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31 Development Permit 379A Aggieland Credit Union
Dra1nage Report FOR AGGJELAND CREDIT UNION Prepared By: McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of AGGIELAND CREDIT UNION, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. r TABLE OF CONTENTS PAGE NO . INTRODUCTION 1 GENERAL LOCATION AND DESCRIPTION 1 PRIMARY DRAINAGE BASIN DESCRIPTION 1 DRAINAGE FACILITY DESIGN 2 DRAINAGE DESIGN CRITERIA 2 TABLE I 4 CONCLUSION 4 EXIDRITS EXCERPT FROM FEMA MAP "A" EXISTING DRAINAGE AREA MAP ''B-1" PROPOSED DRAINAGE AREA MAP ''B-2" RATIONAL FORMULA DRAINAGE AREA CALCULATIONS "C-1" INLET PIPE SIZE AND CALCULATIONS "C-2" DETENTION POND ROUTING ''D" INTRODUCTION: STORM DRAINAGE REPORT AGGIELAND CREDIT UNION This stonn drainage report is intended to cover the necessary drainage improvements for the Aggi.eland Credit Union. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City qf College Station Drainage Policy and Design Standards (DPDS.) GENERAL LOCATION AND DESCRIPTION: The proposed Aggi.eland Credit Union is located in the central portion of College Station. The site has frontage along the north side of Southwest Parkway approxirtiately 600 feet east of Texas Avenue. The site is adjacent to Brentwood Section Four Resubdivision (to the southwest), Brentwood Section One (to the northwest), and Brentwood Section 2 (to the northeast). The site is open and gently rolling with an average of2% slopes, and is currently vacant. PRIMARY DRAINAGE BASIN DESCRIPTION: The entire site (3.5 Acres) drains to the south, into Brentwood Section Four Resubdivision and the Southwest Parkway right-of-way and eventually into an unnamed tributary of Bee Creek. Storm drainage from this area is controlled by an existing 48" RCP at the southwestern edge of 1 Brentwood Section Four Resubdivision . This 48" RCP drains into a inlet on the northern side of Southwest Parkway, which in turn drains via 2-42" RCP's crossing Southwest Parkway . This inlet will serve as the study point for this drainage study . Water from Brentwood Section Two sheet flows across the northeastern property line and into the Southwest Parkway right of way, and flows to the before mentioned inlet. No portion of the site is within the 100 year flood plain per the Federal Emergency Management Agency Flood Insurance Rate Map (see Exhibit "A"). DRAINAGE FACILITY DESIGN: The proposed drainage patterns will not significantly alter the existing conditions . Storm water traverses the site in sheet flow . This condition will be modified in that some of the sheet flow will be concentrated in curb lines and captured in grate inlets and conveyed to the detention facilitity in concrete pipes. The detention pond outfall is designed so that flows from area P2 are greatly overdetained and flows from drainge area Pl are undetained. The net effect is no impact on the existing drainage facilities . The detention pond outfalls to the existing 48" RCP to the west. Exhibit C-1 and C-2 shows the rational calculations for the various drainage areas corresponding to the Drainage Area Map, and the computations to verify the size of the proposed inlets and pipes . 2 DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS . The design rainstorm is the 10 year event . Flow calculations for all drainage areas are based on the Rational Method (see Exhibit C). Pipe sizing is in accordance with Manning's Equation with an "n" of .014 per the DPDS . Flow calculations for the required detention facilities use a triangular hydro graph (base = 3 * Tc) and peak flows computed using the rational method. The routings are presented in Tabular form (see Exhibit ''D") along with pre and post development hydrographs for the design sequence of storms. Note that the hydrographs have an "Unrouted Proposed Flow" shown. This is to demonstrate how the detention area functions to detain the peak flows from the on-site area and return the post development development flow to its predevelopment character. The detention basin outlet control structure is designed using a standard headwall with the outlet pipe modified to have an 8" diameter opening (see detail on construction drawings). The minimum pipe size used is 15" (for maintenance purposes). Overland flow relief is provided for all areas for flows in excess of the design storm. 3 The outlet control structure of the pond is sized using orifice and weir flow . Orifice flow is based on the equation Q = C * A * (2 * g * H )"Yi where C =.70 A = area of opening H = head in feet, measured from center of orifice g = 32.2 ft/ sec"2 Weir flow is based on the equation Q = C * L * H"3/2 where C = 3 sharp crest, 2 .5 for broad crest L = length of weir H = head in feet , measured from top of weir The total flows generated from the site are shown in Table 1. TABLEl Storm Event 100 50 25 Existing ( cfs) 112 99 87 Proposed ( cfs) 109 96 85 Wat. Surf Elev 286.14 285 .68 285.39 4 10 5 75 66 74 65 285.12 284.88 CONCLUSION: Since the peak runoff for Post Development is less than the Pre Development conditions for the complete range of storm events, the drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards. 5 -8 IO ... , ::c ·-I- 0:: Q) 0 0 z s \ ' \ ' ' \ \ \ \ \ \\ \\ \\ \, City of College Station 480083 LIMIT OF STUDY""' EXHIBIT 1A1 Excerpt From FEMA Mop No . 48041 COl44 C (JULY 2, 1992) .. ~ '<-<-:> "'_,,, I -.......... o/ ) \ I I / ./ / / / / / -\ -,,--../ I "-/ ,.,.--/tJ /13E / / / ----/ / L '\ ,,--_,,.. I / \ I I 'v \ ) I §I l_ I ':-,, ~I I I-I ~ l / _I J ~ I ~ BUSINESS RO UJ 6 ---~:::.:....> .-:::...... - ---..__ McCLURE ENGINEERING, INC. AGGIELANO CREDIT UNION DRAINAGE AREA MAP I EXHIBIT "8-1· -EXISTlNG I o/ ) \ -- /- ,,..... I / I / ...______.. r /./ / / / / / / --_.,/ I I\.../ \ / / --y-./ /LJ /l 3p / / / _ _,, J I -/ / \ ---I I I \.t \ §J ~I I-I ~ I / l ~ I @ ---~=-> ..-::..._ ____ __ McCLURE ENGINEERING, INC. AGGIELANO CREDIT UNION DRAINAGE AREA MAP I EXHIBIT "8-2· -PROPOSED I EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised Julv 1996 ~ c ~ ~ ~ ~ a:: w ...J ...J ...J c( c( c. c( c( u.. u.. w w 0 i= w c c ...J ...J (!) a:: ...J a:: 2 2 u.. u.. c( w 2 5 i= 5 a:: i= a:: c( w c( u ...J > ...J ~ ...J t-u z ~ w c( g c( ~ ~ ex: (!) ex: ...J ~ (!) t- c( 0 cw en w 0 Wz w ...J ::> 2 ::> ...J u w 0 II) 0 0 0:: 0 2 ex: w a:: e >w > c( c; en N II) 0 ..-N II) ..-c t-::> c( ex: c( 0:: 0 ...J 0 u.. (!) ~ (!) ~ 0 ::> a a :!: a a a a NO. AC. 0.4 0.55 0.95 CA • • • • min min cf s cfs In/Hr cf s cfs cfs cfs 1E 5 .12 3 .60 1 .00 0 .52 2 .48 620 10 .0 330 3 .0 14 .4 14.4 13.2 16.1 7 .3 18 .2 20 .8 23 .6 26 .6 1P 2 .69 0.00 1 .20 1 .49 2 .08 135 3 .0 775 6 .0 9.6 9 .6 13.4 16.3 8 .8 18 .3 20 .9 23 .6 26 .5 2E 1 .23 1.00 0.23 0 .00 0 .53 400 7 .0 100 0 .7 8 .1 8 .1 3 .6 4 .4 9.4 4 .9 5 .6 6 .4 7 .1 2P 3.65 0.91 1 .37 1.37 2 .42 400 7.0 100 0.7 8 .1 8.1 16.7 20.2 9.4 22.6 25 .8 29 .2 32 .8 3P 28.16 0 .00 28.16 0.00 15 .49 1300 17 .0 1200 18.0 35 .1 35 .1 48.5 60.8 4.5 69 .6 80.1 91 .2 103 .6 A 0 .93 0.00 0 .00 0 .93 0.88 165 1 .7 121 1.0 5 .0 5 .0 7 .3 8 .7 11 .0 9.7 11 .0 12 .4 13 .9 B 0 .40 0 .00 0.00 0.40 0 .38 1 1 .0 1 1.0 0.0 5.0 3.1 3.7 11 .0 4.2 4 .8 5.4 6 .0 *E i ndicates Exist ing Drainage Condition All calculations performed using Microsoft Excel EXHIBIT C-1 EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS ev1se UIV, R . d J I 1996 INLET SIZING PIPE SIZE COMPUTATIONS N= 0.014 =It E a QI u: .... ~ Q. ...i 'C w =It '-..2 0 <( QI ..J <( 0 0 .... -u::: ti) .. 0 '-'C ~ 0 ti) >-z QI 'C ·; w c -.... ..J ll. CT ~ ..J ..J c c 0 ·c:; ~ 0.: QI 0 z ~ Cl Cl :e :!. w '-0 'iii 'iii w 0 a:: ll. ..J 0 ..... <( a:: 0 0 u ~ QI ·c: ~ ca z .... a DESCRIPTION 0 ...i ...i l.L .... .... .... Q l.L ti) 0 cf s cf s ft ft yr % " cf s A 0 .88 9.70 Grate Inlet 2 4 .85 5 A POND 0 .88 5 .01 10 9 .7 4 .06 15 12.1 B 0.38 4 .17 Grate Inlet 2 2 .09 5 B POND 0.38 5 .00 10 4 .2 0.75 15 5.2 * Includes 25% Flow increase for pipe sizes <27" dia . Exhibit C-2 D.A.