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Home My WebLink About37 Develpment Permit 327 Budget Mini Storage-/HIS e,e]:>oeT 'ec-f:>LACES -r)h;' -:.S UL Y 1"1 ~ {_, ~Cf>ol(_ J, ~ DRrUNAGE COMPUTA·TIONS for B-UDGET MIN.I-STORAGE 1.26 Acre Tract LOTS 18 & 19, BLOCK 1 REGENCY SQU.c!...IU: SVBDIVISION College .Station, Brazos Coun ,J'~-----------. Prevared for: l\'Ir. Jerry Etheridge 1504 Saddle Lane APPR OVED FO Coilege Statio.r"" Brazos County, Texas Telephone: (409) 696-1000 Pre pared by· * Revised: November, 1996 * '•. ' DRAINAGE COMPUTATIONS for BUDGET MINI-STORAGE 1.26 Acre Tract LOTS 18 & 19, BLOCK 1 REGENCY SQUARE SUBDIVISION College Station, Brazos County, .Texas .. Preoared for: ~Ir. Jerry Etheridge 1504 Saddle Lane College Statio~ Brazos County, Texas Telephone: (409) 696-1000 Preoared bv: )fUNICIPAL DKVELOPMINT GROC1• 203 HOLLEMAN DRIVE EA.ST COLLEGE STATION, TEXAS ;7g..:.o {409) 693-SJS9 (409) 69:i~24J ex Engineuilfg Planning Surveying * Revised: November, 1996 * DRAINAGE COMPUTATIONS for BUDGET MINI STORAGE Lot 18 & 19 , Block 1 -Regency Square Subdivision College Station, Brazos County, Texas *Revised: November, 1996 * SUMMARY This report represents a modified drainage plan for the BUDGET MINI-STORAGE project following initial construction. To ensure compliance with City of College Station requirements , an Asbuilt study of the drainage system and improvements was performed. Due to design modifications performed by the owner, results from our study showed the project to be lacking in detention capacity for the increased flow generated by the development . Thus , re"".ork of the drainage plan was necessary and shall warrant some modifications . Emphasis was made to minimize adjustments and cost to the owner while providing a sound drainage design for the BUDGET MINI-STORAGE development in keeping with the City's Drainage Ordinance regulations . The subject property is situated on the southern side of Holleman Drive at the intersection of Wellborn Road in College Station . (See Vicinity Map .) The development is established within the bounds of the 1.26 acre tract -Lots 18 & 19, Block 1 of Regency Square Subdivision, College Station, Brazos County, Texas . The project site was undeveloped and vacant prior to BUDGET MINI-STORAGE construction with the exception of native vegetation The natural terrain slopes away from Wellborn Road with surface drainage overland. Predevelopment runoff sheet-flowed from the property and was divided between ' Holleman Drive and the low, detention area at the back of the adjacent C. C. Creations property. The proposed drainage plan for post de velopment conditions , with the necessary modifications , is outlined in this report. Stormwater runoff, including the increase generated by the new development , will be detained on site through metered detention areas . Collection areas for Ponds 1 & 2 cover 1.19 acres of the total 1.2 6 acre project site . The remaining 0.07 aeres is divided between two areas which are allowed to flow unrestricted from the site ; referred to as Free-Flow 1 (0.04 acres -mostly impervious) and Free-Flow 2 (0.04 acres -all pervious ). The primary basin , called Detention Pond 1, is located at the front of the · property along Holleman Drive and provides the majority of the detention capacity for the site . The - property boundary along Holleman and Wellborn is outlined with trees and shrubs according to municipal BUDGET MINI-STORAGE -Lot 18 & 19, Block 1; R egency Square Subdivision , College Station, TX -______________ ...._ landscape and streetscape requirements. The primary ~etention area, however, also offers the appeal of additional visible greenspace at the front of the property and bordering major thoroughfares . The second, smaller detention area collects flow in the paved area at the rear eastern portion of the complex and ponds runoff flow to a maximum depth of 7 inches in the 100-year storm event. Stormwater runoff from all roofs and pavement surfaces is collected by the storm sewer network with the exception of 0.04 acres at the back of the property along Wellborn Road. (See included Site Layout and Collection Delineations.) The storm sewer network will discharge all collected runoff flow to the rear of the C. C . Creations at a rate less than or equal to the peak pre-development flows. This report is organized into five parts: PROJECT SITE [MAIN], FREE-FLOW 1, FREE-FLOW 2, DETENTION POND 1, and DETENTION POND 2. Relevant calculations and data are provided in the appropriate section of this report according to the particular scenario modeled. The fiist section covers drainage information relating to the peak runoff flows ~or the site as a whole and verifies that peak post development conditions do not exceed predevelopment (Section 1: PROJECT SITE [MAIN]). The total hydrographs included in this section are the cumulative summation of the drainage behavior modeled in the other four sections -that is, FREE-FLOW 1 & 2 and DETENTION PONDS 1 & 2. Accompanying flow increases with development are detained on site and metered to ensure that acceptable flows are released and the drainage conditions felt downstream approximate predevelopment as closely as possible . Sections 2 & 3 (FREE-FLOW 1 & FREE-FLOW 2) concern the free-flow areas and the corresponding peak runoff flows for these areas alone . No detention is considered. Relevant information is presented in a concise and straight forward manner. This data is provided to enable more detailed analysis of the flow behavior when the site is broken down according to specific drainage patterns. Similarly, Sections 4 & 5 (DETENTION POND 1 & DETENTION-POND 2) concern the areas draining to these detention basins . Each of the detention areas is modeled to reflect inflow behavior according to the relative collection area. The geometry of the pond and the selected outlet control structure control the outflow from the basin. The discharge flows and the storage characteristics are simulated as well . Water surface elevations anticipated under a given storm event and other design parameters are summarized at the end of these sections . Finally, Section 6: ADDITIONAL CALCULATIONS contains additional information concerning the redirected flows and site modifications .. BUDGET MINI-STORAGE -Lot 18 & 19, Block 1; Regency Square Subdivision, College Station , TX MODIFICATIONS Under this drainage proposal , four significant modifications to BUDGET MINI-STORAGE will be required. The primary detention area, POND 1, will have to be enlarged. (See Detention Pond 1 Detail.) The new pond will provide greater storage capacity -enabling a more restrictive outlet control device to be used to meter the discharge and ensuring the 0 .5 ft freeboard requirement specified by the City of College Station The second modification will be to add a plate to the outlet control structure in POND 1. The plate will be fixed over the existing storm sewer outlet to approximate a 6 .75 inch orifice. The third alteration concerns the installation of a strip drain as shown on the drawing (See Section 6) to divert additional flow from the paved area between the buildings to the primary detention pond (POND 1). Approximately 0.18 acres of collection area will be directed to the primary detention basin instead of the storm sewer grate. to whicli it currently: drains. This last modification will include an 8" diameter pipe underdrain to the POND 1. (See Details provided.) Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology. Based on the following information: appropriate tributary drainage area (1.26 acres), appropriate run-off coefficient (predevelopment -0.40), and time of concentration (10 minute minimum) -the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre-development runoff flows under varyi~g storm intensities. The equation that represents the Rational Method is Q = CIA. The variables are defined as follows : "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0 .40 in the pre-development condition),"!" is the storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Similarly, the same tributary area of 1.26 acres, the post-development run-off coefficient of 0.83 , the time of concentration (10 minute minimum) are employed to yield the relative pre-development peak discharge rate ("Q"). The Rational Method-was again used to approximate peak post-development discharge rates . The "C" variable, the run-off coefficient in the post-development condition, is computed according to the relative amounts ofpervious and impervious surface area and equals 0 .83 for this site application. BUDGET MINI-STORAGE -Lot 18 & 19, Block 1; R egency Square Subdivision, College Station , TX Tabulations of the predevelopment and the post de_velopment hydrographs are provided ahead of the graphics. The preliminary hydrographs are triangular in shape and are based on the standard SCS unit hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration . (Please note that a 30 minute total storm event duration was utilized exclusively throughout this report due to the nature and relative size of the project .) Comparison of the peak predevelopment discharge rate to the post development discharge rate is included as well . This value is determined as the volume difference generated between the predevelopment and post development hydrographs. (See first set of hydrographs .) Please note that the post development hydrograph shown on these pages assumes no detention . All runoff is assumed to free-flow. This is for comparison purposes only. Information concerning the actual post-development flows that are routed to the storm sewer network and detention areas is shown in the later part of the first section and the appropriate section to the specific collection area as modeled . BUDGET MINI-STORAGE -Lot 18 & 19, B lock 1; R egency Square S ubdi visi on , Colleg e Stati on , TX Drainage Calculations BREAKDOWN OF SURFACE AREA: Collection Areas 1. Detention Pond 1 Total : Pervious : Impervious : 2. Detention Pond 2 Total ~ Pervious : Impervious : 3. Free-Flow Area 1 Total : Pervious: Impervious : 4. Free-Flow Area 2 Total : Pervious: Impervious: PROJECT SITE Total : Pervious : Impervious : 0.81 acres 0.26 acres 0.55 acres 0.37 acres 0.00 acres 0.37 acres 0.04 acres 0.01 acres 0.03 acres ~ 0.04 acres 0.04 acres 0.00 acres 1.26 acres 0.30 acres -0 .96 acres BUDGET MINI STORAGE -Lots 18 & 19, B lock 1 R egency Square S ubdivis io n, Colleg e Station , TX SECTION] I Project Site [MAIN]. BUDGET MINI ST ORAGE -Lots 18 & 19 , Block 1 Regency Square Subdivision , College Station , TX 111111re111ri11111~1111111:11111111111:111111:1::1111:1:111::11111:111111:1:1111111111111111111111111111111111111 Tributary Area ("A"): 1 .26 Pervious Area: Impervious Area: Acres 1 .26 0.00 Acres Acres Run-Off Coefficient ("Cwt"): 0 .40 Time Of Concentration ("T/c "): Woodlands: Low Elevation : High Elevation : Distance (Feet): Slope ( % Grade): Velocity ("Vw"): T i me : Pastures: Low Elevat ion : High Elevation : Distance (Feet): Slope ( % Grade): ' Velocity ("Vp"): Time : Pavements: Low Elevation : High Elevation: Distance (Feet): Slope ( % Grade): Velocity ("Vpave"): T ime : 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 .1 5 100-Year : 11 .64 Peak Discharge Rate ("Q"): 2 -Year : 3 .19 5-Year : 3.88 10-Year : 4.35 2 5-Year : 4 .97 50 -Year : 5 .62 100-Year: 5.87 MAIN c = 0.40 c = 0.98 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 0.00 0 .00 0.00 0 .00 0 .00 Feet I Second Minutes 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 Cub ic Feet I Second Cubic Feet I Second Cub ic Feet I Second Page2 Tributary Area ("A"): 1 .26 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.30 Acres 0.96 Acres 0.83 10 Minutes (Min) 2-Year: 6.54 5-Year : 7 .70 10-Year: 8.92 25-Year: 9.92 50-Year: 11 .07 100-Year: 11. 61 2-Year: 6:81 5-Year : 8.02 10-Year: 9.29 , 25 -Year: 10.34 50-Year: 11.53 100-Year: 12.09 c = 0.40 c = 0.96 Inches I Hour Inches I Hour · Inches I Hour Inches I Hour Inches I Hour Inches I Hour CubiQ Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Pre-Development Post-Development Increase 2-Year: 3.19 Ft3 /sec 6.81 Ft3/sec ~3.62 Ft3/sec 5-Year: 3 .88 Ft3 /sec 8.02 Ft3/sec 4.15 Ft3/sec 10-Year: 4 .35 Ft3/sec 9 .29 Ft3/sec 4.94 Ft3/sec 25-Year: 4 .97 Ft3 /sec 10.34 Ft3/sec 5.37 Ft3/sec 50-Year: 5.62 Ft3/sec 11.53 Ft3/sec 5.91 Ft3/sec 100-Year: 5.87 Ft3 /sec 12.09 Ft3/sec 6.22 Ft3/sec 2-Year : 3.62 Ft3 /sec x (30 Min. x 60 Sec . I 2 3,258 Cubic 5 -Y ear : 4 . 1 5 Ft3 /sec x (30 Min. x 60 Sec . I 2 3,733 Cubic 10-Year: 4.94 Ft3 /sec x (30 Min . x 60 Sec. I 2 4,445 Cubic 25-Year: 5 .37 Ft3 /sec x (30 Min. x 60 Sec. I 2 4,829 Cubic 50-Year: 5 .91 Ft3/sec x (30 Min. x 60 Sec. I 2 5,323 Cubic 100-Year: 6.22 Ft3/sec x (30 Min. x 60 Sec . I 2 5,601 Cubic MAIN Feet Feet Feet Feet Feet Feet Page3 Time (Minutes) 0 2-Year Storm 0 .00 0 .32 Pre-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 0.00 0.39 10-Year Storm 0.00 0.44 25-Year Storm 0.00 0.50 50-Year Storm 0.00 0.56 100-Year Storm 0.00 0.59 0.87 0 .99 1.12 2 0 .64 0 .78 1 .17 1.31 1.49 1 .69 3 0.96 1 .16 1.76 1.74 1.99 2 .25 4 1.28 1 .55 2.35 5 1 .59 1.94 2.18 2.49 2.81 2.93 6 1 .91 2 .33 2.61 2.98 3.37 3.52 7 2.23 2.71 3.05 3.48 3.93 4.11 8 2.55 3.10 3.48 3.98 4.49 4.69 9 2.87 3.49 3.92 4.47 5.06 5.28 Peak= > ::::::::::ii:::j:g::::::::::ii····::::::::::::t~m:~':::::: :::::::::::::::::l]gf:~:::::::::::1::::::::::::::::::::;t]:l!ll)liIIt:::::::1f.l?r:::::::::r:::t1:::::!1=!¥::::i::::::::::::::::::::::::::§i:@w:::t::::::::: 11 3 .03 3.68 4.13 4. 72 5 .34 5.57 12 2.87 3.49 3.92 4.47 5 .06 5.28 13 2.71 3.30 3.70 4.22 4 .78 ' 4.99 14 2 .55 3.10 3.48 3.98 4 .49 4.69 15 4.21 4.40 2 .39 2 .91 3.26 3 .73 16 3.93 4 .11 2.23 2. 71 3.p5 3.48 17 3.65 3.81 2 .07 2 .52 2 .83 3 .23 18 3.37 3.52 1 .91 2 .33 2.61 2 .98 19 3.09 3 .23 1.75 2 .13 2.39 2.73 20 2.81 2.93 1 .59 1 .94 2 .18 2.49 21 2.53 2.64 1.43 1 .74 1.96 2.24 22 2.25 2 .35 1.28 1.55 1.74 1 .99 23 1 .97 2 .05 1 .12 1 .36 1.52 1.74 24 1.69 1.76 0.96 1 .16 1.31 1.49 25 26 27 28 29 30 0 .80 0.64 0.48 0 .32 0 .16 0.00 0 .97 0.78 0 .58 0 .39 0 .19 0.00 1.09 0.87 0 .65 0.44 0.22 0.00 MAIN 1.24 0.99 0 .75 0 .50 0.25 0.00 1.40 1.12 0 .84 0 .56 0.28 0 .00 1.47 1 .17 0.88 0 .59 0.29 0.00 Page4 Post-Development 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 0.68 0.80 0.93 1.03 1 .15 1.21 2 1.36 1 .60 1.86 2.07 2 .31 2.42 3 2.04 2.41 2 .79 3.10 . 3 .46 3.63 4 2 .72 3 .21 3.72 4.13 4.61 4.84 5 3.40 4 .01 4.65 5.17 5 .77 6.04 6 4 .08 4 .81 5.57 6.20 6.92 7.25 7 4.77 5.62 6.50 7 .23 8.07 8 .46 8 . 5.45 6 .42 7.43 8.27 9.23 9.67 9 6.13 7.22 8 .36 9.30 10.38 10.88 Peak = > mm:rnn::r~:P::tr::::::::trr:ri ;tn r: ;:;:;:;::::::::·:· .. s.~p2 ...... ~. >:::.~~~: .. :.:,::::::'.·'.:.:·:." 10 ~~::.: .. ,.=:::.:::;:" .1 i.~§~::::.,::: :.:: .. ::: . .1\?t~:::,::: .. :: 11 6 .47 7.62 8.83 9.82 10.96 11.48 12 6 .13 7.22 8.36 9.30 10.38 10.88 13 5 .79 6.82 7.90 8.79 9 .80 10 .28 14 5.45 6.42 7.43 8.27 9.23 9.67 15 5.11 6.02 6.97 7.75 8 .65 9.07 16 4 .77 5 .62 6.50 7.23 8.07 8.46 17 4.43 5.22 6.04 6.72 7.50 7.86 18 4.08 4 .81 5.57 .6 .20 6.92 7 .25 19 3.74 4 .41 5.11 5 .68 6.34 6 .65 20 3.40 4 .01 4.65 5.17 5.77 6.04 21 3 .06 3.61 4.18 4 .65 5.19 5.44 22 2.72 3 .21 3.72 .4.13 4 .61 4.84 23 2.38 2.81 3.25 3 .62 4.04 4.23 24 2.04 2.41 2 .79 3 .10 3.46 3.63 25 1.70 2.01 2.32 2 .58 2.88 3.02 26 1.36 1.60 1.86 2.07 2.31 2.42 27 1.02 1.20 1 .39 1.55 1 .73 1.81 28 0.68 0.80 0.93 1.03 1 .15 1 .21 29 0 .34 0.40 0.46 0.52 0 .58 0.60 30 0.00 0.00 0.00 0.00 0.00 0.00 MAIN Page 5 9.00 "C 8 >00 c: 0 CJ ~ 7.00 (/) ... ~ 6 .00 0.. ... ~ 5 ,00 ~ LL. CJ 4.00 :c :I (.) 3 .00 ~ C) 2.00 ... ca .c: CJ 1-00 en 0 0.00 Total Pre-Development Vs. Total Post-Development (No Detention) - Peak Discharge Rates 2-Year Storm Event 5 10 15 20 25 Time (Minutes) --Pre-Devel o pment Hydrograph -Total Post-Development Hydrograph Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Y ear Storm Event 0 5 10 15 20 25 Time (Minutes) --Pre-Developm e nt Hydrogr ap h -Pos t-Devel o pment Outflow Hydrograph Without Deten t ion MAIN 30 - 30 Page6 "C c: 0 (.J Q) en ... Q) a.. .... Q) Q) u.. (.J :.0 ::l (..) Q) C) ... '° ..c: (.J en c "C c: 0 (.J Q) en ... 'a) c.. .... Q) Q) u.. (.J :.0 ::l (..) Q) Cl --'° ..c: (.J en c 10.00 9.00 8.00 7 .00 6.00 5.00 4.00 3.00 2.00 1.00 -Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 0.00 . 