVIEWED FOR . COMPLIANCE SEP 0 3 1998 (0D,VlDUAL ~Ult-DI~ Ct ~~ 'FLov...) ~~s - ~ ~l>4-~ A==r-DAa.-Tvvwu n.-lr A.-~~ C&M.-?~ - -~ 'V-1'1 -----·:;-u-~"'""' . ~~ i I--.-- ~~ ~ i=oe ~t-1 ~'e'IU-r \S. Cpw<fy-~ As~s·. 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L * "'?\i\::Jl\~ I t j l \~ -l)i ~) ~ ~~~C\ ~ ~N) YI~ f w:dG ~~oz -.:. wd~ L'? + ~I G .,., 1oz I l 1 f ·~t ~d[, l-? ~\~ I n ~ '· d b JI' J x~ \-" b b ~ ~J -1p ~ '7 ~'fd'>\x #'\~ I I ~ t ~ ~ ~ I t ~ ? -z < iMdb s i t I + + + 2 ~ A. L..b2" '2. "Wd<;; 12 X-Z/ + J..Q --i ,4 ~ ~~r~ ~ CJ -,.011s z 1 ~1 ·l~l ------- Page 248 Domestic flow when full : From Fixture Value Chart : Bathtub . . . . . 8 gpm Shower . . . . . 4 gpm Water Closet . . 3 gpm Dishwasher . . . 4 gpm Washing Machine 5 gpm Kitchen Sink . . J...gnm 28 gpm x 130 tra ilers = 3640 gpm total Adjusted value from Water-Flow demand chart = 3640 gpm , hi gh range = 100 gpm Full park domestic flow : 100 gpm Y~ ~-------- ~ ~ ~~pl....Aa'" \ ~ 'eA-S~ ~ ~I..~ ~l'- w l~\ \'?O 'i\2.b..~~~ ~~~ ~ l12.A-l\...e;ra_ ~Vti-->4 ~ ~'lC\V~erS. ~ "'$\-n:>~ ~~. 11-{e2.d"' ~~Sa ~ e,e: A t~ce> ~ fi~~ l 4l~1'" (1 c::.~H .J ~ ~~~ VAA-v~ ~ t>e.p\c..'\e'O t.::>t-) ~ te-lC.t...o.S~ ~"t""S. i ire Value n 35 psi ~r Outlet 8 10 3 1 2 1 2 3 7 2 4 3 7 4 3 7 35 12 2 4 35 3 4 10 5 12 25 6 10 6 9 12 1y permission. ; Association. Chapter 12 Page 241 E 8; I " ii ~ 0 E 8; I ~ E 5 i £ 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 400 350 300 250 200 150 100 50 100 200 300 400 500 Based on 35 psi at Meter DiJCharge for Highe r Pressures Apply Fact or from Table 4 ·2 Domestic Use Apanmenu Motels Condominiums . Trailer Parks 600 700 BOO 900 1 ODD Combi ned Fixture Value 1100 1 200 1300 Water Flow Demand per Fixture Value -Low Range OomHttc Use Residential Suburb Hotels Shopping Centers RHtaurants Pub lic Schools-Bu1ld1ngs Hospitals \.._ Dome<toc Use On ly \ No lmga1oon \ --·" \ Condom1n1um s Motels Trailer Parks 10 11 12 13 Combined Fixture Value-IOl units Water Flow Demand per Fixture Value -High Range Reprinted from Sizin g Wa ter Service lines and Mete rs, M22, by permission. Co p yright 1975, American Water Works A s sociation . I .. ' ii Page 240 Plumbing Fixture Value Fixture Type Fixture Value Based on 3 5 psi at Meter Outlet Bathtub ........... . Bedpan washer . . . . . . . Combination sink and tray ................................ . Dental unit . . . . . . . . . . 8 10 3 Dental lavatory . . . . . . . Drinking fountain (c ooler) ........ 2 Drinking fountain (public) . Kitchen sink: 1/2-in . connecti o n . 3/4-in . connection .... Lavatory: 3/8-in . connection .. 1/2 -i n. connection ...... . 1 2 3 7 2 4 Laundry tray: 1h-in. connection ............................... 3 3/4-in. connect ion .... . Shower head (shower only) .. . Service sink: 1h-in. connection 3/4-in . connection .... Urinal : Pedestal flush valve .. Wall or stall . . . . . . . . . Trough (2-ft . unit) ................................... . Wash s ink (each set of faucets ) . . . . . . . . ................ . Water closet : Flush valve ................................. . Tank type ......................................... . Dishwasher : 1h-in . connection . . . . . . .................... . 3/4-in. connection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Washing machine: 1h-in. connection 3/4-in . connection ........ . I -in . connection . . . . . . . . . . Hose connections (wash down): 1h -in . 3/4-in . . ............ . Hose (50-ft . length -wash down): 1h-in . 5/8-in. 3/4-in ........... . 7 4 3 7 35 12 2 4 35 3 4 10 5 12 25 6 10 6 9 12 Reprinted fro m S izino Water Service Lines and Meters, M22, by permission. Cop yright 1975, American Water Works Association. 150 14 130 120 11 0 100 E 90 Ii; 8 0 ' .,, • 70 ~ 60 50 40 30 20 10 350 300 25 15 10 51 Page 242 Meters By Flow Displacement Meters 5/8 inch 3/4 inch 1 inch 1 Y, inch 2 inch 1 /8 to 20 gpm -continuous to 10 gpm (homes, small business) 1 /4 to 30 gpm -continuous to 15 gpm (homes, apartments, small business) 3/8 to 50 gpm -continuous to 25 gpm (apartments, small business) 5/8 to 100 gpm -continuous to 50 gpm (motels, large apartments) 1 Y. to 160 gpm -continuous to 80 gpm (large hotels, housing complex) Turbine Meters 2 inch 3 inch 4 inch 6 inch 8 inch 10 inch 12 inch 3 to 200 gpm -continuous to 160 gpm (hotels, housing complexes) 4 to 450 gpm -continuous to 3~0 gpm (hotels, industry, irrigation) 25 to 1000 gpm -continuous to 1000 gpm (large industry, irrigation) 25 to 2500 gpm -continuous to 2000 gpm (processing, irrigation) 140 to 1800 gpm -continuous to 900 gpm (processing, pump) 225 to 2900 gpm -continuous to 1450 gpm (processing, pumps) 400 to 4300 gpm -continuous to 2150 gpm (processing, pumps) Compound Meters 2 inch 3 inch 4 inch 6 inch 8 inch 10 inch 1 /4 to 160 gpm -continuous to 160 gpm (motels, schools) 1 /2 to 350 gpm -continuous to 350 gpm (hotels, large hospitals) 3/4 to 1 000 gpm -continuous to 1000 gpm (apartments, dormitories) 1 Y, to 1000 gpm -continuous to 500 gpm (apartment complexes) 2 to 1 600 gpm -continuous to 800 gpm (large condominiums) 4 to 2300 gpm -continuous to 11 50 gpm (large complexes) Reprinted from Water Audits and Leak Detection, M36, by permission . Copyright 1990, American Water Works Associa tion . Chapter 12 Displacem Size 5/8 inct 3/4 inc 1 inch 1 Y, inct 2 inch Compound 2 inch 3 inch 4 inch 6 inch 8 inch • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 9 ,987.20 ft 10,039.36 ft Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic Pressure Demand Pressure (mg/1) Grade (psi) (gpm) (ft) 0 .00 hr NIA 496.83 96.18 Title : Heritage At Dartmouth c:\haestad\academic\wtrc\heritage at dartmouth.wcQ 0 .00 Head (ft) 222.42 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 • • Project Engineer: Kenneth Havel WaterCAD v3 .0 (051] 08/20/98 10:01 :24 AM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 - Sce nario Sum mary Label Demand Alternative In it ia l S ettings Alte rnat ive Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative B ase-Initial S etti ngs O perational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative F ire Flow Alternative <none> 9 ,913.92 ft 10 ,039.36 ft Roughness Elevation Zone Calculated Results S_ummary Time Constituent Hydraulic Pressure Demand Pressure (mg/I) Grade (psi) (gpm) (ft) 0 .00 hr NIA 496.83 98.48 Title : Herit age At Dartmouth c :\haestad\academic\wtrc\heritage at dartmouth .wc d 0 .00 H ead (ft) 227.73 Academic Edition Base-Physical Ba se-Ope rational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Eng inee r : Kenneth Have l W aterCA D v3 .0 [051 ] 08/20/98 10:01 :24 AM © Haestad M ethods , In c . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page2 - Scenario Summary Label Demand Alternat ive Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational A lternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Calculated Results Summary Time 0 .00 hr Constituent (mg/I) N/A Hydraulic Pressure Demand Pressure G ra de (psi) (gpm) H ead (ft ) (ft) 496.83 98.09 0 .00 226.83 Title: Heritage At Dartmout h c :\h aestad \aca demic\wtrc\heritag e at dartmouth .wcd Academic Editi on Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Enginee r : Kenneth Havel W aterCA D v3 .0 (05 1] 08120198 10:0 1 :24 AM © Haestad Methods, In c. 37 Brookside Road Wate rbury , CT 06708 USA (20 3) 7 55-1666 Page 3 ·' ": :f ·rt ":';.;· I , .. . ~_. - Scenario Summary Label Demand Alternati ve Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecti ng Pipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational A lternative Base-Age Alternative Constituent Alternativ e Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9 ,981 .6 1 ft Roughness Elev ation Zone Calculated Resu lts Summary T ime 0 .00 hr Constituent (m g/I) N/A Hydrauli c Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.83 96.79 0 .00 223.83 T itle : Heritage A t D artmouth c:\haestad \acad e mic\wtrc\heritag e at d a rtm outh .wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 P~ E;:ngineer: Kenneth Havel · W aterCAD v3.0 [051] 0 8120/9 8 10 :0 1 :25 AM © H aestad M ethods, Inc . 37 Brooksi d e Road W aterbury, CT 0 6 708 USA (20 3) 756-1666 Page 4 - ;'''· - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting P ipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Da ily Physical Alternative Base-Initial Settings Operationa l Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternativ e <none> 9,980.69 ft 9 ,981 .65 ft Roughness Elevation Zone Demand Summary Type Demand Time 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calculated Results Summary Constituent (mg/1) N/A Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.83 96.47 75.00 223.08 Title : He ritage A t Dartmouth c :\haes ta d \acad e mic \wtrc\herita g e at d artmo uth .w c d Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.7 5 ft Zone-1 P roject Engineer: Kenru;ip-i J:Javel W aterCAD ~-0 (0511 08/20/98 10:0 1 :25 AM © Haest ad M ethods , Inc . 37 Brooksid e Road W aterbury, CT 0 6708 USA (203) 7 55-1666 Pa ge 5 - ,.. ,.. .... c' • ,. ~ . '" ~--. . ... ' // ,;' - Detailed Report for Pipe: P-2 Scenario Summary Label Demand Alte rnative Initial Settings Alternative Age Alternative T race Alternative Calibration S ummary Demand Geometric S ummary From Node To Node C h eck Valve Length In itial Condition Summary Status Base Base-Average Daily Physical Alternativ e Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternativ e <none> Roughness J -1 D iameter J-2 M aterial No Roughness 487.00 ft Minor Loss Open Calculated Results Summary Time Status Const ituent Flow Velocity From Gra de (ft) To Grade (ft) Friction Loss (ft) M inor Loss (ft) (mg/I) (gpm) (ft/s) 0 .00 hr Open N/A 6 .97 0 .04 496.83 496.83 0 .7e-3 0 .00 Title : Heritage At Dartmouth c :\haestad\academ ic\wtrc\heritage at dartmouth .wcd Academic Editio n Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> Total Headloss H eadloss Gradient (ft) (ft/1 OOOft) 0 .7e-3 0 .14e-2 8 PVC 150.0 0 .00 in Project Engineer: Kenneth Havel W aterCAD v3 .0 (051) 08/20/98 10:0 1 :26 AM © Haestad M ethods, Inc. 37 Brookside Road W aterb ury , CT 06708 U SA (20 3) 755-1 666 Page 6 - f' ... "")' I Yf ·.: - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J -2 Diameter J -3 Material No Roughness 331 .00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Time Status Constituent Flow Velocity From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Total Headloss (mg/l) (gpm) (ft/s) Headloss Gradient (ft) (ft/1 OOOft) O.OOhr Open N/A 6 .97 0 .04 496.83 496.83 0.49e-3 0.00 0.49e-3 0 .15e-2 Title: Heritage At Dartmouth c :\haestad\academic\wtrc\heritage at dartmouth.wcd Academic Edition Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 08/20/98 10:01 :26 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 7 .• -:r- . ,._ , .. •.J' "' •• ~~--' ·····~;,· "'"':.. ;·:_,: .- ···1 i~ . ~. ;~r . ;-• '( ,...;,,.,? .• ,.JO ,..; ., .'.~ . ... ~. -:~ ... ,, ~-. f · ~-,.,., .. t,,' .,, . ...·~.;I ... "' " . t \ c .:· .... -. ., ,. J. • Detailed Report for Pipe: P-4 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J -4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Time Status Constituent Flow Velocity From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) (mg/I) (gpm) (ft/s) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Total Headloss Headloss Gr9dient (ft) (ft/1 OOOft) 0 .00 hr Op"en NIA 6 .97 0 .04 496.83 496.83 0.49e-3 0 .00 0 .49e-3 0.15e-2 Title: Herit~ At Dartmouth c :\haestad\acadE!mic\wtrc\heritage at dartmouth.wcd Academic Edition Project Engineer: Kenneth-Havel WaterCAD \13 .0 [051) 08/2(')/98 10:01 :27 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 8 ' ,, '·-~ ...... ··~ ... ....... ., .. .... ::1··;:1 ;::... .• ···:;_~, •. ·.<~I[, -' .~\;; ,- ~~:-.,"' t.;i,·~. I I ' ~'l • ·, .,~ '"l-""'-"""'-¥"111 ··· !lol.•'·V~'1'°~l • '-• '· . \i \•' I .. '\ ,\ ' ,, \. -· f:. _,,, . . \ ~. • Detailed Report for Pipe: P-5 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1) Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter J-4 Material No Roughness 191 .00 ft Minor Loss Open Calculated Res.uJts Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Total He~dlos~ Headloss Gradient (ft) (ft/1 OOOft) O.OOhr Open NIA -6.97 0.04 496.83 496.83 0.27e-3 0.00 0.27e-3 0 .14e-2 Title: Heritage-At Dartmouth c:\haestad\academic\wtrc\heritage at dartmouth .wcd Academic Edition Project Engineer: Kenneth Havel WaterCAD v3 .0 (051) 08120198 10:01 :27 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 9 '} ...... \' • Detailed Report for Pipe: P-6 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> R-1 J-1 No 347.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Time Status Constituent Flow Velocity (mg/I) (gpm) (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 8 in PVC 150.0 0 .00 0.00 hr Open N/A 6 .97 0 .04 496.83 496.83 0.49e-3 0 .00 0 .49e-3 0 .14e-2 T itle: Heritage At Dartmouth c :\haestad\academic\wtrc\heritage at dartmouth.wcd 08120198 10:01 :27 AM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project.Engineer: Kenneth Havel ~­ WaterCAD v3.0 [051} -· (2.03) 755-166& Page 10 • ,:, .~ _.,.. .. · ,' -- Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter R-1 Material No Roughness 25.00 ft Minor Loss Open Calculated R-esufts Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 0 .00 hr Open N/A -68 .03 0 .43 496.83 496.83 0 .24e-2 0 .00 0.24e-2 0 .10 Title: Heritage At Dartmouth c :\haestad\academic\wtrc\heritage at dartmouth.wcd 08/20/98 10:01 :28 AM ©~tad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051] (203) 755-1666 Page 11 Detailed Report for Reservoir: R-1 Scenario Summary Label Demand Alternative In itial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 10,047.42 ft 10,015.35 ft Calculated Results Summary Time Constituent Hydraulic Reservoir Reservoir (mg/I) Grade Inflow (ft) (gpm) 0 .00 hr N/A 496.83 NIA Title: Heritage At Dartmouth c :\haestad\academic\wtrc\heritage at dartmouth.wcd Outflow (gpm) 75.00 Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Hydraulic Grade Line Zone Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Ke nneth Hflvel WaterCAD v3.0 [051] 08/20/98 10:01 :28 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 • •I P-Z P-LJ::. 8 '' 4> Pvc . B'' cf> F'v'-C . 8 v. P P v.c . P-4 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Demand Summary Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2 ,363.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/1) 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg1 .wed Grade (ft) 485.13 Pressure Demand (psi) (gpm) 91 .12 2 ,363.00 Pressure Head (ft) 210.72 Academic Edition Base-Physical Base-Oper;ational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer : Kenneth Havel WaterCAD v3.0 [051] OOl20l98 01 :11 :03 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 r .•' •, J . ('. - • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,913.92 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0.00 hr N/A Title : Heritage At Dartmouth a:\bldg1 .wed Grade (psi) (gpm) Head (ft) (ft) 489.28 95.21 0 .00 220.18 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer : Kenneth Havel WaterCAD v3.0 (051) 00/20/98 01 :11 :19 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 ."I • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg1 .wed Grade (ft) 492.10 Pressure Demand Pressure (psi) (gpm) Head (ft) 96.04 0 .00 222.10 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer : Kenneth Havel WaterCAD v3.0 [051) 00/20/'i:R, 01 :11 :34 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 3 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 9 ,945.89 ft 9,981.61 ft Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/1) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg1 .wed Grade (psi) (gpm) Head (ft) (ft) 494.95 95.98 0 .00 221 .95 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051] 00/'20193 01 :11 :48 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT06700 USA (203) 755-1666 Page4 ,., .. . ... ~ .·: .. "•' ,. •. Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,980.69 ft 9 ,981 .65 ft Roughness Elevation Zone Demand Summary Type Demand Time 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calculated Results Summary Constituent (mg/I) NIA Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.58 96.36 75.00 222.83 Title : Heritage At Dartmouth a:\bldg1 .wed Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer : Kenneth Havel WaterCAD v3.0 [051) 00/2D/98 01 :12:02 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 5 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-2 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J-1 J-2 No 487.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft} To Grade (ft ) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A -761.52 4 .86 485.13 489.28 4 .15 0.00 4 .15 8 .52 T itle : Heritage At Dartmouth a:\bldg1 .wed OOl20lf£, 01 :12:36 PM © Haestad Methods , Inc . Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Eng ineer: Kenneth Havel WaterCAD v3.0 [001] (203) 755-1666 Page 6 - ., ~ , ·~, Scenario Summary Label Demand Alternative Init ia l Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-2 Diameter J-3 Material No Roughness 331.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open NIA -761 .52 4.86 489.28 492.10 2.82 0 .00 2 .82 8.52 Title: Heritage At Dartmouth a:\bldg1 .wed 00/'2D/98 01 :12:53 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J-4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A -761 .52 4 .86 492.10 494.95 2 .85 0 .00 2 .85 8 .52 Title : Heritage At Dartmouth a:\bldg1 .wed 00f20/fX3 01 :13:13 PM © Haestad Methods, In c. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [a51) (203) 75&-1666 Page8 I . • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Altern ative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1) Detailed Report for Pipe: P-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter J-4 Material No Roughness 191 .00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft ) 0 .00 hr Open N/A 761 .52 4 .86 496.58 494.95 1 .63 0 .00 1 .63 8 .52 Title : Heritage At Dartmouth a:\bldg1 .wed 0012.0/fR, 01 :13:50 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [001) (203) 755-1666 Page 9 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness R-1 Diameter J-1 Material No Roughness 347.