# Pond Routing :ti: .c c. l! c gi ... 2 + ... c "C + "C >--Q. "' ::c N ..5 N Qp 20.3 Tc 8.1 inc 2 Time cf s cf s cf s 0 0.0 5.00 0.00 2 5.0 15.01 4.50 4 10.0 25.02 17.55 6 15.0 35.03 38.88 8 20.0 37.91 69.48 10 17.9 33.28 102.17 12 15.4 28.28 129.84 14 12.9 23.27 152.21 16 10.4 18.27 169.35 18 7.9 13.26 181.32 20 5.4 8.26 188.19 22 2.9 3.25 190.04 24 0.4 0.38 186.92 26 0.0 0.00 181.00 28 0.0 0.00 174.80 30 0.0 0.00 168.67 32 0.0 0.00 162.62 34 0.0 0.00 156.65 36 0.0 0.00 150.76 38 0.0 0.00 144.95 40 0.0 0.00 139.22 42 0.0 0.00 133.56 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 5 D.A.# D.A.# c a c + UJ t; "' -.... 0 ... ~~ + ... c + c 0 0:: "' Q. Q. N a M ... I-Q. 62.6 16.3 .. 35.1 9.6 cfs cf s cf s cf s cfs 0.00 0.00 0.0 0.0 0.00 5.00 0.25 3.6 3.4 7.21 19.51 0.98 7.1 6.8 14.90 42.57 1.85 10.7 10.2 22.71 73.91 2.22 14.3 13.6 30.04 107.39 2.61 17.8 15.9 36.37 135.45 2.81 21.4 14.2 38.44 158.12 2.95 25.0 12.5 40.45 175.48 3.07 28.5 10.9 42.44 187.61 3.15 32.1 9.2 44.39 194.58 3.19 35.6 7.5 46.30 196.45 3.21 39.2 5.8 48.18 193.29 3.19 42.8 4.1 50.03 187.30 3.15 46.3 2.4 51.86 181.00 3.10 49.9 0.7 53.69 174.80 3.06 53.5 0.0 56.53 168.67 3.02 57.0 0.0 60.06 162.62 2.98 60.6 0.0 63.58 156.65 2.94 61.8 0.0 64.70 150.76 2.91 60.0 0.0 62.88 144.95 2.87 58.2 0.0 61.06 139.22 2.83 56.4 0.0 59.24 D.A.# D.A.# D.A.# (!) .... z F= ~~ e~ UJ UJ UJ ... N M 16.1 4.4 62.6 14.4 8.1 35.1 cf s cf s .cfs cf s 0.0 0.0 0.0 0.00 2.2 1.1 3.6 5.81 4.5 2.2 7.1 11.61 6.7 3.3 10.7 17.42 9.0 4.4 14.3 23.22 11.2 3.9 17.8 29.03 13.4 3.4 21.4 34.84 15.7 2.8 25.0 40.64 15.2 2.3 28.5 43.76 14.1 1.7 32.1 46.20 13.0 1.2 35.6 48.65 11.9 0.6 39.2 51.09 10.8 0.1 42.8 53.53 9.6 0.0 46.3 55.98 8.5 0.0 49.9 58.42 7.4 0.0 53.5 60.87 6.3 0.0 57.0 63.31 5.2 0.0 60.6 65.76 4.0 0.0 61.8 65.79 2.9 0.0 60.0 62.89 1.8 0.0 58.2 59.99 0.7 0.0 56.4 57.08 Exhibit D D.A.# Pond Routing EVENT= :tt c ~ a Q. + I! c t; en .... a -0 + I .... ... c .. + "C + "C c ->-a. "' "' :::c: N .5 N N Qp 20.3 Tc 8.1 inc 2 Time cf s cf s cf s cf s 44 0.0 0.00 127.97 133.56 46 0.0 0.00 122.46 127.97 48 0.0 0.00 117.02 122.46 50 0.0 0.00 111.65 117.02 52 0.0 0.00 106.36 111.65 54 0.0 0.00 101.16 106.36 56 0.0 0.00 96.08 101.16 58 0.0 0.00 91.12 96.08 60 0.0 0.00 86.28 .91.12 62 0.0 0.00 81.56 86.28 64 0.0 0.00 76.94 81.56 66 0.0 0.00 72.44 76.94 68 0.0 0.00 68.04 72.44 70 0.0 0.00 63.75 68.04 72 0.0 0.00 59.55 63.75 74 0.0 0.00 55.46 59.55 76 0.0 0.00 51.46 55.46 78 0.0 0.00 47.56 51.46 80 0.0 0.00 43.75 47.56 PEAK FLOWS 20.02 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing 5 D.A.# D.A.# c w "' ..J 0 <( a. .... + .... 0 c 0 0::: a. Q. a M .... .... Q. 62.6 16.3 35.1 9.6 cf s cf s cf s cfs 2.79 54.6. 0.0 57.42 2.76 52.8. 0.0 ., 55.60 2.72 51.1 0.0 53.78 2.68 49.3 0.0 51.97 2.65 47.5 0.0 50.15 2.60 45.7 0.0 48.32 2.54 43.9 0.0 46.47 2.48 42.2 0.0 44.63 2.42 40.4 0.0 42.79 2.36 38.6 0.0 40.95 2.31 36.8 0.0 39.11 2.25 35.0 0.0 37.28 2.20 33.2 0.0 35.44 2.15 31.5 0.0 33.61 2.10 29.7 0.0 31.77 2.05 27.9 0.0 29.94 2.00 26.1 0.0 28.11 1.95 24.3 0.0 26.28 1.90 22.5 0.0 24.45 3.21 61.76 15.94 64.70 D.A.# D.A.# D.A.# (!) ..J z F ~~ 0 >< w w w .... N M .... w 16.1 4.4 62.6 14.4 8.1 35.1 cf s cfs cf s cf s 0.0 0.0 54.6 54.63 0.0 0.0 52.8 52.85 0.0 0.0 51.1 51.06 0.0 0.0 49.3 49.28 0.0 0.0 47.5 47.50 0.0 0.0 45.7 45.72 0.0 0.0 43.9 43.94 0.0 0.0 42.2 42.15 0.0 0.0 40.4 40.37 0.0 0.0 38.6 38.59 0.0 0.0 36.8 36.81 0.0 0.0 35.0 35.02 0.0 0.0 33.2 33.24 0.0 0.0 31.5 31.46 0.0 0.0 29.7 29.68 0.0 0.0 27.9 27.89 0.0 0.0 26.1 26.11 0.0 0.0 24.3 24.33 0.0 0.0 22.5 22.55 15.69 4.38 61.76 65.79 Exhibit D 40 .00 i' ~ ~ LL. 30.00 0 10 20 AGGIELAND CREDIT UNION 30 5 Year Hydrogra phs 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow ~/b rEAIT ION -Unrouted Proposed flow D.A.# Pond Routing :it .J::. Q, e c g> .... a + I ... c -"C + "C ->i 0.. c UJ :I: N N Qp 22.7 Tc 8.1 inc 2 Time cf s cfs cf s 0 0.0 5.60 0.00 2 5.6 16.81 5.04 4 11.2 28.02 19.65 6 16.8 39.23 43.86 8 22.4 42.45 78.44 10 20.0 37.27 115.47 12 17.2 31.66 146.90 14 14.4 26.06 172.39 16 11.6 20.46 192.01 18 8.8 14.85 205.86 20 6.0 9.25 214.04 22 3.2 3.64 216.59 24 0.4 0.42 213.57 26 0.0 0.00 207.37 28 0.0 0.00 200.82 30 0.0 0.00 194.35 32 0.0 0.00 187.96 34 0.0 0.00 181.66 36 0.0 0.00 175.44 38 0.0 0.00 169.31 40 0.0 0.00 163.25 42 0.0 0.00 157.28 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 10 D.A.# D.A.# c a c + w ~ UJ -..J 0 .... ~~ + .... c + UJ c 0.. 0.. 0 0: N a M .... ..... 0.. 71.6 18.3 35.1 9.6 cf s cfs cf s cfs cf s 0.00 0.00 0.0 0.0 0.00 5.60 0.28 4.1 3.8 8.16 21.85 1.10 8.2 7.6 16.86 47.67 1.91 12.2 11.4 25.55 83.09 2.32 16.3 15.2 33.85 120.89 2.71 20.4 17.9 40.98 152.74 2.92 24.5 16.0 43.36 178.56 3.09 28.5 14.1 45.71 198.44 3.22 32.6 12.2 48.01 212.46 3.30 36.7 10.3 50.27 220.71 3.34 40.8 8.4 52.48 223.29 3.35 44.9 6.5 54.67 220.23 3.33 48.9 4.6 56.83 213.99 3.31 53.0 2.7 58.98 207.37 3.28 57.1 0.8 61.12 200.82 3.23 61.2 0.0 64.39 194.35 3.19 65.2 0.0 68.43 187.96 3.15 69.3 0.0 72.46 181.66 3.11 70.6 0.0 73.75 175.44 3.07 68.6 0.0 71.67 169.31 3.03 66.6 0.0 69.59 163.25 2.99 64.5 0.0 67.51 D.A.# D.A.# D.A.# (!) ..J z I= ~ 22 w w w 0 >< .... N M ..... w 18.2. 5.0 71.6 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 0.0 0.00 2.5 1.2 4.1 6.60 5.1 2.5 8.2 13.21 7.6 3.7 12.2 19.81 10.1 4.9 16.3 26.42 12.6 4.4 20.4 33.02 15.2 3.8 24.5 39.63 17.7 3.2 28.5 46.23 17.2 2.5 32.6 49.80 15.9 1.9 36.7 52.62 14.7 1.3 40.8 55.43 13.4 0.7 44.9 58.24 12.1 0.1 48.9 61.06 10.9 0.0 53.0 63.87 9.6 0.0 57.1 66.69 8.3 0.0 61.2 69.50 7.1 0.0 65.2 72.31 5.8 0.0 69.3 75.13 4.5 0.0 70.6 75.19 3.3 0.0 68.6 71.89 2.0 0.0 66.6 68.58 0.8 0.0 64.5 65.28 Exhibit D D.A.# Pond Routing .lit .c c. e c g> .... 2 + '-c "O + "O ->-D. "' :c N .E N Qp 22.7 Tc 8.1 inc 2 Time cf s cfs cf s 44 0.0 0.00 151.38 46 0.0 0.00 145.56 48 0.0 0.00 139.82 50 0.0 0.00 134.15 52 0.0 0.00 128.56 54 0.0 0.00 123.04 56 0.0 0.00 117.59 58 0.0 0.00 112.22 60 0.0 0.00 106.91 62 0.0 0.00 101.70 64 0.0 0.00 96.61 66 0.0 0.00 91.64 68 0.0 0.00 86.79 70 0.0 0.00 82.05 72 0.0 0.00 77.42 74 0.0 0.00 72.91 76 0.0 0.00 68.50 78 0.0 0.00 64.19 80 0.0 0.00 59.99 PEAK FLOWS 22.42 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 10 D.A. # D.A.# c a c + w :s "' -...J 0 .... ~~ + .... c-+ c 0 a:: "' D. D. N a C') .... I-D. .. 71.6 18.3 35.1 9.6 cf s cf s cf s cfs cf s 157.28 2.95 62.5 0.0 65.43 151.38 2.91 60.4 0.0 63.36 145.56 2.87 58.4 0.0 61.28 139.82 2.83 56.4 0.0 59.20 134.15 2.80 54.3 0.0 57.13 128.56 2.76 52.3 0.0 55.05 123.04 2.72 50.3 0.0 52.98 117.59 2.69 48.2 0.0 50.90 112.22 2.65 46.2 0.0 48.83 106.91 2.61 44.1 0.0 46.74 101.70 2.55 42.1 0.0 44.64 96.61 2.48 40.1 0.0 42.54 91.64 2.43 38.0 0.0 40.45 86.79 2.37 36.0 0.0 38.35 82.05 2.31 33.9 0.0 36.26 77.42 2.26 31.9 0.0 34.16 72.91 2.20 29.9 0.0 32.07 68.50 2.15 27.8 0.0 29.98 64.19 2.10 25.8 0.0 27.89 3.35 70.64 17.88 73.75 D.A.# D.A.# D.A.# (!) ...J z F= ~~ ~~ w w w .... N C') 18.2 5.0 71.6 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 62.5 62.48 0.0 0.0 60.4 60.45 0.0 0.0 58.4 58.41 0.0 0.0 56.4 56.37 0.0 0.0 54.3 54.33 0.0 0.0 52.3 52.29 0.0 0.0 50.3 50.25 0.0 0.0 48.2 48.21 0.0 0.0 46.2 46.18 0.0 0.0 44.1 44.14 0.0 0.0 42.1 42.10 0.0 0.0 40.1 40.06 0.0 0.0 38.0 38.02 0.0 0.0 36.0 35.98 0.0 0.0 33.9 33.94 0.0 0.0 31.9 31.90 0.0 0.0 29.9 29.87 0.0 0.0 27.8 27.83 0.0 0.0 25.8 25.79 17.69 4.91 70.64 75.19 Exhibit D 70.00 60.00 50.00 i' u ; 40.00 0 ii: 30.00 20 .00 10.00 0 10 20 AGGIELAND CREDIT UNION 30 1 O Year Hydrographs 40 Time (min) Page 1 50 60 --Existing Flow --Proposed Flow w/b T€NTlor-.I -Unrouted Proposed flow D.A.# Pond Routing ~ .J::. Q. t! c g> .... 