12 .00 10.00 8 .00 6.00 4 .00 2.00 0 .00 0 .5 -10 15 20 25 Time (Minutes) --Pre-Development Hydrogr a ph -Post-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 0 5 10 1 5 20 25 Time (Minutes) --Pre -Developm e nt Hydrogr a ph -Post-Develo pment Outflow Hydrograph Without Detention MAIN 30 30 Pa ge7 -"C c: 0 u Q) CJ) -Q) 0.. ... Q) Q) u.. u :c ::I (.) Q) C) -«I .c u en c Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 12 .00 10.00 8 .00 6 .00 4 .00 2.00 0 .00 0 5 10 15 20 2 5 · Time (Minutes) --Pre -Dev elopme nt Hydr og ra p h -Po s t-De ve lopment Outfl ow Hydrograp h Without Det entio n --"C c: 0 u Q) CJ) -Q) 0.. ... Q). Q) u..· !.,.) :c . ::I (.) Q) C) -«I .c u en c Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 1 4.00 12 .00 10 .00 8 .00 6 .00 4 .00 2 .00 0 .00 0 5 10 15 20 2 5 Time (Minutes) --Pre -Dev elopm e nt Hy d rog rap h -Pos t-De v elop ment Ou tflo w Hydro gra p h Wit ho ut Dete ntio n MAIN 30 30 Page8 -"C c: 0 (,) Q) Cl) ... a>. c.. .... Q) Q) u.. (,) :.0 :l (.) ~ 0 ;;:: .... :l 0 5 .00 4.00 3.00 2 .0 0 • • • I I • II • I • • I I I Inflow/Outflow ·simulation 2-Year Storm Event I • • I • I I I • • • I • • I ' • I • .. ,-· .;!''";''"'' ··Iii~;' ./''' / / ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' " ' ' ' ' ' ··*-,*-·*··*·· _//' 1.00.P..~.~.~-,j,.___....,,~+-~~~)(-----~~----X~----...,.-,-~ ..... ;:.:.:...!~-+-~~~~~-+----'""""",.....-----'"'-~1--~~,~~--I x ·· x ' ' 0 5 10 15 20 Time (Minutes) Pre -D evelopment Hydrograph Po st-Development Outflo-w Hydrograph w/o Detention -··-*·--Po st Dev elo pment Outflow -Pond 1 ~-,-Po st Development Ou tfl ow -Pond 2 ----Post-Development Free-Flow Area #1 Post Dev elo pment Fr ee-Flow Area #2 MAIN ' 25 30 Page9 "'C c: 0 CJ Cl) rJJ .... Cl) c.. ... Cl) Cl) u. CJ :.c :::::i (.) 3: 0 ~ ... :::I 0 7.00 6.00 5.00 4.00 II 3.00 ii • I I Inflow/Outflow Simulation 10-Year S-torm Event I I I I I • I I I I • • I '\ '\ I '\ ' '\ I I I ··'~'"'~ .. ;;ii'' .. '\ '\ '\ ' ' ' ' ' ' '\ '\ ' '\ ' ' ' ' ' ' ' '\ ' ' ' ' 2.00 ..... ~~--~~.-..J~~~;;"L·~-""·_· ~+-~~~~~--1~~~~~--=~~~~~~-+~':__~~~~--l /'' I I I I .. ff'.;:''"" // .. x---X-·-~--' 1 .00+----,#-~~--+---.x----~X-~-~------~~-----+-------+----1:1""""".,___J!llo. __ -=-,-----< 0 5 x · ------ 10 15 20 Time (Minutes) Pr e-Development Hydrograph Post-Development Outflow Hydrograph w/o Detention ---~---Post Development Outflow • Pond 1 ~-·"""P ost Development Outflow -Pond 2 -• - -Po st-Development Free-Flow Area #1 ---Post Development Free-Flow Area #2 MAIN ' 25 30 Page 11 "'C c: o . (.) Q) en ... Q) c.. ..... Q) Q) LL. (.) :c :::s (.) ~ 0 :;:: ..... :::s 0 Inflow/Outflow Simulation 25-Year Storm Event -12.00---~~~~-,-~~~~---.-~~~~--.~~~~~..--~~~~...--~~~~ 8.00 6.00 4 .00 I I I I I I I I I • I I I ' I I • I I I I I • • I I I • 1 1i'1'''''·''''"" ,,./"'' • ,/ ""'-· . .)E-·. x . I / x --....- ' ... '\ ' ... ' ... ' '\ '\ ... ' ' ' ' '\ '\ '\ ' ' .. .)E-.. .x-.-x-.. x--- 1 ~ .x·· .· 'V. --~.:.:. -- --- -----o .00¥::.~~~~~;;;;;;;;;;;;;;;;;;j~====;;;:;;;;1;;;;;;;;;;;;;;;~~~i;;i;iiliiii-.. ..... .-.._....;;:~ --------- 0 5 10 0 15 20 Time {Minutes) ---Pre-De velopment Hydrograph Po s t -De velopment o·utflow Hydrograph w/o Detention -.. -)(·-· Po s t Development Outflow -Pond 1 --""~"P o s t Development Outflow -Pond 2 ----Po s t-Development Free-Flow Area #1 ---Po s t Development Free-Flow Area #2 MAIN 25 30 Page 12 8 .00 "O c: 0 u ~ en -~ c.. -~ ~ 6.00 LL. u :c ::J u ~ 0 ;;:: -::J 0 I 4.00 I I I I I 0 Inflow/Outflow Simulation 50-Yea(Storm Event I I I I 5 I I I I I I I I I • • I I I ..._ ~--~·-_..)f-··---·· I ' ' ' ' ' ' ..... ------~--·-- ____ ... ------·-- 10 15 ' ' ' ' Time (Minutes) ---Pre-Development Hydrograph ' ' ' ' 20 .. ' ' ' ' Post-Development Outflow Hydrograph w/o Detention -----·-· Post Development Outflow -Pond 1 ,,,,.,, •• .,,,.."'Post Development Outflow · Pond 2 -• - -Post-Development Free-Flow Area #1 ---Post Development Free-Flow Area #2 MAIN ' ' 25 30 Page 13 "O c 0 l.J Q) (/) .... Q) 0.. .... Q) Q) LL. l.J :c ::I (.) ~ 0 :;:: .... ::I 0 Inflow/Outflow Simulation 100-Year Storm Event I I I I • I I I ' ' ' ' ' ' ' ' ' ... ' ' a .oo--'--~~~~-+~-1~~~~+-~~~~~-+~____..~~~--;~~~~~~+--~~~~--t ' • ' I ' ' ' I ' I ' I .. • ' ' I ' I ... • ' I ' ' I • ' • 2.00 op---,'--#---t---"'.Tili"'------+---------+-------1------'""""=---!r..---'~ ... ,--------i I 0 5 #' • ....--·X --....-.-·----------------------- 10 15 20 Time (Minutes) ---Pre-Development Hydrograph Post-Devel o pment Outflow Hydrograph w/o Detention -------Post Development Outflo w -Pond 1 ~·-·~""""""P ost Development Outfl ow -Pond 2 -· -• Post-De v e lopment Free-Flow Area #1 ---Po s t Devel o pment Free-Flow Area #2 MAJN ... 25 30 Page 14 Total Outflow Simulation 5-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.02 0.20 0.02 0.01 0.26 2 0.08 0.52 0.05 0.02 0.67 3 0.17 0.78 0.07 0.04 1.06 4 0.30 1.07 0.10 0.05 1.51 5 0.46 1.34 0.12 0.06 1.98 6 0.64 1.61 0.15 0.07 2.47 7 0.85 1.70 0.17 0.09 2.80 8 0.88 1.87 0.19 0.10 3.05 9 0.92 2.09 0.22 0.11 3.34 10 0.97 2.27 0.74 0.12 3.61 11 1.02 2.39 0.23 0.12 3.75 12 1.06 2.44 0.22 0.11 3.83 13 1.10 2.44 0.21 0.10 3.85 14 1.14 2.40 0.19 0.10 3.83 15 1.17 2.34 0.18 0.09 3.78 16 1.18 2.26 0.17 0.09 3.70 17 1.20 2.15 0.16 0.08 3.59 18 1.21 1.97 0.15 0.07 3.41 19 1.23 1.81 0.13 0.07 3.24 20 1.23 1.66 0.12 0.06 3.08 21 1.24 1.30 0.11 0.06 2.71 22 1.25 1.13 0.10 0.05 2.53 23 1.25 1.01 0.09 0.04 2.39 24 1.26 0.86 0.07 0.04 2.23 25 1.26 0.72 0.06 0.03 2.07 26 1.26 0.58 0.05 0.02 1.91 27 1.25 0.44 0.04 0.02 1.75 28 1.25 0.30 0.02 0.01 1.59 29 1.24 0.17 0.01 0.01 1.43 30 1.23 0.03 0.00 0.00 1.26 MAIN Page 15 Inflow/Outflow Simulation 5-Year Storm Event PEAK PRE-DEVELOPMEN T = 3.88 CFS PEAK POST-DEVELOPMENT= 3.85 CFS "t:I c: 2 .50 0 (J Cl> (,/) ... Cl> c.. ..... Cl> Cl> 2 .00 u. (J :c ::l (.) ;: 0 ;;: ..... ::l 1.50 0 0 5 1 0 15 20 25 30 Time (Minutes) --Pre-Develop m e nt Hyd rogra ph -Total Post-Development Hydrograph NIAIN Page l6 Total Outflow Simulation 10-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.02 0.23 0.03 0.01 0.29 2 0.09 0.58 0.05 0.03 0.75 3 0.19 0.88 0.08 0.04 1.19 4 0.34 1.20 0.11 0.06 1.70 5 0.51 1.51 0.14 0.07 2.23 6 0.72 1.67 0.16 0.08 2.64 7 0.86 1.83 0.19 0.10 2.98 8 0.90 2.06 0.22 0.11 3.29 9 0.95 2.26 -0.25 0.12 3.58 10 1.00 2.44 0.~7 0.14 3.86 11 1.06 2.55 0.26 0.13 4.00 12 1. 11 2.61 0.25 0.12 4.09 13 1.16 2.63 0.23 0.12 4.13 14 1.18 2.62 0.22 0.11 4.13 15 1.20 2.59 0.20 0.10 4.10 16 1.22 2.54 0.19 0.10 4.05 17 1.24 2.47 0.18 0.09 3.98 18 1.26 2.34 0.16 0.08 3.84 19 1.27 2.20 0.15 0.08 3.70 20 1.28 1.97 0.14 0.07 3.46 21 1.29 1.76 0.12 0.06 3.24 22 1.30 1.50 0.11 0.06 2.97 23 1.31 1.03 0.10 0.05 2.48 24 1.31 1.01 0.08 0.04 2.45 25 1.31 0.79 0.07 0.03 2.21 26 1.31 0.66 0.05 0.03 2.06 27 1.31 0.49 0.04 0.02 1.87 28 1.30 0.34 0.03 0.01 1.69 29 1.30 0.18 0.01 0.01 1.50 30 1.29 0.03 0.00 0.00 1.32 MAJN Page 17 Inflow/Outflow Simulation 10-Year Storm Event 3.00 "'C c: 0 (.) Q) VJ .... 2 .50 Q) c.. ... Q) Q) u.. (.) :.c :l () 2 .00 ~ 0 :;:: ... :l 0 1 .50 0 5 10 15 20 25 30 Time (Minutes) --Pre -Develo pm e nt Hyd rogra ph -Total Post-Development Hydrograph MAJN Page l8 Total Outflow Simulation 25-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.26 0.03 0.02 0.33 2 0.10 0.66 0.06 0.03 0.86 3 0.22 1.00 0.09 0.05 1.36 4 0.39 1.37 0.12 0.06 1.94 5 0.59 1.64 0.16 0.08 2.46 6 0.82 1.78 0.19 0.09 2.89 7 0.88 2.02 0.22 0.11 3.23 8 0.93 2.25 0.25 0.13 3.56 9 0.99 2.46 . 0.28 0.14 3.87 10 1.05 2.61 0.~1 0.16 4.13 11 1. 