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 1 ,601 .48 10.22 496.83 485.13 11.70 0 .00 11 .70 33.71 Title: Heritage At Dartmouth a :\bldg1 .wed 08/'20/98 01 :14:14 PM © Haestad Methods , Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3 .0 [051) (203) 755-1666 Page 10 I• '· t ... • Detailed Report for Pipe: P-7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J-5 R-1 No 25.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0.00 hr Open NIA -836.52 5.34 496.58 496.83 0 .25 0.00 Title : Heritage At Dartmouth a:\bldg1 .wed Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft ) 0 .25 10.14 Project Engineer: Kenneth Havel WaterCAD v3.0 (051) 08'20198 01 :14:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06~ USA (203) 755-1666 Page 11 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calculated Results Summary Time Constituent Hydraulic (m g/I) 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg1 .wed Grade (ft) 496.83 Reservoir Reservoir Inflow Outflow (gpm) (gpm) N/A 2,438 .00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051] 00/2D/OO 01 :15:17 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 12 . ' - I \ '; \"2.. St:> ~ F11Ze: 1-f'{D rZ.kl.!T ~ Z B" I> Pv.c . P-4 •I P-CP 8"4>PV. c . P -1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Demand Summary Detailed Report for Junction: J-1 Base Base-Average Daily Physical A lternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,987.20 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (g pm) Demand 1,312.50 Fixed Calculated Results Summary Time Constituent Hydraulic (mgn) 0 .00 hr N/A Title : Heritage At Dartmouth a :\bldg2 .wcd Grade (ft) 484.92 Pressure Demand (psi) (gpm) 91 .03 1,312.50 Pressure Head (ft) 210.51 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051] 00/20198 01 :22:55 PM © Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 •' - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Demand Summary Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 1 ,312.50 Fixed Calculated Results Summary Time Constituent Hydraulic (mgll) 0 .00 hr NIA Title: Heritage At Dartmouth a:\bldg2.wcd Grade (ft) 484.16 Pressure Demand (psi) (gpm) 93.00 1 ,312.50 Pressure Head (ft) 215.06 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Ken neth Havel WaterCAD v3.0 (051] 00f20/>R, 01 :23:13 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981.44 ft Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic Pressure Demand Pressure (mg/I) Grade (psi) (gpm) Head 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg2 .wcd (ft) (ft) 488.90 94.66 0 .00 218.90 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (001] 00/20l98 01 :23:28 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 3 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting P ipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operat ional Alternative ~ase-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9 ,981.61 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0.00 hr NIA Tit le : Heritage A t Dartmouth a:\bldg2.wcd Grade (psi) (gpm) Head (ft) (ft) 493.69 95.43 0 .00 220.69 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel W aterCAO v3.0 [051] 00!20198 0 1 :23:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 4 : ~ , . . "'-. i ~ . -..... · -... ' . . ., ~ ' . ' ' . . t .. : ~. ~1 . ' ' .. . '} • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,980.69 ft 9 ,981 .65 ft Roughness Elevation Zone Demand Summary Type Demand Ti me 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calcu lated Results Summary Constituent (mgll) N/A Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.42 96.29 75.00 222.67 Title: Heritage A t Dartmouth a:\bldg2 .wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (001] OOl20t'98 01 :24:07 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, C T 06700 USA (203) 755-1666 Page 5 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-2 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J-1 J-2 No 487 .00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 304.34 1 .94 484 .92 484.16 0 .76 0 .00 0 .76 1.56 Title: Heritage At Dartmouth a:\bldg2 .wcd 00/20l96 01 :24:24 PM © Haestad Methods, Inc . Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Eng ineer : Kenneth Havel WaterCAD 113.0 [a51) (203) 755-1666 Page 6 • . .. "· Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-2 Diameter J-3 Material No Roughness 331 .00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0 .00 Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1 ,008.16 6 .43 484.16 488.90 4 .74 0 .00 4 .74 14.32 Title : Heritage At Dartmouth a:\bldg2.wcd 00/20/98 01 :24:39 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 7 ., ' • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J-4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0.00 Minor Total Headless Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1 ,008.16 6.43 488.90 493.69 4 .78 0 .00 4 .78 14.32 Title : Heritage At Dartmouth a:\bldg2.wcd OBl'20l96 01 :24:59 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer : Kenneth Havel WaterCAD v3 .0 (051] (203) 755-1666 Page 8 .. ,, t ' r ' . • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow A lternative <none> Roughness J-5 Diameter J-4 Material No Roughness 191.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1,008.16 6.43 496.42 493.69 2 .73 0 .00 2 .73 14.32 Title : Heritage At Dartmouth a :\bldg2 .wcd 00/20'9l 01 :25:37 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 9 '. • Scenario Summary Label Oemand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness R-1 Diameter J-1 Material No Roughness 347.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1,616.84 10.32 496.83 484.92 11.91 0 .00 11 .91 34.31 Title : Heritage At Dartmouth a:\bldg2 .wcd 00/20198 01 :26:03 PM «:> Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06703 USA Project Engineer: Kenneth Havel WaterCAD Y3.0 [001] (203) 755-1666 Page 10 ' . ' . ' I ... ' ... .. · • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status T ime Status Constituent (mg/I ) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Open J-5 R-1 No 25.00 ft Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 in PVC 150.0 0 .00 Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA -1 ,083.16 6 .91 496.42 496.83 0 .41 0 .00 0.41 16.35 Title : Heritage At Dartmouth a:\bldg2 .wcd 00f.20i93 01 :26:38 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (001) (203) 755-1666 Page 11 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0.00 hr N/A Title : Heritage At Dartmouth a:\bldg2 .wcd Grade (ft) 496.83 Reservoir Reservoir Inflow Outflow (gpm) (gpm) N/A 2 ,700.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (001) 00/20/00 01 :26:58 PM © Haestad Methods, Inc. 37 Brookside Roa d Waterbury, CT 06700 USA (203) 755-1666 Page 1 2 - 3 11 32Jld ..=:10 7lL\/H3H~ n=ll =~=..,,..=.=?=~=~, i7 ~ J[V \1(10}.tt .sl ll l::J ·/ ""':"" CZ¥-~AH ~y L-d ~-d ~ . ::> '/ld <P /2 . ;;·11·~4'" g a ~ f ~ ! ~ J -(' N \) ~:;.. § 11}._ ~ t ~ L u ~ ~ t) ~\ N -( rr, 2-cJ I ' Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Da ily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr N/A T itle: Heritage At Dartmouth a:\bldg3.wcd Grade (psi) (gpm) Head (ft) (ft) 488.50 92.58 0 .00 214.09 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3 .0 (051] 00/20l98 01 :32:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 Scenario Summary Label Demand Alternative In itial Settings Alternative Age Alternative Trace Alternativ e Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Demand Summa ry Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow A lternative <none> 9,913.92 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2 ,625.00 Fixed Calc u lated Res u lts S um mary T ime Constituent Hydraulic (mg/I) 0 .00 hr NI A Title : Heritage At Dartmouth a:\bldg3 .wcd Grade (ft) 476.81 Pressure Demand (psi) (gpm) 89.82 2 ,625.00 Pressure Head (ft) 207.71 Academic Ed ition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00~ 01 :33:11 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 - - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0.00 hr N/A Title : Heritage At Dartmouth a:\bldg3.wcd Grade (ft) 484.31 Pressure Demand Pressure (psi) (gpm) Head (ft) 92.67 0 .00 214.31 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD V3.0 [051] 00/20'98 01 :33:26 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 3 - I, - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9 ,981 .61 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0.00 hr NIA Title : Heritage At Dartmouth a :\bldg3.wcd Grade (ps i) (gpm) Head (ft) (ft) 491 .87 94.65 0 .00 218.87 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3 .0 (001 I 00/'2D93 0 1 :33:52 PM © Haestad Methods , Inc. 37 Brooks ide Road Waterbury, CT 06700 USA (203) 755-1666 Page4 - . J ~ ... ,1\ ...... ··~~' • < I' ' , ! . .1, .': •·' ....... . · i..: . .... ' .. Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Daily Physical Alternative Base-Initia l Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,980.69 ft 9,981.65 ft Roughness Elevation Zone Demand Summary Type Demand Time 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calculated Results Summary Constituent (mg/I) NIA Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.20 96.20 75.00 222.45 Tille: Heritage At Dartmouth a :\bldg3.wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051] 00/20196 01 :34:06 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 5 - Scenario Summary Label Demand Altern ative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I ) Detailed Report f or Pipe : P-2 Base Base-Av erage Da ily Physical Alternative Base-Initial Settings Operati onal Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow A lternative <none> Roughness J-1 Diameter J-2 Material No Roughness 487.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 F low (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 1 ,333.05 8.51 488 .50 476.81 11 .69 0.00 11 .69 24.01 Title : Heritage At Dartmouth a :\bldg3.wcd OOl20J98 01 :34:22 PM © Haestad Methods, Inc. Academic Edition 3 7 Brookside Road Waterb ury, CT 06700 USA Project Engineer: Ke nneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 6 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-2 J-3 No 331 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 in PVC 150.0 0 .00 Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A -1 ,291 .95 8 .25 476.81 484.31 7 .50 0.00 7 .50 22.66 Title: Heritage At Dartmouth a:\bldg3.wcd 00/'20/gj 01 :34:38 PM © Haestad Methods , Inc . Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 7 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mgA) Detailed Report for Pipe: P-4 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J-3 J-4 No 334.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A -1,291 .95 8 .25 484.31 491 .87 7 .57 0 .00 7 .57 22.66 Title : Heritage At Dartmouth a:\bldg3.wcd 00f20/f£ 01 :34:57 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 8 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-5 J-4 No 191 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Resu lts S ummary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1,291 .95 8 .25 496.20 491 .87 4 .33 0 .00 4 .33 22.66 Title : Heritage At Dartmouth a:\bldg3.wcd 00f2!Ja3 01 :35:32 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 9 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mgll) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> R-1 J-1 No 347.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1 ,333.05 8 .51 496.83 488.50 8.33 0.00 8 .33 24.01 Title : Heritage At Dartmouth a:\bldg3.wcd 00/20/f£ 01 :36:00 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 10 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Open J-5 R-1 No 25.00 ft Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 0 .00 hr Open N/A -1,366.95 8 .72 496 .20 496.83 0 .63 0 .00 0 .63 25.15 Title : Heritage At Dartmouth a:\bldg3.wcd 00/20/00 01 :36:31 PM ~ Haestad Methods , Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051] (203) 755-1666 Page 11 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title : Heritage At Dartmouth a:\bldg3.wcd Grade (ft) 496.83 Reservoir Reservoir Inflow Outflow (gpm) (gpm) N/A 2 ,700.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] ~ 01 :36:57 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 12 ~/tNO z_u:,-zq 4'fM Free: I-N O ~ -::t" z •I P-Z P-CP 8" 4> Pv.c . B''<f f:'v',C . 0 ll A.. ~ .• Jc . ,, o "t". v -8 ¢>Pv. c . ,__ ___ -<J-5"·~==--...... P-? P-1 B"' P Pv.c . P-t..+ ~ ,. Rae-wvo f2 A rt.JI :#::' 4 ~~EHll17c oF P-rrzE LIA. E Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Da ily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic Pressure Demand Pressure (mg/I) G rade (psi) (gpm) Head 0 .00 hr N/A T itle: Heritage At Dartmouth a:\bldg4.wcd (ft) (ft) 488.50 92.58 0 .00 214.09 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kennet h Havel WaterCAD v3.0 (051] 00/'2fJ/98 01 :41 :03 PM © Haestad Methods, In c. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P -3 Demand Summary Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2 ,625.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title : Heritage At Dartmouth a :\bldg4.wcd Grade (ft) 476.81 Pressure Demand (psi) (gpm) 89.82 2 ,625.00 Pressure Head (ft) 207.71 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00~ 01 :41 :20 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title : Heritage At Dartmouth a:\bldg4.wcd Grade (psi) (gpm) Head (ft) (ft) 484.31 92.67 0 .00 2 14.31 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer : Kenneth Havel WaterCAD v3.0 [051 J 00t:20/96 01 :41 :35 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury , CT 06700 USA (203) 755-1666 Page 3 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-1 Diameter J-2 Material No Roughness 487.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open N/A 1,333.05 8.51 488.50 476.81 11.69 0 .00 11 .69 24.01 Title : Heritage At Dartmouth a:\bldg4.wcd 00/20l98 01 :42:3) PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Eng in eer: Kenneth Havel WaterCAD v3.0 (001) (203) 755-1666 Page 6 Detailed Report for Pipe: P-3 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/l) Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J -2 Diameter J-3 Material No Roughness 331 .00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0 .00 hr Open N/A -1,291.95 8 .25 476.81 484.31 7 .50 0.00 Title: Heritage At Dartmouth a :\bldg4.wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 7 .50 22.66 in Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/2.0/98 01 :42:46 PM (!;) Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 7 , I P-Z P-~ 8'1 4' P.v.c . 8'' 4' Fv.c . f JJ ) - ()l \) '-'" (} )> Vl r{\ ().:. n \ ~ ~ ~() a_ I ~ 3 3 ~ s \"--~dl -:s' \......./ G J N r - ~ J ~ J & D [g] 8u.4>PV.c . J-5" 8'' 4> P.V. c . P-4 P-? P-1 Scenario Summary Label Demand A lternative Initial Settings A lternative Age Alternative Trace Alternative Calibratioh S u mmary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr NIA Title : Heritage At Dartmouth a :\bldg5.wcd Grade (ft) 491 .79 Pressure Demand Pressure (psi) (gpm) Head (ft) 94.00 0 .00 217.38 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00f2.0l';;/3 01 :50:25 PM © Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report f or Juncti on: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 10,039.36 ft Roughness Elevation Zone Calcu lated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr NIA T itle : Heritage At Dartmouth a:\bldg5.wcd Grade (psi) (gpm) Head (ft) (ft) 484.71 93.24 0 .00 215.61 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 0012.(Jm 01 :50:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page2 - - - - - - - - - - - -- - - - - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Demand Summary Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initia l Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2,538.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title: Heritage At Dartmouth a:\bldg5.wcd Grade (ft) 479.89 Pressure Demand (psi) (gpm) 90.77 2 ,538.00 Pressure Head (ft) 209.89 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/'2.093 01 :!50:55 PM ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 3 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-2 J-3 No 331 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open N/A 1,016.44 6.49 484.71 479.89 4 .81 0.00 4 .81 14.54 Title : Heritage At Dartmouth a:\bldg5.wcd 00/20/98 01 :51 :59 PM © Haestad Methods , Inc. Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Engineer : Kenneth Havel WaterCAD v3.0 (051) (203) 755-1666 Page 7 • I •I P -2 P-~ B" 4> PV.C . B''cf> FV.C. 8 "' I> Pv.c . 8''4>P·V. c . P-4 P-1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Demand Summary Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 1,181.50 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/1) 0 .00 hr NIA Title : Heritage At Dartmouth a :\bldg6.wcd Grade (ft) 491 .42 Pressure Demand (psi) (gpm) 93.84 1 ,181.50 Pressure Head (ft) 217.01 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00/'20/gJ 01 :59:04 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr N/A Title : Heritage At Dartmouth a:\bldg6.wcd Grade (psi) (gpm) Head (ft) (ft) 491 .56 96.20 0 .00 222.46 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD V3 .0 (051] 00/'2.QF.R, 01 :59:21 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Demand Summary Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9 ,981 .61 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 1,181 .50 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/I) 0.00 hr N/A Title : Heritage At Dartmouth a:\bldg6.wcd Grade (ft) 491 .77 Pressure Demand (psi) (gpm) 94.60 1 ,181 .50 Pressure Head (ft) 218.77 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/'20/00 01 :59:48 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 4 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-2 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J -1 J-2 No 487.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open NIA -125.57 0 .80 491.42 491 .56 0 .15 0.00 0 .15 0 .30 Title: Heritage At Dartmouth a:\bldg6.wcd OOf2G'96 02:00:19 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06706 USA Project Engineer: Kenneth Havel WaterCAD \13.0 (001] (203) 755-1666 Page 6 ... • ,! '" 'f','_ ; , .. ,. ., .. ·' ., -, " Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-2 J-3 No 331 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open NIA -125.57 0 .80 491 .56 491 .67 0 .10 0 .00 0 .10 0 .30 Title: Heritage At Dartmouth a:\bldg6.wcd 08/20198 02:00:46 PM © Haestad Methods , In c . Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051) (203) 755-1666 Page 7 , . . · Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-3 J-4 No 334.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft ) 0 .00 hr Open N/A -125.57 0 .80 491 .67 491 .77 0 .10 0.00 0.10 0 .30 Title: Heritage At Dartmouth a :\bldg6.wcd 00!20/00 02 :01 :06 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051] (203) 756-1666 Page 8 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-5 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> J-5 J-4 No 191.00 ft Open Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Diameter Material Roughness Minor Loss Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Calculated Results S um mary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1,307.07 s .34 496.19 491 .n 4 .42 0 .00 4 .42 23.15 Title : Heritage At Dartmouth a:\bldg6.wcd Project Eng ineer: Kenneth Havel Academic Edition WaterCAD v3.0 (051) 00!20/98 02:01 :43 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury , CT 06700 USA (203) 755-1666 Page9 . •, Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness R -1 Diameter J-1 Material No Roughness 347.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) M inor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 1,055.93 6 .74 496.83 491 .42 5.41 0.00 5.41 15.60 Title: Heritage At Dartmouth a:\bldg6.wcd 00/20198 02:02:00 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Ke nneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 10 1. . .. • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Open J-5 R-1 No 25.00 ft Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 in PVC 150.0 0 .00 Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA -1 ,382.07 8 .82 496.19 496.83 0 .64 0.00 0 .64 25.67 Title : Heritage At Dartmouth a :\bldg6.wcd 00/'20m 02:02 :41 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3 .0 [051) (203} 755-1666 Page 11 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calcu lated Results Summary Time Constituent Hydraulic (mgll) 0 .00 hr NIA T itle : Heritage At Dartmouth a :\bldg6.wcd Grade (ft) 496.83 Reservoir Reservoir Inflow OutfloW (gpm) (gpm) N/A 2 ,438.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD 113.0 [a51] 00f20/96 02:03:11 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 12 ., ... ··: ' 'fi· ... ... .. .. . ' • t ,J . •I P-Z P-CP 1e\1 B '' 4' PV.C . 8''cf> f'.V.C. ~ {// f/J ' ~o -<· ~· f LJ liJ ) -2 Gl \.I _jr\ µ > Vl ct\ ~ u l ~ ~ Q() a_ I ~ 5. 3 ':t' ~ I' ~di ~ ".'>' '--./ G I ~~, J N r - ~ ~ ~ J & D / [g] 'I> Pv.c . 8" 4> P.v.c . 8''4>P.V. c . P-? J -5" P-1 I B<-Dct . "*711 ~t-{EHllTlc:_ oF Hr2E LI Scenario Summary Label Demand Alternative Init ial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting P ipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr N/A T itl e: Heritag e At Dartmouth a :\bldg7 .wcd G rade (psi) (gpm) Head (ft) (ft) 492.99 94.52 0.00 218.58 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3 .0 [051] 00/20198 02:10 :04 PM © Haestad Methods, In c . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1 666 Pa ge 1 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 9 ,913.92 ft 10,039.36 ft Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0.00 hr N/A Title : Heritage At Dartmouth a:\bldg7.wcd Grade (psi) (gpm) Head (ft) (ft) 487.61 94.49 0 .00 218.51 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] OB/20l98 02:10:41 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 2 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Demand Summary Detailed Report for Junction: J-3 Base Base-Average Da ily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9,981.44 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2 ,188.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mgll) 0 .00 hr N/A Title: Heritage At Dartmouth a:\bldg7.wcd Grade (ft) 483.95 Pressure Demand (psi) (g pm) 92.52 2,188.00 Pressure Head (ft) 213.95 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3 .0 [051) 00f20F.R, 02:11 :00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 067C6 USA (203) 755-1666 Page 3 .•, " Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9,981.61 ft Roughness Elevation Zone Calcu lated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr N/A Title : Heritage At Dartmouth a:\bldg7.wcd Grade (psi) (gpm) Head (ft) (ft) 491.74 94.59 0.00 218.74 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00/20198 02:11 :49 PM © Haestad Methods, Inc . 37 Brooks ide Road Waterbury, CT 06700 USA (203) 755-1666 Page 4 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 9,980.69 ft 9,981 .65 ft Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Elevation Zone Demand Summary Type Demand Time 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calcu lated Results Summary Constituent (m g/I) NIA Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.18 96.19 75.00 222.43 Title: Heritage At Dartmouth a:\bldg7.wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051) 00/'20198 02:1 2 :29 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 5 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-1 Diameter J-2 Mc;iterial No Roughness 487.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 876.47 5 .59 492.99 487.61 5.38 0 .00 5 .38 11 .05 Title : Heritage At Dartmouth a:\bldg7.wcd Project Engineer : Kenneth Havel 08~ 02:13:48 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 WaterCAD v3.0 (051] Page6 ... " . . '· . : .. : ' .... ·- -' ':..:_ •' Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-2 Diameter J-3 Material No Roughness 331.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 876.47 5 .59 487.61 483.95 3.66 0 .00 3.66 11.05 Title: Heritage At Dartmouth a :\bldg7.wcd 08f20/98 02:14:35 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel W aterCAD 113.0 [C61] (203) 755-1666 Page 7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J-4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0 .00 Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1,311 .53 8 .37 483.95 491 .74 7 .78 0 .00 7 .78 23.30 Title : Heritage At Dartmouth a:\bldg7.wcd 00/20~ 02:14:52 PM © Haestad Methods, Inc . Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Proj~t Engineer : Kenneth Havel WaterCAD V3.0 [051) (203) 755-1666 Page 8 .. Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1 ) Detailed Report for Pipe: P -5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter J-4 Material No Roughness 191 .00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 1,311 .53 8 .37 496.18 491 .74 4 .45 0 .00 4 .45 23.30 Title: Heritage At Dartmouth a:\bldg7.Wcd 00/'20198 02:15:22 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 9 i\ ·' ' . Scenario Summary Label Demand Alternative Initi al Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> R-1 J-1 No 347.00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0.00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 876.47 5 .59 496.83 492.99 3 .84 0 .00 3 .84 11.05 Title: Heritage At Dartmouth a:\bldg7.wcd 00/20/';R, 02:15:38 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (a51) (203) 755-1666 Page 10 .• - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter R-1 Material No Roughness 25.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0.00 Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1 ,386.53 8.85 496.18 496.83 0 .65 0.00 0.65 25.82 Title : Heritage At Dartmouth a:\bldg7.wcd 08/20198 02:15:56 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3 .0 [C61) (203) 755-1666 Page 11 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Det ailed Report for Reservoir: R-1 Base Base-Average Daily Base-Initial Settings Base-Age Alternative Base-Trace Alternative <none> 10,047.42 ft 10,015.35 ft Physical Alternative Operational Alternative Constituent Alternative Fire Flow Alternative Roughness Hydraulic Grade Line Zone Calculated Results Summary Time 0.00 hr Constituent (mg/I) NIA Hydraulic Grade (ft) 496.83 Title: Heritage At Dartmouth a:\bldg7.wcd Reservoir Reservoir Inflow Outflow (gpm) (gpm) N/A 2 ,263.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/2.(J/g3 02:16:11 PM <!:> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 75&-1666 Page 12 - /• ·' 2-cl I • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title: Heritage At Dartmouth a :\bldg8.wcd Grade (ft) 496.83 Reservoir Reservoir Inflow Outflow (gpm) (gpm) NIA 2,788.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] OOl20l98 02:26:19 PM ~ Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 12 ~ : ; i. ~.·r; . { .. • .. . '.• ~ . • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr N/A Title : Heritage At Dartmouth a:\bldg8.wcd Grade (psi) (gpm) Head (ft) (ft) 491.12 93.71 0 .00 216.71 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] OOf20m 02:22:22 PM © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 .. Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,913.92 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title: Heritage At Dartmouth a:\bldg8 .wcd Grade (psi) (gpm) Head (ft ) (ft) 483.12 92.55 0 .00 214.02 Academic Editi on Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/20/98 02:22:40 PM © Haestad Methods, Inc. 37 Brooks ide Road Waterbury, CT 06708 USA (203) 755-1666 Page 2 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Demand Summary Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981.44 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 2 ,713.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr NIA Title: Heritage At Dartmouth a :\bldg8.wcd Grade (ft) 477.67 Pressure Demand (psi) (gpm) 89.80 2 ,713.00 Pressure Head (ft) 207.67 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 00/20198 02:22 :55 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 067C6 USA (203) 755-1666 Page 3 I Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,945.89 ft 9 ,981 .61 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mgn) Hydraulic Pressure Demand Pressure 0.00 hr NIA Title: Heritage At Dartmouth a:\bldg8 .wcd Grade (psi) (gpm) Head (ft) (ft) 489.26 93.52 0 .00 216.26 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051) 08/20198 02:23:11 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 4 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Demand Summary Detailed Report for Junction: J-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,980.69 ft 9,981.65 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 75.00 Fixed Calculated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title : Heritage At Dartmouth a:\bldg8.wcd Grade (ft) 495.89 Pressure Demand Pressure (psi) (gpm) Head (ft) 96.06 75.00 222.14 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [001) 00/20/98 02:23:26 PM © Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 5 Scenario Summary Label Demand Alternative Initial Settings Alternative Age A lternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1 ) Detailed Report f o r Pipe: P-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-1 Diameter J-2 Material No Roughness 487.00 ft Minor Loss Open Calcula ted Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) O.OOhr Open NIA 1,086.43 6 .93 491 .12 483.12 8 .01 0 .00 8 .01 16.44 Title : Heritage At Dartmouth a :\bldg8.wcd Project Engineer: Kenneth Have! Academic Edition WaterCAD v3.0 [051) 08/20lfS 02:23:42 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 6 -. ' t') 'r : <, ,.-. ,. , r ,, -.,, . l ' ~ ' . ;., .. 1 '1 .. • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-2 Diameter J-3 Material No Roughness 331 .00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (g pm ) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 1,086.43 6 .93 483.12 477.67 5.44 0 .00 5 .44 16.44 Title : Heritage At Dartmouth a:\bldg8.wcd Project Engineer: Kenneth Havel Academic Edition WaterCAD v3 .0 [C61) 00f201£13 02:24:00 PM © Haestad Meth ods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J-4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0 .00 Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1 ,626.57 10.38 477.67 489.26 11 .59 0 .00 11.59 34.69 Title : Heritage At Dartmouth a:\bldg8 .wcd 08/20198 02:24:27 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury , CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 8 - Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-5 J-4 No 191 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0.00 hr Open N/A 1,626.57 10.38 495.89 489.26 6 .63 0 .00 6 .63 34.69 Title : Heritage At Dartmouth a:\bldg8.wcd 00/'20/FR, 02:25:03 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051] (203) 755-1666 Page 9 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-6 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness R-1 Diameter J-1 Material No Roughness 347.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient {ft) (ft ) (ft/1 OOOft) 0 .00 hr Open NIA 1 ,086.43 6 .93 496.83 491 .12 5.71 0.00 5 .7 1 16.44 Title: Heritage At Dartmouth a:\bldg8.wcd 00/20198 02:25:25 PM © Haestad Methods, Inc . Academic Edition 37 Brooks ide Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (001] (203) 755-1666 Page 10 I Detailed Report for Pipe: P-7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter R-1 Material No Roughness 25.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ftls) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0.00 hr Open NIA -1,701.57 10.86 495.89 496.83 0 .94 0 .00 Title: Heritage At Dartmouth a:\bldg8 .wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 PVC 150.0 0 .00 Total Headless Headless Gradient (ft) (ft/1 OOOft) 0 .94 37.71 in Project Engineer: Kenneth Havel WaterCAD v3.0 (001] 00/20198 02:25:55 PM <!:> Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 11 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-6 P-2 Detailed Report for Junction: J-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,987.20 ft 10,039.36 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/1) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title : Heritage At Dartmouth a:\office .wcd Grade (psi) (gpm) Head (ft) (ft) 495.68 95.68 0.00 221 .27 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 274.41 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 00/20/98 02:41 :58 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 1 •' Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-2 P-3 Detailed Report for Junction: J-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 10,039.36 ft Roughness Elevation Zone Calcu lated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title: Heritage At Dartmouth a:\office.wcd Grade (psi) (gpm) Head (ft) (ft) 494.07 97.28 0 .00 224.97 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 269.10 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] 08/20198 02:42:15 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06~ USA (203) 755-1666 Page 2 I I I _," ., ., . . .... ~.. .. . ~ ... ·• . . . .. . . . ··' . . ' . . .. ..., " .. ' . ~ . . . . I ·• ' • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-3 P-4 Detailed Report for Junction: J-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,913.92 ft 9 ,981 .44 ft Roughness Elevation Zone Calculated Results Summary Time Constituent (mg/I) Hydraulic Pressure Demand Pressure 0 .00 hr NIA Title: Heritage At Dartmouth a :\office .wcd Grade (psi) (gpm) Head (ft) (ft) 492.97 96.42 0 .00 222.97 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 270.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051) 00f20/98 02:42:::0 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 75&-1666 Page3 • I 3 11 32Jld -=10 7LL\/H3H~ II _B-?~ I z {I-Jl'IYl!ClN1 .Milj L-d Z-cl I • I • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-4 P-5 Demand Summary Detailed Report for Junction: J-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9,945.89 ft 9 ,981.61 ft Roughness Elevation Zone Type Baseline Pattern Load (gpm) Demand 1,750.00 Fixed Calcu lated Results Summary Time Constituent Hydraulic (mg/I) 0 .00 hr N/A Title : Heritage At Dartmouth a :\office .wcd Grade (ft) 491 .87 Pressure Demand (psi) (gpm) 94.64 1 ,750.00 Pressure Head (ft) 218.87 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.00 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051) 00/20/£(3 02:42:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1 666 Page 4 '·. I '. • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-5 P-7 Detailed Report for Junction: J-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 9 ,980.69 ft 9 ,981 .65 ft Roughness Elevation Zone Demand Summary Type Demand Time 0 .00 hr Baseline Load (gpm) Pattern 75.00 Fixed Calculated Results Summary Constituent (mg/I) N/A Hydraulic Pressure Demand Pressure Grade (psi) (gpm) Head (ft) (ft) 496.20 96.19 75.00 222.45 Title: Heritage At Dartmouth a :\office.wcd Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 273.75 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 [051] 00/'20/f:R, 02:43:11 PM ~ Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page5 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/1 ) Detailed Report for Pipe: P-2 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J -1 Diameter J-2 Material No Roughness 487.