0 + ~ '-c "C + >. -D. (/) :::c N c N Qp 25.9 Tc 8.1 inc 2 Time cfs cfs cf s 0 0.0 -6.39 0.00 2 6.4 19.18 5.75 4 12.8 31.97 22.42 6 19.2 44.76 50.42 8 25.6 48.44 90.24 10 22.9 42.52 133.03 12 19.7 36.13 169.41 14 16.5 29.73 199.01 16 13.3 23.34 222.00 18 10.1 16.94 238.46 20 6.9 10.55 248.43 22 3.7 4.16 251.98 24 0.5 0.48 249.16 26 0.0 0.00 242.72 28 0.0 0.00 235.86 30 0.0 0.00 229.06 32 0.0 0.00 222.32 34 0.0 0.00 215.63 36 0.0 0.00 209.00 38 0.0 0.00 202.43 40 0.0 0.00 195.94 42 0.0 0.00 189.54 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 25 D.A.# D.A.# c a c + w ~ (/) -..J 0 .... < D. + .... c + ... 0 c 0 0::: (/) D. D. N 0 M .... ... D. 82.4 20.9 35.1 9.6 cf s cf s cf s cf s cf s 0.00 0.00 0.0 0.0 0.00 6.39 0.32 4.7 4.3 9.36 24.93 1.26 9.4 8.7 19.33 54.39 1.99 14.1 13.0 29.10 95.18 2.47 18.8 17.4 38.62 138.68 2.83 23.5 20.4 46.71 175.55 3.07 28.2 18.2 49.47 205.54 3.27 32.8 16.1 52.19 228.74 3.37 37.5 13.9 . 54.81 245.34 3.44 42.2 11.7 57.41 255.40 3.48 46.9 9.6 59.97 258.98 3.50 51.6 7.4 62.51 256.14 3.49 56.3 5.2 65.01 249.64 3.46 61.0 3.0 67.51 242.72 3.43 65.7 0.9 70.00 235.86 3.40 70.4 0.0 73.79 229.06 3.37 75.1 0.0 78.46 222.32 3.34 79.8 0.0 83.12 215.63 3.31 81.3 0.0 84.62 209.00 3.29 79.0 0.0 82.24 202.43 3.25 76.6 0.0 79.85 195.94 3.20 74.3 0.0 77.47 D.A.# D.A.# D.A.# (!) ..J z ~~ 0 >< w w w .... N M ... w 20.8 5.7 82.4 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 0.0 0.00 2.9 1.4 4.7 7.58 5.8 2.8 9.4 15.17 8.7 4.2 14.1 22.75 11.6 5.6 18.8 30.34 14.5 5.0 23.5 37.92 17.4 4.3 28.2 45.51 20.2 3.6 32.8 53.09 19.7 2.9 37.5 57.21 18.2 2.2 42.2 60.45 16.8 1.5 46.9 63.70 15.3 0.8 51.6 66.95 13.9 0.1 56.3 70.19 12.4 0.0 61.0 73.44 11.0 0.0 65.7 76.69 9.5 0.0 70.4 79.93 8.1 0.0 75.1 83.18 6.7 0.0 79.8 86.43 5.2 0.0 81.3 86.51 3.8 0.0 79.0 82.72 2.3 0.0 76.6 78.92 0.9 0.0 74.3 75.13 Exhibit D D.A.# Pond Routing =It J::. Q. I! c 8' .... 2 + ... c "C + "C ->-c. "' :c C'I .5 C'I Qp 25.9 Tc 8.1 inc 2 Time cf s cf s cf s 44 0.0 0.00 183.22 46 0.0 0.00 176.98 48 0.0 0.00 170.82 50 0.0 0.00 164.75 52 0.0 0.00 158.75 54 0.0 0.00 152.83 56 0.0 0.00 147.00 58 0.0 0.00 141.23 60 0.0 0.00 135.55 62 0.0 0.00 129.94 64 0.0 0.00 124.40 66 0.0 0.00 118.93 68 0.0 0.00 113.54 70 0.0 0.00 108.22 72 0.0 0.00 102.97 74 0.0 0.00 97.85 76 0.0 0.00 92.85 78 0.0 0.00 87.97 80 0.0 0.00 83.21 PEAK FLOWS 25.58. *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 25 D.A.# D.A.# c a c + w ~ "' ..J 0 .... .: ~ + .... c + "' c c. c. 0 0::: C'I a C'? .... t-c. 82.4 20.9 35.1 9.6 cfs cfs cf s cf s cf s 189.54 3.16 71.9 0.0 75.08 183.22 3.12 69.6 0.0 72.69 176.98 3.08 67.2 0.0 70.30 170.82 3.04 64.9 0.0 67.91 164.75 3.00 62.5 0.0 65.53 158.75 2.96 60.2 0.0 63.14 152.83 2.92 57.8 0.0 60.76 147.00 2.88 55.5 0.0 58.37 141.23 2.84 53.1 0.0 ... 55.99 135.55 2.81 50.8 0.0 53.60 129.94 2.77 48.5 0.0 51.22 124.40 2.73 46.1 0.0 48.84 118.93 2.70 43.8 0.0 46.46 113.54 2.66 41.4 0.0 44.07 108.22 2.62 39.1 0.0 41.69 102.97 2.56 36.7 0.0 39.28 97.85 2.50 34.4 0.0 36.87 92.85 2.44 32.0 0.0 34.47 87.97 2.38 29.7 0.0 32.06 3.50 81.30 20.42 84.62 D.A.# D.A.# D.A.# C> ..J z F= .: S!2 w w w ~ rl5 .... C'I C'? 20.8 5.7 82.4 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 71.9 71.92 0.0 0.0 69.6 69.57 0.0 0.0 67.2 67.22 0.0 0.0 64.9 64.88 0.0 0.0 62.5 62.53 0.0 0.0 60.2 60.18 0.0 0.0 57.8 57.84 0.0 0.0 55.5 55.49 0.0 0.0 53.1 53.15 0.0 0.0 50.8 50.80 0.0 0.0 48.5 48.45 0.0 0.0 46.1 46.11 0.0 0.0 43.8 43.76 0.0 0.0 41.4 41.41 0.0 0.0 39.1 39.07 0.0 0.0 36.7 36.72 0.0 0.0 34.4 34.37 0.0 0.0 32.0 32.03 0.0 0.0 29.7 29.68 20.24 5.60 81.30 86.51 Exhibit D ~ .!:!.. ~ 80.00 70 .00 60.00 50 .00 ~ 40.00 30.00 20.00 10.00 AGGIELAND CREDIT UNION 25 Year Hydrographs 0.00 +-~~~~---1,__~~~--r--~~~~-1-~~~---1---~~~--1---~~-1-~~ ........... --~----__., 0 10 20 30 40 Time(min) Page 1 --Existing Flow --Proposed Flow w/-e> 7CNTlol'J 50 60 --Unrouted Proposed flow D.A.# Pond Routing ~ .t:. Q. ~ c: r:n .... 2 0 + ... c: .,, + ~ >i D. ti) ::c N ..5 N Qp 29.2 Tc 8.1 inc 2 Time cf s cf s cf s 0 0.0 7.22 0.00 2 7.2 21.66 6.49 4 14.4 36.11 25.32 6 21.7 50.55 57.29 8 28.9 54.70 102.60 10 25.8 48.02 151.40 12 22.2 40.80 192.97 14 18.6 33.58 226.99 16 15.0 26.36 253.55 18 11.4 19.14 272.73 20 7.8 11.91 284.59 22 4.2 4.69 289.18 24 0.5 0.54 286.58 26 0.0 0.00 279.88 28 0.0 0.00 272.70 30 0.0 0.00 265.59 32 0.0 0.00 258.53 34 0.0 0.00 251.53 36 0.0 0.00 244.60 38 0.0 0.00 237.72 40 0.0 0.00 230.90 42 0.0 0.00 224.15 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 50 D.A.# D.A.# c a c + w ~ ti) -...J 0 .... ~ g; + .... c: + ti) c: D. D. 0 0:: N a M .... .... D. 93.8 23.6 35.1 9.6 cf s cf s cf s cf s cf s 0.00 0.00 0.0 0.0 0.00 7.22 0.36 5.3 4.9 10.62 28.16 1.42 10.7 9.8 21.93 61.42 2.07 16.0 14.7 32.84 107.84 2.62 21.4 19.6 43.64 157.30 2.95 26.7 23.1 52.75 199.42 3.23 32.1 20.6 55.92 233.7_7 3.39 37.4 18.2 58.98 260.57 3.51 42.8 15.7 61.99 279.91 3.59 48.1 13.3 64.96 291.87 3.64 53.5 10.8 67.90 296.50 3.66 58.8 8.3 70.81 293.88 3.65 64.2 5.9 73.69 287.12 3.62 69.5 3.4 76.55 279.88 3.59 74.8 1.0 79.41 272.70 3.56 80.2 0.0 83.75 265.59 3.53 85.5 0.0 89.06 258.53 3.50 90.9 0.0 94.38 251.53 3.47 92.6 0.0 96.09 244.60 3.44 89.9 0.0 93.38 237.72 3.41 87.3 0.0 90.68 230.90 3.38 84.6 0.0 87.98 D.A.# D.A.# D.A.# ~ ...J z ct I= .... ~ w w w 0 >< .... N M .... w 23.6 6.4 93.8 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 0.0 0.00 3.3 1.6 5.3 8.62 6.6 3.2 10.7 17.24 9.8 4.7 16.0 25.86 13.1 6.3 21.4 34.49 16.4 5.7 26.7 43.11 19.7 4.9 32.1 51.73 22.9 4.1 37.4 60.35 22.3 3.3 42.8 65.04 20.6 2.5 48.1 68.75 19.0 1.7 53.5 72.46 17.4 0.9 58.8 76.16 15.7 0.1 64.2 79.87 14.1 0.0 69.5 83.58 12.4 0.0 74.8 87.29 10.8 0.0 80.2 91.00 9.2 0.0 85.5 94.71 7.5 0.0 90.9 98.41 5.9 0.0 92.6 98.51 4.3 0.0 89.9 94.20 2.6 0.0 87.3 89.89 1.0 0.0 84.6 85.58 Exhibit D D.A.# Pond Routing :it .s:::. c. l'!! c Cl .... a 0 + I ... c ~ "C + >-ll. "' :::c N ..5 N Qp 29.2 Tc 8.1 inc 2 Time cfs cf s cf s 44 0.0 0.00 217.44 46 0.0 0.00 210.80 48 0.0 0.00 204.21 50 0.0 0.00 197.70 52 0.0 0.00 191.27 54 0.0 0.00 184.93 56 0.0 0.00 178.67 58 0.0 0.00 172.49 60 0.0 0.00 166.39 62 0.0 0.00 160.37 64 0.0 0.00 154.44 66 0.0 0.00 148.58 68 0.0 0.00 142.79 70 0.0 0.00 137.09 72 0.0 0.00 131.45 74 0.0 0.00 125.90 76 0.0 0.00 120.41 78 0.0 0.00 115.00 80 0.0 0.00 109.66 PEAK FLOWS 28.88 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detentipn Pond Routing EVENT= 50 D.A.# D.A.# c a c + LU ~ "' -.J 0 .... ~~ + .... c + "' c ll. ll. 0 0:: N a C'? .... .... ll. 93.8 23.6 35.1 9.6 cf s cf s cf s cf s cf s 224.15 3.35 81.9 0.0 .85.28 217.44 3.32 79.3 0.0 82.57 210.80 3.29 76.6 0.0 79.87 204.21 3.26 73.9 0.0 77.16 197.70 3.21 71.2 0.0 74.45 191.27 3.17 68.6 0.0 71.73 184.93 3.13 65.9 0.0 69.02 178.67 3.09 63.2 0.0 66.3.0 172.49 3.05 60.5 0.0 63.59 166.39 3.01 57.9 0.0 60.88 160.37 2.97 . 55.2 0.0 58.17 154.44 2.93 52.5 0.0 55.45 148.58 2.89 49.9 0.0 52.74 142.79 2.85 47.2 0.0 50.03 137.09 2.82 44.5 0.0 47.32 131.45 2.78 41.8 0.0 44.61 125.90 2.74 39.2 0.0 41.90 120.41 2.71 36.5 0.0 39.19 115.00· 2.67 33.8 0.0 36.48 3.66 92.62 23.08 96.09 D.A.# D.A.# D.A.# (!) _, z c:C F .... !a LU LU LU g~ .... N C'? 23.6 6.4 93.8 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 81.9 81.93 0.0 0.0 79.3 79.25 0.0 0.0 76.6 76.58 0.0 0.0 73.9 73.91 0.0 0.0 71.2 71.23 0.0 0.0 68.6 68.56 0.0 0.0 65.9 65.89 0.0 0.0 63.2 63.22 0.0 0.0 60.5 60.54 0.0 0.0 57.9 57.87 0.0 0.0 55.2 55.20 0.0 0.0 52.5 52.52 0.0 0.0 49.9 49.85 0.0 0.0 47.2 47.18 0.0 0.0 44.5 44.50 0.0 0.0 41.8 41.83 0.0 0.0 39.2 39.16 0.0 0.0 36.5 36.49 0.0 0.0 33.8 33.81 22.93 6.33 92.62 98.51 Exhibit D 60 .00 ~ .!:!.. 50.00 ~ ii: 40 .00 0 10 20 AGGIELAND CREDIT UNION 30 50 Year Hydrographs 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow """/ TeAJT 10"1 --Un routed Proposed fl ow D.A.