11 2.75 0.30 0.15 4.31 12 1.17 2.80 0.28 0.14 4.39 13 1.20 2.83 0.27 0.13 4.43 14 1.23 2.84 0.25 0.13 4.44 15 1.25 2.84 0.23 0.12 4.44 16 1.28 2.81 0.22 0.11 4.42 17 1.30 2.78 0.20 0.10 4.38 18 1.32 2.71 0.19 0.09 4.31 19 1.33 2.61 0.17 0.09 4.20 20 1.35 2.49 0.16 0.08 4.07 21 1.36 2.30 0.14 0.07 3.86 22 1.36 2.04 0.12 0.06 3.59 23 1.37 1.74 0.11 0.06 3.27 24 1.37 1.21 0.09 0.05 2.72 25 1.38 0.88 0.08 0.04 2.37 26 1.38 0.77 0.06 0.03 2.24 27 1.37 0.56 0.05 0.02 2.01 28 1.37 0.40 0.03 0.02 1.81 29 1.37 0.21 0.02 0.01 1.60 30 1.36 0.03 0.00 0.00 1.39 MA1N Page 19 Inflow/Outflow Simulation 25-Year Storm Event "C c: 0 3 .00 (.) «> (J) ... «> c.. .... G) «> 2.5 0 LL (.) :0 ::I u ~ 0 2 .00 ;;:: .... ::I 0 0 5 10 1 5 20 25 30 Time (Minutes ) --Pre -Develop ment Hyd rogr a ph -Total Po st-Development Hydrogra ph MAIN Page20 Total Outflow Simulation 50-Year Storm Event Pond Pond Free- Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.29 0.04 0.02 0.38 2 0.11 0.75 0.07 o .. o4 0.97 3 0.25 1.13 0.11 0.05 1.54 4 0.44 1.54 0.14 0.07 2.19 5 0.66 1.71 0.18 0.09 2.64 6 0.86 1.93 0.21 0.11 3.11 7 0.91 2.21 ·0.25 0.12 3.49 8 0.96 2.42 -0.28 -0.14 3.8_1 9 1.03 2.60 0.32 0.16 4.11 10 1.10 2.78 0.35 0.18 4.41 11 1.17 2.88 0.34 0.17 4.55 12 1.20 2.96 0.32 0.16 4.64 13 1.24 3.44 0.30 0.15 5.13 14 1.27 3.23 0.28 0.14 4.93 15 1.30 3.03 0.26 0.13 4.73 16 1.33 3.00 0.25 0.12 4.71 17 1.35 3.00 0.23 0.12 4.70 18 1.37 2.98 0.21 0.11 4.67 19 1.39 2.92 0.19 0.10 4.60 20 1.40 2.85 0.18 0.09 4.52 21 1.41 2.76 0.16 0.08 4.42 22 1.42 2.61 0.14 0.07 4.25 23 1.43 2.41 0.12 0.06 4.03 24 1.44 2.10 0.11 0.05 3.69 25 1.44 1.67 0.09 0.04 3.24 26 1.44 0.71 0.07 0.04 2.26 27 1.44 0.71 0.05 0.03 2.23 28 1.44 0.41 0.04 0.02 1.90 29 1.43 0.25 0.02 0.01 1.71 30 1.42 0.03 0.00 0.00 1.46 MAIN Page 21 Inflow/Ou tflow S imulation 50-Year Storm Event 4 .00 "C c: 0 (,) Q) en -Q) c.. .... Q) Q) 3 .0 0 LL. (,) :c ~ (.) ~ 0 ;;:: .... ~ 0 2 .00 0 5 10 15 20 25 30 Time (Minutes) --Pre-Develo pment Hy d ro gra p h -Total Post-Dev e lopm e nt Hydro g ra ph MAIN Page22 Total Outflow Simulation 100-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.31 0.04 0.02 0.39 2 0.12 0.78 0.07 0.04 1.01 3 0.26 1.18 0.11 0.06 1.61 4 0.46 1.61 0.15 0.07 2.28 5 0.69 1.73 0.18 0.09 2.70 6 0.87 1.99 0.22 0.11 3.19 7 0.91 2.26 0.26 0.13 3.56 8 0.97 2.49 0.29 0.15 . 3.91 -9 1.04 2.66 0.33 0.17 4.20 10 1.12 2.82 0.~7 0.19 4.49 11 1.18 2.94 0.35 0.18 4.64 12 1.22 3.80 0.33 0.17 5.52 13 1.26 3.59 0.31 0.16 5.32 14 1.29 3.38 0.29 0.15 5.11 15 1.32 3.17 0.28 0.14 4.90 16 1.35 3.00 0.26 0.13 4.74 17 1.37 3.00 0.24 0.12 4.73 18 1.39 3.00 0.22 0.11 4.73 19 1.41 3.00 0.20 0.10 4.72 20 1.42 2.99 0.18 0.09 4.69 21 1.44 2.90 0.17 0.08 4.59 22 1.45 2.80 0.15 0.07 4.47 23 1.46 2.65 0.13 0.07 4.30 24 1.46 2.43 0.11 0.06 4.05 25 1.46 2.05 0.09 0.05 3.65 26 1.47 1.48 0.07 0.04 3.06 27 1.46 0.40 0.06 0.03 1.95 . 28 1.46 0.59 0.04 0.02 2.10 29 1.46 0.19 0.02 0.01 1.68 30 1.45 0.07 0.00 0.00 1.51 MAJN Page 23 "C c: 0 u IV en ... IV Q.. ..- IV IV LL u :.c = u -~ 0 ;;:: ..-= 0 ' ' 4.00 3.00 2 .00 0 Inflow/Outflow Simulation 100-Year Storm Event 5 10 15 20 25 30 Time (Minutes) --Pre -Devel o pment Hy d ro graph -Total Post-Development Hydrograph MAJN Page24 6.00 -"'C c: t. 0 CJ Q) CJ) .... Q) 5.00 a.. .... G) Q) u.. CJ :.0 ::l 4 .00 (.) ~ 0 ;;::: .... ::l 0 3.00 0 Inflow/Outflow Simulation 5-Year Storm Event I 5 I I I • I I I I I I I ' I ' 10 ' ' ' ' 15 .. ' ' ' Time (Minutes) Pr e -De v e lopm e nt' Hydro graph ' ' ' ' 20 Pos t-De v e lo pment Ou tfl ow Hydrograph w /o Detention --·-*·-· Post Dev e lopment Ou tfl ow -Pond 1 -·"Post Deve lopment Ou tfl ow -Pond 2 ----Post-Dev e lopment Free-Flow Area #1 Po s t Development Free-Flow Area #2 MAIN 25 30 Pa ge JO L. SECTION2 I Free-Flow Area 1 [FREE 1] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision, College Station , TX -Free-Flow Area l~!lll!!:·:::~t!nBili!g~~~~:::':::::'·::=::::::::::: : .. · ·: ·::=::::=(=:==:_ ... _;: :· ?_·::·:·::··:.i:i iii~.l.ffPiN ::ft9rrfaR!~i:~::r.=•:::::t jt'=:::::::::::::<•••••· :.:;:= :l·:::::::-1 >< ·::::::: Tributary Area ("A"): 0 .04 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.83 = 0 .01 0 .03 Acres Acr es 10 Minutes 2-Year: 6 .33 5-Year: 7.69 10-Ye ar: 8.63 25 -Y ear: 9 .86 50-Yea r : 11 .1 5 100-Yea r : 11 .64 2-Year: 0 .20 5-Year: 0 .24 10-Yea r: 0 .27 25-Yea r : 0 .31 50-Yea r : 0 .35 100-Ye ar: 0 .37 FREE.I Time Base: 0 c = 0.40 c = 0.98 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 1 Pagel Time 2-Year (Minutes) Storm 0 0 .00 1 0 .02 2 0 .04 3 0.06 4 0.08 5 0 .10 6 0 .12 Post-Development Free-Flow -Area 1 Inflow Hydrograph Ordinates (C ub ic Feet p er Second) 5-Year 10-Year Storm Storm 0.00 0 .00 0.02 0.03 0 .05 0.05 0.07 0.08 0 .10 0.11 0 .12 0 .14 0 .15 0.16 25-Year Storm 50-Year 100-Year Storm Storm 0.00 0 .00 0 .00 0 .03 0.04 0.04 0.06 0.07 0.07 0.09 0 .1 1 0.11 0 .12 0 .14 0 .15 0 . 16 0 .18 0 .18 0.19 0 .21 0 .22 7 0 .14 0.17 0 . 19 0 .22 0 .25 0.26 8 0 .16 0 .19 0 .22 0 .25 0 .28 0 .29 9 0 .18 0 .22 0.25 0 .28 0 .32 0.33 Peak = > ,,, , ·::·:::::·:J~f:·:·::?:::::.:,:::,,:,::::::::P::;:?g:::::::::]:::::::::::::;:q~g:1~t::::::::]]J]ii:P,s gz,::::::::::::::l:::::::::::::::,g~@i1 1:[::::::::::1:,:::::::::g:;:?:§:::::::::::::::1::]:::=:::@¥.i?iI:::::::::::: 11 0 .19 0 .23 0 .26 0.30 0 .34 0.35 12 0 .18 0 .28 o .32 -o .33 0 .22 0.25 13 0 .17 14 0 .16 15 0 .15 16 0 .14 17 0 .13 18 0 .12 19 0 .11 20 0 .10 21 0.09 22 0 .08 23 0 .07 24 0.06 25 0 .05 26 0 .04 27 0 .03 28 0 .02 29 0 .01 30 0 .00 0 .21 0 .19 0 .18 0 .17 0 .16 0 .15 0 .13 0 .12 0.11 0 .10 0 .09 0.07 0 .06 0.05 0.04 0 .02 0.01 0 .00 0.23 0.;22 0 .20 0 .19 0.18 0.16 0.15 0.1 4 0 .12 0 .1 1 0 .10 0 .08 0 .07 0 .05 0 .04 0.03 0.01 0.00 FREE.1 0 .27 0.30 0 .31 0.25 0.23 0.22 0 .20 0.19 0 .17 0.16 0 .14 0.12 0 .11 0 .09 0.08 0.06 0 .05 0.03 0.02 0 .00 0 .28 0 .26 0 .25 0.23 0 .21 0 .19 0 .18 0 .16 0.14 0 .12 0.11 0 .09 0 .07 0 .05 0 .04 0.02 0.00 0 .29 0 .28 0 .26 0.24 0.22 0.20 0 .18 0 .17 0 .15 0 .13 0.11 0 .09 0 .07 0 .06 0.04 0 .02 0 .00 Page2 SECTJON3 I Free-Flow Area 2 , . [FREE 2] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision, College Station , TX Free-Flow Area :\fl!lil!i:.=•·!fli..,.::.f.,:-.,;.,:eff..,_'lil.,;gpm@n~=:= .. •,: .. ·.!.!.!: :: r:ut :::: :::::?:·:.::,,:t:::t::ti -:·:.: -:-: . : -:-: . : . :· ....... · :;::::::f ~:~ t .;.· . f ~f~: ?~t));~;.;.;.·-· -;.:-: :;:~:?~~~~~ttt::::: '.·':·~,.,·.=.= .. ·:·:r·.=,·.=.,·'.e',·.·, ... ',',',~.=,·.','.','.='.='.,'.,·.~, .. = ... =.= ... ,.·,,=';;i;;.·.·.=,:.',=:.,=.=·.=·,.=·=,,.==·.·.:.',·'.·',·'.:f· = .. .,=·=·,.A.:·=·m'",·.·.=,·.= .. ,·.· ... '.'.·,',·.'.·,' ... :=,''."'·,,,,·,·.==,~·.',·.',·,·.·e·,·.', .. ', .. ',"".', .. '.·',··,'.·,·',·.'.,' ... ~:,·.·,·.,:··,''.·.'.,',·.'.,',·.'·,., ... '':'.·'':'.·'':'.·'':'.·'':' .. =':' .. ,':' .. ,':' .. ,=.,= .. ='·'='·'·',','.,','.,'='., ,.,.,.,.,.,.,.,.,.,. ..,.,.,.,. F;: g:::;.18J:U:vir.: ~:U :M.J: U: ~ ~~~~~:;:;:;:;:;:;::::.::::~:~:~:~{~t::;:·:;~?tt t~~~f;~:;:~:~:~:;:;:;:::::f~:f~;~;~;~;~;~;~;;:; Tributary Area ("A"): 0.04 Acres Pervious Area: 0.04 Acres Impervious Area: 0.00 Acres Run -Off Coefficient ("Cwt"): 0.40 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. 1 5 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 0 .10 5-Year : 0.12 10-Year: 0 .14 25 -Year : 0 .16 50-Year: 0 .18 100-Year: 0.19 FREE.2 Time Base: 0 c = 0.40 c = 0 .98 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 2 Pagel Post-Development Free-Flow -Area 2 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 0.01 0.01 0 .01 0.02 0.02 0.02 2 0 .02 0.02 0.03 0 .03 0.04 0 .04 3 0 .03 0.04 0.04 0.05 0.05 0.06 4 0.04 0 .05 0.06 0.06 0 .07 0.07 5 0 .05 0 .06 0 .07 0 .08 0.09 0 .09 6 0 .06 0.07 0.08 0.09 0.11 0 .11 7 0.07 0.09 0.10 0.11 0 .12 0.13 8 0.08 0 . 10 0.11 0 .13 0 .14 0 .15 9 0.09 0 .11 0 . 12 0. 14 0.16 0.17 Peak = > ::=rt !jfjl~E:::i:::::::i:::::::::::::::::P::i:1:9 !::::rn:::::::::::::::::::: :=gM:rg1::::::::::1:1:::::P:s l11Ill!lll:I::::::::::::::::::g2,l1,'§lf!lllll::::1=1:,;,;pf,]l§:f::::::1:::::::1:::::::g8:1~]:::::::::::: 11 0 .10 0 .12 0 .13 0 .15 0.17 0.18 12 0.09 0.11 0 . 12 0 . 14 0 .16 0.17 13 0.09 0.10 0. 12 0 .13 0.15 0 .16 14 0 .-08 0.10 0.11 o _.13 0.14 0 .15 1 5 0.08 0 .09 0. 10 0 . 12 0.13 0.14 16 0 .1 1 0 .1 2 0 .1 3 17 0 .10 0 .1 2 0.12 18 0.09 0 .11 0 .11 19 0.09 0.10 0.10 20 0.08 0 .09 0 .09 21 0.07 0.08 0 .08 22 0.06 0 .07 0.07 23 0.06 0.06 0 .07 24 0 .05 0.05 0.06 25 0 .04 0 .04 0.05 26 0.03 0 .04 0 .04 27 0.02 0.03 0 .03 28 0.02 0 .02 0.02 29 0.01 0 .01 0 .01 30 0.00 0 .00 0.00 FREE.2 Page2 SECTION4 I · Detention Pond 1 [POND 1] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision, College Station , TX Detention Pond Tributary Area ("A"): 0 .81 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0 .79 0.26 0 .55 Acres Acres 10 Minutes 2-Year : 6.33 5-Year : 7 .69 10-Year: 8.63 25-Year : 9.86 50-Year : 1 1 . 1 5 100-Year: 1 1 .64 2 -Year : 4 .08 5-Y ear: 4 .96 10-Year : 5 .57 25 -Year : 6 .36 50-Year : 7 .19 100-Year: 7 .50 POND .I 1 · Time Base: 0 c = 0.40 c = 0.98 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 Page I Pe ak=> Post-Devel_opment Flow Routed Th rough D etenti on Pond #1 Inflo w Hydrograph Ordi nates Time (Minutes) 0 1 2 3 4 5 2-Year Storm · 0 .0 0 0.41 0 .82 1 .22 1 .63 2 .04 (Cubic Fee tper Second) 5-Year St orm 0 .00 0 .50 0 .99 1 .4 9 1 .9 8 2 .4 8 10-Year Stor m 0 .0 0 25 -Year Storm 0 .0 0 0 .56 0 .64 1 .1 1 1.2 7 1 .67 1 .91 2 .23 2. 