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm} Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) M inor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 456.90 2 .92 495.68 494.0 7 1 .61 0.00 1 .61 3.31 T itle: Heritage A t Dartmouth a :\offic e .wcd 00/20/98 02:43:28 PM © Haestad Methods, Inc . Academic Edition 37 Brooks ide Road Waterbu ry, CT 06700 USA Project Engineer : Kenneth Have l WaterCAD v3.0 (001} (203) 75&-1666 Page 6 ·" < .... '> l.i ... . ~ : ..... . .' . , . • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-3 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> J-2 J-3 No 331 .00 ft Open Roughness Diameter Material Roughness Minor Loss Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> Total Headloss Headloss Gradient 8 in PVC 150.0 0 .00 (ft) (ft/1 OOOft ) 0 .00 hr Open NIA 456.90 2 .92 494.07 492.97 1 .10 0.00 1.10 3 .31 Title : Heritage At Dartmouth a :\office.wcd 00!20198 02:43:44 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 7 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-4 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-3 Diameter J-4 Material No Roughness 334.00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open NIA 456.90 2.92 492.97 491 .87 1 .11 0 .00 1 .11 3 .31 Title: Heritage At Dartmouth a:\office .wcd 08/20J98 02:44:04 PM © Haestad Methods , Inc. Academic Edition 37 Brookside Road Waterbury , CT 06708 USA Project Engineer: Kenneth Havel WaterCAD v3.0 (051) (203) 755-1666 Page 8 • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-5 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter J-4 Material No Roughness 191 .00 ft Minor Loss Open Calculated Results Summary Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Total Headloss Loss Headloss Gradient (ft) (ft) (ft/1 OOOft) 0 .00 hr Open N/A 1 ,293.10 8 .25 496.20 491 .87 4 .33 0 .00 4.33 22.69 T itle: Heritage At Dartmouth a :\office.wcd 00/'2JJF.R3 02:44:35 PM © Haestad Methods, In c . Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer: Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 9 • I • Detailed Report for Pipe: P-6 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness R-1 Diameter J-1 Material No Roughness 347.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) Minor Loss (ft) 0.00 hr Open N/A 456.90 2 .92 496.83 495.68 1 .15 0.00 Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 8 in PVC 150.0 0 .00 Total Headloss Headloss Gradient (ft) (ft/1 OOOft) 1 .15 3.31 Title : Heritage At Dartmouth a :\office .wcd Project Engineer: Kenneth Havel Academic Edition WaterCAD v3.0 [a51) 00f2!Jm 02:45:02 PM © Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 10 • .· .· • Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary From Node To Node Check Valve Length Initial Condition Summary Status Time Status Constituent (mg/I) Detailed Report for Pipe: P-7 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Physical Base-Operational Base-Constituent Base-Fire Flow Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> Roughness J-5 Diameter R-1 Material No Roughness 25.00 ft Minor Loss Open Calculated Results Summary Flow (gpm) Velocity (ft/s) From Grade (ft) To Grade (ft) Friction Loss (ft) <none> 8 PVC 150.0 0.00 Minor Total Headless Loss Headless Gradient (ft) (ft) (ft/1 OOOft) in 0 .00 hr Open N/A -1,368.10 8 .73 496.20 496.83 0 .63 0 .00 0 .63 25.19 Title : Heritage At Dartmouth a:\office.wcd 00/20/98 02:45:33 PM © Haestad Methods, Inc. Academic Edition 37 Brookside Road Waterbury, CT 06700 USA Project Engineer : Kenneth Havel WaterCAD v3.0 [051) (203) 755-1666 Page 11 Scenario Summary Label Demand Alternative Initial Settings Alternative Age Alternative Trace Alternative Calibration Summary Demand Geometric Summary x y Connecting Pipes P-7 P-6 Detailed Report for Reservoir: R-1 Base Base-Average Daily Physical Alternative Base-Initial Settings Operational Alternative Base-Age Alternative Constituent Alternative Base-Trace Alternative Fire Flow Alternative <none> 10,047.42 ft 10,015.35 ft Roughness Hydraulic Grade Line Zone Calculated Results Summary Time Constituent Hydraulic (mg/I) Grade 0 .00 hr NIA Title: Heritage At Dartmouth a:\office .wcd (ft) 496.83 Reservoir Reservoir Inflow Outflow (gpm) (gpm) NIA 1 ,825.00 Academic Edition Base-Physical Base-Operational Base-Constituent Base-Fire Flow <none> 496.83 ft Zone-1 Project Engineer: Kenneth Havel WaterCAD v3.0 (051] OOf20l98 02:46:00 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06700 USA (203) 755-1666 Page 12 ' ' ' 4' ". Drainage Computations For The Heritage At Dartmouth Apartment Complex College Station, Brazos County, Texas Record Copy Prepared for Mr. Emmanuel Glockzin 4500 Carter Creek Parkway Bryan , T exas 77802 Telephone : (409) 846-8878 Prepared b y: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan , Texas 77802 a.J)it\JlltA _Jelephone : (409) 846-2688 '(,/.t Ji ~J.. J-z./ff 6*' lOM.~ .:· REVIEwEo F ,,~ . COMPLIANC ctober, 1998 · JAN 0 5 1999 co:E~~~~:.~.M-'-·"='-··---··-·-~· ~~\,1~\$}< • DRAINAGE COMPUTATIONS for The Heritage At Dartmouth College Station, Brazos County , Texas * October, 1998 * SUMMARY The subject project is situated in College Station, Brazos County, Texas on the near the southwest comer of the intersection of southwest Parkway and the Dartmouth Street extension and consist of Lot 1, 2, & 3, Block One, Dartmouth Addition. See Enclosed Final Plat. Southwest Parkway and Dartmouth Street delineate the upper limits of the tributary drainage basin creating a drainage basin of 12 .95 acres ofland. Two (2) detention ponds have been incorporated into the proposed development designated as Detention Pond No . 1 and Detention Pond No . 2 respectively . Detention Pond No . 1 wi ll intercept stormwater run- off from the upper most area of the basin measuring 6.19 acres . Lot 1, Block 1 of Dartmouth Crossing and Lot 1 and a portion of Lot 2, Block One, Dartmouth Addition are inclusive of same 6 .19 acres tributary basin. The remainder of Lot 2 and all of Lot 3, Dartmouth Addition will be intercepted by Detention Pond No . 2 and accounts for 6 .76 acres of the tributary drainage basin. In the following simulations Detention Pond No . 1 and Detention Pond No . 2 function independent of each other. Total hydrographs for the 2 , 5, 10 , 25 , 50 and 100-year storm events are generated for the outflow from each detention pond. Detention Pond No . 1 will meter stormwater run-off via an 18" diameter reinforced concrete outlet control pipe. Detention Pond No.2 will meter stormwater run-off via a 15" diameter reinforced concrete outlet control pipe . Both detention ponds will dump their metered outflows into an existing drainage channel and into the stilling basin which runs along the west side of the subject site . The 2, 5, 10 , 25 , 50 and 100-year storm events were utilized for the design and subsequent simulations for both detention ponds and each facilitated same storms satisfactorily. Computations presented on page 2 of both sections (Detention Pond No . 1 and Detention Pond No . 2) present the projected pre-development peak discharge rates generated by the 2, 5 , 10 , 25 , 50 and 100- year storm events. A 10-minute time of concentration (T/c) was estimated utilizing topographic maps and field reconnaissance . The Rational Method was employed exclusively throughout this document to compute the estimated peak storm water discharge rates . The equation that represents the Rational Method is as follows : Q == CIA, where ; "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient ,., "I" is the storm intensity in inches per hour, and "A" is the area of the tributary drainage basin in acres . A 60-minute total storm event duration was utilized exclusively throughout this report . From the computations on page 3, based on the total tributary area, the post-development weighted run- off coefficient being assumed as depicted, and a minimum time of concentration of 10 minutes, the relative post-development peak discharge rates ("Q") were determined and presented in tabular form . The Rational Method was again utilized to compute the estimated peak post-development discharge rates . Computations depicted on page 3 assume no detention . Summary 1-1 Pages 14 -16 depict pre-development and post-development hydrographs for the 2, 5, 10 , 25 , 50 and 100-year storm events with no detentions considered. A comparison between the peak pre-development discharge rates and post-development discharge rates is included to aid in establishing a preliminary "target" for the volume requirements for the proposed detention facility . This preliminary estimate is computed by determining the volume generated from the difference of the pre-development and post-development hydrographs. Please note that the post- development hydrograph shown on these same graphs assumes no detention at this point in the computational process. Page 4 provides computations that determine the post-development storm water run-off which is allowed to flow from the subject site unmetered and page 5 provides computations that determine the post- development run-off that is routed through the detention facility . The "free-flow" run-off computations presented on page 4 are based on a time of concentration of 10 minutes (minimum), the run-off routed through the proposed detention facility as presented on page 5 is calculated based on a time of concentration of 10 minutes . Pages 6-7 and pages 8-9 are tabulations of the pre-development hydrographs and the post-development hydrographs respectively, based on the computations performed on pages 2 & 3 . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions. Pages 10-11 and pages 12-13 are tabulations of the post- development hydrograph for "free-flow" storm water run-off and storm water run-off directed through the detention facility respectively . Having derived the preliminary volume requirements as presented on page 3 and "allowable peak" discharge rate as present on page 2 it is now possible to design the final detention facility and outlet control structure. Page 17 presents a tabulation and depth versus volume graph of the detention facility as proposed. The maximum pond volume necessary to provide sufficient storage for the 100-year storm condition is depicted on page 3. Page 18 presents a tabulation and rating curve for the proposed outlet control structure. Page 19 presents a tabulation of the relationship between discharge from the detention and the dimensionless quantity 2S/t-O. Also included is the Storage Indication Curve for the proposed detention facility based on the aforementioned physical characteristics of the detention pond, storage volume, inflow hydrographs, and rating curve for the outlet structure . The storage indication curve as shown on page 19 is a graphical solution to the equation presented as follows : 2s 1 (I 1 + 12) + (----------------01) dt 2s2 ( -----------------+ 02) dt Pages 20-22 , 23-25 , 26-28 , 29-31 , 32-34, and 35-37 present simulations for the 2, 5, 10 , 25 , 50 and 100- year storm events. The first and second pages of each storm frequency simulation represents the tabulated data for the storm event. The third page of each storm simulation represents the pre-development hydrograph, the post-development hydrograph (with no detention), the post-development hydrograph as routed through the detention pond and the post-development "free-flow" hydrograph for each storm event. Pages 38 -43 provide total inflow/outflow hydrographs for the 2, 5, 10 , 25 , 50 and 100-year pre- development and post-development storm events . It can be determined from these same hydrographs that the post-development peak discharge rates have actually been significantly reduced from those peak pre- development discharge rates due to the incorporation of the proposed detention facilities . Page 44 is a graph that summates the depths, volumes, and percent of "utilized" storage volumes for the 2, 5, 10 , 25 , 50 and 100-year storm events . Summary 1-2 The construction of the proposed detention facility will . . . downstream property owners and will actu 11 d IDllllmtZe the effects of development on events of interest within this report . a y ecrease the peak discharge rates for the range of storm Summary 1-3 • .,. .. ( t •"I .· Detention Pond No. 1 Determ ine .Jt:otai: en~~Q.~velPIJmeni : · ;_.._..,._,_., ,_·. · :,. ·, e~•R= ·Sfr>r$:w:ater :Dls~harile.·a:11~$;; -.:_: ·: ~.=..' .·.= Tributary Area ("A"): 6 .19 Acres Pervious Area : 6 .19 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("Tic"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vw"): Time: Pastures: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vp "): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vpave "): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6 .33 S-Year: 7.69 10-Year: 8.63 2S -Year: 9.86 SO-Year: 11 .1S 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 11 .7S S-Year: 14 .29 10-Year: 16 .03 2S-Year: 18.31 SO -Year: 20 .70 100-Year: 21 .61 c = 0.30 c = 0.90 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Englneenng-4444 Carter Creek Parl<way &ite 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 2 Tributary Area ("A"): 6 .19 Acres Pervious Area: Impervious Area : 3.80 Acres 2 .39 Acres c = 0.30 c = 0.90 Run-Off Coefficient ("Cwt"): 0.53 Time Of Concentration ("T/c"): 1 O Minutes Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 20 .82 Cubic Feet I Second 2-Year: 5-Year: 10-Year: 25-Year: 50-Year: 100-Year: 5-Year: 25 .32 Cubic Feet I Second 10-Year: 28.42 Cubic Feet I Second 25-Year: 32 .45 Cubic Feet I Second 50-Year: 36 .69 Cubic Feet I Second 100-Year: 38 .30 Cubic Feet I Second Predevelopment Post-Development 2-Year: 11 . 75 Ft3/sec 20.82 Ft3/sec 5-Year: 14 .29 Ft3/sec 25.32 Ft3/sec 10-Year: 16 .03 Ft3/sec 28.42 Ft3/sec 25-Year: 18 .31 Ft3/sec 32 .45 Ft3/sec 50-Year: 20 .70 Ft3/sec 36 .69 Ft3/sec 100-Year: 21.61 Ft3/sec 38 .30 Ft3/sec 9.07 Ft3/sec x (30 Min . x 60 Sec . I 2 ) = 11 .03 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 12.38 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 14 .14 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 15 .99 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 16.69 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = Increase 9.07 Ft3/sec 11 .03 Ft3/sec 12.38 Ft3/sec 14 .14 Ft3/sec 15.99 Ft3/sec 16.69 Ft3/sec 8,165 Cubic Feet 9 ,928 Cubic Feet 11 ,144 Cubic Feet 12 ,727 Cubic Feet 14 ,387 Cubic Feet 15,022 Cubic Feet Time Base (Tb)= 3.00 x Tic And Time Of Concentration (T/c) Of 10 Minutes. Gorrett Ensjneering-4444 Carter Creek Partcway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 3 Tributary Area ("A "): 0 .00 Acres Pervious Area : 0.00 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.00 c = 0 .30 c = 0.90 Time Of Concentration ("T/c"): 10 Minutes (Min .) Hourly Intensity Rates ("I "): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11.15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 0.00 Cubic Feet I Second 5-Year: 0.00 Cubic Feet I Second 10-Year: 0.00 Cubic Feet I Second 25-Year: 0.00 Cubic Feet I Second 50-Year: 0.00 Cubic Feet I Second 100-Year: 0.00 Cubic Feet I Second GalTe!l Engneering -4444 Carter Creek Parl<way Sult• 108 · Btyan, Texas 77802 -Telephone: (409) 846-2688 . Fox: (409) 846-3094 • Pago 4 Tributary Area ("A"): 6 .19 Acres Pervious Area : 3.80 Acres Impervious Area : 2.39 Acres Run-Off Coefficient ("Cwt"): O.S3 Time Of Concentration (''T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 S-Year: 7 .69 10-Year: 8.63 2S-Year: 9 .86 SO-Year : 11 .1 S 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 20.82 S-Year: 2S .32 10-Year: 28.42 2S-Year: 32 .4S SO-Year: 36.69 100-Year: 38.30 c = 0.30 c = 0 .90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Ga1T11ll Ensineering-4444 Carter Creek Parl<way S\Jlto 108 · Biyan, Toxu n802 -Toi-: (4 09) 846-2688 , Fax: (409) 846-3094 • P•go 5 Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Y ear 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 1 1 .17 1.43 1 .60 1 .83 2 .07 2 .16 2 2 .35 2 .86 3 .21 3 .66 4 .14 4 .32 3 3 .52 4 .29 4 .81 5 .49 6 .21 6 .48 4 4 .70 5 .71 6 .41 7 .33 8 .28 8 .65 5 5 .87 7 .14 8 .02 9 .16 10 .35 10 .81 6 7 .05 8 .57 9 .62 10 .99 12 .42 12 .97 7 8 .22 10 .00 11 .22 12 .82 14.49 15 .13 8 9 .40 11 .43 12 .83 14 .65 16 .56 17.29 9 10 .57 12 .86 14.43 16 .48 18 .63 19.45 11 11 .16 13 .57 15 .23 17.40 19 .67 20.53 12 10 .57 12 .86 14 .43 16 .48 18 .63 19 .45 13 9 .99 12 .14 13 .63 15 .57 17 .60 18 .37 14 9 .40 11 .43 12 .83 14 .65 16 .56 17 .29 15 8 .81 10 .71 12 .03 13 .73 15 .53 16 .21 16 8 .22 10 .00 11 .22 12 .82 14 .49 15 .13 17 7 .64 9 .29 10 .42 11 .90 13 .46 14 .05 18 7 .05 8 .57 9 .62 10 .99 12 .42 12 .97 19 6 .46 7 .86 8 .82 10 .07 11 .39 11 .89 20 5 .87 7 .14 8 .02 9 .16 10 .35 10 .81 21 5 .29 6 .43 7 .22 8 .24 9 .32 9 .73 22 4 .70 5 .71 6 .41 7 .33 8 .28 8 .65 23 4 .11 5 .00 5 .61 6 .41 7 .25 7 .56 24 3 .52 4 .29 4 .81 5 .49 6 .21 6 .48 25 2 .94 3 .57 4 .01 4 .58 5 .18 5.40 26 2 .35 2 .86 3 .21 3 .66 4 .14 4 .32 27 1 .76 2 .14 2 .41 2 .75 3 .11 3 .24 28 1 .17 1 .43 1 .60 1 .83 2 .07 2 .16 29 0 .59 0 .71 0 .80 0 .92 1 .04 1 .08 30 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 31 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 32 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 33 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 34 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 35 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 36 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 37 0 .00 0 .00 0 .00 0.00 0.00 0 .00 38 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 39 0.00 0 .00 0 .00 0 .00 0 .00 0.00 40 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 4 1 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 42 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 43 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 44 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 45 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 Garrett Engineering· 4444 carter Creek P1r1<way &Jite 108 -Bryan. Texas 77802 -Telephone : (409) 84&-2688 -Fox: (409) 84&-3094 -Page 6 - 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carter Creek Paricway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 7 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0.00 0.00 0.00 0.00 0.00 1 2 .08 2.53 2 .84 3 .25 3.67 3 .83 2 4 .16 5.06 5 .68 6 .49 7 .34 7 .66 3 6 .25 7 .60 8 .52 9 .74 11 .01 11 .49 4 8 .33 10 .13 11 .37 12 .98 14 .67 15 .32 5 10 .41 12 .66 14 .21 16 .23 18 .34 19 .15 6 12 .49 15 .19 17 .05 19 .47 22 .01 22 .98 7 14 .57 17.72 19 .89 22 .72 25 .68 26 .81 8 16 .66 20 .25 22 .73 25 .96 29 .35 30 .64 9 18 .74 22 .79 25.57 29 .21 33 .02 34.47 11 19 .78 24 .05 27 .00 30 .83 34 .85 36 .39 12 18 .74 22 .79 25 .57 29 .21 33 .02 34 .47 13 17.70 21 .52 24 .15 27 .59 31 .18 32.56 14 16 .66 20 .25 22 .73 25 .96 29 .35 30 .64 15 15 .62 18 .99 2 1.31 24 .34 27.52 28 .73 16 14 .57 17 .72 19 .89 22.72 25 .68 26 .81 17 13.53 16 .46 18.47 21 .10 23 .85 24 .90 18 12 .49 15 .19 17 .05 19 .47 22 .01 22 .98 19 11 .45 13 .92 15 .63 17.85 20 .18 21 .07 20 10 .41 12 .66 14 .21 16 .23 18 .34 19 .15 2 1 9.37 11 .39 12.79 14 .60 16 .51 17 .24 22 8 .33 10 .13 11 .37 12 .98 14.67 15.32 23 7 .29 8.86 9 .95 11 .36 12 .84 13.41 24 6 .25 7 .60 8 .52 9 .74 11.01 11 .49 25 5 .21 6 .33 7 .10 8.11 9 .17 9 .58 26 4 .16 5 .06 5 .68 6 .49 7.34 7 .66 27 3.12 3.80 4.26 4.87 5 .50 5 .75 28 2 .08 2 .53 2 .84 3.25 3.67 3.83 29 1.04 1.27 1.42 1.62 1.83 1.92 30 0 .00 0 .00 0 .00 0 .00 0.00 0.00 31 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 32 0 .00 0 .00 0 .00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 35 0 .00 0 .00 0 .00 0 .00 0.00 0.00 36 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 37 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 38 0 .00 0 .00 0 .00 0 .00 0.00 0.00 39 0 .00 0 .00 0 .00 0.00 0.00 0.00 40 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 41 0 .00 0 .00 0 .00 0 .00 0.00 0.00 42 0 .00 0 .00 0.00 0.00 0.00 0.00 43 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 44 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 45 0.00 0.00 0.00 0.00 0.00 0 .00 Garrett E119neeri ng -4444 carter Creek Parl<way S<ite 108 -Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 8 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engneenng • 4444 Carter Creek Par1<way Suite 108-Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 9 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Par1<woy SUlto 108 ·Bryan, Texas 77802 ·Telephone: (409) 84&-2888 ·Fax: (409) 84&-3094 -Page 10 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Englneenng • 4444 Carter Creek Partcway SUlte 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 • Fax: (409) 846-3094 • Page 11 Post-Development Flow Routed Through Detention Pond Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 1 2 .08 2 .53 2 .84 3 .25 3 .67 3 .83 2 4.16 5 .06 5 .68 6 .49 7 .34 7 .66 3 6 .25 7 .60 8 .52 9.74 11 .01 11 .49 4 8 .33 10.13 11 .37 12.98 14 .67 15 .32 5 10 .41 12 .66 14 .21 16 .23 18 .34 19 .15 6 12 .49 15 .19 17 .05 19.47 22 .01 22 .98 7 14.57 17 .72 19 .89 22 .72 25 .68 26.81 8 16 .66 20.25 22 .73 25.96 29 .35 30 .64 9 18 .74 22.79 25 .57 29.21 33 .02 34.47 11 19.78 24.05 27 .00 30 .83 34 .85 36 .39 12 18 .74 22 .79 25 .57 29.21 33 .02 34.47 13 17 .70 21 .52 24.15 27 .59 31 .18 32 .56 14 16 .66 20 .25 22 .73 25 .96 29 .35 30.64 15 15 .62 18 .99 21 .31 24 .34 27 .52 28 .73 16 14.57 17.72 19 .89 22 .72 25 .68 26.81 17 13.53 16.46 18.47 21.10 23.85 24 .90 18 12 .49 15 .19 17.05 19 .47 22 .01 22.98 19 11.45 13.92 15 .63 17 .85 20 .18 21 .07 20 10.41 12.66 14.21 16 .23 18 .34 19 .15 21 9 .37 11.39 12 .79 14.60 16 .51 17 .24 22 8 .33 10 .13 11 .37 12.98 14 .67 15.32 23 7.29 8.86 9 .95 11.36 12 .84 13.41 24 6 .25 7 .60 8 .52 9.74 11 .01 11 .49 25 5 .21 6.33 7.10 8.11 9 .17 9 .58 26 4 .16 5 .06 5 .68 6 .49 7 .34 7 .66 27 3 .12 3 .80 4 .26 4 .87 5 .50 5 .75 28 2.08 2 .53 2.84 3 .25 3 .67 3.83 29 1.04 1.27 1.42 1 .62 1.83 1 .92 30 0 .00 0.00 0.00 0 .00 0 .00 0 .00 31 0 .00 0.00 0 .00 0 .00 0.00 0 .00 32 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 33 0 .00 0 .00 0 .00 0.00 0.00 0 .00 34 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 35 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 36 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 37 0 .00 0.00 0.00 0 .00 0 .00 0.00 38 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 39 0.00 0.00 0.00 0 .00 0.00 0 .00 40 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 Garrett Engneering -4444 c.trter Creek Parkwa1 5'.oite 10&-Sr)an, Tex;as 77802 -Teleiphone: {409) 846-2688 -Fax. (409) 846·3094 -Pags 12 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carter Creek P•ri<WaY S\Jlte 108 -Bryon, Texas 77802-Telephone: (409) 848-2888 -Fax: (409) 848-3094 -Page 13 Total Pre-Deve lopment Vs. Total Post-Development (No Detention) Pe ak Discharge Rates 2-Yea r Storm Ev ent ... GI Q. 2 0 .00 ------------r------;-----+------+------1 -GI GI LL. .!::! :c-15 .00 1------#-----l--~--+-----+-----+-----+------I .Q c = 0 0 u -GI GI tn 10.00 ..-----+----,~~---~----+-----+------+------1 OI ... ftS .c u .!!! 5.00 --_,_-----;-------;----__,,.,...__+-------+-----+------I c ... GI Q. -GI GI LL. u-·-,, .Q c = 0 0 u -GI GI tn OI ... ftS .c u .!!! c 0 .00 ~----+------1-----.,_ ___ ...., ___ _., ___ _.. 0 10 20 30 40 50 Time (Minutes ) ---Pre-Development Hydrograph ---Tota l Post-Development Hydrograph Tot al Pre-Devel opment Vs. Total Po st-Devel o pment (No Deten tion) Peak Discharge Rates 5-Yea r St orm Event 30 .00 25 .00 20 .00 15.00 10.00 5.00 0 .00 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes ) ---Post-Development Outflow Hydrograph Without Detention Garrett Engineering -4444 Carter Creek Par1<way Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 14 60 60 ... Q) ll. ... Q) Q) LL u- ·-"C ,Q c: :I 0 u u -Q) Q) "' c:n ... ca .c: u Ill 0 30.00 25.00 2 0 .00 15.00 10 .00 5.00 0.00 0 Total Pre -Deve l opment Vs. To t al Post-De v elopm ent (No Detenti on) Pe ak Disc harge Rate s 10-Year Storm Event 10 20 30 40 50 Time (Mi n utes) ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention To ta l Pre -Developmen t Vs. Total Po st-Developm ent (No Detenti o n ) Peak Discharge Rates 25-Year Storm Event ~ 30 .00 -----1-t~----+------r-----... 60 3: 25.00 -----4--l---'lr----+-----+------+-----r--------i LL u-:c ~ 20 .00 ---#---l---~--+-----+---- ::::1 0 u u -Q) 15 .00 ._ _ _,_--;~-""""""--~.-----+------+-----r--------i Q) "' c:n ... ~ 10 .00 u Ill 0 5 .00 ..__,,_,_ __ __, ____ -+-_ ___..,,~,---j----- 0 .00 ~-----i-----+----....;:iit----.... ----.... -----t 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Deve lopment Outflow Hydrograph Without Detent ion Garrett Engineering -4444 Carter Creek Parl<w3y Slite 108 -Bryan, Texas 77802 -Telephone : (409 ) 846-2688 -Fax: (409) 846-3094 -Page 15 60 ... Cl) c. Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 40 .00 --------.------,---------.------,-----~---~ 35 .00 ._ ___ --#l-'lr------+-----l-----+---------1--------1 Qi 30 .00 1>--------,f----t-~---+-----+-----+-----+-------1 Cl) LL .~ :0 25.00 ,Q c 8 8 20.00 __ __,. __ -..:---~~-----t------+-----+------l -GI & VJ 15.00 ----#---+-------t-------t------+-----t------l ... «I ti 10.00 1>---+--+------+----_,...,---~--+-----+-----+-------1 Cl) Ci 5.00 _ _,__ __ -+-----t------~--t-----+------1------l ... 0 .00 +----+-----+----~--_...,. ___ --i.,__ __ __. 0 10 20 Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 60 ~ 35 .00 -----#-j-----+------t------+-----t--------j ... ~ 30.00 -----1'--i---"'.----+------t------+-----t--------j LL .~ :0 25 .00 ,Q c 8 8 20.00 ------.i-"'or----------t------+-----t--------j -GI Cl) VJ 15.00 --#---1------l----""o~-+------+------+-----t------l e> ~ 10.00+--1-4-----l------l"o:-~,----+-----+-----+--------j u Cl) 0 5 .oo ~'-'"----+----+-------+----+------1--------1 0.00 ~---...... --~1----~----+----+----1 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garrett Engi neeri ng -4444 Cart er Creek Parkway Suite 108 -Bryan , Texas n802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 16 60 - Detention :· .ond .. . ...... ... = ....... = ·o ... t.fj '.H . ·~::;(:·(:· .:". , ...... ,.; ... : :._,, .. : e vS~;::v:O. ume , . ..... .. . .. 4 .50 4 .00 3 .50 3 .00 -i 2.50 u.. -.: -Q. ~ 2.00 1.50 1 .00 0 .50 0 .00 0 Elevation Depth (Feet) Volume (Ft3) 268.50 269 .00 270 .00 271.00 272 .00 273.00 0 .00 0 .50 1 .50 2 .50 3.50 4 .50 0 685 3,842 7 ,866 12,830 18 ,806 Detention Pond Depth Vs. Volume 5 ,000 10 ,000 15 ,000 Detention Pond Volume (Cubic Feet) Garrett Engnuetlng-4444 Carter CrMk Parkway Suite 108 -Bryan , Texas 77802 -Telephone : ('409) 84&-2688 -Fax . (409) 846·3004 -Pagu 17 20 ,000 Rating· urve pr··Otit eH~ontrol tructure · ,· ·. : ... .CM!" th vs JJ~Jlirne : ... :; · ,-··' .·· ... >:.:·: :'. · :, :"' ='" ." :: : · .. "'. ... , .. · :· .. _. "" Pipe: 1 B (Diameter In Inches) 1 . 50 (Diameter In Feet) -.... 4 .50 4.00 3.50 3.00 t 2 .50 LL -.r:. .... g. 2 .00 c 1.50 1.00 0.50 0.00 Elev at ion Dept h (Feet) 268 .50 0.00 269 .00 0.50 270 .00 1.50 27 1.00 2 .50 272 .00 3.50 273 .00 4 .50 Di scha rge Ft 3/Sec 0.00 0 .78 5.66 10 .87 14 .02 16 .59 Rating Curve For Outlet Control Structure Depth Vs. Volume I J I / / , / fl' ... /" / v / v I 0.00 2.00 4 .00 6 .00 8.00 10 .00 12 .00 14.00 16 .00 18.00 Di scharge (Cubic Feet Per Second) Garrett Engneerlng -4444 Carter Qeek Parkway Su.le 108 -Bryan , Texas 77802 -Telephone : (409) 84&-2688 -Fax. (409) 846·3094 • Pago 18 Depth Storage Discharge 2s/t 2s/t+O (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0.00 0 0.00 0 .00 0.00 0.50 685 0.7 8 22 .83 23 .61 1.50 3,842 5.66 128.07 133.73 2.50 7 ,866 10.87 262 .20 273.07 3.50 12 ,830 14.02 427.67 441 .69 4 .50 18 ,806 16.59 626 .87 643 .46 Storage Indication Curve 18 .00 16.00 14.00 -"C c:: 0 12.00 u CV "' ... CV a.. -10.00 CV CV LL u :.c ::::J 8.00 ~ CV Cl ... cu .s: 6 .00 u (I) i:3 I/ ~ / / v / / v I I 4.00 2 .00 I I 0.00 0.00 100 .00 200 .00 300 .00 400 .00 500 .00 600 .00 700 .00 2s/t+O (Cubic Feet Per Second) Garrett Engineering. 4444 Carter Creek Pall<way SUite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2888 ·Fax: (409) 846-3094 -Page 19 - Inflow I Outflow Simulation 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 268 .50 1 2 .08 2.08 1.94 2 .08 0 .07 0.04 268 .54 2 4 .16 6 .25 7 .65 8 .19 0 .27 0 .17 268.67 3 6.25 10.41 16 .87 18 .06 0 .60 0 .38 268 .88 4 8.33 14 .57 29 .19 31.44 1.13 0 .57 269 .07 5 10 .41 18 .74 44 .21 47 .93 1 .86 0 .72 269.22 6 12.49 22 .90 61 .70 67 .11 2 .71 0.90 269 .40 7 14.57 27 .07 81 .43 88.76 3 .67 1 .09 269 .59 8 16.66 31 .23 103.21 112.66 4 .73 1.31 269 .81 9 18 .74 35 .39 126.92 138 .60 5 .84 1.53 270 .03 10 20.82 39 .56 152.71 166.48 6 .88 1.74 270 .24 11 19 .78 40 .60 177.53 193 .31 7.89 1.93 270 .43 12 18 .74 38 .52 198 .57 216 .05 8.74 2.09 270 .59 13 17.70 36.44 216.12 235.01 9 .45 2.23 270 .73 14 16.66 34 .35 230.42 250 .47 10 .02 2 .34 270 .84 15 15 .62 32 .27 241 .73 262 .69 10.48 2 .43 270.93 16 14 .57 30 .19 250 .26 271 .92 10.83 2 .49 270.99 17 13.53 28 .11 256 .43 278.37 10.97 2 .53 271 .03 18 12.49 26 .03 260 .37 282 .46 11 .05 2 .56 271 .06 19 11.45 23.94 262 .15 284 .31 11 .08 2 .57 271 .07 20 10 .41 21 .86 261 .86 284.01 11 .07 2 .56 271 .06 21 9 .37 19 .78 259.58 281.64 11 .03 2 .55 271 .05 22 8 .33 17 .70 255 .38 277 .28 10 .95 2.52 271 .02 23 7 .29 15 .62 249 .41 271 .00 10.79 2 .49 270.99 24 6.25 13 .53 241 .96 262.95 10.49 2.43 270.93 25 5.21 11 .45 233 .15 253.42 10.14 2.36 270 .86 26 4.16 9.37 223.06 242 .51 9.73 2.28 270.78 27 3 .12 7 .29 211 .80 230 .35 9.27 2.19 270 .69 28 2 .08 5 .21 199.46 217 .01 8 .77 2 .10 270 .60 29 1.04 3 .12 186 .11 202 .58 8 .23 1.99 270.49 30 0.00 1 .04 171.84 187 .15 7 .66 1 .88 270 .38 31 0 .00 0.00 157 .67 171.84 7.09 1.77 270 .27 32 0.00 0 .00 144 .56 157.67 6 .56 1.67 270 .17 33 0 .00 0 .00 132.43 144.56 6 .07 1 .58 270 .08 34 0 .00 0 .00 121.22 132 .43 5 .60 1.49 269 .99 35 0 .00 0 .00 111 .01 121 .22 5 .11 1.39 269.89 36 0.00 0 .00 101.71 111.01 4 .65 1 .29 269.79 37 0.00 0 .00 93 .22 101 .71 4 .24 1.21 269 .71 38 0.00 0.00 85 .49 93 .22 3 .86 1.13 269.63 39 0 .00 0 .00 78 .45 85.-49 3 .52 1 .06 269 .56 40 0 .00 0 .00 72.03 78 .45 3 .21 1.00 269 .50 41 0 .00 0.00 66.18 72.03 2 .93 0 .94 269.44 42 0 .00 0 .00 60 .84 66.18 2 .67 0 .89 269 .39 43 0.00 0 .00 55 .98 60.84 2 .43 0.84 269 .34 44 0 .00 0 .00 51.56 55 .98 2.21 0.79 269.29 45 0 .00 0.00 47 .52 51 .56 2.02 0.75 269 .25 Garrett En!jneering. 4444 Carter Creek Pari<way &ite 108 • Bryan , Texas 77802 ·Telephone : (409) 946-2888 • Fax: (409) 846-3094 • Pago 20 - 46 0.00 0.00 43.84 47.52 1.84 0.72 269.22 47 0.00 0.00 40.49 43.84 1.68 0.68 269.18 48 0.00 0.00 37.43 40.49 1.53 0.65 269.15 49 0.00 0.00 34.65 37.43 1.39 0.63 269.13 50 0.00 0.00 32.11 34.65 1.27 0.60 269.10 51 0.00 0.00 29.80 32.11 1.16 0.58 269.08 52 0.00 0.00 27.69 29.80 1.05 0.56 269.06 53 0.00 0.00 25.77 27.69 0.96 0.54 269.04 54 0.00 0.00 24.02 25.77 0.88 0.52 269.02 55 0.00 0.00 22.42 24.02 0.80 0.50 269.00 56 0.00 0.00 20.94 22.42 0.74 0.47 268.97 57 0.00 0.00 19.56 20.94 0.69 0.44 268.94 58 0.00 0.00 18.26 19.56 0.65 0.41 268.91 59 0.00 0.00 17.06 18.26 0.60 0.39 268.89 60 0.00 0.00 15.93 17.06 0.56 0.36 268.86 Garrett Engneering-4444 Carter Creek Par1<way &Jlte 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Pago 21 - - Inflow/Outflow Simulation 2-Year Storm Event 25 .00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Developmen t Outflow With Detention 50 - - - - -Post- Development "Free-Flow" Garr.tt Engnuetlng~ 4444 Carter Creek Parkwa~ suite 108 ~Bryan , TexH 77802 ~Telephone : (409) 848-2688 "Fax. (409) 848·3004 ~ Page 22 60 Inflow I Outflow Simulation 5-Year S torm Event Tim e Inf low 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 268 .50 1 2 .53 2 .53 2 .36 2 .53 0 .08 0.05 268 .55 2 5 .06 7.60 9.30 9 .96 0 .33 0 .21 268 .71 3 7 .60 12 .66 20 .51 21 .96 0 .73 0 .46 268 .96 4 10 .13 17 .72 35 .38 38 .23 1 .43 0 .63 269.13 5 12 .66 22 .79 53 .54 58 .16 2 .31 0 .81 269 .31 6 15 .19 27 .85 74 .71 81 .39 3 .34 1 .02 269.52 7 17 .72 32.91 98.61 107 .62 4 .50 1 .26 269 .76 8 20 .25 37.98 125.05 136 .59 5 .77 1 .52 270 .02 9 22.79 43 .04 154 .20 168.09 6 .94 1 .75 270 .25 10 25 .32 48.10 185.86 202 .31 8 .22 1 .99 270 .49 11 24 .05 49 .37 216 .32 235 .23 9 .45 2.23 270 .73 12 22 .79 46 .84 242 .15 263 .15 10 .50 2 .43 270 .93 13 21 .52 44 .30 264 .22 286.46 11 .12 2 .58 271 .08 14 20 .25 41 .77 283 .02 305.99 11.49 2 .70 271 .20 15 18 .99 39.24 298 .68 322 .26 11 .79 2 .79 271 .29 16 17 .72 36 .71 311 .33 335 .39 12 .03 2 .87 271.37 17 16 .46 34 .18 321.06 345 .50 12 .22 2.93 271.43 18 15 .19 31 .65 327 .99 352 .70 12 .36 2 .97 271 .47 19 13 .92 29 .11 332 .22 357 .10 12 .44 3.00 271 .50 20 12 .66 26 .58 333.86 358 .81 12.47 3 .01 271 .51 21 11 .39 24 .05 333 .00 357.91 12.45 3.00 271 .50 22 10 .13 21.52 329 .74 354 .52 12 .39 2 .98 271.48 23 8 .86 18 .99 324 .16 348 .73 12 .28 2.95 271 .45 24 7 .60 16 .46 316 .35 340 .62 12 .13 2 .90 271 .40 25 6 .33 13.92 306 .40 330 .28 11.94 2 .84 271 .34 26 5 .06 11.39 294 .38 317 .79 11.71 2 .77 271 .27 27 3 .80 8.86 280.37 303 .24 11 .43 2 .68 271 .18 28 2 .53 6.33 264.45 286 .70 11 .12 2 .58 271 .08 29 1 .27 3.80 246.87 268 .25 10 .69 2.47 270 .97 30 0 .00 1 .27 228 .26 248 .14 9 .94 2 .32 270.82 31 0 .00 0 .00 209 .87 228.26 9 .19 2.18 270 .68 32 0 .00 0 .00 192.86 209 .87 8 .51 2.05 270 .55 33 0.00 0 .00 177.12 192 .86 7.87 1 .92 270 .42 34 0 .00 0.00 162.55 177.12 7.28 1.81 270.31 35 0 .00 0 .00 149.08 162.55 6 .74 1.71 270 .21 36 0 .00 0.00 136 .61 149.08 6.23 1 .61 270.11 37 0 .00 0 .00 125 .07 136 .61 5 .77 1 .52 270 .02 38 0 .00 0 .00 114 .52 125 .07 5.28 1 .42 269 .92 39 0 .00 0.00 104 .90 114.52 4.81 1.33 269 .83 40 0 .00 0.00 96.14 104.90 4 .38 1.24 269 .74 41 0 .00 0 .00 88 .15 96 .14 3.99 1 .16 269.66 42 0 .00 0 .00 80 .87 88.15 3.64 1 .09 269 .59 43 0 .00 0 .00 74 .23 80.87 3 .32 1.02 269 .52 44 0 .00 0 .00 68 .19 74 .23 3 .02 0 .96 269.46 45 0 .00 0 .00 62 .68 68.19 2.76 0 .90 269.40 Garrett Ell!lineering-4444 Carter Creel< Parkway S\.ite 108 • Bryan, Texas 77 802 ·Telephone : (409) 848-2688 • Fax: (409) 848-3094 • Page 23 46 0.00 0.00 57.65 62.68 2.51 0.85 269.35 47 0.00 0.00 53.08 57.65 2.29 0.81 269.31 48 0.00 0.00 48.91 53.08 2.09 0.77 269.27 49 0.00 0.00 45.10 48.91 1.90 0.73 269.23 50 0.00 0.00 41.64 45.10 1.73 0.70 269.20 51 0.00 0.00 38.48 41.64 1.58 0.66 269.16 52 0.00 0.00 35.60 38.48 1.44 0.64 269.14 53 0.00 0.00 32.98 35.60 1.31 0.61 269.11 54 0.00 0.00 30.59 32.98 1.20 0.59 269.09 55 0.00 0.00 28.41 30.59 1.09 0.56 269.06 56 0.00 0.00 26.43 28.41 0.99 0.54 269.04 57 0.00 0.00 24.62 26.43 0.90 0.53 269.03 58 0.00 0.00 22.97 24.62 0.82 0.51 269.01 59 0.00 0.00 21.45 22.97 0.76 0.49 268.99 60 0.00 0.00 20.03 21.45 0.71 0.45 268.95 Garrett Englneenng • 4444 Carter Creek Parl<way Suite 108 ·Bryan, Texas n802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 24 -'tJ c 0 u Q) "' ... Q) ll.. ... Q) Q) LL u :.c :I ~ 3'; 0 5 :I 0 Inflow/Outflow Simulation 5-Year Storm Event 30 .00 25.00 ' ' 20.00 ' ' 15.00 10 .00 5 .00 0.00 0 10 ----Pre- Development Hydrograph ' ' ' ' ' ' ' ' ' ' ' ' 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 • • -• --· Post- Development "Free-Flow" Garrett En9neerin g -4444 Carter Creek Pa rkway SUltfJ 108 -Bryan, "Texas 77802 -Tele~'\one : {409) 846-26a8 ~Fax. (409) 846·3004 -Pago 25 60 Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0.00 0.00 0.00 0.00 268 .50 1 2.84 2 .84 2.65 2 .84 0.09 0.06 268 .56 2 5.68 8.52 10.44 11.18 0 .37 0.24 268 .74 3 8 .52 14 .21 23 .00 24 .65 0 .83 0 .51 269 .01 4 11 .37 19.89 39.62 42.89 1.63 0.68 269 .18 5 14 .21 25.57 59.95 65.19 2 .62 0 .88 269 .38 6 17.05 31 .26 83 .66 91.21 3.78 1.11 269.61 7 19.89 36 .94 110.44 120 .60 5.08 1.38 269.88 8 22.73 42 .62 140.30 153.06 6.38 1.64 270.14 9 25.57 48 .31 173.18 188.61 7.71 1.89 270 .39 10 28.42 53 .99 208.86 227 .17 9.15 2 .17 270 .67 11 27.00 55.41 243 .19 264.28 10 .54 2.44 270.94 12 25 .57 52 .57 273.18 295.76 11 .29 2.63 271.13 13 24.15 49.73 299.30 322.90 11.80 2 .80 271.30 14 22.73 46.89 321.72 346 .19 12.24 2 .93 271.43 15 21.31 44.05 340.56 365.76 12.60 3.05 271.55 16 19.89 41.20 355.96 381 .76 12.90 3 .14 271.64 17 18.47 38.36 368.05 394 .32 13.14 3.22 271.72 18 17 .05 35.52 376.96 403 .57 13.31 3.27 271 .77 19 15 .63 32.68 382.79 409 .64 13.42 3.31 271 .81 20 14 .21 29.84 385.68 412.63 13.48 3 .33 271.83 21 12 .79 27.00 385.72 412 .67 13.48 3.33 271 .83 22 11 .37 24.15 383.02 409.87 13.43 3.31 271.81 23 9 .95 21 .31 377 .69 404.33 13 .32 3 .28 271.78 24 8.52 18 .47 369.82 396.16 13.17 3.23 271.73 25 7 .10 15 .63 359 .51 385.45 12 .97 3.17 271.67 26 5.68 12 .79 346.85 372.30 12 .72 3.09 271.59 27 4 .26 9.95 331 .93 356.79 12 .43 3.00 271 .50 28 2 .84 7 .10 314 .82 339.03 12 .10 2.89 271.39 29 1.42 4 .26 295 .63 319.09 11.73 2 .77 271.27 30 0 .00 1.42 274 .41 297 .05 11.32 2 .64 271.14 31 0 .00 0 .00 252.62 274.41 10 .90 2 .51 271 .01 32 0 .00 0.00 232 .41 252.62 10.11 2.35 270.85 33 0.00 0.00 213 .71 232 .41 9.35 2.21 270.71 34 0 .00 0 .00 196.41 213.71 8.65 2.07 270 .57 35 0.00 0.00 180.40 196.41 8.00 1.95 270.45 36 0 .00 0.00 165 .59 180.40 7 .41 1.83 270.33 37 0.00 0.00 151 .89 165.59 6 .85 1.73 270.23 38 0.00 0.00 139.21 151.89 6.34 1.63 270.13 39 0 .00 0.00 127.48 139.21 5.87 1.54 270.04 40 0 .00 0 .00 116.72 127.48 5.38 1.44 269.94 41 0 .00 0 .00 106.90 116.72 4 .91 1.35 269.85 42 0 .00 0.00 97 .96 106 .90 4 .47 1.26 269 .76 43 0.00 0.00 89 .81 97.96 4 .07 1.18 269.68 44 0.00 0.00 82 .38 89.81 3.71 1.10 269 .60 Garrett Engneering. 