# Pond Routing :it .c Q. e c Cl .... a 0 + I ... c ... "C + "C ->. Q. (/) :c N £ N Qp 32.8 Tc 8.1 inc 2 Time cf s cf s cfs 0 0.0 8.10 0.00 2 8.1 24.31 7.29 4 16.2 40.52 28.41 6 24.3 56.73 64.62 8 32.4 61.38 115.92 10 29.0 53.89 171.14 12 24.9 45.79 218.32 14 20.9 37.68 257.06 16 16.8 29.58 287.44 18 12.8 21.47 309.52 20 8.7 13.37 323.38 22 4.7 5.27 327.60 24 0.6 0.61 325.24 26 0.0 0.00 318.28 28 0.0 0.00 310.77 30 0.0 0.00 303.33 32 0.0 0.00 295.95 34 0.0 0.00 288.63 36 0.0 0.00 281.38 38 0.0 0.00 274.19 40 0.0 0.00 267.06 42 0.0 0.00 259.99 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 100 D.A.# D.A.# c a c + w ~ (/) -..J 0 .... ct a.. + .... c + I-0 0 0:: (/) c Q. Q. N a M .... I-Q. ·106.5 26.5 35.1 9.6 cfs cf s cfs cf s cf s 0.00 0.00 0.0 0.0 0.00 8.10 0.41 6.1 5.5 11.99 31.60 1.59 12.1 11.0 24.76 68.93 2.16 18.2 16.5 36.91 121.34 2.71 24.3 22.1 49.05 177.30 3.08 30.3 25.9 59.35 225.03 3.35 36.4 23.2 62.93 264.11 3.52 42.5 20.4 66.41 294.74 3.65 48.6 17.7 69.86 317.02 3.75 54.6 14.9 73.26 331.00 3.81 60.7 12.1 76.63 336.75 4.57 66.8 9.4 80.71 332.87 3.82 72.8 6.6 83.26 325.85 3.79 78.9 3.9 86.54 318.28 3.75 85.0 1.1 89.82 310.77 3.72 91.0 0.0 94.76 303.33 3.69 97.1 0.0 100.79 295.95 3.66 103.2 0.0 106.83 288.63 3.63 105.1 0.0 108.77 281.38 3.60 102.1 0.0 105.71 274.19 3.56 99.1 0.0 102.64 267.06 3.53 96.0 0.0 99.58 D.A.# D.A.# D.A.# (!) ..J z I= i! ~ 0 >< w w w .... N M I-w 26.6 7.2 106.5 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 0.0 0.00 3.7 1.8 6.1 9.76 7.4 3.5 12.1 19.52 11.1 5.3 18.2 29.28 14.8 7.1 24.3 39.04 18.4 6.3 30.3 48.79 22.1 5.5 36.4 58.55 25.8 4.6 42.5 68.31 25.1 3.7 48.6 73.64 23.2 2.8 54.6 77.87 21.4 1.9 60.7 82.09 19.6 1.0 66.8 86.32 17.7 0.1 72.8 90.54 15.9 0.0 78.9 94.76 14.0 0.0 85.0 98.99 12.2 0.0 91.0 103.21 10.3 0.0 97.1 107.44 8.5 0.0 103.2 111.66 6.6 0.0 105.1 111.79 4.8 0.0 102.1 106.91 3.0 0.0 99.1 102.03 1.1 0.0 96.0 97.15 Exhibit D D.A.# Pond Routing -s::. c. I! c Cl ..... a 0 + I ... c .. "C + "C ->-c.. (/) J: N c N Qp 32.8 Tc 8.1 inc 2 Time cf s cf s cfs 44 0.0 0.00 252.99 46 0.0 0.00 246.04 48 0.0 0.00 239.15 50 0.0 0.00 232.32 52 0.0 0.00 225.55 54 0.0 0.00 218.83 56 0.0 0.00 212.18 58 0.0 0.00 205.58 60 0.0 0.00 199.05 62 0.0 0.00 192.60 64 0.0 0.00 186.24 66 0.0 0.00 179.96 68 0.0 0.00 173.77 70 0.0 0.00 167.65 72 0.0 0.00 161.62 74 0.0 0.00 155.66 76 0.0 0.00 149.79 78 0.0 0.00 143.99 80 0.0 0.00 138.27 PEAK FLOWS 32.41 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 100 D.A.# D.A.# c a c + w ~ (/) -. .J 0 ..... ~ g; + ..... c + c 0 0::: (/) c.. c.. N a M ..... I-c.. 106.5 26.5 35.1 9.6 cf s cf s cfs cf s cf s 259.99 3.50 93.0. 0.0 96.51 252.99 3.47 90.0. 0.0 93.45 246.04 3.44 86.9 0.0 90.38 239.15 3.41 83.9 0.0 87.32 232.32 3.39 80.9 0.0 84.26 225.55 3.36 77.8 0.0 81.19 218.83 3.33 74.8 0.0 78.13 212.18 3.30 71.8 0.0 75.07 205.58 3.27 68.7 0.0 72.00 199.05 3.22 65.7 0.0 68.92 192.60 3.18 62.7 0.0 65.84 186.24 3.14 59.6 0.0 62.77 179.96 3.10 56.6 0.0 59.69 173.77 3.06 53.6 0.0 56.62 167.65 3.02 50.5 0.0 53.54 161.62 2.98 47.5 ' 0.0 50.47 155.66 2.94 44.5 0.0 47.39 1.49.79 2.90 41.4 0.0 44.32 143.99 2.86 38.4 0.0 41.25 4.57 105.15 25.92 108.77 D.A.# D.A.# D.A.# (!) .J z i= ~~ ~~ UJ UJ UJ ..... N M 26.6 7.2 106.5 14.4 8.1 35.1 cfs cf s cf s cf s 0.0 0.0 93.0 93.01 0.0 0.0 90.0 89.97 0.0 0.0 86.9 86.94 0.0 0.0 83.9 83.91 0.0 0.0 80.9 80.87 0.0 0.0 77.8 77.84 0.0 0.0 74.8 74.80 0.0 0.0 71.8 71.77 0.0 0.0 68.7 68.73 0.0 0.0 65.7 65.70 0.0 0.0 62.7 62.66 0.0 0.0 59.6 59.63 0.0 0.0 56.6 56.59 0.0 0.0 53.6 53.56 0.0 0.0 50.5 50.53 0.0 0.0 47.5 47.49 0.0 0.0 44.5 44.46 0.0 0.0 41.4 41.42 0.0 0.0 38.4 38.39 25.83 7.10 105.15 111.79 Exhibit D AGGIELAND CREDIT UNION 100 Year Hydrographs 100 .00 80 .00 40 .00 20 .00 0 .00-!1-~~~~-1-~~~~~-1--~~~~-1-~~~~~-1--~~~~-1-~~~~~-1--~~..--~-'-~~~~___., 0 10 20 30 40 Time(min) Page 1 --Existing Flow --Proposed Flow u/"b cN7/0N 50 60 Unrouted Proposed flow DEVELOPMENT PERMIT PERMIT NO. 379-A AGGIELAND CREDIT UNION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 2, Block 2, Brentwood Section 4 SITE ADDRESS: 200 Block of Southwest Parkway OWNER: Greater Texas Federal Credit Union 6411 N . Lamar Blvd . Aust in, Texas 78752 DRAINAGE BASIN: Bee Creek, Channel Reach II TYPE OF DEVELOPMENT: This permit is valid for full site development in accordance with approved plans .. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named pr ~e t and of the codes and ordinances of the City of College Station that apply . 9-zt-°t fo Date Date 1-l.-b..-fb Date DEVELOPMENT PERMIT PERMIT NO . 379 AGGIELAND CREDIT UNION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 2, Block 2, Brentwood Section 4 SITE ADDRESS: 200 Block of Southwest Parkway OWNER: Greater Texas Federal Credit Union 6411 N . Lamar Blvd. Austin, Texas 78752 DRAINAGE BASIN: Bee Creek, Channel Reach II TYPE OF DEVELOPMENT: This permit is valid for SITE CLEARING AND GRUBBING ONLY. Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not intended to allow the complete development of the site as proposed. Any work performed after the expiration of this permit is not covered, and is considered unauthorized . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All developme t shall be in accordance with the plans and specifications submitted to and approved by t City Engineer in the development permit application for the above named pr ~ t and of the codes and ordinances of the City of College Station that apply. 8-C?-7l. Date Date 8'1 -~ C/-1~ Date ) ') Figure XII Development Permit City of College Station, Texas SiteLegalDescription: Lo{ J.. Bioc.-I l. &~..+Nl)uA s~.~,I f Site Owner: Gre..kr T~xA-S. FEJv;l..\ C..J«.l1tU111 •tl Address: wt./-II N. J....ci "'"" f.I vcl Architect/ Engineer : .JAcl h), Cu..m p.i,,.1 o.~~L. Contractor : 'Di Afn.,n~ ~{. ~. ~c.. Date Application Filed: __ ....,g,_-~rJ..~6t~-'fi~<o~-- Telephone: Boo ~ 719 · 9 23 L Lf./0 3 Address : ~ {~ AIK. ~ . .5:...i.~Zo"'- Telephone No : tµJf-(}t.f.1.t;-377/ Address : )(QOLP £. B.,-J"fJ.t>~. 1Srz.t:wl \TX77fo2.. Telephone No : t/09 -77~v~5v Application is hereby made for the following development specific wateiway alterations : 0 Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each. 0 Other: ----------------------------- The · ormation and conclus ons contained in the above plans and supporting documents comply with the current requirements of the City of Co lle g e Station, Tex as City Code, Chap ter 13 and its associated Drainage Policy and Design Stand ar ds . As a condition of approval of this permit appl ication, I agree to construct the improvements proposed i this application according to these documents and the requirements of Chapter 13 of the I e Station 'ty Code . Figure Xll Continued CERTIF CATIONS: (for proposed alterations within designated flood hazard areas .) A ----------~ certify that any nonresidential structure on or proposed as part of this application is designated to prevent damage to the structure or its of flooding from the 100 year storm . Engineer Date B . I, certify th at th e finished floor elevation of the lowest floor, including any basemen , of any residential structure, proposed as part of this application is at or above the base flood elev ion established in the latest Federal Insurance Administration Flood Hazard Study and maps, a amended . Engineer Date C . I , certify that the alterations or development covered by this permit shall not diminish the flood-ca · g capacity of the waterway adjoining or crossing this permitted site and that such alterations o development are consistent with requirements of the City of College Station City Code, Chapte 13 concerning encroachments of floodways and of floodway fringes . Engineer I, do certify that the p posed alterations do not raise the level of the 100 year flood above elevation established in the late Federal Insurance Administration Flood Hazard Study . Engineer Date Conditions or comments as part of approval : ---------~--------- In accordance with Chapter 13 of the Code of Ordinances of the City of Colleg Station, measures shall be taken to insure that debris from construction, erosion, and sed· entation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. ACCOUNT NO . _________________ _ 3"-S0~96 $-~-=-1-----..