54 2 .7 8 3 .1 8 6 2.45 2 .98 3 .34 3 .8 2 7 2 .86 3 .4 7 3 .9 0 4 .4 5 8 3 .26 3 .97 4 .45 5 .0 9 50-Year Storm 0.00 0.72 1.44 2 .16 2.88 3 .59 4 .31 5 .03 5.75 100-Year Sto rm 0 .00 0.75 1.50 2.25 3.00 3 .75 4.50 5.25 6.00 9 3 .67 4 .46 5 .01 5 . 7 2 6.47 6 .75 ::=1::i::1:11:9=::[::::::::=::::::::::::::rn:f!iP:§:::::rn::rnJ::i:::::if:~~2 ::=::=:::: , :§:9T:,1:::::::1f :,:§~3 §: :::i:]::::::::::::::::2:;~:~::l:::rn::::::::::::::::]z¥.B::::::::::::J 11 3 .88 4 .7 1 5 .29 6.04 12 3 .67 4 .46 5.0 1 5 . 72 1°3 3 .47 14 3.26 . 1 5 3.06 16 2 .86 17 2 .65 18 2.45 19 2 .24 20 2 .04 21 1.84 22 1.63 23 1.43 24 1.22 25 1 .02 26 0 .82 27 0 .61 28 0.41 29 0 .20 30 0.00 4 .22 3 .9 7 3 .72 3 .4 7 3 .22 2 .9 8 2 .7 3 2.48 2 .23 1 .9 8 1 .7 4 1 .49 1 .24 0 .99 0.74 0 .5 0 0.2 5 0 .00 4 .7 3 4 .45 4 .18 3.9 0 3 .62 3 .34 3 .06 2 .7 8 2 . 5 1 2.23 1 .95 1 .6 7 1 .39 1 . 1 1 0 .84 0 .5 6 0.2 8 0.0 0 POND .1 5 .4 0 5 .0 9 4 .77 4 .4 5 4 .13 3.82 3.5 0 3.18 2 .8 6 2.54 2 .23 1 . 91 1 .5 9 1 .2 7 0 .95 0 .64 0 .3 2 0 .0 0 6.83 7 .13 6.47 6 .75 6 .11 6 .38 5 .75 6.00 5.39 5 .63 5 .03 5.25 4 .67 4 .88 4.31 4 .50 3 .95 4.13 3 .59 3 .75 3.23 3.38 2 .88 3 .00 2.52 2 .63 2 .1 6 2 .25 1 .80 1.88 1.44 1 .50 1 .08 1 .13 0.72 0.75 0 .36 0.38 0.00 0.00 Page 2 · 1.50 ;: Cl) Cl) u. ..r:. .... 0. Cl) 0 1.00 0 Elevation 309.00 309 .50 309.94 310.25 310 .50 311.04 Depth (Fe et) 0 .0 0 0.50 0 .94 1.25 1.50 2 .04 Detention Pond Depth Vs. Volume 1 ,000 2 ,000 3 ,000 4 ,0 00 5 ,000 Detention Pond V olume {Cubic Feet) POND .I Volume {Ft3) 0 598 2, 114 3,614 4 ,910 7 ,332 6 ,000 7,000 8 ,000 Page3 +: Cl) Cl) u.. .c -c. Cl) Cl 1.50 1.00 Elevation Depth (Feet ) 309.00 0.00 309 .50 0.50 309.94 0.9 4 310.25 1 .25 310 .50 1 . 50 311.04 2 .04 Orifice (ft2) Coefficient Diameter Discharge Ft3 /Sec 0.00 0.85 1.16 1.34 1.47 1. 71 0.25 0.60 6.75 Rating Curve For Outlet Control Structure Depth Vs. Volume square feet inches 0 .00 ..---~ ..... ~~~ ....... ~~--1-~~~~~~_..~~~--~~ ....... ~~ ..... ~~--1 0.00 0.20 0.40 0 .60 0 .8 0 1.00 1 .20 1.40 1.60 1 .80 Discharge (Cu bic Feet Per Second) POND .l Page4 "C r:: 0 (..) Q) CJ) ... Q) a.. ... Q) Q) u.. (..) :c :I u -. Q)' O> ... al ..r:. -(..) VI i:5 1.80 1 .60 1.40 1.20 1.00 0.80 0 .60 0.40 0 .20 0 .00 0 .00 Depth Storage Discharge 2s/t 2s/t+ 0 (Feet) (Ft3) (Ft3 /Sec) (Ft3/Sec) (Ft3/Sec ) 0 .00 0 0.00 0.00 -o.oo 0 .50 598 0 .85 19.93 20.78 0 .94 2 , 114 1 . 1 6 70.47 71.63 1 .25 3,614 1 .34 120 .47 121.80 1.50 4 ,910 1.47 163 .67 165 .13 2.04 7,332 1. 71 244.40 246 .11 Storage Indication Curve _/' ~ ~ - . ~ ~ V" ~ v ~ 50 .00 100 .00 150 .00 200.00 250.00 2s/t + 0 (Cubic Feet Per Second) POND.l Page5 Inflow I Outflow Simulation -POND 1 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.41 0.41 0.37 0.41 0.02 0.00 309.00 0.07 2 0.82 1.22 1.47 1.60 0,07 0.00 309.00 0.26 3 1.22 2.04 3.22 3.51 0.14 0.01 309.01 0.57 4 1.63 2.86 5.58 6.08 0.25 0.04 309.04 1.00 5 2.04 3.67 8.50 9.25 0.38 0.10 309.10 1.52 6 2.45 4.49 11.93 12.99 0.53 0.20 309.20 2.13 7 2.86 5.30 15.83 17.23 0.70 0.34 309.34 2.82 8 3.26 6.12 20.24 -21.95_ 0.85 0.51 309.51 3.43 9 3.67 6.93 25.40 27.18 0.89 0.55 309.55 3.56 10 4.08 7.75 31.31 33.15 0.92 0.59 309.59 3.71 11 3.88 7.95 37.34 39'.26 0.96 0.64 309.64 3.86 12 3.67 7.55 42.90 44.89 0.99 0.69 309.69 4.00 13 3.47 7.14 47.98 50.04 1.03 0.74 309.74 4.13 14 3.26 6.73 52.60 54.72 1.06 0.78 309.78 4.25 15 3.06 6.32 56.76 58.93 1.08 0.82 309.82 4.35 16 2.86 5.91 60.47 62.68 1.10 0.85 309.85 4.45 17 2.65 5.51 63.72 65.98 1.13 0.88 309.88 4.53 18 2.45 5.10 66.54 68.82 1.14 0.91 309.91 4.60 19 2.24 4.69 68.91 71.23 1.16 0.94 309.94 4.66 20 2.04 4.28 70.87 73.20 1.17 0.95 309.95 4.69 21 1.84 3.88 72.40 74.74 1.17 0.96 309.96 4.71 22 1.63 3.47 73.52 75.87 1.18 0.96 309.96 4.73 23 1.43 3.06 74.22 76.57 1.18 0.97 309.97 4.74 24 1.22 2.65 74.51 76.87 1.18 0.97 309.97 4.74 25 1.02 2.24 74.40 76.76 1.18 0.97 309.97 4.74 26 0.82 1.84 73.88 76.24 1.18 0.97 309.97 4.73 27 0.61 1.43 72.96 75.31 1.17 0.96 309.96 4.72 28 0.41 1.02 71.65 73.98 1.17 0.95 309.95 4.70 29 0.20 0.61 69.93 72.26 1.16 0.94 309.94 4.68 30 0.00 0.20 67.84 70.14 1.15 0.93 309.93 4.63 POND.l Page6 Overflow (Free-Flow) Simulation -POND 1 2-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0 .00 0 .00 0.00 0.00 1 0 .41 0 .00 0 .02 0.02 2 0 .82 0 .00 0.07 0.07 3 1.22 0 .00 0.14 0.14 4 1.63 0 .00 0.25 0 .25 5 2.04 0.00 0.38 0.38 6 2.45 0 .00 0.53 0.53 7 2.86 0 .00 0.70 0.70 8 3.26 0 .00 0 .85 0.85 9 3.67 0.00 0 .89 0.89 10 4.08 0 .90 0 .92 0.92 11 3.88 0.00 0 .96 0.96 12 3.67 0.00 0 .99 0 .99 13 3.4 7 0 .00 1.03 1.03 14 3.26 0 .00 1.06 1.06 15 3.06 0.00 1.08 1.08 16 2.86 0.00 1.10 1.10 17 2.65 0.00 1.13 1.13 18 2.45 0 .00 1.14 1.14 19 2.24 0.00 1.16 1.16 20 2.04 0 .00 1.17 1.17 21 1.84 0 .00 1.17 1.17 22 1.63 0.00 1.18 1.18 23 1.43 0.00 1.18 1.18 24 1.22 0 .00 1.1 8 1.18 25 1.02 0 .00 1.18 1.18 26 0 .82 0 .00 1.18 1.18 27 0 .61 0 .00 1.17 1.17 28 0.41 0.0 0 1.17 1.17 29 0.20 0 .0 0 1.16 1.16 30 0.00 0 .00 1.15 1.15 POND .I Page 7 Inflow/Outflow Simulation 2-Year Storm Event 4.50 4.00 -. I ' " I " I " I ' 3.50 I ' I ' I ' • ' " I ' -"'C 3.00 c: 0 (.) Q) C/) I ; i I 1 ·' --I -I '... I ... Q) a.. -2.50 I I " , ' I ~ Q) Q) LL. (.) .0 :::s u 2.00 Q) -ca ... 3 0 u: 1.50 I i ' I I ' I I ' I I ' I ' Ir I ' I ' I " I ' I i ' I i ' I ' I I ! -.. I I I " I I ~ ' I I ' 0 .5 0 0.00 . -----1 ' ~ I " I / " • ' • ' I " I ' I , ' // .. 0 " ) ' " ' 1.00 0 5 10 -1 5 20 25 30 Tim e (Minutes) - - -Inflow ---Metered Ou tflow - - --Overflow --•Total Outflow POND .I Page8 Inflow I Outflow Simulation -POND 1 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.50 0.50 0.46 0.50 0.02 0.00 309.00 0.08 2 0.99 1.49 1.79 1.94 0.08 0.00 309.00 0.32 3 1.49 2.48 3.92 4.27 0.17 0.02 309.02 0.70 4 1.98 3.47 6.79 7.39 0.30 0.06 309.06 1.21 5 2.48 4.46 10.34 11.25 0.46 0.15 309.15 1.84 6 2.98 5.46 14.51 15.79 0.64 0.29 309.29 2.59 7 3.47 6.45 19.26 20.95 0.$5 0.50 309.50 3.41 8 3.97 7.44 24.93 26.70 0.88 0.54 309.54 3.55 9 4.46 8.43 31.52 33.37 0.92 0.60 309.60 3.72 10 4.96 9.42 39.00 40.,;34 0.97 0.66 309.66 3.91 11 4.71 9.67 46.64 48.67 1.02 0.72 309.72 4.10 12 4.46 9.18 53.69 55.81 1.06 0.79 309.79 4.28 13 4.22 8.68 60.16 62.37 1.10 0.85 309.85 4.44 14 3.97 8.18 66.07 68.35 1.14 0.91 309.91 4.59 15 3.72 7.69 71.42 73.75 1.17 0.95 309.95 4.70 16 3.47 7.19 76.24 78.61 1.18 0.98 309.98 4.77 17 3.22 6.70 80.54 82.94 1.20 1.01 310.01 4.83 18 2.98 6.20 84.31 86.74 1.21 1.03 310.03 4.88 19 2.73 5.70 87.56 90.01 1.23 1.05 310.05 4.93 20 2.48 5.21 90.30 92.77 1.23 1.07 310.07 4.97 21 2.23 4.71 92.53 95.01 1.24 1.08 310.08 5.00 22 1.98 4.22 94.25 96.74 1.25 1.09 310.09 5.03 23 1.74 3.72 95.46 97.97 1.25 1.10 310.10 5.04 24 1.49 3.22 96.17 98.68 1.26 1.10 310.10 5.05 '25 1.24 2.73 96.39 98.90 1.26 1.10 310.10 5.06 26 0.99 2.23 96.11 98.62 1.26 1.10 310.10 5.05 27 0.74 1.74 95.34 97.84 1.25 1.10 310.10 5.04 28 0.50 1.24 94.08 96.58 1.25 1.09 310.09 5.02 29 0.25 0.74 92.34 94.82 1.24 1.08 310.08 5.00 30 0.00 0.25 90.12 92.59 1.23 1.06 310.06 4.97 POND.I Page9 Overflo w (Free-Flow) Simulation -PO ND 1 5-Year Storm Event Metered Total Time Inflow Ove rflow Outflow Outflow (Minutes) (Ft3/S ec) (Ft3/S ec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0 .00 0.00 0.00 1 0 .50 0 .00 0.02 0.02 2 0 .99 0.0 0 0 .08 0.08 3 1.49 0 .0 0 0 .17 0.17 4 1.98 0 .0 0 0 .30 0.30 5 2.48 0 .00 0.46 0.46 6 2.98 0.00 0 .64 0.64 7 3.47 0 .0 0 0.85 0.85 8 3 .97 0 .00 0.88 0.88 g 4.46 0 .00 0 .92 0.92 10 4.96 0 .00 0 .97 0.97 11 4.71 0 .00 1.02 1.02 12 4.46 0 .00 1.06 1.06 13 4.22 0 .00 1.10 1.10 14 3 .97 0 .0 0 1.14 1.14 15 3 .72 0.00 1.17 1.17 16 3.47 0 .0 0 1.18 1.18 17 3.2 2 0.0 0 1.20 1.20 18 2 .98 0 .0 0 1.21 1.21 19 2.7 3 0 .0 0 1.23 1.23 20 2.4 8 0 .0 0 1.23 1.23 21 2.2 3 0 .0 0 1.24 1.24 22 1.98 o .oo ~ 1.25 1.25 23 1.74 0 .00 1.25 1.25 24 1.49 0 .0 0 1.26 1.26 25 1.24 0 .0 0 1.26 1.26 26 0 .99 0.0 0 1.26 1.26 27 0.74 o.oo · 1.25 1.25 28 0 .50 0.0 0 1.25 1.25 29 0 .2 5 0 .00 1.24 1.24 30 0 .0(} 0 .00 1.23 1.23 POND .I Pag e JO Inflow/Outflow Simulation 5-Year Storm Event 5 .00 . ' I ' I ' " 4 .50 • . " I ' I ' • ' I ' • ... 4.00 • ' I ' I ' 3.50 -I ' • ' "'O c:: I " 0 I ' () ' - Q.) . -• en 3 .00 ... Q.) ' I I ' a. . I " -Q.) • .. Q.) LI.. I ' () 2 .50 .c I " J ~ ' ::I • (.) ' I ' Q.) I " -co 2 .00 ... 