4444 Carter Creek Partcwa y Suite 108 • Bryan, Texas n 802 -Telephone: (409) 84&-2688 • Fax: (409) 84&-309<4 -Page 26 45 0 .00 0 .00 75 .61 82 .38 3.38 1 .03 269.53 46 0.00 0 .00 69 .44 75 .61 3 .08 0 .97 269 .47 47 0.00 0 .00 63.82 69.44 2 .81 0 .92 269 .42 48 0.00 0 .00 58.70 63 .82 2 .56 0 .87 269 .37 49 0 .00 0 .00 54 .03 58 .70 2 .33 0.82 269 .32 50 0 .00 0 .00 49.77 54 .03 2 .13 0.78 269 .28 51 0 .00 0.00 45 .89 49 .77 1.94 0.74 269.24 52 0.00 0.00 42 .36 45.89 1 .77 0 .70 269 .20 53 0 .00 0 .00 39.14 42.36 1.61 0.67 269 .17 54 0.00 0 .00 36.20 39.14 1.47 0 .64 269 .14 55 0 .00 0.00 33.53 36.20 1 .34 0 .61 269 .11 56 0 .00 0.00 31 .09 33 .53 1 .22 0 .59 269 .09 57 0 .00 0.00 28 .86 31.09 1 .11 0 .57 269 .07 58 0 .00 0 .00 26.84 28 .86 1.01 0 .55 269.05 59 0.00 0 .00 24 .99 26 .84 0.92 0 .53 269 .03 60 0 .00 0 .00 23.31 24 .99 0.84 0 .51 269.01 Garrett engneering· 44-« Carter Creek Parkway SUll e 108 ·Bryan , Texas nso2 ·Telephone: (409) 846-2888 ·Fax: (409) 846-3094 • Page 27 -'t:J c 0 u GI "' ... GI Q. -GI GI u. u :c :J 0 -~ 0 5 :J 0 Inflow/Outflow Simulation 10-Year Storm Event 30.00 ' . ' • 25.00 I 20 .00 I 15 .00 10 .00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph ' ' ' ' ' ' ' ' ' ' ' ' ' ' 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 -- - - - -• Post- Development "Free-F low" Garrelt Engnuurlng · 4444 C.rtur Creek Parkwa; Suol• 108 ·Bryan, Toxoa 77802 ·Telephone: (409) 846-2688 ·Fax. (409 ) 848·3094 • Page 28 60 Inflow I Outflow Simulation 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 268.50 1 3.25 3.25 3 .03 3 .25 0 .1 1 0 .07 268 .57 2 6.49 9.74 11.92 12 .77 0 .42 0 .27 268 .77 3 9.74 16.23 26 .19 28.15 0 .98 0 .54 269 .04 4 12.98 22 .72 45 .10 48.91 1.90 0 .73 269 .23 5 16 .23 29 .21 68.26 74 .31 3 .03 0.96 269 .46 6 19.47 35 .70 95.28 103 .96 4.34 1.23 269 .73 7 22.72 42 .19 125.87 137.47 5.80 1.53 270.03 8 25.96 48 .68 160.18 174.55 7 .19 1.79 270.29 9 29 .21 55 .17 197.93 215 .35 8.71 2 .09 270.59 10 32 .45 61 .66 238 .86 259.59 10 .37 2.40 270 .90 11 30 .83 63 .29 279 .32 302.14 11 .41 2 .67 271 .17 12 29 .21 60.04 315.14 339 .36 12 .11 2.89 271.39 13 27 .59 56.79 346.50 371.93 12 .72 3 .09 271 .59 14 25 .96 53.55 373 .57 400.05 13 .24 3 .25 271 .75 15 24.34 50 .30 396.49 423 .87 13 .69 3.39 271 .89 16 22.72 47 .06 415.47 443 .55 14 .04 3.51 272 .01 17 21 .10 43.81 430.79 459.28 14.24 3 .59 272.09 18 19.47 40.57 442.56 471.36 14.40 3.65 272.15 19 17.85 37.32 450.87 479 .88 14.51 3.69 272 .19 20 16.23 34.08 455 .81 484.95 14 .57 3 .71 272 .21 21 14.60 30 .83 457.45 486 .64 14.59 3 .72 272.22 22 12 .98 27 .59 455 .89 485 .04 14 .57 3 .71 272 .21 23 11.36 24 .34 451 .21 480.24 14 .51 3 .69 272 .19 24 9.74 21.10 443 .49 472.31 14 .41 3 .65 272 .15 25 8.11 17 .85 432 .80 461.34 14.27 3 .60 272 .10 26 6.49 14 .60 419 .22 447.40 14.09 3 .53 272 .03 27 4 .87 11 .36 402 .95 430 .58 13.81 3 .43 271.93 28 3.25 8.11 384.17 411.06 13 .45 3 .32 271.82 29 1.62 4.87 362.96 389.04 13 .04 3 .19 271 .69 30 0 .00 1.62 339 .43 364 .59 12.58 3.04 271 .54 31 0 .00 0.00 315 .21 339.43 12.11 2.89 271.39 32 0.00 0 .00 291 .89 315.21 11.66 2.75 271.25 33 0.00 0 .00 269 .45 291 .89 11 .22 2.61 271 .11 34 0 .00 0.00 247.98 269.45 10.73 2.47 270 .97 35 0 .00 0 .00 228 .12 247 .98 9.93 2 .32 270.82 36 0.00 0.00 209.74 228.12 9.19 2 .18 270 .68 37 0 .00 0 .00 192.73 209.74 8.50 2 .05 270.55 38 0.00 0.00 177 .00 192.73 7.87 1.92 270.42 39 0.00 0 .00 162.45 177.00 7.28 1.81 270 .31 40 0.00 0.00 148.98 162.45 6.73 1.71 270 .21 41 0 .00 0 .00 136.52 148.98 6.23 1.61 270 .11 42 0 .00 0 .00 124.99 136 .52 5.76 1.52 270.02 43 0.00 0.00 114.44 124.99 5.27 1.42 269.92 44 0.00 0.00 104.83 114.44 4.81 1.32 269 .82 45 0 .00 0.00 96.07 104.83 4.38 1.24 269.74 Garrett Engneering. 4444 Cltrter Creek Parl<woy Suite 108 • Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 29 46 0.00 0.00 88.09 96.07 3.99 1.16 269.66 47 0.00 0.00 80.82 88.09 3.64 1.09 269.59 48 0.00 0.00 74.19 80.82 3.32 1.02 269.52 49 0.00 0.00 68.14 74.19 3.02 0.96 269.46 50 0.00 0.00 62.64 68.14 2.75 0.90 269.40 51 0.00 0.00 57.62 62.64 2.51 0.85 269.35 52 0.00 0.00 53.04 57.62 2.29 0.81 269.31 53 0.00 0.00 48.87 53.04 2.08 0.77 269.27 54 0.00 0.00 45.08 48.87 1.90 0.73 269.23 55 0.00 0.00 41.61 45.08 1.73 0.69 269.19 56 0.00 0.00 38.46 41.61 1.58 0.66 269.16 57 0.00 0.00 35.58 38.46 1.44 0.63 269.13 58 0.00 0.00 32.96 35.58 1.31 0.61 269.11 59 0.00 0.00 30.57 32.96 1.19 0.58 269.08 60 0.00 0.00 28.40 30.57 1.09 0.56 269.06 Garrett En!jneering-4444 Carter Creek Pari<way S<Jite 108 -Bryan, Texas n802 -Telephone: (409) 84&-2688 -Fox: (409) 84&-3094 -Page 30 - -'t:I c 0 u Q) "' ~ Q) ll.. .. Q) Q) u. u :E :::J ~ ~ 0 5 :::J 0 Inflow/Outflow Simulation 25-Year Storm Event 35.00 ' ' • 30 .00 ' ' I 25 .00 I I 20 .00 15 .00 10 .00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph ' ' ' ' ' ' ' ' ' ' 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 ---• • • • Post- Development "Free-Flow'' Garrett Engnaering -4444 Carter Creek Parkwa)' Suite 108 -Brya n, Texas 77802 -Telephone : (409) 848·2688 -Fax. (409) 846·3094 -Page 31 60 Inflow I Outflow Simulation SO-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 268 .50 1 3 .67 3.67 3.43 3 .67 0 .12 0 .08 268 .58 2 7 .34 11.01 13.48 14.43 0.48 0 .31 268 .81 3 11 .01 18.34 29 .53 31.82 1 .14 0 .57 269.07 4 14 .67 25.68 50 .85 55 .22 2 .18 0 .79 269.29 5 18.34 33 .02 76 .97 83 .87 3 .45 1.05 269.55 6 22 .01 40 .36 107 .46 117 .33 4 .93 1.35 269 .85 7 25 .68 47 .69 142.23 155 .15 6.46 1 .65 270 .15 8 29 .35 55 .03 181.19 197.26 8 .04 1 .96 270.46 9 33 .02 62 .37 224 .03 243 .56 9.77 2 .29 270.79 10 36.69 69 .71 271.22 293 .73 11 .26 2 .62 271.12 11 34 .85 71.54 318.41 342.76 12 .17 2 .91 271 .41 12 33.02 67 .87 360 .31 386 .28 12 .99 3 .17 271.67 13 31 .18 64 .20 397 .12 424 .52 13 .70 3 .40 271 .90 14 29 .3 5 60 .53 429 .21 457.65 14 .22 3 .58 272.08 15 27.52 56.86 456.90 486 .07 14 .59 3 .72 272.22 16 25 .68 53.20 480.31 510.10 14 .89 3 .84 272 .34 17 23.85 49 .53 499.55 529 .84 15 .14 3.94 272 .44 18 22.01 45.86 514 .73 545 .41 15 .34 4.01 272.51 19 20 .18 42 .19 525 .94 556.92 15.49 4 .07 272 .57 20 18 .34 38.52 533.30 564.47 15.58 4.11 272 .61 21 16 .51 34 .85 536.89 568.15 15.63 4 .13 272.63 22 14 .67 31 .18 536 .81 568 .07 15 .63 4.13 272 .63 23 12.84 27 .52 533.16 564 .33 15 .58 4 .11 272 .61 24 11 .01 23 .85 526 .03 557 .01 15.49 4 .07 272 .57 25 9 .17 20 .18 515 .51 546 .21 15 .35 4.02 272.52 26 7 .34 16 .51 501.68 532 .02 15 .17 3 .95 272.45 27 5.50 12 .84 484 .62 514 .52 14 .95 3 .86 272 .36 28 3.67 9 .17 464.43 493 .79 14.68 3 .76 272 .26 29 1.83 5.50 441.17 469 .93 14 .38 3 .64 272 .14 30 0 .00 1 .83 414 .93 443 .00 14 .04 3.51 272.01 3 1 0 .00 0.00 387 .89 414 .93 13 .52 3.34 271 .84 32 0 .00 0.00 361 .86 387 .89 13 .01 3 .18 271 .68 33 0 .00 0.00 336.80 361 .86 12 .53 3 .03 271 .53 34 0 .00 0.00 312 .68 336.80 12 .06 2 .88 271 .38 35 0.00 0 .00 289 .46 312.68 11 .61 2.73 271 .23 36 0.00 0 .00 267.11 289.46 11 .18 2 .60 271 .10 37 0.00 0 .00 245 .81 267 .11 10 .65 2 .46 270 .96 38 0.00 0 .00 226 .11 245 .81 9 .85 2 .30 270.80 39 0.00 0 .00 207 .88 226.11 9 .11 2.16 270 .66 40 0.00 0 .00 191 .02 207 .88 8.43 2 .03 270.53 41 0 .00 0 .00 175 .41 191 .02 7.80 1 .91 270 .41 42 0 .00 0 .00 160 .98 175 .41 7 .22 1.80 270.30 43 0 .00 0 .00 147.62 160 .98 6 .68 1 .70 270.20 44 0 .00 0 .00 135 .26 147 .62 6 .1 8 1.60 270 .10 45 0 .00 0 .00 123 .83 135 .26 5.72 1.51 270.01 Garrett Engineering-4444 Carter creek Part<way &ite 1<Ja • Bryan, Texas n802 ·Telephone: (409) 84&-2688 • Fax: (409) 84&-3094 • Page 32 46 0 .00 0 .00 113 .38 123 .83 5 .22 1 .41 269 .91 47 0 .00 0 .00 103 .87 113 .38 4 .76 1 .32 269 .82 48 0.00 0 .00 95 .19 103 .87 4.34 1 .23 269 .73 49 0 .00 0 .00 87.29 95.19 3 .95 1.15 269 .65 50 0 .00 0.00 80 .08 87 .29 3 .60 1.08 269 .58 51 0 .00 0 .00 73.52 80 .08 3 .28 1 .01 269 .51 52 0 .00 0 .00 67 .54 73 .52 2 .99 0 .95 269.45 53 0 .00 0 .00 62 .08 67.54 2 .73 0 .90 269 .40 54 0 .00 0 .00 57 .11 62.08 2 .48 0 .85 269 .35 55 0.00 0 .00 52.58 57 .11 2 .26 0 .80 269 .30 56 0 .00 0 .00 48 .46 52 .58 2 .06 0 .76 269 .26 57 0 .00 0 .00 44.69 48 .46 1.88 0.73 269 .23 58 0.00 0 .00 41.27 44 .69 1.71 0.69 269.19 59 0 .00 0 .00 38 .14 41 .27 1 .56 0 .66 269.16 60 0 .00 0 .00 35 .29 38 .14 1 .42 0.63 269.13 Garrett Engneering. «44 CartOf creek Parlcway Suite 108 -Bryan , Texas n802 ·Telephone: (409) 846-2888 ·Fax: (409) 846-3094 • Page 33 - Inflow/Outflow Simulation 50-Year Storm Event 40.00 35 .00 ' ' I ' ' ' ' 30 .00 ' I I ' -I ' ,, c: I 0 ' I,) 25 .00 I Q) "' ... I Q) ' Q. ' ... Q) ' Q) 20.00 LL .!: .Q :::J 0 -~ 0 15.00 5 :::J 0 10.00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph 20 30 40 50 Time (Minutes ) • Post- Development Outflow Hydrograph Without Detention ---•Post-- - - ---• Post- Development Development Outflow With "Free-Flow" Detention Garrett Engineering -4444 Cuter Creek Parkwa)' &Ate 108 -Bryan, Texas 77802 -Telephone : (409) 848-2688 -Fax. (409) 646 ·3094 -Page 34 60 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0 .00 0.00 0 .00 0 .00 0.00 268 .50 1 3 .83 3 .83 3 .58 3.83 0 .13 0.08 268.58 2 7 .66 11 .49 14.07 15.07 0 .50 0 .32 268 .82 3 11 .49 19 .15 30 .81 33 .23 1 .21 0 .59 269 .09 4 15 .32 26 .81 53 .05 57.63 2 .29 0 .81 269 .31 5 19 .1 5 34.47 80.30 87.53 3 .61 1 .08 269.58 6 22 .98 42.13 112.12 122.44 5 .16 1.40 269.90 7 26.81 49 .80 148 .48 161 .91 6 .71 1 .70 270 .20 8 30.64 57 .46 189.22 205.94 8 .36 2 .02 270 .52 9 34.47 65 .12 234.00 254 .34 10.17 2 .37 270 .87 10 38.30 72 .78 283 .78 306.78 11.50 2.70 271 .20 11 36 .3 9 74 .69 333 .54 358 .47 12 .47 3.01 271 .51 12 34.47 70.86 377.76 404.41 13.32 3.28 271 .78 13 32.56 67 .03 416.67 444 .79 14.06 3 .52 272 .02 14 30 .64 63.20 450 .86 479 .87 14.51 3 .69 272 .19 15 28 .7 3 59.37 480 .45 510 .23 14 .89 3.84 272.34 16 26 .81 55.54 505 .55 535 .99 15 .22 3.97 272 .47 17 24.90 51.71 526.27 557.26 15.49 4 .07 272.57 18 22.98 47.88 542.74 574 .15 15 .71 4 .16 272 .66 19 21.07 44.05 555.05 586.79 15 .87 4 .22 272 .72 20 19 .15 40.22 563.32 595.27 15.98 4.26 272 .76 21 17 .24 36 .39 567.64 599.71 16 .03 4 .28 272 .78 22 15.32 32 .56 568 .13 600 .20 16 .04 4.29 272 .79 23 13.41 28.73 564.86 596.85 16.00 4 .27 272 .77 24 11.49 24.90 557 .95 589 .76 15.91 4.23 272.73 25 9 .58 21 .07 547 .48 579.01 15.77 4 .18 272 .68 26 7.66 17.24 533.54 564 .71 15.59 4 .1 1 272 .61 27 5.75 13.41 516 .22 546.95 15.36 4 .02 272.52 28 3 .83 9 .58 495.62 525 .80 15.09 3 .92 272 .42 29 1.92 5.75 471.80 501 .36 14.78 3 .80 272 .30 30 0 .00 1.92 444.86 473 .72 14 .43 3 .66 272 .16 31 0 .00 0.00 416 .74 ' 444 .86 14 .06 3 .52 272.02 32 0.00 0 .00 389.63 416.74 13 .55 3.35 271 .85 33 0.00 0 .00 363 .54 389 .63 13 .05 3.19 271 .69 34 0 .00 0.00 338 .42 363 .54 12.56 3 .04 271.54 35 0.00 0.00 314.24 338 .42 12.09 2 .89 271 .39 36 0 .00 0.00 290.96 314 .24 11.64 2.74 271 .24 37 0 .00 0.00 268.55 290.96 11.20 2 .61 271.11 38 0 .00 0 .00 247 .15 268.55 10.70 2 .47 270 .97 39 0 .00 0.00 227.35 247.15 9.90 2 .31 270 .81 40 0 .00 0.00 209 .03 227.35 9.16 2 .17 270.67 41 0.00 0 .00 192.07 209 .03 8.48 2.04 270.54 42 0 .00 0 .00 176.39 192 .07 7 .84 1 .92 270.42 43 0 .00 0 .00 161 .88 176.39 7 .26 1 .81 270 .31 44 0.00 0.00 148 .46 161.88 6 .71 1 .70 270 .20 45 0 .00 0 .00 136 .03 148.46 6 .21 1 .61 270.11 Garrett En!jneering-4444 Carter Creek Par1<way &lite 108 -Bryan, Texas 77802 ·Telephone: (409) 84&-2686 -Fax: (409) 84&-3094 • Page 35 46 0.00 0.00 124.54 136.03 5.75 1.52 270.02 47 0.00 0.00 114.04 124.54 5.25 1.42 269.92 48 0.00 0.00 104.46 114.04 4.79 1.32 269.82 49 0.00 0.00 95.74 104.46 4.36 1.23 269.73 50 0.00 0.00 87.78 95.74 3.98 1.15 269.65 51 0.00 0.00 80.53 87.78 3.62 1.08 269.58 52 0.00 0.00 73.93 80.53 3.30 1.02 269.52 53 0.00 0.00 67.91 73.93 3.01 0.96 269.46 54 0.00 0.00 62.42 67.91 2.74 0.90 269.40 55 0.00 0.00 57.42 62.42 2.50 0.85 269.35 56 0.00 0.00 52.87 57.42 2.28 0.81 269.31 57 0.00 0.00 48.71 52.87 2.08 0.77 269.27 58 0.00 0.00 44.93 48.71 1.89 0.73 269.23 59 0.00 0.00 41.48 44.93 1.72 0.69 269.19 60 0.00 0.00 38.34 41.48 1.57 0.66 269.16 Garrett Engineering. 4444 Carter Creek Pari<wlty SUie 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 • Fax: (409) 846-3094 • Page 38 - - Inflow/Outflow Simulation 100-Year Storm Event 40.00 ' I ' 35.00 \ I ' I ' ' 30.00 I • -\ "C c 0 \ u 25.00 QI "' \ ... I QI a. .. QI QI 20.00 LL u :Ei ~ 0 -~ 0 15.00 5 ~ 0 10 .00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 -• • • - -• Post- Development "Free-Flow'' Garrett EnginHrlng -4444 Ca.rt.er Creek Parkwa)' Soilti 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -F;ax. (409} 846 ·3094 -Pago 37 60 Inflow/Outflow Simulation 2-Year Storm Event 12.00 10.00 :c-8 .00 c: 0 u Q) "' ... Q) Q. ... Q) Q) 6 .00 LL u :.c :I () -S': 0 5 :I 0 4 .00 2 .00 0.00 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---·Total Post-Development Hydrograph Garrett EngnHtlng-4444 ~rter Creek Parkwa)' &ale 108 -Bryan , Texas 77802 -leMsphone : (409) 843-2688 -Fax. (409) 846·3094 -Page 38 - Inflow/Outflow Simulation 5-Year Storm Event 16 .00 14.00 12.00 =ti' c 0 10.00 I.) G> t/J ... G> 0. -G> G> 8.00 LL I.) :s ::::J 0 -3: 0 6 .00 = ::::J 0 4 .00 2.00 0 .00 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---•Total Post-Development Hydrograph Gatrell E1l9neerlng · 4444 C.rter Cleek Parkway &ate 108 -Bryan, Texas 77802 • Telepl\OM: (409) 845-2681! -Fax. (409) 846·3094 • Page 39 - Inflow/Outflow Simulation 10-Year Storm Event 18 .00 16 .00 14.00 -12 .00 "C c: 0 u Cl) "' ... Cl) 10.00 c. ... Cl) Cl) LL u :c ::::s 8 .00 0 -~ 0 5 ::::s 0 6 .00 4 .00 2 .00 0.00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Gom•lt Er19neerlng · 4444 ~rter CrMI< Parkway &.le 106 ·Bryan, Texas 77802 • Telaphone : (409) 841}-2688 ·Fax. (409) 846·3004 • P•!l" 40 • Inflow/Outflow Simu lati on 25-Year St orm Event 20 .00 18.00 16 .00 14 .00 :c-c 0 u Cl) 12.00 ti) ... Cl) a.. ... Cl) Cl) 10.00 LL u :c :J ~ ~ 8.00 0 = :J 0 6 .00 4.00 2.00 0 .00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Gutrelt EnSJneer \ng -4444 Ciirter Creek Parkway Suite 108-Bryan, lexaa 77802 -l«il«iphone: {409) 846-2688 -Fax. (409) 846·30g4 -Paga 41 • • 25 .00 20 .00 -"C c: 0 u Cll 15 .00 ti) ... Cll c.. -Cll Cll LL u :.c ::I ~ ~ 10 .00 5 ::I 0 5.00 0.00 Inflow/Outflow Simulation 50-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hyd rograph Gurrelt Eng;neering -4444 Carter Creek Parkwa)' S1..1te 108 -Bryan, Texas 77802 -Telephone : ('409) 840-2688 -Fax.. (409) 848·3004 -Pago 42 • -'tJ c 0 (J Iii rn ... Iii a.. -Iii Iii LL (J :c :I 0 - 25.00 20.00 15 .00 ~ 10 .00 = :::s 0 5.00 0 .00 Inflow/Outflow Simulation 100-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett Engineering -4444 Carter Creek Park-Na)' Suo te 108-&)an, 1'exas 77802 -Tele~e: (409) 84&-26a8 -Fax. (409) 846·3094 -Page 43 Q) E :s 0 > E :s E ')( ca :::!:: .... 0 ... c: Q) CJ ... Q) Q. Detention Pond Storage Volumes as Percent of Maximum Volume 100% 90% 80% 70% 60% 50% 40% 30% 20% 10% 0% 2-year 5-year 10-year 25-year 50-year 100-year Design Storm Storm Simulation Synopsis 2-ear 5-ear 10-ear 25-ear 50 -ear 100-ear Storm Depth 2 .57 3 .01 3.33 3 .72 4 .13 4.29 Storm Elevation 271 .07 271 .51 271 .83 272 .22 272 .63 272 .79 Storm Volume 8197 10390 11976 14161 16576 17525 Maximum Capacity 18806 18806 18806 18806 18806 18806 Percent of Capacity 44% 55% 64% 75% 88% 93% Garrett Engineering -4444 Carter Creek Parilway SUte 108 -Brya n, Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 44 Detention Pond No. 2 Tributary Area ("A"): 6 .76 Acres Pervious Area : 6 .76 Acres Impervious Area : 0 .00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("T/c"): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vw"): Time : Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (% Grade): Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vpave"): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7.69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11 .15 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 12.83 5-Year: 15.60 10-Year: 17.51 25-Year: 20 .00 50-Year: 22 .61 100-Year: 23 .60 c = 0 .30 c = 0 .90 0.00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0 .00 Minutes 0 .00 0 .00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0.00 0.00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Garrett Engineering-4444 Carter Creel< Par1<wily Suite 108 -Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 2 • Tributary Area ("A"): 6 .76 Acres Pervious Area : 3.35 Acres c = 0.30 c = 0 .90 Impervious Area : 3.41 Acres Run-Off Coefficient ("Cwt"): 0.60 T ime Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 Inches I Hour 5-Year: 7.69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q "): 2-Year: 25 .77 Cubic Feet I Second 5-Year: 31 .34 Cubic Feet I Second 10-Year: 35 .18 Cubic Feet I Second 25-Year: 40 .18 Cubic Feet I Second 50-Year: 45.42 Cubic Feet I Second 100-Year: 47 .42 Cubic Feet I Second Predevelopment Post-Development Increase 2-Year: 12 .83 Ft3/sec 25. 77 Ft3/sec 12.94 Ft3/sec 5-Year: 15 .60 Ft3/sec 31 .34 Ft3/sec 15 .74 Ft3/sec 10-Year: 17 .51 Ft3/sec 35.18 Ft3/sec 17 .67 Ft3/sec 25-Year: 20 .00 Ft3/sec 40 .18 Ft3/sec 20 .18 Ft3/sec 50-Year: 22 .61 Ft3/sec 45.42 Ft3/sec 22 .81 Ft3/sec 100-Year: 23 .60 Ft3/sec 4 7 .42 Ft3/sec 23 .81 Ft3/sec 2-Year: 12 .94 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 11 ,650 Cubic Feet 5-Year: 15 .74 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 14 ,166 Cubic Feet 10-Year: 17.67 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 15,900 Cubic Feet 25-Year: 20 .18 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 18 , 159 Cubic Feet 50-Year: 22.81 Ft3/sec x (30 Min . x 60 Sec. I 2 ) = 20 ,527 Cubic Feet 100-Year: 23 .81 Ft3/sec x (30 Min. x 60 Sec. I 2 ) = 21 ,432 Cubic Feet Time Base (Tb)= 3.00 x Tic And Time Of Concentration (Tic) Of 10 Minutes . Garrett Engineering· 4444 Carter Creek Parkway Suite 108 • Bryan, Texas 77802 ·Telephone: (409) 846-268S • Fax: (409) 846-3094 • Page 3 Tributary Area ("A"): 0 .00 Acres Perv ious Area : 0.00 Acres Impervious Area : o.oo Acres Run-Off Coefficient ("Cwt"): 0 .00 c = 0 .30 c = 0 .90 Time Of Concentration ("T/c"): 1 O Minutes (Min .) Hourly Intensity Rates ("I"): 2-Year: 6 .33 Inches I Hour 5-Year: 7 .69 Inches I Hour 10-Year: 8 .63 Inches I Hour 25-Year: 9.86 Inches I Hour 50-Year: 11 .15 Inches I Hour 100-Year: 11.64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 0 .00 Cubic Feet I Second 5-Year: 0 .00 Cubic Feet I Second 10-Year: 0 .00 Cubic Feet I Second 25-Year: 0.00 Cubic Feet I Second 50-Year: 0.00 Cubic Feet I Second 100-Year: 0 .00 Cubic Feet I Second G;u rert Enfineering M 44 44 Carter Cru ek Pa.rkiA.