---~~------+--'---• 19~\Q REC FORA.L~-===-~~~~~~_:::.._)._+-:-~.=...il.....l..,,L...:::...~-4-~~--=:---;--.-..;:--=-- / ·- DUPLICATE {;,-'17P/f~. PROJECT REVIEW COMMITTEE REPORT July 12, 1996 TO : Jack W . Cumpton, Cumpton & Associates FROM: SUBJECT: 4103 South Texas Avenue, Suite 202, Bryan, TX 77802 Tommy Sergeant, Greater Texas Federal Credit Union 6411 North Lamar Boulevard, Austin, TX 78752 Project Review Committee ~ U Sabine Kuenzel, Senior Pl ~i) Kent Laza, City Engineer Steve Parker, P&Z Representat~·ve / Others Attending ",~ Natalie Thomas, Planning Techiiic Jon Mies, Fire Marshal Steve Homeyer, Graduate Civil Engineer Tony Michalsky, Electrical Operations Coordinator Parking Lot Plan -Aggie/and Credit Union; proposed credit union to be located on lots 18-30, block 2 of Brentwood Section One and lot 2, block 2 of Brentwood Section 4 along the north side of Southwest Parkway, approximately 400' east of the Texas Avenue intersection. (96-416) A Project Review Committee meeting was held Wednesday, July 10, 1996 to discuss the above mentioned parking lot plan. Senior Planner Kuenzel moved to approve the site plan with the following discretionary items, ordinance requirements and comments . The following is a list of discretionary items and ordinance requirements identified by the Project Review Committee. This list does not relieve the applicant of total compliance with all current ordinance requirements. Discretionary Items : The site plan is approved with the proposed relocation of the existing access drive . Staff will contact the owner of the adjacent Commerce National Bank property to see if an agreement can be reached without going into code enforcement . If the access is not worked out between the property owners, the City may require adequate fire lane connections between the two properties. Coordinate this access issue with Senior Planner Kuenzel at (409) 764-3570. ..., ":.,\''-" Ordinance Requirements: ~v\ ~" ~ \d ~Cl\ if"\'f"?~ .\'('.'f}~'7_). / t" .,. Q., ~ \'... Site Plan Related Show the re<Juired public utilit)' ~semOIHl~'°v~r the Rroposed domestic water meter and fire hydrant .' This easement must ~ 4elieat~ pnor to issuance of a certificate of occupancy. PRC Report Aggie/and Credit Union Case #96-416 OUPI. fCATF Page 2of3 Ordinance Requirements (cont.): / / Site Plan Related Show the proposed fire hydrant near the most easterly driveway on sheet SP-1 .1. Note the proposed domestic water meter as 1 1/2" instead of 1 1/4" based on the demand information. Revise the water demands table to include the domestic and irrigation water demands . Note the size of the existing water line along Southwest Parkway and the type of connection that will be used to service the proposed development. Dimension the distance from centerline to centerline of the two proposed driveways along Southwest Parkway. Curbing must be placed around the entire perimeter of the parking lot. (This also includes the driveway entrances along the northern property line. A temporary curb can be used to allow for future expansion; however, wheel stops are not acceptable.) Show the designated fire lanes on sheet SP-1 .1. Landscape Plan Related: The proposed wood privacy fence to screen the dumpster must be a minimum of 8' in height to adequately screen. Add a general note on the landscape plan that there are no existing trees within the first 24' of frontage along Southwest Parkway. Comments/Concerns : Coordinate electrical service requirements with Electrical Operations Coordinator Tony Michalsky at (409) 764 -3 660 . Refer to the checklist provided at the Project Review Committee Meeting . The developer/owner is responsible for providing and placing two 3" conduits with pull string from the soutlieast property line to the outside building termination. The conduit should ell up 4' at the outside building termination and be capped . The conduit should ell up 6" at the property line and be capped with no sharp bends in the conduit. The termination should be within 20' of power -if not, a 8' x 5/8" inch ground rod must be provided and placed by the developer. Coordinate telephone service details with G .T.E. Representative Laverne Akin at (409) 821-4723 . Planning and Zoning Commission Representative Parker seconded the motion to approve the site plan with the above mentioned conditions which passed unopposed (3 -0). .I , ....... ..,.. '\ Dra1nage Report FOR AGGJELAND CREDIT UNION Prepared By. McClure Engineering, Inc. 1722 Broadmoor Drive, Suite 210 Bryan, Texas 77802 ( 409) 776-6700 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of AGGIELAND CREDIT UNION, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. AP ED FO TABLE OF CONTENTS PAGE NO. INTRODUCTION I GENERAL LOCATION AND DESCRIPTION I PRIMARY DRAINAGE BASIN DESCRIPTION I DRAINAGE FACILITY DESIGN 2 DRAINAGE DESIGN CRITERIA 2 TABLE 1 4 CONCLUSION 4 EXHIBITS EXCERPT FROM FEMA MAP "A" EXISTING DRAINAGE AREA MAP "B-1" PROPOSED DRAINAGE AREA MAP ''B-2" RATIONAL FORMULA DRAINAGE AREA CALCULATIONS "C-1" INLET PIPE SIZE AND CALCULATIONS "C-2" DETENTION POND ROUTING ''D" INTRODUCTION: STORM DRAINAGE REPORT AGGIELAND CREDIT UNION This storm drainage report is intended to cover the necessary drainage improvements for the Aggieland Credit Union. The parameters used for design and the existing conditions of the on-site area are incorporated to show how the final drainage design will accomplish the desired drainage objectives per the City of College Station Drainage Policy and Design Standards (DPDS .) GENERAL LOCATION AND DESCRIPTION: The proposed Aggieland Credit Union is located in .the. central portion of College Station. The site has frontage along the north side of Southwest Parkway approximately 600 feet east of Texas Avenue . The site is adjacent to Brentwood Section Four Resubdivision (to the southwest), Brentwood Section One (to the northwest), and Brentwood Section 2 (to the northeast). The site is open and gently rolling with an average of 2% slopes, and is currently vacant. PRIMARY DRAINAGE BASIN DESCRIPTION: The entire site (3 .5 Acres) drains to the south, into Brentwood Section Four Resubdivision and the Southwest Parkway right-of-way and eventually into an unnamed tributary of Bee Creek. Storm drainage from this area is controlled by an existing 48" RCP at the southwestern edge of 1 Brentwood Section Four Resubdivision. This 48" RCP drains into a inlet on the northern side of Southwest Parkway, which in turn drains via 2-42" RCP's crossing Southwest Parkway. This inlet will serve as the study point for this drainage study. Water from Brentwood Section Two sheet flows across the northeastern property line and into the Southwest Parkway right of way, and flows to the before mentioned inlet. No portion of the site is within the 100 year flood plain per the Federal Emergency Management Agency Flood Insurance Rate Map (see Exhibit "A"). DRAINAGE FACILITY DESIGN: The proposed drainage patterns will not significantly alter the existing conditions. Storm water traverses the site in sheet flow. This condition will be modified in that some of the sheet flow will be concentrated in curb lines and captured in grate inlets and conveyed to the detention facilitity in concrete pipes . The detention pond outfall is designed so that flows from area P2 are greatly overdetained and flows from drainge area P 1 are .undetained. The net effect is no impact on the existing drainage facilities. The detention pond outfalls to the existing 48" RCP to the west. Exhibit . C-1 and C-2 shows the rational calculations for the various drainage areas corresponding to the Drainage Area Map, and the computations to verify the size of the proposed inlets and pipes. 