3: 0 I - • " I ' u:: I " " I ' 1.50 • .. I ' I ' • 0 .50 0.00 I --------' I " I i/ ' " • ' I " I ' . . //' ' ~ ' . ' ' 1.00 0 5 10 15 20 25 30 Time (Minutes) - - -Inflow ---Metered Outflow ----Overflow Total Outflow POND.I Page 11 Inflow I Outflow Simulation -POND 1 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FVSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.56 0.56 0.51 0.56 0.02 0.00 309.00 0.09 2 1.11 1.67 2.00 2.18 0.09 0.01 309.01 0.36 3 1.67 2.78 4.40 4.79 0.19 0.03 309.03 0.78 4 2.23 3.90 7.62 8.29 0.34 0.08 309.08 1.36 5 2.78 5.01 11.60 12.63 0.51 0.18 309.18 2.07 6 3.34 6.12 16.28 17.73 0.72 0.36 309.36 2.90 7 3.90 7.24 -21.79 23.52 0.86 0.52 309.52 3.47 -8 4.45 8.35 28.34. 30.14 0.90 0.57-309.57 3.64 9 5.01 9.46 35.90 37.80 0.95 0.63 309.63 3.83 10 5.57 10.58 44.47 46:48 1.00 0.71 309.71 4.04 11 5.29 10.86 53.20 55.32 1.06 0.78 309.78 4.26 12 5.01 10.30 61.28 63.50 1.11 0.86 309.86 4.47 13 4.73 9.74 68.71 71.03 1.16 0.93 309.93 4.65 14 4.45 9.19 75.53 77.90 1.18 0.98 309.98 4.76 15 4.18 8.63 81.75 84.16 1.20 1.01 310.01 4.85 16 3.90 8.07 87.38 89.83 1.22 1.05 310.05 4.93 17 3.62 7.52 92.41 94.89 1.24 1.08 310.08 5.00 18 3.34 6.96 96.85 99.37 1.26 1.11 310.11 5.06 19 3.06 6.40 100.71 103.25 1.27 1.13 310.13 5.12 20 2.78 5.85 103.99 106.55 1.28 1.15 310.15 5.17 21 2.51 5.29 106.69 109.28 1.29 1.17 310.17 5.20 22 2.23 4.73 108.82 11~ .42 1.30 1.18 310.18 5.24 23 1.95 4.18 110.38 112.99 1.31 1.19 310.19 5.26 ' 24 1.67 3.62 111.38 114.00 1.31 1.20 310.20 5.27 25 1.39 3.06 111.82 114.44 1.31 1.20 310.20 5.28 26 1.11 2.51 111.70 114.32 1.31 1.20 310.20 5.28 27 0.84 1.95 111.03 113.65 1.31 1.20 310.20 5.27 28 0.56 1.39 109.81 112.42 1.30 1.19 310.19 5.25 29 0.28 0.84 108.05 110.65 1.30 1.18 310.18 5.22 30 0.00 0.28 105.75 108.33 1.29 1.16 310.16 5.19 POND.1 Page 12 Overflow (Free-Flow) Sim.ulation -POND 1 10-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.56 0.00 0.02 0.02 2 1.11 0.00 0.09 0.09 3 1.67 0.00 0.19 0.19 4 2.23 0.00 0.34 0.34 5 2.78 0.00 0.51 0.51 6 3.34 0.00 0.72 0.72 7 3.90 0.00 0.86 0.86 8 4.45 0.00 0.90 0.90 9 5.01 0.00 0.95 0.95 10 5.57 0.00 1.00 1.00 11 5.29 0.00 1.06 1.06 12 5.01 0.00 1.11 1.11 13 4.73 0.00 1.16 1.16 14 4.45 0.00 1.18 1.18 15 4.18 0.00 1.20 1.20 16 3.90 0.00 1.22 1.22 17 3.62 0.00 1.24 1.24 18 3.34 0.00 1.26 1.26 19 3.06 0.00 1.27 1.27 20 2.78 0.00 1.28 1.28 21 2.51 0.00 1.29 1.29 22 2.23 0.00 1.30 1.30 23 1.95 0.00 1.31 1.31 24 1.67 0.00 1.31 1.31 25 1.39 0.00 1.31 1.31 26 1.11 0.00 1.31 1.31 27 0.84 0.00 1.31 1.31 28 0.56 0.00 1.30 1.30 29 0.28 0.00 1.30 1.30 30 0.00 0.00 1.29 1.29 POND.I Page 13 Inflow/Outflow Simulation 10-Year Storm Event 6.00 ' .. I ' .. I ' I ' 5 .00 I - I .. I ' I ' ' I ' . ' I ' I ' I ' "'C 4.00 c:: . 0 I . (.) Ql I ' en . -' -I ' --- Ql I ' c.. I ' -Ql I . ' Ql u.. I ' (.) 3 .00 I ' :c I ' :::l ' u ' I\. '\ Ql -ctl ... I ' I '\ ~ I ' 0 • . u: I ' 2 .00 ' ' I ' I ' • ~ ' I ' I , I 0.00 • ' I ~ a ' I / ' I ' • ' I ' :/ ' ' " ' ' 1.00 0 5 1 0 -15 20 25 30 Time (Minutes) - -• Inflow ---Metered Ou tflow --• -Overflow ---Total Outflow POND.I Page 14 Inflow I Outflow Simulation -POND 1 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0 .00 0 .00 0.00 0 .00 0.00 0.00 309.00 0.00 1 0 .64 0.64 0.58 0 .64 0.03 0.00 309.00 0.10 2 1.27 1.91 2.29 2.49 0.10 0.01 309 .01 0.41 3 1.91 3.18 5.02 5 .47 0.22 0.03 309 .03 0.90 4 2.54 4.45 8.70 9.47 0.39 0.10 309.10 1.55 5 3 .18 5.72 13.25 14.42 0.59 0.24 309 .24 2.36 6 3 .82 6.99 18 .60 20.24 0.82 0.47 309.47 3.32 7 4 .45 8.27 25 .09 26 .86 0.88 0.55 309.55 3.56 8 5 .09 9.54 32 .77 34.63 0.93 0.61 . 309.61 3.75 9 5 .72 10.81 41 .60 43 .58 0.99 0.68 309.68 3.97 10 6.36 12.08 51 .59 53 .q8 1.05 0.77 309 .77 4.22 11 6.04 12.40 61 .76 63.98 1.11 0.87 309 .87 4.48 12 5 .72 11 .76 71 .19 73 .52 1.17 0.95 309 .95 4.70 13 5.40 11 .13 79 .92 82 .32 1.20 1.00 3 10.00 4.82 14 5 .09 10.49 87 .96 90.41 1.23 1.05 3 10.05 4.94 15 4 .77 9.86 95 .31 97.81 1.25 1.10 310 .10 5.04 16 4.45 9.22 101 .97 104.53 1.28 1.14 310 .14 5.14 17 4 .13 8.58 107.96 110.56 1.30 1.18 3 10.18 5.22 18 3 .82 7.95 113.28 115.91 1.32 1.21 310 .21 5.30 19 3.50 7.31 117.92 120.59 1.33 1.24 310.24 5.37 20 3.18 6.68 121 .90 124.60 1.35 1.27 310 .27 5.42 21 2.86 6.04 125 .23 127.95 1.36 1.28 3 10.28 5.46 22 2 .54 5.40 127.91 130.64 1.36 1.30 310 .30 5.49 23 2.23 4.77 129.94 132 .68 1.37 1.31 3 10.31 5.51 24 1.91 4.13 131 .32 134.07 1.37 1.32 310 .32 5.53 '25 1.59 3.50 132.07 134.82 1.38 1.32 310 .32 5.54 26 1.27 2.86 132.18 134.93 1.38 1.32 310 .32 5.54 27 0 .95 2.23 131.65 134.40 1.37 1.32 3 10.32 5.53 28 0 .64 1.59 130.50 133.24 1.37 1.31 310 .31 5.52 29 0 .32 0.95 128.72 131 .45 1.37 1.30 310.30 5.50 30 0.00 0.32 126.32 129.04 1.36 1.29 310 .29 5.47 POND.1 Page 15 Overflow (Free-Flow) Simulation -POND 1 25-Year Stenn Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.64 0.00 0.03 0.03 2 1.27 0.00 0.10 0.10 3 1.91 0.00 0.22 0.22 4 2.54 0.00 0.39 0.39 5 3.18 0.00 0.59 0.59 6 3.82 0.00 0.82 0.82 -7 4.45 0.00 0.88 0.88 8 5.09 0.00 0.93 0.93 9 5.72 o.oo 0.99 0.99 10 6.36 0.00 1.05 1.05 11 6.04 0.00 1.11 1.11 12 5.72 0.00 1.17 1.17 13 5.40 0.00 1.20 1.20 14 5.09 0.00 1.23 1.23 15 4.77 0.00 1.25 1.25 16 4.45 0.00 1.28 1.28 17 4.13 0.00 1.30 1.30 18 3.82 0.00 1.32 1.32 19 3.50 0.00 1.33 1.33 20 3.18 0.00 1.35 1.35 ~ 21 2.86 0.00 1.36 1.36 22 2.54 0.00 1.36 1.36 23 2.23 0.00 1.37 1.37 24 1.91 0.00 1.37 1.37 25 1.59 0,00 1.38 1.38 26 1.27 0.00 1.38 1.38 27 0.95 0.00 1.37 1.37 28 0.64 0 0.00 1.37 1.37 29 0.32 0.00 1.37 1.37 30 0.00 0.00 1.36 1.36 POND.1 Page 16 -Inflow/Outflow Simulation 25-Year Storm Event 7.00 - ,~ ' I ' ' 6.00 I ' . . .. ' • ' ' I ' I ' 5.00 I . I ' -I "C c:: • ' 0 (.) Q) • ' I ' en I ' ---' - Q) 4.00 ci. I ' I ' -Q) • . . Q) LL. • ' (.) • ' ' .c :::l I ' I (.) ' ' Q) 3.00 -. . ca I . -3: I ' 0 • ' LL. I ' I ' ' I ' 2.00 I ' • .. • ' ~ I ' ~ I ' I I ' ' 0.00 I ~ ' --• v---.. • ' I ' // ' ' ' ' ' 1.00 0 5 10 15 20 30 Time (Minutes) • • • Inflow ---Metered Outflow -· --Overflow --•Total Outflow POND.I Page 17 Inflow I Outflow Simulation -POND 1 50-Year Stenn Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Fl/Sec) 0 0.00 0.00 0.00 0 .00 0.00 0.00 309 .00 0.00 1 0.72 0.72 . 0.66 0.72 0.03 0.00 309 .00 0.12 2 1.44 2.16 2.59 2.82 0.11 0.01 309 .01 0.46 3 2.16 3.59 5.68 6.18 0.25 0.04 309 .04 1.01 4 2 .88 5.03 9.84 10.71 0.44 0.13 309.13 1.75 5 3.59 6.47 14.98 16.31 0.66 0.31 309 .31 2.67 6 4.31 7.91 21 .17 22.88 0.86 0.52 309 .52 3.46 7 5.03 9.34 28 .70 30.51 0 .91 0.57 -309 .57 3.65 8 5.75 10:78 37.56 39.48 0.96 0.65 309.65 3.87 9 6.47 12.22 47 .72 49 .77 1.03 0.73 309 .73 4.13 10 7.19 13.66 59.19 61 '.38 1.10 0.84 309 .84 4.41 11 6.83 14.02 70 .87 73 .20 1.17 0.95 309 .95 4.69 12 6.47 13.30 81 .76 84.17 1.20 1.01 310.01 4.85 13 6 .11 12 .58 91 .86 94.34 1.24 1.07 310.07 4.99 14 5 .75 11 .86 101 .17 103.72 1.27 1.13 310.13 5.13 15 5.39 11 .14 109 .70 112.31 1.30 1.19 310.19 5.25 16 5.03 .10.42 117.46 120.12 1.33 1.24 310 .24 5.36 17 4 .67 9.70 124.46 127.16 1.35 1.28 310.28 5.45 18 4.31 8.98 130.70 133.44 1.37 1.31 310.31 5.52 19 3 .95 8.27 136.19 138 .96 1.39 1.35 310.35 5.59 20 3.59 7.55 140.93 143 .73 1.40 1.37 310 .37 5.64 21 3.23 6.83 144.93 147.76 1.41 1.40 310.40 5.69 22 2.88 6.11 ~ 148 .19 151 .04 1.42 1.42 310.42 5.73 23 2.52 5.39 150.72 153.58 1.43 1.43 310.43 5.76 24 2.16 4.67 152.52 155.39 1.44 1.44 310.44 5.78 25 1.80 3.95 . 153 .59 156.47 1.44 1.45 310 .45 5.79 26 1.44 3.23 153.94 156.82 1.44 1.45 310 .45 5.80 27 1.08 2.52 153 .58 156.46 1.44 1.45 310.45 5.79 28 0.72 1.80 152.50 155 .37 1.44 1.44 310 .44 5.78 29 0.36 1.08 . 150.72 153.58 1.43 1.43 310 .43 5.76 30 0 .00 0.36 148 .23 151 .08 1.42 1.42 310.42 5.73 POND.I Page 18 Overflow (Free-Flow) Simulation -POND 1 50-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.72 0.00 0.03 0.03 2 1.44 0.00 0.11 0.11 3 2.16 0.00 0.25 0.25 4 2.88 0.00 0.44 0.44 5 3.59 0.00 0.66 0.66 6 4.31 0.00 0.86 0.86 7 5.03 0.00 0.91 0.91 8 5.75 0.00 0.96 0.96 9 6.47 0.00 1.03 1.03 10 7.19 0.00 1.10 1.10 11 6.83 0.00 1.17 1.17 12 6.47 0.00 1.20 1.20 13 6.11 0.00 1.24 1.24 14 5.75 0.00 1.27 1.27 15 5.39 0.00 1.30 1.30 16 5.03 0.00 1.33 1.33 17 4.67 0.00 1.35 1.35 18 4.31 0.00 1.37 1.37 19 3.95 0.00 1.39 1.39 20 3.59 0.00 1.40 1.40 21 3.23 0.00 1.41 1.41 22 2.88 0.00 1.42 1.42 23 2.52 0.00 1.43 1.43 24 2.16 0.00 1.44 1.44 25 1.80 0.00 1.44 1.44 26 1.44 0.00 1.44 1.44 27 1.08 0.00 1.44 1.44 28 0.72 0.00 1.44 1.44 29 0.36 0.00 1.43 1.43 30 0.00 0.00 1.42 1.42 POND.1 Page 19 In.flow/Outflow Simulation 50-Year Storm Event 8.0 0 7 .00 I ' I ' I ' • ' • ' ' I ' I ' I ' 6 .00 I ' I ' -I ' "'C c:: , • ' 0 (..) 