-ay Suite 108 . Bryan, Texas nao2 -Telephone: (409) 846-2688 . Fax: (409) 846-3094 -P;ige 4 • Tributary Area ("A "): 6.76 Acres Pervious Area : 3.35 Acres Impervious Area : 3.41 Acres Run-Off Coefficient ("Cwt"): 0.60 Time Of Concentration ("T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 25.77 5-Year: 31 .34 10-Year: 35 .18 25-Year: 40.18 50-Year: 45 .42 100-Year: 47.42 c = 0.30 c = 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Gwnt\ En$jneering -4444 Carter Cruvk Pari<way SUie 108 · Bryan, Tex .. TT802 • TelepllOne: (409) 846-2688 · Fax: (409) 846-J09< • Pago 5 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett En!jneenng-4444 Carter Creek Part<way Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 7 • Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 2.58 3.13 3.52 4.02 4.54 4.74 2 5.15 6.27 7.04 8.04 9.08 9.48 3 7.73 9.40 10.55 12.05 13.62 14.23 4 10.31 12.54 14.07 16.07 18.17 18.97 5 12.89 15.67 17.59 20.09 22.71 23.71 6 15.46 18.80 21.11 24.11 27.25 28.45 7 18.04 21.94 24.62 28.12 31.79 33.19 8 20.62 25.07 28.14 32.14 36.33 37.93 9 23.20 28.21 31.66 36.16 40.87 42.68 11 24.49 29.77 33.42 38.17 43.14 45.05 12 23.20 28.21 31.66 36.16 40.87 42.68 13 21.91 26.64 29.90 34.15 38.60 40.31 14 20.62 25.07 28.14 32.14 36.33 37.93 15 19.33 23.51 26.38 30.13 34.06 35.56 16 18.04 21.94 24.62 28.12 31.79 33.19 17 16.75 20.37 22.87 26.11 29.52 30.82 18 15.46 18.80 21.11 24.11 27.25 28.45 19 14.18 17.24 19.35 22.10 24.98 26.08 20 12.89 15.67 17.59 20.09 22.71 23.71 21 11.60 14.10 15.83 18.08 20.44 21.34 22 10.31 12.54 14.07 16.07 18.17 18.97 23 9.02 10.97 12.31 14.06 15.90 16.60 24 7.73 9.40 10.55 12.05 13.62 14.23 25 6.44 7.84 8.79 10.04 11.35 11.85 26 5.15 6.27 7.04 8.04 9.08 9.48 27 3.87 4.70 5.28 6.03 6.81 7.11 28 2.58 3.13 3.52 4.02 4.54 4.74 29 1.29 1.57 1.76 2.01 2.27 2.37 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Ensjneering • 4444 Carter Creek Parkway SUlte 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Pago 8 • • .. , 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett En!lneerlng • 4444 Carter Creek Pa11<way &lite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2888 - Fax: (409) 848-3094 -Page 9 • ~--~--~--~--~--~- Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 7 0.00 0.00 0.00 0.00 0.00 0.00 8 0.00 0.00 0.00 0.00 0.00 0.00 9 0.00 0.00 0.00 0.00 0.00 0.00 10 0.00 0.00 0.00 0.00 0.00 0.00 11 0.00 0.00 0.00 0.00 0.00 0.00 12 0.00 0.00 0.00 0.00 0.00 0.00 13 0.00 0.00 0.00 0.00 0.00 0.00 14 0.00 0.00 0.00 0.00 0.00 0.00 15 0.00 0.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 23 0.00 0.00 0.00 0.00 0.00 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 27 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering-4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 10 • • 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engneering • 4444 Corter Creek Port<wity Suite 108 • Bryon, Texas 77802 ·Telephone; (409) 84&-2688 • Fox; (409) 84&-3094 • Page 11 • Post-Development Flow Routed Through Detention Pond Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Yea r 5-Year 10-Year 25-Year 50-Year 100-Year (M inutes) Storm Storm S torm Storm Storm Storm 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 I 1 2 .58 3 .13 3 .52 4 .02 4 .54 4 .74 2 5 .15 6 .27 7 .04 8 .04 9 .08 9 .48 3 7 .73 9 .40 10 .55 12 .05 13 .62 14 .23 4 10 .31 12 .54 14 .07 16.07 18 .17 18.97 5 12 .89 15 .67 17 .59 20 .09 22.71 23.71 6 15 .46 18 .80 21 .11 24 .11 27 .25 28 .45 7 18 .04 21 .94 24 .62 28 .12 31 .79 33 .19 8 20 .62 25 .07 28 .14 32.14 36 .33 37 .93 9 23 .20 28 .21 31 .66 36 .16 40 .87 42 .68 11 24 .49 29 .77 33 .42 38 .17 43.14 45 .05 12 23 .20 28 .21 31 .66 36 .16 40 .87 42 .68 13 21 .91 26 .64 29 .90 34 .15 38 .60 40 .31 14 20 .62 25 .07 28 .14 32 .14 36 .33 37 .93 15 19 .33 23 .51 26 .38 30 .13 34 .06 35 .56 16 18 .04 21.94 24 .62 28.12 31.79 33 .19 17 16 .75 20 .37 22 .87 26 .11 29 .52 30 .82 18 15 .46 18 .80 21 .11 24 .11 27 .25 28 .45 19 14 .18 17 .24 19 .35 22 .10 24 .98 26 .08 20 12 .89 15 .67 17 .59 20 .09 22 .71 23 .71 2 1 11 .60 14 .10 15 .83 18 .08 20 .44 21.34 22 10 .31 12 .54 14 .07 16 .07 18 .17 18 .97 23 9 .02 10 .97 12.31 14.06 15.90 16.60 24 7 .73 9 .40 10 .55 12 .05 13.62 14.23 25 6 .44 7 .84 8 .79 10.04 11 .35 11 .85 26 5 .15 6 .27 7 .04 8.04 9 .08 9 .48 27 3.87 4 .70 5 .28 6 .03 6 .81 7 .11 28 2.58 3 .13 3 .52 4 .02 4 .54 4 .74 29 1 .29 1.57 1 .76 2 .01 2 .27 2 .37 30 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 3 1 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 32 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 33 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 34 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 35 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 36 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 37 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 38 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 39 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 40 0 .00 0 .00 0 .00 0 .00 0.00 0.00 Garrett Eng;nccrlng -4444 ~rt er Creek Parkway Suite 108 -Bryan, 1'exas 77802 -·rele~one : (409) 848-2688 -Fax. (409) 846·3004 -Page 12 I ss:m ; 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett E119neering-4444 Carter Creek Parkwoy Suite 108 -Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 13 • -- - 30 .00 ... QI 25 .00 c.. ... QI QI 20.00 LL u- ·-"C .Q c: :I 0 15 .00 CJ u -QI QI rn Cl 10 .00 ... ca .I:. u Cll 5 .00 c 0 .00 0 ... Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event 10 20 30 40 50 Time (Minutes) Pre-Development Hydrograph ---Total Post-Development Hydrograph Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event :.. 30.00 -----~-----+-----+------+-----+-----------! ... QI if 25 .00 u-~ ~ 20.00----#-------+----"'----+-----+-----+-----+------t :I 0 ~ ~ 15 .00 ---------------------+-----+-----+------! QI rn Cl ; 10.00 -------l-----------+------+-----+------t .I:. u '3 5.00 0.00 ..... -------+-------..... ------.-...--------eio--------t--------t 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garrett Engneering • 4444 Carter Creek Part<way sute 108 ·Bryan, Texa s 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 14 60 60 • '-OJ Q. Total Pre-Development Vs . Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 40.00 ----~------,----~---~---~---~ 35 .00 ----....... -------l-----+------+------+-----1 ~ 30 .00 -----#--+-----+------+--------+-----+-------< OJ LL ~ =[ 25.00 ----#---t------t-----+------+-----t-------< c3 8 20 .00 ---~---t------"1.-+------+--------+-----+-------< -OJ & (fJ 15.00 ----~~-----t--"<----+------+-----t--------; '-I'll ti 10 .00 _ _,_ ___ .___--+----'""or-+------+------t-----t------l Cll c 5 .00 __,,,__,_ __ ---+------+-------"'~-+--------+-----+-------< '-OJ Q. ..... OJ 0 .00 +----+---_ ..... ___ ...,.. ___ --t~---t-----f 0 10 20 30 40 50 Time (Minutes) ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 60 if 30 .00 -----#---1-----t-----+------!-----t-------< u-:c -g 25 .00 ---#----t---~-t-----+------+-----t--------; ::::s 0 ~ ~ 20 .00 +---1---.i~---~-----t------t-----j-------1 OJ (fJ ~ 15.00 ---<-------+-~-----+------+--------+-----+-------< I'll .c (,,) Cll c 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detent ion Garrett Engneefing-4444 Carte< Creek Pari<way SUie 108 -Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax: (409 ) 846-3094 -Page 15 60 ... Q) D. ... Q) Q) LL Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 50 .00 <p------,------,---------,------,--------,-------, 45.00 ..------#}lf;:-----+----+-----+------+--------1 40.00 ----+-1---'lo~--+-------+----+------+------l 35.00 ----#--+----"<----+----+------1------+------1 .!::? :c 30.00 ~---.---;--~--r------+-------;-----+------l .Q c a 8 25 .oo -------1-----t---~'l<-+------+---------t-----+------l -Q) a> rn 20 .00 ~--.--.....,~----+------+---------+-----+------l ~ ca 15.00 _ __, _ _,_--;--~--r-~---+---------t-----+------l .c u Ill c ... Q) D. ... Q) Cll LL 0 .00 ~----+-----+----~----4i-----i-----t 0 10 20 30 40 50 Time (Minutes) ---Pre-Development Hydrograph ---Post-Development Outflow Hydrograph Without Detenti on Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 60 .!::? :c 30 .00 ---+------t---~-t------+-------;-----t-------; .Q c a 8 25 .oo --------t----"lrl-----+---------t-----+-------; ;-~ 20 .00 +--1------,jL--f-----"'---~.---------t-----+-----t------l ~ 15.00 --------t---~-+---"<----+---------t-----t-------; ~ 10.00+--l-_,__---!-----+~-~-+------t-----t------j Ill c 0 10 20 ---Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garrett Engneering· 4444 Carter Creek Part<way Slite 108 -Bryan , Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 16 60 - -... Q) Q) LL 8.00 7 .00 6 .00 5 .00 ~ 4 .00 ... c. Q) c 3 .00 2 .00 1 .00 0 .00 0 Elevation 265 .50 266 .00 268 .00 271 .00 272 .00 273 .00 Depth (Feet) 0 .00 0 .50 2 .50 5 .50 6 .50 7 .50 Volume (Ft3) 0 396 4 ,980 17 ,976 24 , 156 31,404 Detention Pond Depth Vs. Volume 5 ,000 10 ,000 15 ,000 20 ,000 25 ,000 Detention Pond Volume (Cubic Feet) 30 ,000 Garrett Engnuutlng · 4444 C.~ur Cr-Parkway &.le 108 -Bryan , Tuxas 77802 ·Telephone : (409) 84&-2688 -Fax. (409) 848·3004 -Page 17 35 ,000 - "Rating'·GutvEf Eo'rr , utleUlonttol Structure..:·.>=:=::> D~ "th. V$, '.V.fi.iiirrm :;· ::-:, .:'' ...... ' .. ·· ....... : . : :· :: .. :',;: ... ·~ ·; .: ·>'=>:::; Pipe : 15 (Diameter In Inches) 1. 25 (Diameter In Feet) --Cl> Cl> LL 8.00 7.00 6 .00 5.00 ~ 4 .00 -0. Cl> c 3.00 2.00 1.00 0.00 Elevation Depth (Feet) 265 .50 0.00 266 .00 0.50 268 .00 2 .50 271 .00 5.50 272 .00 6 .50 273 .00 7.50 Discharge Ft3/Sec 0.00 0.70 7.90 12 .78 14 .06 15 .22 Rating Curve For Outlet Control Structure Depth Vs. Volume I I I I / / "' / / / v /' ~ 0 .00 2.00 4 .00 6.00 8.00 10 .00 12.00 14 .00 Discharge (Cubic Feet Per Second) Garrett Enginuu tlngM 4444 Carh1r er .. k Parkway Suite 108 R Bryan, Texaa 77802 R Telephone : (409) 846-2688 M Fax. (409) 848·3004 ~ Page 18 16 .00 Depth Storage Discharge 2s/t 2s/t+O (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0.00 0 0.00 0.00 0.00 0 .50 396 0.70 13 .20 13.90 2.50 4,980 7.90 166.00 173.90 5.50 17 ,976 12 .78 599 .20 611 .98 6 .50 24 ,156 14.06 805 .20 819.26 7.50 31 ,404 15 .22 1,046.80 1,062 .02 Storage Indication Curve 16 .00 14.00 12.00 -"C c: 0 u QI "' 10.00 ... QI a. -QI QI LL 8.00 u :c :::l 0 -QI C'I 6.00 ... ca .c: u Cl) i5 4.00 2 .00 0.00 0.00 200.00 400 .00 600.00 800.00 1,000.00 1,200.00 2s/t+O (Cubic Feet Per Second) Garrett Engineering -4444 Carter Creek Pari<way Suite 108-Bryan, Texas 77802-Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 19 Inflow I Outflow Simulation 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 265.50 1 2 .58 2 .58 2 .32 2 .58 0 .13 0 .09 265.59 2 5 .15 7 .73 9.04 10.05 0 .51 0 .36 265.86 3 7 .73 12 .89 19 .80 21 .92 1 .06 0 .60 266.10 4 10 .31 18 .04 34 .29 37 .84 1 .78 0 .80 266.30 5 12 .89 23 .20 52.16 57 .49 2 .66 1 .04 266 .54 6 15.46 28 .35 73 .12 80.52 3 .70 1 .33 266 .83 7 18.04 33 .51 96.88 106.63 4 .87 1 .66 267 .16 8 20 .62 38 .66 123.19 135.54 6 .17 2 .02 267 .52 9 23 .20 43 .82 151 .83 167.01 7 .59 2 .41 267.91 10 25 .77 48 .97 184.40 200 .80 8 .20 2.68 268 .18 11 24.49 50 .26 217 .51 234 .66 8 .58 2 .92 268.42 12 23 .20 47 .68 247.36 265 .19 8 .92 3 .13 268 .63 13 21 .91 45 .10 274.02 292 .46 9 .22 3 .31 268 .81 14 20 .62 42.53 297.57 316 .55 9 .49 3 .48 268.98 15 19 .33 39 .95 318.07 337 .52 9.72 3.62 269 .12 16 18 .04 37.37 335.60 355 .45 9 .92 3 .74 269.24 17 16 .75 34 .80 350.22 370 .40 10 .09 3.85 269 .35 18 15 .46 32 .22 361.99 382 .44 10 .22 3 .93 269 .43 19 14 .18 29.64 370.98 391 .63 10.33 3 .99 269.49 20 12 .89 27 .06 377.25 398 .04 10.40 4.03 269 .53 21 11 .60 24 .49 380.86 401 .73 10.44 4 .06 269.56 22 10 .31 21 .91 381 .87 402 .77 10 .45 4.07 269 .57 23 9 .02 19 .33 380.33 401 .20 10 .43 4 .06 269 .56 24 7 .73 16 .75 376.32 397.09 10 .39 4 .03 269 .53 25 6 .44 14 .18 369 .87 390.49 10 .31 3.98 269.48 26 5 .15 11 .60 361 .04 381.46 10.21 3 .92 269 .42 27 3.87 9 .02 349 .89 370.06 10 .09 3 .84 269.34 28 2 .58 6.44 336 .47 356 .33 9 .93 3 .75 269 .25 29 1 .29 3 .87 320.83 340 .34 9.75 3 .64 269 .14 30 0 .00 1.29 303 .01 322 .12 9 .55 3.51 269 .01 31 0 .00 0 .00 284 .34 303 .01 9 .34 3 .38 268 .88 32 0 .00 0 .00 266.08 284 .34 9 .13 3 .26 268 .76 33 0 .00 0 .00 248 .22 266.08 8 .93 3.13 268 .63 34 0.00 0 .00 230.77 248 .22 8 .73 3 .01 268 .51 35 0 .00 0 .00 213 .70 230 .77 8 .53 2 .89 268.39 36 0 .00 0 .00 197 .01 213 .70 8 .34 2 .77 268.27 37 0 .00 0 .00 180.70 197 .01 8 .16 2 .66 268.16 38 0 .00 0 .00 164.75 180 .70 7.98 2 .55 268 .05 39 0.00 0 .00 149.77 164.75 7 .49 2 .39 267 .89 40 0 .00 0 .00 136.14 149.77 6.81 2 .20 267 .70 41 0 .00 0.00 123.74 136 .14 6 .20 2 .03 267 .53 42 0.00 0 .00 112 .46 123 .74 5 .64 1 .87 267 .37 43 0 .00 0 .00 102 .19 112 .46 5 .13 1 .73 267 .23 44 0 .00 0.00 92.84 102.19 4 .67 1.60 267.10 45 0 .00 0 .00 84.34 92.84 4 .25 1 .49 266.99 GarTell En!jneering -4444 Carter Creek Port<way Suite 108 ·Bryan , Texas 77 80 2 -Telephone : (409) 84&-2888 -Fox: (409) 84&-3094 -Page 20 46 0 .00 0.00 76 .60 84.34 3 .87 1 .38 266 .88 47 0 .00 0 .00 69.55 76 .60 3 .52 1 .28 266.78 48 0 .00 0 .00 63 .14 69 .55 3 .20 1 .20 266 .70 49 0 .00 0 .00 57 .31 63 .14 2 .92 1 .12 266 .62 50 0 .00 0 .00 52 .01 57 .31 2 .65 1 .04 266 .54 5 1 0 .00 0 .00 47 .18 52 .01 2 .41 0 .98 266 .48 52 0 .00 0 .00 42 .78 47 .18 2 .20 0 .92 266.42 53 0 .00 0 .00 38 .78 42 .78 2 .00 0.86 266 .36 54 0 .00 0 .00 35 .14 38.78 1 .82 0 .81 266 .31 55 0.00 0 .00 31 .83 35 .14 1 .66 0 .77 266 .27 56 0 .00 0 .00 28 .82 31 .83 1 .51 0 .72 266.22 57 0 .00 0 .00 26 .07 28 .82 1 .37 0 .69 266 .19 58 0.00 0 .00 23.58 26 .07 1 .25 0 .65 266.15 59 0 .00 0 .00 21 .31 23 .58 1 .14 0 .62 266 .12 60 0 .00 0 .00 19 .24 21 .31 1 .03 0 .59 266 .09 Garrett Engineering. 4444 Carter Creek Part<way Suite 10S ·Bryan, Texas n802 • Teiephone: (409) 846-2688 ·Fox: (409) 846-3094 • Page 21 -'C c: 0 u C1I "' ... C1I a.. -C1I C1I LL u :.c ::::J ~ ~ 0 5 ::::J 0 Inflow/Outflo w Si m u l ation 2-Year Storm Event 30 .00 25 .00 • ' • 20.00 I I 15 .00 10 .00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph ' ' ' ' ' ' ' ' ' • ' ' 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph W it hout Detention ---•Post- Development Outflow W ith Detention 50 - - ---Post- Development "Free-Flow" Garrett Eng:neudng -4444 Carter Creek Parkwa)' St.ls 108 -Br)'an , Texas 77802 -Teltiphone : {409) 846-26!8 -Fax. (409) 846·3094 -Page 22 60 Inflow I Outflow Simulation 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (M inutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 265 .50 1 3 .13 3.13 2 .82 3 .13 0 .16 0 .11 265 .61 2 6 .27 9 .40 10 .99 12 .22 0 .62 0 .44 265 .94 3 9 .40 15.67 24 .11 26 .66 1 .27 0 .66 266.16 4 12 .54 21 .94 41 .76 46 .05 2.15 0 .90 266 .40 5 15.67 28 .21 63 .52 69 .96 3 .22 1 .20 266 .70 6 18 .80 34.47 89 .02 97 .99 4 .48 1.55 267 .05 7 21 .94 40 .74 117.94 129 .77 5 .91 1 .95 267 .45 8 25 .07 47 .01 149 .95 164 .95 7 .50 2 .39 267 .89 9 28 .21 53 .28 186.78 203 .23 8 .23 2 .70 268 .20 10 31 .34 59.55 228 .91 246 .33 8 .71 3 .00 268.50 11 29 .77 61 .11 271.64 290 .03 9 .19 3 .30 268 .80 12 28 .21 57 .98 310.35 329.62 9 .63 3 .57 269 .07 13 26 .64 54 .85 345.13 365 .20 10 .03 3 .81 269 .31 14 25 .07 51 .71 376 .08 396 .85 10 .38 4 .03 269 .53 15 23 .51 48 .58 403.27 424.66 10 .69 4 .22 269 .72 16 21 .94 45 .44 426 .79 448 .71 10 .96 4 .38 269 .88 17 20 .37 42 .31 446 .72 469.10 11 .19 4.52 270 .02 18 18 .80 39.18 463 .15 485 .90 11 .38 4 .64 270 .14 19 17 .24 36 .04 476 .14 499 .19 11.52 4 .73 270 .23 20 15.67 32.91 485.78 509 .05 11 .63 4 .80 270 .30 21 14.10 29 .77 492 .14 515.56 11.71 4 .84 270 .34 22 12.54 26 .64 495.30 518 .78 11.74 4 .86 270 .36 23 10.97 23 .51 495 .32 518 .81 11 .74 4 .86 270 .36 24 9 .40 20 .37 492.28 515.69 11 .71 4 .84 270 .34 25 7 .84 17 .24 486 .24 509 .51 11 .64 4 .80 270.30 26 6.27 14 .10 477 .27 500 .34 11 .54 4 .74 270 .24 27 4.70 10.97 465 .43 488 .24 11 .40 4.65 270.15 28 3 .13 7 .84 450.80 473.27 11.23 4.55 270.05 29 1 .57 4 .70 433.43 455 .50 11 .04 4 .43 269 .93 30 0 .00 1 .57 413.38 434.99 10 .81 4 .29 269 .79 31 0 .00 0 .00 392.24 413.38 10.57 4 .14 269 .64 32 0 .00 0 .00 371 .58 392.24 10 .33 4 .00 269.50 33 0.00 0 .00 351 .37 371.58 10 .10 3.85 269.35 34 0 .00 0 .00 331 .62 351 .37 9 .88 3 .72 269.22 35 0 .00 0 .00 312.31 331 .62 9.66 3.58 269 .08 36 0 .00 0.00 293 .42 312.31 9 .44 3.45 268 .95 37 0.00 0 .00 274.96 293.42 9 .23 3 .32 268.82 38 0 .00 0 .00 256.91 274.96 9 .03 3 .19 268 .69 39 0 .00 0 .00 239.26 256.91 8 .82 3.07 268 .57 40 0 .00 0 .00 222 .00 239.26 8 .63 2 .95 268.45 41 0 .00 0 .00 205.13 222 .00 8.44 2.83 268 .33 42 0 .00 0 .00 188.63 205 .13 8 .25 2 .71 268 .21 43 0 .00 0.00 172 .51 188 .63 8 .06 2 .60 268 .10 44 0 .00 0 .00 156 .83 172.51 7.84 2.48 267 .98 45 0 .00 0 .00 142.57 156.83 7 .13 2.29 267 .79 Garrett Engineertng. 