2 DRAINAGE DESIGN CRITERIA: All drainage design is in accordance with the City DPDS . The design rainstorm is the 10 year event . Flow calculations for all drainage areas are based on the Rational Method (see Exhibit C). Pipe sizing is in accordance with Manning's Equation with an "n" of .014 per the DPDS . Flow calculations for the required detention facilities use a triangular hydro graph (base = 3 * Tc) and peak flows computed using the rational method . The routings are presented in Tabular form (see Exhibit ~'D") along with pre and post development hydro graphs for the design sequence of storms. Note that the hydrographs have an "Unrouted Proposed Flow" shown. This is to demonstrate how the detention area functions to detain the peak flows from the on-site area and return the post development development flow to its predevelopment character. The detention basin outlet control structure is designed using a standard headwall with the outlet pipe modified to have an 8" diameter opening (see detail on construction drawings). The minimum pipe size used is 15" (for maintenance purposes). Overland flow relief is provided for all areas for flows in excess of the design storm . . l 3 The outlet control structure of the pond is sized using orifice and weir flow. Orifice flow is based on the equation Q = C * A * (2 * g * H )"lh where C=.70 A = area of opening H = head in feet, measured from center of orifice g = 32.2 ft/ sec"2 Weir flow is based on the equation Q = C * L * H"3/2 where C = 3 sharp crest, 2.5 for broad crest L = length of weir H = head in feet, measured from top of weir The total flows generated from the site are shown in Table 1. TABLE 1 Storm Event ., 25 100" 50 Existing ( cfs) 112 99 87 Proposed ( cfs) 109 96 85 Wat . Surf Elev 286.14 285.68 285 .39 4 10 5 75 66 74 65 285.12 284.88 CONCLUSION: Since the peak runoff for Post Development is less than the Pre Development conditions for the complete range of storm events, the drainage design for this site meets the requirements as stated in the City of College Station Drainage Policy and Design Standards . 5 EX ~v1'· ~ ' . " > / ~~ o ' Gj :I: I-a:: 0 z -0 0 LO it-~ - Cl) 0 03 City of College Station 480083 LIMIT OF STUDY~ EXHIBIT "A" Excerpt From FEMA Map No . 48041 COl44 C (JULY 2, 1992) .ff; I McCLURE ENGINEERING, INC. I AGGIELAND CREDIT UNION I DRAINAGE AREA MAP I EXHIBIT ·s-1• -EXISTING I McCLURE ENGINEERING, INC. I AGGIELAND CREDIT UNION I DRAINAGE AREA UAP I EXHIBIT "8-2• -PROPOSED I EXHIBIT C-1 Rational Formula Drainage Area Calculations Revised Julv. 199E ct § § w c § § ~ w -' -' ...J ct ct a. ct ct LL. LL. w w 0 J= w c c ...J -' C) ~ -' ~ z z LL. LL. ct w z :3 i= :3 ~ i= ~ ct w ct u z -' > 9ct 3; -' ~ C) ~ -' I-~ < ct Wet ~ ~ C) ~ -' 0 I-cw "' w 0 Wz w ...J :::> z :::> ...J u w 0 It) 0 0 ~ g z~ w~ g ~~ > ct ca "' N It) 0 .... N It) .... c :::> ct ~ ct 0:: 0 LL. C) ~ C) Lf 0 :::> a a ?: a a a a NO. AC. 0.4 0.55 0.95 CA ' ' ' ' min min cf s cf s In/Hr cf s cfs cf s cf s 1E 5 .12 3 .60 1.00 0 .52 2.48 620 10.0 330 3 .0 14 .4 14.4 13 .2 16 .1 7 .3 18.2 20.8 23 .6 26 .6 1P 2 .69 0 .00 1 .20 1 .49 2.08 135 3 .0 775 6.0 9 .6 9 .6 13.4 16.3 8 .8 18.3 20 .9 23.6 26 .5 2E 1 .23 1 .00 0 .23 0 .00 0 .53 400 7 .0 100 0 .7 8 .1 8.1 3 .6 4 .4 9 .4 4 .9 5.6 6 .4 7 .1 2P 3.65 0.91 1.37 1 .37 2.42 400 7 .0 100 0 .7 8 .1 8.1 16.7 20 .2 9 .4 22.6 25.8 29 .2 32 .8 3P 28 .16 0 .00 28.16 0 .00 15.49 1300 17 .0 1200 18.0 35.1 35.1 48 .5 60 .8 4 .5 69.6 80 .1 91 .2 103.6 A 0 .93 0.00 0 .00 0 .93 0 .88 165 1 .7 121 1 .0 5 .0 5.0 7 .3 8 .7 11.0 9.7 11 .0 12.4 13 .9 B 0.40 0.00 0 .00 0.40 0 .38 1 1 .0 1 1 .0 0.0 5.0 3 .1 3 .7 11 .0 4.2 4 .8 5.4 6 .0 *E indicates Existing Drainage Condition All calculations performed using M icrosoft Excel EXHIBIT C-1 EXHIBIT C-2 INLET AND PIPE SIZE CALCULATIONS ev1se UIV R . d J I 1996 INLET SIZING PIPE SIZE COMPUTATIONS N= 0.014 =It E a Cl) u: t-3'; c.. _j "C w =It ... ..2 0 ct Cl) -I ct 0 0 t--u: "' « 0 ... "C ~ 0 "' >-z -I Cl) "C ·:;: w c -t-n. r:T :E -I -I c c 0 ·u w ~ 0.: Cl) 0 z ~ 0) 0) :;: :!. ... 0 ·c;; ·c;; w -I 0 0::: n. u !::l z ~ ..... DESCRIPTION ct 0::: 0 0 u Cl) Cl) ·c: ftl a 0 _j _j LL t-t-t-c c LL "' 0 cf s cf s ft ft yr % " cf s A 0 .88 9 .70 Grate Inlet 2 4 .85 5 A POND 0 .88 5.01 10 9.7 4.06 15 12.1 B 0 .38 4.17 Grate Inlet 2 2 .09 5 B POND 0.38 5 .00 10 4.2 0 .75 15 5.2 *Includes 25% Flow increase for pipe sizes <27" dia . Exhibit C-2 D.A.# Pond Routing :it .J: Q. I! c Cl .... 2 0 + ""' c "C + "C >. -fl. c Cl) :c N N Qp 20.3 Tc 8.1 inc 2 Time cf s cfs cf s 0 0.0 5.00 0.00 2 5.0 15.01 4.50 4 10.0 25.02 17.55 6 15.0 35.03 38.88 8 20.0 37.91 69.48 10 17.9 33.28 102.17 12 15.4 28.28 129.84 14 12.9 23.27 152.21 16 10.4 18.27 169.35 18 7.9 13.26 181.32 20 5.4 8.26 188.19 22 2.9 3.25 190.04 24 0.4 0.38 186.92 26 0.0 0.00 181.00 28 0.0 0.00 174.80 30 0.0 0.00 168.67 32 0.0 0.00 162.62 34 0.0 0.00 156.65 36 0.0 0.00 150.76 38 0.0 0.00 144.95 40 0.0 0.00 139.22 42 0.0 0.00 133.56 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 5 D.A.# D.A.# c a c + w t; "' -...J 0 .... ~~ + .... c + c 0 0::: Cl) fl. fl. N a M .... .... fl. 62.6 16.3 35.1 9.6 cfs cfs cf s cfs cf s 0.00 0.00 0.0 0.0 0.00 5.00 0.25 3.6 3.4 7.21 19.51 0.98 7.1 6.8 14.90 42.57 1.85 10.7 10.2 22.71 73.91 2.22 14.3 13.6 30.04 107.39 2.61 .. 17.8 15.9 36.37 135.45 2.81 21.4 14.2 38.44 158.12 2.95 25.0 12.5 40.45 175.48 3.07 28.5 10.9 42.44 187.61 3.15 32.1 9.2 44.39 194.58 3.19 35.6 7.5 46.30 196.45 3.21 39.2 .. 5.8 48.18 193.29 3.19 42.8 4.1 50.03 187.30 3.15 46.3 2.4 51.86 181.00 3.10 49.9 0.7 53.69 174.80 3.06 53.5 0.0 56.53 168.67 3.02 57.0 0.0 60.06 162.62 2.98 60.6 0.0 63.58 156.65 2.94 ~1.8 0.0 64.70 150.76 2.91 60.0 0.0 62.88 144.95 2.87 58.2 0.0 61.06 139.22 2.83 56.4 0.0 59.24 D.A.# D.A.# D.A.# (!) ...J z ' I= ~~ 0 >< w w w .... N M .... w 16.1 4.4 62.6 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 0.0 0.00 2.2 1.1 3.6 5.81 4.5 2.2 7.1 11.61 6.7 3.3 10.7 17.42 9.0 4.4 14.3 23.22 11.2 3.9 17.8 29.03 13.4 3.4 21.4 34.84 15.7 2.8 25.0 40.64 15.2 2.3 28.5 43.76 14.1 1.7 32.1 46.20 13.0 .1.2 35.6 48.65 11.9 0.6 39.2 51.09 10.8 0.1 42.8 53.53 ; 9.6 0.0 46.3 55.98 8.5 0.0 49.9 58.42 7.4 0.0 53.5 60.87 6.3 0.0 57.0 63.31 5.2 0.0 60.6 65.76 4.0 0.0 61.8 65.79 2.9 0.0 60.0 62.89 1.8 0.0 58.2 59.99 0.7 0.0 56.4 57.08 Exhibit D D.A.# Pond Routing .:n: .c Q. I! c gi .... a + ,.!. ... c 'ti + 'ti >. -c.. "' ::c N .5 N Qp 20.3 Tc 8.1 inc 2 Time cf s cf s cf s 44 0.0 0.00 127.97 46 0.0 0.00 122.46 48 0.0 0.00 117.02 50 0.0 0.00 111.65 52 0.0 0.00 106.36 54 0.0 0.00 101.16 56 0.0 0.00 96.08 58 0.0 0.00 91.12 60 0.0 0.00 86.28 62 0.0 0.00 81.56 64 0.0 0.00 76.94 66 0.0 0.00 72.44 68 0.0 0.00 68.04 70 0.0 0.00 63.75 72 0.0 0.00 59.55 74 0.0 0.00 55.46 76 0.0 0.00 51.46 78 0.0 0.00 47.56 80 0.0 0.00 43.75 PEAK FLOWS 20.02 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 5 D.A.# D.A.# c a c + w ~ "' ..J 0 .... ~~ + .... c + c 0 0::: "' c.. c.. N a C'? .... I-c.. 62.6 16.3 35.1 9.6 cf s cf s cf s cf s cf s 133.56 2.79 54.6 0.0 57.42 127.97 2.76 52.8 0.0 55.60 122.46 2.72 51.1 0.0 53.78 117.02 2.68 49.3 0.0 51.97 111.65 2.65 47.5 0.0 50.15 106.36 2.60 45.7 0.0 48.32 101.16 2.54 43.9 0.0 46.47 96.08 2.48 42.2 0.0 44.63 91.12 2.42 40.4 0.0 42.79 86.28 2.36 38.6 0.0 40.95 81.56 2.31 36.8 0.0 39.11 76.94 2.25 '35.0 0.0 37.28 72.44 2.20 33.2 0.0 35.44 68.04 2.15 31.5 0.0 33.61 63.75 2.10 29.7 0.0 31.77 59.55 2.05 27.9 0.0 29.94 55.46 2.00 26.1 0.0 28.11 51.46 1.95 24.3 0.0 26.28 47.56 1.90 22.5 0.0 24.45 3.21 61.76 15.94 64.70 D.A.# D.A.# D.A.# (!) ..J z i= ~~ ~~ w w ·w .... N C'? 