5 .00 Q) • ' . --en -I ' ... Q) I ' a. I ' -Q) Q) , ' I I .. u.. (..) 4 .00 ..c ' I ' I ' ::I I ' (.) ' Q) -cg I ' I ' . ... 3: 3.00 0 I ' . ' u.. I ' I ' I ' I ' " I ~ ... . , . 2.00 I " • ' I ' . I ' 0 .00 I ~ ~ ' . I v----" I ~ // " " ' " ' 1.00 0 5-10 15 20 25 3 0 Time (Minutes) • • • I nflo w ---Met ered Ou tflow - ---Ov erfl ow ---Total Outflow POND .1 Page20 Inflow I Outflow Simulation -POND 1 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0 .00 0 .00 0.00 0.00 0.00 309.00 0.00 1 0.75 0.75 0.69 0 .75 0.03 0.00 309.00 0.12 2 1.50 2.25 2.70 2.94 0.12 0.01 309.01 0.48 3 2.25 3.75 5.93 6.45 0.26 0.05 309 .05 1.06 4 3 .00 5.25 10.27 11 .18 0.46 0 .1 4 309 .14 1.83 5 3 .75 6.75 15.64 17.02 0.69 0.34 309.34 2.79 6 4.50 8.25 22.16 23.89 0 .87 0.52 309.52 3.48 7 5 .25 9.76 30.09 31 .92 0 .91 0.58 309 .58 3.68 8 6.00 11 .26 39.40 41.35 0.97 0.66 309 .66 3.92 9 6 .75 12 .76 50 .08 52 .16 -1.04 -0.76 309.76 4.18 10 7 .50 14 .26 62.11 64.34 1.12 0.87 309.87 4.49 11 7.13 14.63 74 .38 76 .74 1.18 0.97 309.97 4.74 12 6 .75 13 .88 85 .83 88 .2 7 1.22 1.04 310.04 4.91 13 6.38 13 .13 96.45 98 .96 1.26 1.10 310.10 5.06 14 6.00 12 .38 106.25 108.83 1.29 1.17 310.17 5.20 15 5 .63 11 .63 115.23 117.88 1.32 1.22 310.22 5.33 16 5.25 10.88 123.41 126.11 1.35 1.27 310.27 5.43 17 4.88 10 .13 130.80 133.54 1.37 1.32 310 .32 5.52 18 4.50 9 .38 137.39 140.18 1.39 1.35 310.35 5.60 19 4 .13 8.63 143.21 146.02 1.41 1.39 310.39 5.67 20 3 .75 7.88 148 .24 151 .09 1.42 1.42 310.42 5.73 21 3 .38 7.13 152.49 155.37 1.44 1.44 310.44 5.78 22 3 .00 6.38 155.98 158.87 1.45 1.46 310.46 5.82 23 2.63 5.63 158 .70 161 .61 1.46 1.48 310.48 5.86 24 2.25 4.88 160.65 163.57 1.46 1.49 310.49 5.88 25 1.88 4.13 161.85 164.78 1.46 1.50 310.50 5.89 26 1.50 3 .38 162 .30 165.23 1.47 1.50 310 .50 5.90 27 1.13 2.63 161.99 164.92 1.46 1.50 310 .50 5.89 28 0 .75 1.88 160.95 163.87 1.46 1.49 310.49 5.88 29 0 .38 1.13 159.16 162.07 1.46 1.48 310 .48 5.86 30 0 .00 0 .38 156.64 159.53 1.45 1.47 310.47 5.83 POND .I Page 21 Overflow (Free-Flow) Simulation -POND 1 100-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.75 0.00 0.03 0.03 2 1.50 0.00 0.12 0.12 3 2.25 0.00 0.26 0.26 4 3.00 0.00 0.46 0.46 5 3.75 0.00 0.69 0.69 6 4.50 0.00 0.87 0.87 7 5.25 0.00 0.91 0.91 8 6.00 0.00 0.97 0.97 9 6.75 O.DO 1.04 1.04 10 7.50 0.00 1.12 1.12 11 7.13 0.00 1.18 1.18 12 6.75 0.00 1.22 1.22 13 6.38 0.00 1.26 1.26 14 6.00 0.00 1.29 1.29 15 5.63 0.00 1.32 1.32 16 5.25 0.00 1.35 1.35 17 4.88 0.00 1.37 1.37 18 4.50 0.00 1.39 1.39 19 4.13 0.00 1.41 1.41 ~ 20 3.75 0.00 1.42 1.42 21 3.38 0.00 1.44 1.44 22 3.00 0.00 1.45 1.45 . 23 2.63 0.00 1.46 1.46 24 2.25 0.00 1.46 1.46 25 1.88 0.00 1.46 1.46 26 1.50 0.00 1.47 1.47 27 1.13 0.00 1.46 1.46 28 0.75 0.00 1.46 1.46 29 0.38 0.00 1.46 1.46 30 0.00 0.00 1.45 1.45 POND.I Page22 Inflow/Outflow Simulation 100-Year Storm Event 8.00 - • 7 .00 I '\. I ... I ' I ' . ' ' I ' I . 6 .00 . I ... I ' • ' -I ' "C c: 0 (.) 5.00 Q) ' ·' ... I ' -. ' en I ' ... Q) I ... ~ I ' -Q) Q) I ' ' I u. ' (.) 4.00 I . :.0 I ' ::s • ' u ' Q) I ... -ctl • ... ... . :: 3 .00 0 I ... . ' u. . ... I ' I ... I ' ~ I ' • ' ' . 2.00 ' I .. I ' I ... I ' I ... 0 .00 I ~ ~ ... I ~ ~ ... I " // ' ... .. ' -' 1.00 0 5 10 15 20 25 30 Time (Minutes) - -• Inflow ---Metered Outflow -• • -Overflow ---Total Outflow POND.1 Page 23 70% Cl> E :J 0 60% > E :J E ")( 50% ~ :?: -0 -40% c C1) ~ C1) 0.. 30% 2-year Storm Depth Storm Elevation Storm Volume Supplied Capacity Percent of Capacity Supplied Freeboard Detention Pond #1: Storage Volumes as Percent of Maximum Volume 5-year 10-year 25-year 50-year 100-year Design Storm STORM SIMULATION SYNOPSIS -POND 1 2-year 5-year 10-year 25 -year 50 -year 100-year 0.97 feet 1.10 feet 1 .20 f eet 1 .32 feet 1 .45 feet 1.50 feet 309 .97 310.10 310 .20 310 .32 310 .45 310 .50 2261 2903 33 8 1 3994 4652 4913 7332 7332 7 33 2 7332 7332 7332 31 % 40 % 46 % 54 % 63 % 67 % 1 .07 feet 0.94 feet 0.84 f eet 0 .72 feet 0.59 feet 0 .54 feet POND .I Page24 SECTIONS I Detention Pond 2 [POND 2] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 R egency Square S ubdi vision, College Station , TX Detention Pond :R;~11:rmni::~1 t.1ivjJ.limi.ot:::,:::::::::::::::,!:::::::,:::: ,.==: = 11} ::::::::=:::::::::::::I]: ~!11 =: .. iltA1:=g;1111J.en·:·12111:1:11:,_:::::-:,,:1:::·:::·1:::·::.1 :. :.·:·::·: .· : ::::::::::::::;::::::::::: Tributary Area ("A"): 0.37 Acres Pervious Area: 0.00 Acres Impervious Area: 0.37 Acres Run-Off Coefficient ("Cwt"): 0.98 Time OJ Concentration ("T/c"): 10 Minut,es Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7 .69 10-Year: 8.63 25-Year: 9 .86 50-Year: 11. 1 5 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year : 2.29 5-Year : 2.79 10-Year: 3.13 25-Year : 3.58 50-Year: 4.04 100-Year: 4.22 POND.2 2 Time Base: 0 c = 0.40 c = 0.98 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 Pagel Peak => Time Post-Development Flow Routed Through Detention Pond #2 Inflow Hydrograph Ordinates (C ubic Feet per Second) 2-Year 50-Year 100-Year (Minutes) Storm 5-Year Storm 10-Year Storm 25-Year Storm Storm Storm 0 0 .00 1 0.23 2 0.46 3 0 .69 4 0.92 5 1 .1 5 6 1 .38 0.00 0 .28 0 .56 0.84 1 .12 1.39 1.67 0 .00 0 .31 0.63 0.9 4 1.25 1.57 1.88 0.00 0 .36 0 .72 1 .07 1.43 1.79 2.15 0 .00 0.00 0.40 0.42 0 .81 0.84 1 .21 1 .27 1.62 1.69 2.02 2.11 2.43 2 .53 7 1 .61 1.95 2 .19 2 .50 2 .83 2 .95 8 1.84 2.23 2.50 2.86 3.23 3 .38 9 2.06 2.51 2 .82 3 .22 3.64 3.80 :::::::1::i::n:9=:::::::::::::::::::::::: :::::::t::g;z~:Mt: :m > ::~~z~::t,:(:': ::J?:f:1:@:::::t1J:::= :I?2~::::::::::m .,,.:::::]llHB:::::::::::::::::::::::::::t:::a~gg:::::t&: 11 2 .18 2.65 2 .97 3.40 3.84 4.01 12 2 .06 13 1.95 14 -1 .84 15 1 .72 16 1.61 17 1.49 18 1.38 1 9 1 .26 20 1.15 2 1 1.03 22 0.92 23 0 :80 24 0 .69 25 0.57 26 0.46 27 0 :34 28 0.23 29 0 .11 30 0 .00 2 .51 2 .82 3.22 3 .64 3.80 2 .37 2 .66 3 .04 3.44 3.59 2 .23 2 .50 2.86 3.23 3.38 2.09 2 .35 2 .68 3 .03 3 .17 1 .95 2.19 2 .50 2.83 2 .95 1.81 2.04 2.32 2.63 2.74 1 .67 1 .88 2 .15 2.43 2 .53 1 .53 1 .7 2 1 .97 1 .39 1 .5 7 1.79 1 .26 1 .4 1 1.61 1.12 1.25 1 .43 0 .98 1 .10 1.25 0 .84 0.9 4 1 .07 0 .70 0 .78 0.89 0.56 0 .63 0. 72 0 .42 0 .47 0.54 0.28 0 .3 1 0 .36 b .14 0 .16 0.18 0 .00 0.00 0.00 POND.2 2 .22 2 .02 1 .82 1 .62 1.41 1 .21 1 .01 0 .81 0 .61 0 .40 0 .20 0 .00 2 .32 2 .11 1.90 1 .69 1 .48 1 .27 1.06 0 .84 0 .63 0 .42 0 .21 0 .00 Page2 0.70 ·0.60 0.50 +: 0.40 Q) Q) LL. ..r::. .... c. Q) 0 0 .30 0.20 0.10 ' 0.00 0 / Elevation 309.57 309.75 309 .90 310.00 310.10 310.20 Depth (Feet) 0.00 0 .18 0.33 0.43 0 .53 0 .63 Detention Pond Depth Vs . Volume . Volume (Ft3) 0 18 79 141 238 394 -~ ~ ~ . / v 'ti""" / v / v ' I ( 0 . 50 100 150 200 250 300 350 400 Detention Pond Volume (Cubic Feet) POND.2 Page3 •,'a.'~.'.'.·.:.,• .•. ~,-.·.•.' ... •. ;.:_w;;·,P.a .. •.:.•_ .• _'._;,;,1,,_._n_,•,P._ •. :.•,.•,,•.s·.µ.·.•• .. •.• .. rw,,•.,•,,i,,_"'.',:_•.•,_.1•.·,·,•• ....... •,•.•·.•._e1 .. ',u'.:•.P_: .. •m-.'.·.··,'.'.·.·•.••e•.•o .••.•. ' .. •,i,;,,•,,u,,•,,_',•,,•,,•_tJ,,;,,.,'.,:,;.,•,~,,;;~j·,~~~~!l}:!Bl!~MW]••• • ,:. • 11·•:::•1.lr:::·!!!! ~~~ :v:: ::w.::u :::::::::::::::=:=:=:===. :·=·=·:-:·:·=-=-=-=-.·:·.·=·.