4444 Carter Creek Part<way sute 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (4 09) 84 6-3094 -Page 23 - 46 0 .00 0 .00 129 .59 142 .57 6 .49 2.11 267.61 47 0 .00 0 .00 117 .78 129 .59 5 .91 1 .95 267 .45 48 0 .00 0 .00 107 .03 117 .78 5 .37 1.80 267 .30 49 0 .00 0 .00 97 .25 107.03 4.89 1.66 267 .16 50 0 .00 0 .00 88.34 97 .25 4 .45 1.54 267.04 5 1 0 .00 0 .00 80 .24 88 .34 4 .05 1 .43 266 .93 52 0 .00 0 .00 72 .87 80 .24 3 .69 1 .33 266 .83 53 0 .00 0 .00 66 .17 72 .87 3 .35 1 .24 266 .74 54 0 .00 0 .00 60 .06 66 .17 3 .05 1 .15 266 .65 55 0.00 0 .00 54 .51 60 .06 2.78 1 .08 266 .58 56 0 .00 0 .00 49 .45 54 .51 2 .53 1 .01 266 .51 57 0 .00 0 .00 44 .85 49 .45 2 .30 0 .94 266 .44 58 0 .00 0 .00 40 .67 44 .85 2 .09 0 .89 266 .39 59 0 .00 0 .00 36.86 40.67 1 .90 0 .83 266.33 60 0 .00 0 .00 33.39 36.86 1 .73 0 .79 266 .29 Garrett Engneertng -4444 Carter Creek Parkway Suite 108-Bryan , Texas 77802-Telephone: (4 09) 846-2688 -Fu: (409) 846-3094 -Page 24 -"C c 0 u Q) "' ... Q) ll.. -Q) Q) u. u :c :J ~ ~ 0 = :J 0 • Inflow/Outfl ow Simulati o n 5 -Year St o rm Ev en t 35 .00 ' 30 .00 ' ' ' • 25 .00 20.00 • ' 15 .00 10.00 5 .00 0 .00 0 10 ----Pre- Development Hydrograph ' ' ' ' ' ' ' ' ' \ 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Deve lopment Outflow With Detention 50 - --• • • · Post- Development "Free-Flow'' Garrett Engncer\ng -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: <•09) 846-2688 -Fax. (409) 846·3094 -Page 25 60 Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0.00 0 .00 0 .00 0.00 0 .00 265.50 1 3.52 3 .52 3 .16 3 .52 0 .18 0 .13 265.63 2 7 .04 10.55 12.33 13.72 0 .69 0 .49 265.99 3 10 .55 17 .59 27 .08 29 .92 1 .42 0 .70 266 .20 4 14 .07 24.62 46 .90 51 .71 2.40 0 .97 266.47 5 17 .59 31 .66 71 .34 78 .56 3 .61 1.31 266 .81 6 21 .11 38.69 99.98 110 .04 5 .03 1 .70 267 .20 7 24 .62 45 .73 132.45 145.72 6 .63 2 .15 267.65 8 28 .14 52 .77 169.17 185.22 8 .03 2 .58 268 .08 9 31.66 59 .80 211 .94 228.97 8 .51 2 .88 268 .38 10 35 .18 66.84 260 .64 278 .78 9 .07 3 .22 268 .72 11 33 .42 68.60 309 .97 329 .23 9.63 3 .56 269 .06 12 31 .66 65 .08 354.77 375 .05 10 .14 3 .88 269 .38 13 29 .90 61 .56 395 .13 416 .33 10 .60 4 .16 269 .66 14 28.14 58 .04 431 .15 453 .17 11 .01 4 .41 269.91 15 26 .38 54 .52 462.93 485 .67 11 .37 4 .64 270 .14 16 24 .62 51 .01 490 .56 513 .93 11 .69 4.83 270 .33 17 22 .87 47.49 514 .13 538 .05 11.96 4 .99 270.49 18 21.11 43 .97 533 .75 558 .11 12.18 5 .13 270 .63 19 19 .35 40 .45 549 .48 574 .20 12.36 5.24 270 .74 20 17.59 36.94 561 .43 586.42 12.50 5.32 270.82 21 15 .83 33 .42 569.67 594.84 12.59 5 .38 270.88 22 14 .07 29.90 574.28 599.57 12 .64 5 .41 270.91 23 12 .31 26 .38 575 .36 600.67 12.65 5 .42 270.92 24 10.55 22 .87 572.97 598.22 12.63 5.41 270 .91 25 8 .79 19 .35 567.19 592.32 12.56 5 .37 270 .87 26 7 .04 15 .83 558.11 583.02 12.46 5 .30 270 .80 27 5 .28 12.31 545 .79 570 .42 12.32 5 .22 270 .72 28 3 .52 8 .79 530.30 554.58 12 .14 5 .11 270 .61 29 1.76 5.28 511.72 535 .58 11.93 4 .98 270 .48 30 0 .00 1 .76 490.11 513 .48 11.68 4 .83 270 .33 31 0.00 0 .00 467 .27 490 .11 11.42 4 .67 270 .17 32 0.00 0 .00 444 .93 467 .27 11 .17 4 .51 270 .01 33 0 .00 0 .00 423 .09 444 .93 10.92 4 .36 269 .86 34 0 .00 0.00 401.74 423.09 10.68 4 .21 269 .71 35 0 .00 0 .00 380.87 401 .74 10 .44 4 .06 269 .56 36 0 .00 0 .00 360 .45 380.87 10.21 3 .92 269 .42 37 0 .00 0 .00 340.50 360.45 9.98 3 .78 269 .28 38 0 .00 0 .00 320.99 340.50 9 .76 3 .64 269 .14 39 0 .00 0 .00 301 .91 320 .99 9.54 3 .51 269 .01 40 0 .00 0 .00 283.26 301 .91 9.33 3 .38 268.88 41 0 .00 0.00 265.02 283.26 9 .12 3 .25 268.75 42 0 .00 0.00 247 .19 265 .02 8 .92 3 .12 268.62 43 0 .00 0.00 229 .76 247.19 8 .72 3 .00 268.50 44 0 .00 0 .00 212.71 229.76 8 .52 2 .88 268.38 Garrett Engneering -4444 Carter creek Par1<way Suite 108 -Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 848-3094 • Page 26 • 45 0.00 0.00 196.05 212.71 8.33 2.77 268.27 46 0.00 0.00 179.76 196.05 8.15 2.65 268.15 47 0.00 0.00 163.83 179.76 7.97 2.54 268.04 48 0.00 0.00 148.93 163.83 7.45 2.37 267.87 49 0.00 0.00 135.38 148.93 6.78 2.19 267.69 50 0.00 0.00 123.05 135.38 6.17 2.02 267.52 51 0.00 0.00 111.82 123.05 5.61 1.86 267.36 52 0.00 0.00 101.61 111.82 5.11 1.72 267.22 53 0.00 0.00 92.32 101.61 4.65 1.60 267.10 54 0.00 0.00 83.86 92.32 4.23 1.48 266.98 55 0.00 0.00 76.16 83.86 3.85 1.37 266.87 56 0.00 0.00 69.16 76.16 3.50 1.28 266.78 57 0.00 0.00 62.79 69.16 3.19 1.19 266.69 58 0.00 0.00 56.99 62.79 2.90 1.11 266.61 59 0.00 0.00 51.71 56.99 2.64 1.04 266.54 60 0.00 0.00 46.91 51.71 2.40 0.97 266.47 Garrett Engneering-4444 Carter Creek Pa!Xway SUie 108 -Bryan, Texas 77802 -Telepl1one: (409) 846-2688 -Fax: (409) 846-3094 -Page 27 - Inflow/Outflow Simulation 10-Year Storm Event -"tJ c 0 40 .00 35.00 30.00 ~ 25 .00 rn ... G> ll. -G> if 20.00 u :c = ~ ~ 15 .00 5 = 0 10.00 5 .00 0 .00 I \ ' I • I 0 10 ----Pre- Development Hydrograph ' \ ' \ \ \ \ \ \ ' ' 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 - -• -• • • Post- Development "Free-Flow" Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Tele~ne : (~09) 846-2688 -Fax. (409) 848·3094 -Page 28 60 Inflow I Outflow Simulation 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0.00 0 .00 0 .00 0.00 0.00 265 .50 1 4.02 4 .02 3.61 4 .02 0 .20 0.14 265 .64 2 8 .04 12 .05 14.11 15.67 0.78 0.52 266.02 3 12 .05 20 .09 30.97 34.19 1 .61 0.75 266.25 4 16 .07 28 .12 53.62 59.09 2.73 1.06 266.56 5 20 .09 36.16 81.55 89.78 4.11 1 .45 266.95 6 24 .11 44 .19 114 .28 125.75 5.73 1.90 267.40 7 28.12 52 .23 151.37 166.51 7.57 2 .41 267.91 8 32.14 60.26 195.00 211 .64 8.32 2 .76 268.26 9 36.16 68 .30 245.50 263.29 8 .90 3 .11 268.61 10 40 .18 76.33 302.74 321.84 9.55 3.51 269 .01 11 38.17 78.34 360.67 381.08 10.21 3 .92 269.42 12 36.16 74.33 413.38 434.99 10.81 4.29 269.79 13 34 .15 70.31 460 .98 483.68 11 .35 4 .62 270.12 14 32 .14 66.29 503 .60 527 .27 11.84 4.92 270.42 15 30 .13 62.27 541.34 565 .87 12.27 5.18 270.68 16 28 .12 58.25 574.31 599.59 12 .64 5.42 270.92 17 26.11 54 .24 602 .78 628 .55 12.88 5 .58 271.08 18 24 .11 50.22 626.94 653 .00 13.03 5.70 271.20 19 22 .10 46 .20 646 .82 673.14 13.16 5.80 271.30 20 20 .09 42.18 662 .50 689.01 13.26 5 .87 271.37 21 18 .08 38.17 674 .01 700 .66 13.33 5.93 271 .43 22 16.07 34.15 681.41 708 .16 13.37 5 .96 271 .46 23 14.06 30.13 684.75 711 .54 13 .39 5 .98 271.48 24 12.05 26 .11 684.08 710.86 13.39 5 .98 271 .48 25 10 .04 22 .10 679 .46 706 .18 13 .36 5 .95 271 .45 26 8.04 18.08 670.92 697 .54 13 .31 5 .91 271 .41 27 6.03 14 .06 658.52 684 .98 13 .23 5 .85 271 .35 28 4.02 10 .04 642.30 668 .56 13 .13 5 .77 271 .27 29 2.01 6.03 622.32 648.33 13 .00 5 .68 271.18 30 0 .00 2.01 598.62 624 .33 12.86 5 .56 271 .06 31 0.00 0.00 573 .36 598 .62 12 .63 5 .41 270 .91 32 0 .00 0 .00 548.66 573 .36 12.35 5 .24 270 .74 33 0 .00 0 .00 524.51 548.66 12.07 5.07 270 .57 34 0 .00 0 .00 500.90 524.51 11 .81 4.90 270.40 35 0.00 0.00 477.81 500 .90 11.54 4 .74 270 .24 36 0 .00 0.00 455 .24 477.81 11 .29 4 .58 270.08 37 0 .00 0.00 433.17 455.24 11.03 4 .43 269.93 38 0 .00 0.00 411 .60 433.17 10.79 4.28 269 .78 39 0.00 0.00 390.50 411.60 10.55 4 .13 269.63 40 0.00 0 .00 369.87 390.50 10.31 3.98 269 .48 41 0.00 0 .00 349.71 369.87 10.08 3.84 269.34 42 0 .00 0.00 329 .99 349.71 9.86 3 .70 269.20 43 0 .00 0.00 310.71 329.99 9.64 3 .57 269 .07 44 0 .00 0 .00 291 .87 310.71 9.42 3 .44 268 .94 45 0 .00 0.00 273 .44 291.87 9.21 3.31 268.81 Garrett Engineering-4444 Carter Creek Par1cway SUie 1Cl8 • Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -P1ge 29 46 0.00 0.00 255.42 273.44 9.01 3.18 268.68 47 0.00 0.00 237.80 255.42 8.81 3.06 268.56 48 0.00 0.00 220.58 237.80 8.61 2.94 268.44 49 0.00 0.00 203.74 220.58 8.42 2.82 268.32 50 0.00 0.00 187.28 203.74 8.23 2.70 268.20 51 0.00 0.00 171.18 187.28 8.05 2.59 268.09 52 0.00 0.00 155.62 171.18 7.78 2.47 267.97 53 0.00 0.00 141.47 155.62 7.08 2.27 267.77 54 0.00 0.00 128.59 141.47 6.44 2.09 267.59 55 0.00 0.00 116.86 128.59 5.86 1.93 267.43 56 0.00 0.00 106.20 116.86 5.33 1.79 267.29 57 0.00 0.00 96.49 106.20 4.85 1.65 267.15 58 0.00 0.00 87.66 96.49 4.42 1.53 267.03 59 0.00 0.00 79.62 87.66 4.02 1.42 266.92 60 0.00 0.00 72.30 79.62 3.66 1.32 266.82 Gan-ett Engineering-4444 Corter Creek Pari<Way sute 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fox: (409) 846-3094 -Page 30 • • Inflow/Outflow Simulation 25-Year Storm Event 45.00 10 .00 5.00 0 .00 0 10 ----Pre- Development Hydrograph 20 30 40 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post- Development Outflow With Detention 50 - - - -• • • Post- Development "Free-Flow'' Garrett Engineering -4444 Cartt1r Creek Parkway SUlle 10&-Bryan, Texas 77802 -Tele~e : (409) 846-2688 -Fax. (409) &46 ·30g4 -Page 31 60 Inflow I Outflow Simulation SO-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0.00 0 .00 0.00 0 .00 265 .50 1 4.54 4.54 4 .08 4.54 0 .23 0.16 265.66 2 9 .08 13.62 15.97 17.71 0 .87 0 .55 266.05 3 13 .62 22 .71 35.04 38.67 1.81 0 .81 266 .31 4 18 .1 7 31 .79 60.67 66 .83 3.08 1.16 266 .66 5 22.71 40.87 92 .26 101.54 4.64 1 .60 267.10 6 27 .25 49 .96 129.27 142.21 6 .47 2.10 267 .60 7 31 .79 59 .04 172.18 188.31 8 .06 2.60 268 .10 8 36.33 68.12 223 .03 240 .31 8 .64 2.95 268 .45 9 40 .87 77.21 281 .62 300 .23 9.31 3 .37 268.87 10 45 .42 86.29 347 .79 367 .91 10 .06 3 .83 269.33 11 43 .14 88.56 414 .70 436 .35 10 .82 4 .30 269.80 12 40.87 84.02 475 .68 498 .72 11.52 4 .72 270.22 13 38.60 79 .48 530 .87 555.16 12 .15 5 .11 270.61 14 36.33 74.94 580.38 605.80 12.71 5 .46 270.96 15 34 .06 70.39 624 .73 650.77 13.02 5.69 271.19 16 31 .79 65.85 664 .06 690 .59 13.27 5 .88 271.38 17 29 .52 61.31 698 .41 725.37 13.48 6 .05 271.55 18 27 .25 56 .77 727.85 755.18 13.66 6 .19 271 .69 19 24 .98 52.23 752 .44 780.07 13.82 6 .31 271.81 20 22 .71 47.69 772.24 800.12 13.94 6.41 271 .91 21 20 .44 43 .14 787 .31 815 .39 14.04 6 .48 271.98 22 18.17 38 .60 797 .73 825.92 14.09 6 .53 272 .03 23 15.90 34.06 803.56 831 .80 14.12 6 .55 272 .05 24 13.62 29.52 804 .82 833 .08 14.13 6.56 272 .06 25 11 .35 24 .98 801 .58 829 .80 14.11 6.54 272.04 26 9 .08 20 .44 793.87 822.02 14.07 6 .51 272 .01 27 6.81 15 .90 781 .76 809.77 14 .00 6.45 271 .95 28 4 .54 11.35 765 .32 793.12 13 .90 6 .37 271.87 29 2 .27 6.81 744 .60 772.13 13.77 6.27 271.77 30 0.00 2.27 719 .64 746.87 13 .61 6 .15 271 .65 31 0 .00 0 .00 692.75 719 .64 13.44 6 .02 271 .52 32 0 .00 0.00 666.19 692 .75 13.28 5.89 271.39 33 0 .00 0.00 639 .96 666 .19 13.11 5.76 271.26 34 0.00 0 .00 614.06 639 .96 12.95 5.64 271.14 35 0 .00 0 .00 588 .47 614 .06 12.79 5 .51 271.01 36 0.00 0.00 563.44 588 .47 12.52 5 .34 270.84 37 0.00 0 .00 538.96 563.44 12.24 5.17 270 .67 38 0 .00 0 .00 515.02 538.96 11.97 5 .00 270 .50 39 0 .00 0 .00 491 .62 515.02 11.70 4 .84 270.34 40 0.00 0 .00 468 .75 491 .62 11 .44 4.68 270.18 41 0 .00 0 .00 446 .38 468 .75 11 .18 4.52 270.02 42 0.00 0 .00 424.51 446 .38 10.94 4 .37 269.87 43 0.00 0 .00 403.12 424.51 10.69 4.22 269 .72 44 0 .00 0.00 382.22 403.12 10.45 4.07 269 .57 45 0 .00 0 .00 361 .78 382 .22 10.22 3.93 269.43 Garrett Engineering -4444 Carter Creek Pa r1<way SUie 108 -Bryan, Texas 77802 ·Telephone : (409) 846-2688 -Fax: (409) 846-3094 • Page 32 46 0.00 0 .00 341 .79 361 .78 9 .99 3 .79 269 .29 47 0.00 0 .00 322.25 341 .79 9 .77 3 .65 269 .15 48 0.00 0 .00 303.14 322.25 9 .55 3 .52 269 .02 49 0 .00 0.00 284 .46 303.14 9.34 3 .39 268 .89 50 0.00 0.00 266 .20 284.46 9 .13 3 .26 268 .76 51 0 .00 0.00 248 .34 266.20 8.93 3.13 268 .63 52 0 .00 0.00 230 .89 248.34 8.73 3.01 268.51 53 0 .00 0 .00 213.82 230 .89 8 .53 2.89 268.39 54 0 .00 0 .00 197.13 213.82 8 .34 2 .77 268 .27 55 0.00 0 .00 180.81 197.13 8 .16 2.66 268 .16 56 0 .00 0 .00 164.86 180.81 7 .98 2.55 268.05 57 0 .00 0 .00 149 .87 164.86 7 .49 2 .39 267.89 58 0.00 0 .00 136.23 149.87 6 .82 2.20 267 .70 59 0 .00 0.00 123.82 136.23 6 .20 2 .03 267 .53 60 0.00 0.00 112.53 123.82 5.65 1.87 267 .37 Garrett Engneenng • 4444 Carter Creek Parkway Suite 108-Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 846-3094 -Page 33 - Inflow/Outflow Simulation 50-Year Storm Event 50 .00 45 .00 . ' ' ' 40 .00 ' -35.00 "C ' c • ' 0 l.J ' Q) "' 30.00 ... • Q) c. • ... • ' Q) Q) 25.00 LL .!::! ' .Q ::s 0 i 20 .00 0 = ::s 0 15.00 10.00 5.00 0.00 0 10 ----Pre- Development Hydrograph 20 30 40 50 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---· Post-- - - - - -• Post- Development Development Outflow With "Free-Flow" Detention Gairelt E19neering · 4444 Cart•r Creek Parkway &.le 108 -Bryan , Texas 77802 -Tele?>one: (409) 84&-2688 -Fax. (409) 846·3094 -Page 34 60 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (M inutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 265.50 1 4 .74 4 .74 4 .26 4.74 0 .24 0 .17 265 .67 2 9.48 14 .23 16 .68 18 .49 0 .91 0.56 266 .06 3 14 .23 23 .71 36.60 40 .39 1 .89 0 .83 266 .33 4 18 .97 33 .19 63 .36 69 .79 3 .22 1.20 266 .70 5 23 .71 42 .68 96 .35 106 .04 4 .85 1 .65 267 .15 6 28 .45 52 .16 134 .99 148 .51 6 .76 2 .18 267 .68 7 33 .19 61 .64 180 .33 196 .64 8 .15 2 .66 268 .16 8 37 .93 71 .13 233 .93 251 .46 8 .76 3 .03 268 .53 9 42 .68 80 .61 295 .61 314 .54 9 .47 3 .46 268 .96 10 47 .42 90 .09 365 .18 385 .70 10 .26 3 .95 269 .45 11 45 .05 92 .47 435 .53 457 .65 11 .06 4 .44 269 .94 12 42 .68 87 .72 499 .67 523 .25 11 .79 4 .89 270 .39 13 40 .3 1 82 .98 557 .74 582 .65 12.45 5 .30 270 .80 14 37.93 78 .24 610 .12 635 .98 12.93 5 .62 271 .12 15 35 .56 73 .50 657 .18 683.62 13.22 5 .85 271 .35 16 33 .19 68 .76 698 .97 725 .93 13.48 6 .05 271 .55 17 30 .82 64 .01 735 .55 762 .98 13.71 6 .23 271 .73 18 28 .45 59 .27 767 .01 794 .83 13 .91 6 .38 271 .88 19 26 .08 54 .53 793 .40 821 .54 14 .07 6 .51 272 .01 20 2 3.71 49 .79 814 .84 843 .19 14 .17 6 .60 272 .10 2 1 21 .34 45 .05 831.38 859.89 14 .25 6 .67 272 .17 22 18 .97 40 .31 843.06 871 .68 14 .31 6 .72 272 .22 23 16 .60 35 .56 849.94 878 .62 14 .34 6 .74 272 .24 24 14 .23 30 .82 852 .05 880 .76 14 .35 6 .75.. 272.25 25 11 .85 26 .08 849 .45 878 .13 14 .34 6 .74 272 .24 26 9 .48 21 .34 842.17 870 .79 14 .31 6 .71 272 .21 2 7 7 .1 1 16 .60 830 .27 858.77 14.25 6 .66 272 .16 28 4 .74 11 .85 813 .79 842.13 14 .17 6 .59 272 .09 29 2 .37 7 .11 792 .77 820 .90 14 .07 6 .51 272 .01 30 0 .00 2 .37 767 .32 795.14 13 .91 6 .38 271.88 3 1 0 .00 0 .00 739.84 767 .32 13 .74 6 .25 271 .75 32 0 .00 0 .00 712.70 739 .84 13 .57 6 .12 271 .62 33 0 .00 0 .00 685 .89 712.70 13.40 5 .99 271 .49 34 0 .00 0 .00 659 .42 685 .89 13 .24 5.86 271 .36 35 0 .00 0 .00 633 .27 659 .42 13 .07 5 .73 271.23 36 0 .00 0 .00 607 .45 633.27 12 .91 5 .60 271 .10 37 0 .00 0 .00 581 .99 607 .45 12 .73 5 .47 270.97 38 0 .00 0 .00 557 .10 581 .99 12 .45 5.29 270 .79 39 0 .00 0 .00 532 .76 557 .10 12 .17 5 .12 270 .62 40 0 .00 0 .00 508 .97 532 .76 11 .90 4 .96 270 .46 4 1 0 .00 0 .00 485 .70 508 .97 11 .63 4 .79 270 .29 42 0 .00 0 .00 462 .96 485 .70 11 .37 4 .64 270 .14 43 0 .00 0 .00 440 .72 462 .96 11 .12 4.48 269 .98 44 0 .00 0 .00 418 .97 440 .72 10 .87 4.33 269 .83 45 0 .00 0 .00 397 .71 418 .97 10 .63 4 .18 269 .68 GalTetl Engineering · 4444 Carter Creek Par1<way &ite 108 • Bryan, Texas 77802 ·Telephone: (409) 84 &-2688 • Fax: (409) 84&-3094 • Page 35 - 46 0 .00 0 .00 376 .93 397 .71 10 .39 4 .03 269 .53 47 0 .00 0 .00 356.60 376.93 10.16 3 .89 269 .39 48 0 .00 0.00 336.73 356.60 9.94 3 .75 269 .25 49 0.00 0.00 317.30 336.73 9.71 3.62 269.12 50 0 .00 0 .00 298 .31 317 .30 9 .50 3.48 268 .98 51 0 .00 0 .00 279 .74 298 .31 9.29 3.35 268 .85 52 0 .00 0 .00 261 .58 279 .74 9 .08 3 .22 268 .72 53 0 .00 0.00 243.83 261.58 8.88 3 .10 268.60 54 0 .00 0 .00 226.47 243.83 8 .68 2 .98 268 .48 55 0 .00 0 .00 209 .50 226 .47 8 .49 2 .86 268.36 56 0 .00 0 .00 192.90 209 .50 8 .30 2 .74 268.24 57 0 .00 0 .00 176.68 192.90 8 .11 2 .63 268 .13 58 0 .00 0 .00 160.82 176 .68 7 .93 2.52 268.02 59 0 .00 0 .00 146.20 160.82 7.31 2 .34 267 .84 60 0 .00 0 .00 132.89 146.20 6 .65 2 .15 267 .65 Garrett Engi neering -4444 Carter Creek Pa rkwa y Suite 108 -Bryan , Texas 77802 -Telephone : (409) 846-2688 -Fax: (409) 846-30 94 -Page 36 • Inflow/Outflow Simulation 100-Year Storm Event 50.00 ' 45 .00 ' ' ' 40.00 ' ' -35.00 "C I ' c ' 0 u ' GI I fl) 30 .00 ... • ' GI a.. • ' ... \ GI GI 25 .00 ' u. u :c :J 0 i 20.00 0 = :J 0 15 .00 10 .00 5.00 0 .00 0 10 ----Pre- Development Hydrograph 20 30 40 50 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ---•Post-- -·····Post- Development Development Outflow With "Free-Flow" Detention Garrett Enginuurlng -4444 Cl.rtttr Creek Parkwa)' Suite 108-Bryan, Texas 77802 -Tele1:i'lons : ('409) 84S.26aa -Fax. (409} 846·3094 -Page 37 60 Inflow/Outflow Simulation 2-Year Storm Event 14 .00 12 .00 10 .00 -'O c: 0 u 41 "' ... 8.00 41 ll. -41 41 LL u :a :I ~ 6.00 ~ 0 = :I 0 4 .00 2 .00 0.00 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett En1i1neering -4444 Carter Creek Parkway Suite 108-Bryan , Texas 77802 -l'ekl~one : (409) 846-2688 -Fax. {409) 846·3094 -Page 38 Inflow/Outflow Simulation 5-Year Storm Event 16.00 14 .00 12.00 -"C c: 0 10.00 (,,) Cl) rn ... Cl) ll. -Cl) Cl) 8 .00 u. (,,) 1i :I ~ ~ 0 6 .00 = :I 0 4.00 2.00 0.00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett Engineering -4444 Carter Creek Parkwa)I Suite 108-Bl)an, Texas 77802 -Tele~t.one : {'409) 846-2688 -Fax. (409) 846·3094 -Page 39 Inflow/Outflow Simulation 10-Year Storm Event 18 .00 16.00 14 .00 -12 .00 "C c 0 u Q) "' ... Q) 10 .00 0.. ... Q) Q) LL u :c :J 8.00 0 -3': 0 5 :J 0 6 .00 4 .00 2 .00 0.00 0 10 20 30 40 50 60 Time (Minutes) Pre-Development Hydrograph ---•Total Post-Development Hydrograph Gatret.t Eng,neerlng -4444 Carter Creek Parkwa}' Suote 108-Bryan, Texas 77802 -Telephone : (409) 846-2688 -Fax. (409) 846·3094 -Page 40 Inflow/Outflow Simulation 25-Year Storm Event 20.00 18.00 16.00 14 .00 -"C c 0 u Cll 12 .00 "' ... Cll D. -Cll Cll 10 .00 LL u :c :J 2. ~ 8.00 0 5 :J 0 6.00 4.00 2 .00 0 .00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post-Development Hydrograph Garrett EnsJ neering · 4444 Caner Creek Parkway Su.te 108 ·Bryan, Texas 77802 ·Telephone : (409) 84/J-2588 -Fax. (409) 846·3094 -Page 41 11"------------------------------------------~----- Inflow/Outflow Simulation 50-Year Storm Event 25.00 20.00 -"C c: 0 (,) QI 15.00 (/) ... QI ll.. .. QI QI LL (,) :a :::J ~ ~ 10 .00 = :::J 0 5 .00 0 .00 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hydrograph ---•Total Post -Development Hyd rograph Garrett Eng;neering M 4444 ~rter Creek Parkwa)' SUi l e 108 -Br)an, Texas 77802 M Telephone: <•09) 84S.26aa -Fax. (409) 846·3094 M Page 42 -"C c 0 u 41 en ... 41 a.. ... 41 41 LL u :c ::I 0 - 25 .00 20.00 15 .00 ~ 10 .00 = ::I 0 5 .00 0 .00 Inflow/Outflow Simulation 100-Year Storm Event 0 10 20 30 40 50 60 Time (Minutes) ---Pre-Development Hyd rograph ---•Total Post-Development Hydrograph Gatrelt Eng:neer\ng -4444 Carter Creek Parkw"d)' SOile 108 -Bryan, Texas 77802 -Telephone ; (409) 840-2688 -Fax. (409) 846·3094 -Page 43 QI E ::::s 0 > E ::::s E ';;( cu ::::!!: .... 0 ... c: QI u '-QI ll.. Detention Pond Storage Volumes as Percent of Maximum Volume 100% 90% 80% -:·:._;· ":'.·.:: ._., 70% .;::· 60% ::: 50% ·:::~ ::· 40% 30% 20% 10% '.·:::\.::·:. 0% ";·· :··· 2-year 5-year 10-year 25-year SO-year 100-year Design Storm Storm Simulation Synopsis 2-ea r 5-ear 10-ear 25-ear 50-ear 100-ear Storm Depth 4 .07 4 .86 5 .42 5.98 6 .56 6 .75 Storm Elevation 269 .57 270 .36 270 .92 271 .48 272 .06 272.25 Storm Volume 11770 15212 17640 20944 24568 25992 Maximum Capacity 31404 31404 31404 31404 31404 31404 Percent of Capacity 37% 48% 56% 67% 78% 83% Garrett En!jneering-4444 Carter Creek Partcway &.ite 108 • Bryan, Texas n802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Pago 44