16.1 4.4 62.6 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 54.6 54.63 0.0 0.0 52.8 52.85 0.0 0.0 51.1 51.06 0.0 0.0 49.3 49.28 0.0 0.0 47.5 47.50 0.0 0.0 45.7 45.72 0.0 0.0 43.9 43.94 0.0 0.0 42.2 42.15 0.0 0.0 40.4 40.37 0.0 0.0 38.6 38.59 0.0 0.0 36.8 36.81 0.0 0.0 35.0 35.02 0.0 0.0 33.2 33.24 0.0 0.0 31.5 31.46 0.0 0.0 29.7 29.68 0.0 0.0 27.9 27.89 0.0 0.0 26.1 26.11 0.0 0.0 24.3 24.33 0.0 0.0 22.5 22.55 15.69 4.38 61.76 65.79 Exhibit D 40.00 ~ ~ ~ u:: 30.00 0 10 20 AGGIELAND CREDIT UNION 30 5 Year Hydrographs 40 Tlme(min) Page 1 50 60 --Existing Flow --Proposed Flow --Unrouted Proposed flow D.A.# Pond Routing ~ .c Q, l! c gi .... a + .!. ... c "C + "C ->. D.. ti) :::c N c N Qp 22.7 Tc 8.1 inc 2 Time cf s cf s cf s 0 0.0 5.60 0.00 2 5.6 16.81 5.04 4 11.2 28.02 19.65 6 16.8 39.23 43.86 8 22.4 42.45 78.44 10 20.0 37.27 115.47 12 17.2 31.66 146.90 14 14.4 26.06 172.39 16 11.6 20.46 192.01 18 8.8 14.85 205.86 20 6.0 9.25 214.04 22 3.2 3.64 216.59 24 0.4 0.42 213.57 26 0.0 0.00 207.37 28 0.0 0.00 200.82 30 0.0 0.00 194.35 32 0.0 0.00 187.96 34 0.0 0.00 181.66 36 0.0 0.00 175.44 38 0.0 0.00 169.31 40 0.0 0.00 163.25 42 0.0 0.00 157.28 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 10 D.A.# D.A.# c a Q + w ~ ti) ..J 0 .... ~ g; + .... c + ti) c D.. D.. 0 D:: N a M .... .... D.. 71.6 18.3 35.1 9.6 cfs cfs cf s cf s cf s 0.00 0.00 0.0 0.0 0.00 5.60 0.28 4.1 3.8 8.16 21.85 1.10 8.2 7.6 16.86 47.67 1.91 12.2 11.4 25.55 83.09 2.32 16.3 15.2 33.85 120.89 2.71 20.4 17.9 40.98 152.74 2.92 24.5 16.0 43.36 178.56 3.09 28.5 14.1 45.71 198.44 3.22 32.6 12.2 48.01 212.46· 3.30 36.7 10.3 50.27 220.71 3.34 40.8 .. 8.4 52.48 223.29 3.35 44.9 6.5 54.67 220.23 3.33 .. 48.9 4.6 56.83 213.99 3.31 53.0 2.7 58.98 207.37 3.28 57.1 0.8 61.12 200.82 3.23 61.2 0.0 64.39 194.35 3.19 65.2 0.0 68.43 187.96 3.15 69.3 0.0 72.46 181.66 3.11 70.6 0.0 73.75 175.44 3.07 68.6 0.0 71.67 169.31 3.03 66.6 0.0 69.59 163.25 2.99 64.5 0.0 67.51 D.A.# D.A.# D.A.# (.!) ..J z ' ~ ~ !!2 w w w g~ .... N M 18.2. 5.0 71.6 14.4 8.1 35.1 cf s cfs cf s cf s 0.0 0.0 0.0 0.00 2.5 1.2 4.1 6.60 5.1 2.5 8.2 13.21 7.6 3.7 12.2 19.81 10.1 4.9 16.3 26.42 12.6 4.4 20.4 33.02 15.2 3.8 24.5 39.63 17.7 3.2 28.5 46.23 17.2 2.5 32.6 49.80 15.9 1.9 36.7 52.62 14.7 1.3 40.8 55.43 13.4 0.7 44.9 58.24 12.1 0.1 48.9 61.06 ; 10.9 0.0 53.0 63.87 9.6 0.0 57.1 66.69 8.3 0.0 61.2 69.50 7.1 0.0 65.2 72.31 5.8 0.0 69.3 75.13 .. 4.5 0.0 70.6 75.19 3.3 0.0 68.6 71.89 2.0 0.0 66.6 68.58 0.8 0.0 64.5 65.28 Exhibit D D.A.# Pond Routing EVENT= :it c s:. a Q. + e c ~ gi T" a ., -+ I T" ... c -+ "C + "C c >--0.. "' "' :::c N c N N Qp 22.7 Tc 8.1 inc 2 : Time cf s cf s cf s cfs 44 0.0 0.00 151.38 157.28 46 0.0 0.00 145.56 151.38 48 0.0 0.00 139.82 145.56 50 0.0 0.00 134.15 139.82 52 0.0 0.00 128.56 134.15 54 0.0 0.00 123.04 128.56 56 0.0 0.00 117.59 123.04 58 0.0 0.00 112.22 117.59 60 0.0 0.00 106.91 112.22 62 0.0 0.00 101.70 106.91 64 0.0 0.00 96.61 101. 70 66 0.0 0.00 91.64 96.61 68 0.0 0.00 86.79 91.64 70 0.0 0.00 82.05 86.79 72 0.0 0.00 77.42 82.05 74 0.0 0.00 72.91 77.42 76 0.0 0.00 68.50 72.91 78 0.0 0.00 64.19 68.50 80 0.0 0.00 59.99 64.19 PEAK FLOWS 22.42 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing 10 D.A.# D.A.# c w "' ..J 0 ~~ T" + c 0 a::: 0.. 0.. a M T" I-0.. 71.6 18.3 35.1 9.6 cfs cfs cf s cfs 2.95 62.5. 0.0 65.43 2.91 60.4 0.0 63.36 2.87 58.4 0.0 61.28 2.83 56.4 0.0 59.20 2.80 54.3 0.0 57.13 2.76 52.3 0.0 55.05 2.72 50.3 0.0 52.98 2.69 48.2 0.0 ' 50.90 2.65 46.2 0.0 48.83 2.61 44.1 0.0 46.74 2.55 42.1 0.0 44.64 2.48 40.1 0.0 42.54 2.43 38.0 0.0 40.45 2.37 36.0 0.0 38.35 2.31 33.9 0.0 36.26 2.26 31.9 '0.0 34.16 2.20 29.9 0.0 32.07 2.15 27.8 0.0 29.98 2.10 25.8 0.0 27.89 3.35 70.64 17.88 73.75 D.A.# D.A.# D.A.# (!) ..J z ci: i= I-~ 0 >< w w w T" N M I-w 18.2 5.0 71.6 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 62.5 62.48 0.0 0.0 60.4 60.45 0.0 0.0 58.4 58.41 0.0 0.0 56.4 56.37 0.0 0.0 54.3 54.33 0.0 0.0 52.3 52.29 0.0 0.0 50.3 50.25 0.0 0.0 48.2 48.21 0.0 0.0 46.2 46.18 0.0 0.0 44.1 44.14 0.0 0.0 42.1 42.10 0.0 0.0 40.1 40.06 0.0 0.0 38.0 38.02 0.0 0.0 36.0 35.98 0.0 0.0 33.9 33.94 0.0 0.0 31.9 31.90 0.0 0.0 29.9 29.87 0.0 0.0 27.8 27.83 0.0 0.0 25.8 25.79 17.69 4.91 70.64 75.19 Exhibit D 0 10 20 AGGIELAND CREDIT UNION 30 1 O Year Hydrographs 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow --Unrouted Proposed flow D.A.# Pond Routing =it .c Q. e c Cl .... a 0 + ..,!. '-c 'tJ + 'tJ >. -c.. V) :::c N c N Qp 25.9 Tc 8.1 inc 2 Time cf s cfs cf s 0 0.0 6.39 0.00 2 6.4 19.18 5.75 4 12.8 31.97 22.42 6 19.2 44.76 50.42 8 25.6 48.44 90.24 10 22.9 42.52 133.03 12 19.7 36.13 169.41 14 16.5 29.73 199.01 16 13.3 23.34 222.00 18 10.1 16.94 238.46 20 6.9 10.55 248.43 22 3.7 4.16 251.98 24 0.5 0.48 249.16 26 0.0 0.00 242.72 28 0.0 0.00 235.86 30 0.0 0.00 229.06 32 0.0 0.00 222.32 34 0.0 0.00 215.63 36 0.0 0.00 209.00 38 0.0 0.00 202.43 40 0.0 0.00 195.94 42 0.0 0.00 189.54 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 25 D.A.# D.A.# c CJ c + w .t; V) -...J 0 .... ~~ + .... c + c 0 D::: V) c.. c.. N CJ C") .... I-c.. 82.4 20.9 . 35.1 9.6 cfs cf s cf s cfs cf s 0.00 0.00 0.0 0.0 0.00 6.39 0.32 4.7 4.3 9.36 24.93 1.26 9.4 8.7 19.33 54.39 1.99 14.1 13.0 29.10 95.18 2.47 18.8 17.4 38.62 138.68 2.83 23.5 20.4 46.71 175.55 3.07 28.2 18.2 49.47 205.54 3.27 32.8 16.1 52.19 228.74 3.37 37.5 13.9 54.81 245.34 3.44 42.2 11.7 57.41 .. 255.40 3.48 46.9 9.6 59.97 258.98 3.50 51.6 7.4 62.51 256.14 3.49 56.3 5.2 65.01 249.64 3.46 61.0 3.0 67.51 242.72 3.43 65.7 0.9 70.00 235.86 3.40 70.4 0.0 73.79 229.06 3.37 75.1 0.0 78.46 222.32 3.34 79.8 0.0 83.12 215.63 3.31 .. 8.1.3 0.0 84.62 209.00 3.29 79.0 0.0 82.24 202.43 3.25 76.6 0.0 79.85 195.94 3.20 74.3 0.0 77.47 D.A.# D.A.# D.A.# C> ...J z i= ~ S!? 0 >< w w w .... N C") I-w 20.8 5.7 82.4 14.4 8.1 35.1 cf s cf s cf s cfs 0.0 0.0 0.0 0.00 2.9 1.4 4.7 7.58 5.8 2.8 9.4 15.17 8.7 4.2 14.1 22.75 11.6 5.6 18.8 30.34 14.5 5.0 23.5 37.92 17.4 4.3 28.2 45.51 20.2 3.6 32.8 53.09 19.7 2.9 37.5 57.21 18.2 2.2 42.2 60.45 16.8 1.5 46.9 63.70 15.3 0.8 51.6 66.95 13.9 0.1 56.3 70.19 ; 12.4 0.0 61.0 73.44 11.0 0.0 65.7 76.69 9.5 0.0 70.4 79.93 8.1 0.0 75.1 83.18 6.7 0.0 79.8 86.43 5.2 0.0 81.3 86.51 3.8 0.0 79.0 82.72 2.3 0.0 76.6 78.92 0.9 0.0 74.3 75.13 Exhibit D D.A.# Pond Routing 'U: .c: Q. l! c: Cl ..... 0 0 + I ... c: .... 'C + 'C ->. c. "' J: N c: N Qp 25.9 Tc 8.1 inc 2 Time cfs cfs cf s 44 0.0 0.00 183.22 46 0.0 0.00 176.98 48 0.0 0.00 170.82 50 0.0 0.00 164.75 52 0.0 0.00 158.75 54 0.0 0.00 152.83 56 0.0 0.00 147.00 58 0.0 0.00 141.23 60 0.0 0.00 135.55 62 0.0 0.00 129.94 64 0.0 0.00 124.40 66 0.0 0.00 118.93 68 0.0 0.00 113.54 70 0.0 0.00 108.22 72 0.0 0.00 102.97 74 0.0 0.00 97.85 76 0.0 0.00 92.85 78 0.0 0.00 87.97 80 0.0 0.00 83.21 PEAK FLOWS 25.58 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 25 D.A.# D.A.# c: 0 c + w t5 "' -..J 0 ..... ~~ + ..... c: + "' c: c. c. 0 0::: N 0 M ..... I-c. 82.4 20.9 35.1 9.6 cfs cfs cf s cf s cfs 189.54 3.16 71.9 0.0 75.08 183.22 3.12 .. 69.6 0.0 72.69 176.98 3.08 67.2 0.0 70.30 170.82 3.04 64.9 0.0 67.91 164.75 3.00 62.5 0.0 65.53 158.75 2.96 60.2 0.0 63.14 152.83 2.92 57.8 0.0 60.76 147.00 2.88 55.5 0.0 58.37 141.23 2.84 53.1 0.0 55.99 135.55 2.81 50.8 0.0 53.60 129.94 2.77 48.5 .. 0.0 51.22 124.40 2.73 46.1 0.0 48.84 118.93 2.70 43.8 0.0 46.46 113.54 2.66 41.4 0.0 44.07 108.22 2.62 39.1 0.0 41.69 102.97 2.56 36.7 0.0 39.28 97.85 2.50 34.4 0.0 36.87 92.85 2.44 32.0 0.0 34.47 87.97 2.38 29.7 0.0 32.06 3.50 81.30 20.42 84.62 D.A.# D.A.# D.A.# (!) ..J z <C I= I-~ w w w 0 >< ..... N M I-w 20.8 5.7 82.4 14.4 8.1 35.1 cf s cfs cf s cf s 0.0 0.0 71.9 71.92 0.0 0.0 69.6 69.57 0.0 0.0 67.2 67.22 0.0 0.0 64.9 64.88 0.0 0.0 62.5 62.53 0.0 0.0 60.2 60.18 0.0 0.0 57.8 57.84 0.0 0.0 55.5 55.49 0.0 0.0 53.1 53.15 0.0 0.0 50.8 50.80 0.0 0.0 48.5 48.45 0.0 0.0 46.1 46.11 0.0 0.0 43.8 43.76 0.0 0.0 41.4 41.41 0.0 0.0 39.1 39.07 0.0 0.0 36.7 36.72 0.0 0.0 34.4 34.37 0.0 0.0 32.0 32.03 -· 0.0 0.0 29.7 29.68 20.24 5.60 81.30 86.51 Exhibit D 80 .00 70 .00 60.00 ~ 50 .00 ~ ~ u:: 40.00 30.00 20 .00 10.00 0 10 20 AGGIELAND CREDIT UNION 30 25 Year Hyd rog raph s 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow Unrouted Proposed flow D.A.# Pond Routing EVENT= :it c .&:. a Q, l'!! ~ c e .... i .. -+ .... c + 'C + -c >. Q. ~ "' :x: N .5 N Qp 29.2 Tc 8.1 inc 2 '. Time cf s cf s cf s cf s a a.a 7.22 a.aa a.aa 2 7.2 21.66 6.49 7.22 4 14.4 36.11 25.32 28.16 6 21.7 5a.55 57.29 61.42 8 28.9 54.7a 1a2.6a 1 a7.84 1a 25.8 48.a2 151.4a 157.3a 12 22.2 4a.8a 192.97 199.42 14 18.6 33.58 226.99 233.7_7 16 15.a 26.36 253.55 26a.57 18 11.4 19.14 272.73 279.91 2a 7.8 11.91 284.59 291.87 22 4.2 4.69 289.18 296.5a 24 a.5 a.54 286.58 293.88 26 a.a a.aa 279.88 287.12 28 a.a a.aa 272.7a 279.88 3a a.a a.oa 265.59 272.7a 32 0.0 0.00 258.53 265.59 34 0.0 0.00 251.53 258.53 36 o.a o.ao 244.60 . 251.53 38 o.a a.oa 237.72 244.60 4a o.a 0.00 230.90 237.72 42 o.a a.aa 224.15 23a.9a *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing 50 D.A.# D.A.# c w "' . ..J 0 ~~ .... + c Q. Q. 0 a::: a M .... I-Q. 93.8 23.6 35.1 9.6 cf s cf s cf s cf s a.aa a.a . a.a a.ao a.36 5.3 .. 4.9 1a.62 1.42 1a.7 9.8 21.93 2.a7 16.a 14.7 32.84 2.62 21.4 19.6 43.64 2.95 26.7 23.1 52.75 3.23 32.1 2a.6 55.92 3.39 37.4 18.2 .. 58.98 3.51 42.8 15.7 61.99 3.59 48.1 13.3 64.96 3.64 53.5 1a.8 67.9a 3.66 58.8 8.3 7a.81 3.65 64.2 5.9 73.69 3.62 69.5 3.4 76.55 3.59 74.8 1.a 79.41 3.56 80.2 '0.0 83.75 3.53 85.5 0.0 89.06 3.50 90.9 0.0 94.38 3.47 92.6 a.a 96.09 3.44 89.9 o.a 93.38 3.41 87.3 a.a 90.68 3.38 84.6 o.a 87.98 D.A.# D.A.# D.A.# (!) ..J z ~~ w w w g~ .... N M 23.6 6.4 93.8 14.4 8.1 35.1 cf s cf s cf s cf s o.a a.a a.a a.aa 3.3 1.6 5.3 8.62 6.6 3.2 1a.1 17.24 9.8 4.7 16.a 25.86 13.1 6.3 21.4 34.49 16.4 5.7 26.7 43.11 19.7 4.9 32.1 51.73 22.9 4.1 37.4 6a.35 22.3 3.3 42.8 65.a4 2a.6 2.5 48.1 68.75 19.0 1.7 53.5 72.46 17.4 a.9 58.8 76.16 15.7 a.1 64.2 79.87 14.1 a.a 69.5 83.58 12.4 a.a 74.8 87.29 1a.8 a.a 8a.2 91.aa 9.2 0.0 85.5 94.71 7.5 a.o 90.9 98.41 5.9 o.a 92.6 98.51 4.3 o.a 89.9 94.20 2.6 0.0 87.3 89.89 1.a 0.0 84.6 85.58 Exhibit D D.A.# Pond Routing :it .t:. Q. e c Cl .... a 0 + I ... c ... 'C 'C + ->. c.. "' :::c N -= N Qp 29.2 Tc 8.1 inc 2 Time cf s cf s cfs 44 0.0 0.00 217.44 46 0.0 0.00 210.80 48 0.0 0.00 204.21 50 0.0 0.00 197.70 52 0.0 0.00 191.27 54 0.0 0.00 184.93 56 0.0 0.00 178.67 58 0.0 0.00 172.49 60 0.0 0.00 166.39 62 0.0 0.00 160.37 64 0.0 0.00 154.44 66 0.0 0.00 148.58 68 0.0 0.00 142.79 70 0.0 0.00 137.09 72 0.0 0.00 131.45 74 0.0 0.00 125.90 76 0.0 0.00 120.41 78 0.0 0.00 115.00 80 0.0 0.00 109.66 PEAK FLOWS 28.88 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 50 D.A.# D.A.# c a 0 + w t5 "' -.J 0 .... ~~ + .... c + 0 0::: "' c c.. c.. N a C') .... I-c.. 93.8 23.6 35.1 9.6 cf s cf s cf s cf s cf s 224.15 3.35 81.9 0.0 85.28 217.44 3.32 79.3 0.0 82.57 210.80 3.29 76.6 0.0 79.87 204.21 3.26 73.9 0.0 77.16 197.70 3.21 71.2 0.0 74.45 191.27 3.17 68.6 0.0 71.73 184.93 3.13 65.9 0.0 69.02 178.67 3.09 63.2 0.0 66.30 172.49 3.05 60.5 0.0 63.59 166.39. 3.01 57.9 0.0 60.88 160.37 2.97 55.2 ., 0.0 58.17 154.44 2.93 52.5 0.0 55.45 148.58 2.89 49.9 0.0 52.74 142.79 2.85 47.2 0.0 50.03 137.09 2.82 44.5 0.0 47.32 131.45 2.78 41.8 0.0 44.61 125.90 2.74 39.2 0.0 41.90 120.41 2.71 36.5 0.0 39.19 115.00 2.67 . 33.8 0.0 36.48 3.66 92.62 23.08 96.09 D.A.# D.A.# D.A.# C> .J z ~ I= I-~ 0 >< w w w .... N C') I-w 23.6 6.4 93.8 14.4 8.1 35.1 cf s cf s cf s cf s 0.0 0.0 81.9 81.93 0.0 0.0 79.3 79.25 0.0 0.0 76.6 76.58 0.0 0.0 73.9 73.91 0.0 0.0 71.2 71.23 0.0 0.0 68.6 68.56 0.0 0.0 65.9 65.89 0.0 0.0 63.2 63.22 0.0 0.0 60.5 60.54 0.0 0.0 57.9 57.87 0.0 0.0 55.2 55.20 0.0 0.0 52.5 52.52 0.0 0.0 49.9 49.85 0.0 0.0 47.2 47.18 0.0 0.0 44.5 44.50 0.0 0.0 41.8 41.83 0.0 0.0 39.2 39.16 0.0 0.0 36.5 36.49 0.0 0.0 33.8 33.81 22.93 6.33 92.62 98.51 Exhibit D 60.00 ~ ~ 50.00 ~ LI. 40 .00 0 10 20 AGGIELAND CREDIT UNION 30 5 0 Year Hydrog rap hs 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow --Unrouted Proposed flow D.A.# Pond Routing =It .c c. l! c Cl .... a 0 + I ... c -'C + ~ >-Q. "' ::c N c N Qp 32.8 Tc 8.1 inc 2 Time cf s cf s cf s a a.a 8.1a a.aa 2 8.1 24.31 7.29 4 16.2 4a.52 28.41 6 24.3 56.73 64.62 8 32.4 61.38 115.92 1a 29.a 53.89 171.14 12 24.9 45.79 218.32 14 2a.9 37.68 257.a6 16 16.8 29.58 287.44 18 12.8 21.47 309.52 2a 8.7 13.37 323.38 22 4.7 5.27 327.6a 24 a.6 0.61 325.24 26 a.a a.aa 318.28 28 a.a a.aa 31a.77 3a a.a a.aa 3a3.33 32 a.a a.aa 295.95 34 a.a a.aa 288.63 36 a.a a.aa 281.38 38 a.o a.aa 274.19 4a a.a o.aa 267.a6 42 a.a a.aa 259.99 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 100 D.A.# D.A.# c a c + w " "' -.J 0 .... ~~ + .... c + "' c Q. Q. 0 0:: N a M .... .... Q. 106.5 26.5 35.1 9.6 cfs cf s cf s cf s cfs a.aa a.aa a.a a.a a.aa 8.1a a.41 6.1 5.5 11.99 31.6a 1.59 12.1 11.a 24.76 68.93 2.16 18.2 .16.5 36.91 121.34 2.71 24.3 22.1 49.a5 177.3a 3.a8 3a.3 25.9 59.35 225.a3 3.35 36.4 23.2 62.93 264.11 3.52 42.5 2a.4 66.41 294.74 3.65 48.6 17.7 69.86 317.02 3.75 54.6 14.9 73.26 331.aa 3.81 . 6a.7 · 12.1 76.63 336.75 4.57 66.8 .. 9.4 8a.71 332.87 3.82 72.8 6.6 83.26 325.85 3.79 78.9 3.9 86.54 318.28 3.75 85.a 1.1 89.82 31a.77 3.72 91.a a.a 94.76 3a3.33 3.69 97.1 a.a 1aa.79 295.95 3.66 1a3.2 a.a 1a6.83 288.63 3.63 1a5.1 a.a 1a8.77 281.38 3.6a 1a2.1 a.a 1a5.71 274.19 3.56 99.1 a.a 1a2.64 267.a6 3.53 96.a a.a 99.58 D.A.# D.A.# D.A.# C> .J z I= ~~ w w w 0 >< .... N M .... w 26.6 7.2 106.5 14.4 8.1 35.1 cf s cf s cf s cf s a.a a.a a.a a.aa 3.7 1.8 6.1 9.76 7.4 3.5 12.1 19.52 11.1 5.3 18.2 29.28 14.8 7.1 24.3 39.a4 18.4 6.3 3a.3 48.79 22.1 5.5 36.4 58.55 25.8 4.6 42.5 68.31 25.1 3.7 48.6 73.64 23.2 2.8 54.6 77.87 21.4 1.9 6a.7 82.a9 19.6 1.a 66.8 86.32 17.7 a.1 72.8 9a.54 ; 15.9 a.a 78.9 94.76 14.a a.a 85.a 98.99 12.2 a.a 91.a 1a3.21 1a.3 a.a 97.1 1a7.44 8.5 a.a 1a3.2 111.66 ... 6.6 a.a 1a5.1 111.79 4.8 a.a 1a2.1 1a6.91 3.a a.a 99.1 1a2.a3 1.1 a.a 96.a 97.15 Exhibit D D.A.# Pond Routing :it ~ Q. e c: C) .... 0 0 + I ... c: -"C + "O ->. a. UJ J: N c: N Qp 32.8 Tc 8.1 inc 2 Time cf s cf s cf s 44 0.0 0.00 252.99 46 0.0 0.00 246.04 48 0.0 0.00 239.15 50 0.0 0.00 232.32 52 0.0 0.00 225.55 54 0.0 0.00 218.83 56 0.0 0.00 212.18 58 0.0 0.00 205.58 60 0.0 0.00 199.05 62 0.0 0.00 192.60 64 0.0 0.00 186.24 66 0.0 0.00 179.96 68 0.0 0.00 173.77 70 0.0 0.00 167.65 72 0.0 0.00 161.62 74 0.0 0.00 155.66 76 0.0 0.00 149.79 78 0.0 0.00 143.99 80 0.0 0.00 138.27 PEAK FLOWS 32.41 *Blue Indicates Initial Conditions AGGIELAND CREDIT UNION Detention Pond Routing EVENT= 100 D.A.# D.A.# c: 0 c + .. w 15 UJ -..J 0 .... ~~ + .... c: + 0 0::: UJ c: a. a. N 0 M .... .... a. 106.5 26.5 35.1 9.6 cf s cfs cf s cf s cf s 259.99 3.50 93.0 0.0 96.51 252.99 3.47 90.0 0.0 93.45 246.04 3.44 86.9 0.0 90.38 239.15 3.41 83.9 0.0 87.32 232.32 3.39 80.9 0.0 84.26 225.55 3.36 77.8 0.0 81.19 218.83 3.33 74.8 0.0 78.13 212.18 3.30 71.8 0.0 75.07 205.58 3.27 68.7 0.0 72.00 199.05 3.22 65.7 0.0 68.92 192.60 3.18 62.7 .. 0.0 65.84 186.24 3.14 59.6 0.0 62.77 179.96 3.10 56.6 0.0 59.69 173.77 3.06 . 53.6 0.0 56.62 167.65 3.02 50.5 0.0 53.54 161.62 2.98 47.5 0.0 50.47 155.66 2.94 44.5 0.0 47.39 149.79 2.90 41.4 0.0 44.32 143.99 2.86 38.4 0.0 41.25 4.57 105.15 25.92 108.77 D.A.# D.A.# D.A.# (!) ..J z < I= .... !!? 0 >< w w w .... N M .... w 26.6 7.2 106.5 14.4 8.1 35.1 cf s cf s cf s cfs 0.0 0.0 93.0 93.01 0.0 0.0 90.0 89.97 0.0 0.0 86.9 86.94 0.0 0.0 83.9 83.91 0.0 0.0 80.9 80.87 0.0 0.0 77.8 77.84 0.0 0.0 74.8 74.80 0.0 0.0 71.8 71.77 0.0 0.0 68.7 68.73 0.0 0.0 65.7 65.70 0.0 0.0 62.7 62.66 0.0 0.0 59.6 59.63 0.0 0.0 56.6 56.59 0.0 0.0 53.6 53.56 0.0 0.0 50.5 50.53 0.0 0.0 47.5 47.49 0.0 0.0 44.5 44.46 0.0 0.0 41.4 41.42 .. 0.0 0.0 38.4 38.39 25.83 7.10 105.15 111.79 Exhibit D 0 10 20 AGGIELAND CREDIT UNION 30 100 Year Hydrographs 40 Time(min) Page 1 50 60 --Existing Flow --Proposed Flow --Unrouted Proposed flow