·.::::::·:-=·=:== rrrrrrrrrrrr~ .::-:·::=·====:====·=::=====:=:====·::=:=== Elevation 309 .57 309 .75 309.90 310.00 310.10 310.20 Depth (Feet) 0 .00 0 .1 8 0 .33 0 .43 0.53 0 .63 Orifice (ft2) Coefficient Diameter Discharge Ft3/Sec 0.00 1.60 2 .17 2.48 2.75 3.00 0.79 0.60 12.00 Rating Curve For Outlet Control Structure Depth Vs. Volume -;:; 0.40 Cl) Cl) u.. ~ ..... Q. Cl) c 0.30 square feet inches o.oo~~~~-+-~~~-+~~~--1-~~~--11--~~~+-~~~""-~~~ 0 .00 0 .50 1.00 1.50 2 .00 2.50 3.00 3 .50 Discharge (Cubic Feet Per Second) POND .2 Page4 -"O c: 0 t.) Q) C/) ... Q) 0... ... Q) Q) u.. t.) :.c :::J (.) Q) C) ... ca .c t.), Ill 0 Depth Storage Discharge 2s/t 2s/t + 0 (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3 /Sec) 0.00 o-0.00 0.00 0.00 0.18 18 1 .60 0.60 2.20 0.33 79 2.17 2.63 4.81 0.43 141 2.48 4.70 7 .1 8 0 .53 238 2.75 7.93 10.69 0.63 394 3.00 13 .13 16.13 Storage Indication Curve 3.50 2.50 --~ ------~ , ~ ~ 3.00 2.00 v / 1.50 I J 1.00 0 .50 I I 0 .00 0 .00 2.00 4 .00 ~ ' - 6.00 8 .00 10.00 12.00 14.00 16.00 18.00 2s/t + 0 (Cubic Feet Per Second) POND .2 Page5 -Inflow I Outflow Simulation -POND 2 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.23 0.23 -0.10 0.23 0.17 0.00 309.57 0.21 2 0.46 0.69 -0.27 0.58 0.42 0.01 309.58 0.54 3 0.69 1.15 -0.40 0.88 0.64 0.03 309.60 0.82 4 0.92 1.61 -0.55 1.20 0.88 0.05 309.62 1.12 5 1.15 2.06 -0.69 1.52 1.10 0.09 309.66 1.40 6 1.38 2.52 -0.84 1.83 1.33 0.12 309.69 1.70 7 1.61 2.98 -0.98 2.15 1.56 0.17 309.74 1.99 8 -1.84 3.44 -0.86 2.46 1.66 0.19 309.76 2.11 9 2.06 3.90 -0.53 3.04 1.79 0.22 309.79 2.28 10 2.29 4.36 -0.09 3.83 1.96 0.27 309.84 2.49 11 2.18 4.47 0.22 4.38 2.08 0.30 309.87 2.65 12 2.06 4.24 0.27 4.47 2.10 0.31 309.88 2.67 13 1.95 4.01 0.17 4.28 2.06 0.30 309.87 2.62 14 1.84 3.79 -0.02 3.95 1.99 0.28 309.85 2.53 15 1.72 3.56 -0.25 3.54 1.90 0.25 309.82 2.41 16 1.61 3.33 -0.52 3.07 1.79 0.23 309.80 2.28 17 1.49 3.10 -0.79 2.58 1.69 0.20 309.77 2.15 18 1.38 2.87 -0.95 2.08 1.51 0.16 309.73 1.92 19 1.26 2.64 -0.77 1.69 1.23 0.11 309.68 1.57 20 1.15 2.41 -0.75 1.64 1.19 0.10 309.67 1.52 21 1-.03 2.18 -0.65 1.43 1.04 0.08 309.65 1.33 22 0.92 1.95 -0.59 1.30 0.94 0.06 309.63 1.20 23 0.80 ~ 1.72 -0.51 1.13 0.82 0.05 309.62 1.05 24 0.69 1.49 -0.44 0.98 0.71 0.04 309.61 0.90 '25 0.57 1.26 -0.37 0.82 0.59 0.02 309.59 0.76 26 0.46 1.03 -0.30 0.66 0.48 0.02 309.59 0.61 27 0.34 0.80 -0.23 0.50 0.37 0.01 309.58 0.47 28 0.23 -o.57 -0.16 0.34 0.25 0.00 309.57 0.32 29 0.11 0.34 -0.09 0.19 0.14 0.00 309.57 0.17 30 0.00 -0.11 -0.01 0.03 0.02 0.00 309.57 0.03 POND.2 Page6 Overflow (Free-Flow) Simulation -POND 2 2-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.23 0.00 0.17 0.17 2 0.46 0.00 0.42 0.42 3 0.69 0.00 0.64 0.64 4 0.92 0.00 0.88 0.88 5 1.15 0.00 1.10 1.10 6 1.38 0.00 1.33 1.33 7. 1.61 0.00 1.56 1.56 8 1.84 0.00 1.66 1.66 9 2.06 0.00 1.79 1.79 10 2.29 0.00 1.96 1.96 , 11 2.18 0.00 2.08 2.08 12 2.06 0.00 2.10 2.10 13 1.95 0.00 2.06 2.06 14 1.84 0.00 1.99 1.99 15 1.72 0.00 1.90 1.90 16 1.61 0.00 1.79 1.79 17 1.49 0.00 1.69 1.69 18 1.38 0.00 1.51 1.51 19 1.26 0.00 1.23 1.23 20 1.15 0.00 1.19 1.19 21 1.03 0.00 1.04 1.04 22 0.92 0.00 0.94 0.94 23 0.80 0.00 0.82 0.82 24 0.69 0.00 0.71 0.71 25 0.57 0.00 0.59 0.59 26 0.46 0.00 0.48 0.48 27 0.34 0.00 0.37 0.37 28 0.23 0.00 0.25 0.25 29 0.11 0.00 0.14 0.14 30 0.00 0.00 ~ 0.02 0.02 POND.2 Page 7 -"'C c: 0 ~- en ... C1) c.. -C1) C1) u.. (..) :.c ::I u C1) - Inflow/Outflow Simulation 2-Year Storm Event- I I I I I ' I I ' ' ' ' ' ' 1 .50+-~~~~~f----'lf--~~-+-~~~~~-+-~-.---..~--i~~~~~-+-~~~~--I ~ 1 .00+-~~~~_,._-l-~~~~---'f--~~~~-4~~~~~--+~~~~~-+-~~~~--i ~ 0 u:: 0 .00.,...~~~~-t-~~~~-+-~~~~-+-~~~~ ...... ~~~~-1-~~~~~ 0 5 10 15 20 30 Time (Minutes) - - -Infl o w M ete red Outflow -• • -Overf lo w T o t a l Outflow POND .2 Page 8 Inflow I Outflow Simulation -POND 2 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.28 0.28 -0.13 0.28 0.20 0.00 309.57 0.26 2 0.56 0.84 -0.32 0.71 0.52 0.02 309.59 0.66 3 0.84 1.39 -0.49 1.07 0.78 0.04 309.61 0.99 4 1.12 1.95 -0.67 1.46 1.07 0.08 309.65 1.36 5 1.39 2.51 -0.84 1.84 1.34 0.13 309.70 1.71 6 1.67 3.07 -0.99 2.23 1.61 0.18 309.75 2.05 7 1.95 3.63 -0.76 2.64 1.70 0.20 309.77 2.16 8 2.23 4.18 -0.32 3.42 1:87 0.24 309.81 2.38 9 2.51 4.74 0.25 4.42 2.09 0.31 309.88 2.66 10 2.79 5.30 1.01 5.55 2.27 0.36 309.93 2.89 11 2.65 5.44 1.68 6.45 2.39 0.40 309.97 3.04 12 2.51 5.16 1.97 6.84 2.44 0.41 309.98 3.10 13 2.37 4.88 1.97 6.85 2.44 0.42 309.99 3.10 14 2.23 4.60 1.77 6.58 2.40 0.40 309.97 3.06 15 2.09 4.32 1.42 6.10 2.34 0.38 309.95 2.98 16 1.95 4.04 0.95 5.46 2.26 0.36 309.93 2.87 17 1.81 3.77 0.41 4.71 2.15 0.32 309.89 2.74 18 1.67 3.49 -0.05 3.90 1.97 0.27 309.84 2.51 19 1.53 3.21 -0.47 3.16 1.81 0.23 309.80 2.31 20 1.39 2.93 -0.86 2.46 1.66 0.19 309.76 2.11 21 1.26 2.65 -0.82 1.79 1.30 0.12 309.69 1.66 22 1.12 2.37 -0.71 1.56 1.13 0.09 309.66 1.44 23 0.98 2.09 -0.63 1.38 1.01 0.07 ' 309.64 1.28 24 0.84 1.81 -0.54 1.18 0.86 0.05 309.62 1.10 ' 25 0.70 1.53 -0.45 1.00 0.72 0.04 309.61 0.92 26 0.56 1.26 -0.37 0.80 0.58 0.02 309.59 0.74 27 0.42 0.98 -0.28 0.61 0.44 0.01 309.58 0.57 28 0.28 0.70 -0.19 0.42 0.30 0.01 309.58 0.39 29 0.14 0.42 -0.10 0.23 0.17 0.00 309.57 0.21 30 0.00 0.14 -0.02 0.04 0.03 0.00 309.57 0.03 POND.2 Page9 Overflow (Free-Flow) Simulation -POND 2 5-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.28 0.00 0.20 0.20 2 0.56 0.00 0.52 0.52 3 0.84 0.00 0.78 0.78 4 1.12 0.00 1.07 1.07 5 1.39 0.00 1.34 1.34 6 1.67 0.00 1.61 1.61 7 1.95 0.00 1.70 1.70 8 2.23 0.00 1.87 1.87 9 2.51 0.00 2.09 2.09 10 2.79 0.00 2.27 2.27 11 2.65 0.00 2.39 2.39 12 2.51 0.00 2.44 2.44 13 2.37 0.00 2.44 2.44 14 2.23 0.00 2.40 2.40 15 2.09 0.00 2.34 2.34 16 1.95 0.00 2.26 2.26 17 1.81 0.00 2.15 2.15 18 1.67 0.00 1.97 1.97 19 1.53 0.00 1.81 1.81 20 1.39 0.00 1.66 1.66 21 1.26 0.00 1.30 1.30 22 1.12 0.00 1.13 1.13 23 0.98 0.00 1.01 1.01 24 0.84 0.00 0.86 0.86 25 0.70 0.00 0.72 0.72 26 0.56 0.00 0.58 0.58 27 0.42 0.00 0.44 0.44 28 0.28 0.00 0.30 0.30 29 0.14 0.00 0.17 0.17 30 0.00 0.00 0.03 0.03 POND.2 Page JO fnflow /Outflow Simulation 5 -Year Storm Eve nt '\ '\ I .. I '\ -"'C 2.00 c::: 0 (.) Q) en ... Q) Q. -Q) Q) u.. (.) 1 .50 ..c :l () -Q) -~ ... ~ 0 u.. 1.00 0 5 10 15 2 0 25 3 0 Time (Minutes) • • • Inflow ---Metered Outflow - - - -Ov e rflow ---Total Outflow POND .2 Pagel] Inflow I Outflow Simulation -POND 2 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.31 0.31 -0.14 0.31 0.23 0.00 309.57 0.29 2 0.63 0.94 -0.36 0.80 0.58 0.02 309.59 0.74 3 0.94 1.57 -0.55 1.20 0.88 0.05 309.62 1.11 4 1.25 2.19 -0.75 1.64 1.20 0.10 309.67 1.52 5 1.57 2.82 -0.94 2.07 1.51 0.16 309.73 1.92 6 1.88 3.44 -0.84 2.50 1.67 0.1~ 309.76 2.13 7 2.19 4.07 -0.43 3.23 1.83 0.23 309.80 2.33 -.8 2.50 4.70 0.16 4.27 2.06 0.30 309.87 2.62 9 2.82 5.32 0.96 5.48 2.26 0.36 309.93 2.88 10 3.13 5.95 2.02 6.91 2.44 0.42 309.99 3.11 11 2.97 6.11 3.02 8.13 2.55 0.46 310.03 3.25 12 2.82 5.79 3.60 8.81 2.61 0.48 310.05 3.32 13 2.66 5.48 3.82 9.08 2.63 0.48 310.05 3.35 14 2.50 5.17 3.75 8.99 2.62 0.48 310.05 3.34 15 2.35 4.85 3.42 8.60 2.59 0.47 310.04 3.30 16 2.19 4.54 2.88 7.96 2.54 0.45 310.02 3.23 17 2.04 4.23 2.16 7.10 2.47 0.43 310.00 3.14 18 1.88 3.91 1.40 6.08 2.34 0.38 309.95 2.98 19 1.72 3.60 0.61 5.00 2.20 0.34 309.91 2.80 20 1.57 3.29 -0.05 3.89 1.97 0.27 309.84 2.51 21 1.41 2.97 -0.60 2.92 1.76 0.22 309.79 2.24 22 ~ 1.25 2.66 -0.94 2.06 1.50 0.16 309.73 1.91 23 1.10 2.35 -0.64 1.41 1.03 0.07 309.64 1.31 24 0.94 2.04 -0.63 1.39 1.01 0.07 309.64 1.29 25 0.78 1.72 -0.50 1.09 0.79 0.04 309.61 1.01 26 0.63 1.41 -0.42 0.91 0.66 0.03 309.60 0.85 27 0.47 1.10 -0.31 0.68 0.49 0.02 309.59 0.63 28 0.31 0.78 -0.22 0.47 0.34 0.01 309.58 0.44 29 0.16 0.47 -0.12 0.25 0.18 0.00 309.57 0.24 30 0.00 0.16 -0.02 0.04 0.03 0.00 309.57 0.04 POND.2 Page 12 Overflow (Free-Flow) Simulation -POND 2 10-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.31 0.00 0.23 0.23 2 0.63 0.00 0.58 0.58 3 0.94 0.00 0.88 0.88 4 1.25 0.00 1.20 1.20 5 1.57 0.00 1.51 1.51 6 1.88 0.00 1.67 1.67 7 2.19 0.00 1.83 1.83 8 2.50 0.00 2.06 2.06 9 2.82 0.00 2.26 2.26 10 3.13 0.00 2.44 2.44 11 2.97 0.00 2.55 2.55 12 2.82 0.00 2.61 2.61 13 2.66 0.00 2.63 2.63 14 2.50 0.00 2.62 2.62 15 2.35 0.00 2.59 2.59 16 2.19 0.00 2.54 2.54 17 2.04 0.00 2.47 2.47 18 1.88 0.00 2.34 2.34 19 1.72 0.00 2.20 2.20 20 1.57 0.00 .1.97 1.97 21 1.41 0.00 1.76 1.76 22 1.25 0.00 1.50 ~ 1.50 23 1.10 0.00 1.03 1.03 24 0.94 0.00 1.01 1.01 25 0.78 0.00 0.79 0.79 26 0.63 0.00 0.66 0.66 27 0.47 0.00 0.49 0.49 28 0.31 0.00 0.34 0.34 29 0.16 0.00 0.18 0.18 ~ 30 0.00 0.00 0.03 0.03 POND.2 Page 13 -"C c: 0 u Q) r.tJ ... Inflow/Outflow Simulation -10-Year Storm Event I I I I I ' ' ' ' ' ' Q) c. 2 .00--~~~~----i~~---~~-+-~~~~~+-~~~~--~~~~~-+-~~~~-1 -Q) Q) LL. u .c ::::s (.) Q) 1 .50+-~~~~---.._~~~~~f--~~~~--+~~~~~-+~~l--~~-+-~~~~--l -ca ... :: 0 u:: 0.00.,...~~~~-t-~~~~+-~~~~4-~~~~ ........ ~~~~4-~~~--1 -0 5 10 15 20 25 30 Time (Minutes) • • • In fl ow ---Meter ed Outfl o w - -- -Ov erflow --•rot al Outfl ow POND .2 P age 14 Inflow I Outflow Simulation -PON.D 2 25-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.36 0.36 -0.16 0.36 0.26 0.00 309.57 0.33 2 0.72 1.07 -0.41 0.91 0.66 0.03 309.60 0.84 3 1.07 1.79 -0.63 1.37 1.00 0.07 309.64 1.27 4 1.43 2.50 -0.86 1.88 1.37 0.13 309.70 1.74 5 1.79 3.22 -0.92 2.36 1.64 0.19 309.76 2.09 6 2.15 3.93 -0.55 3.02 1.78 0.22 309.79 2.27 7 2.50 4.65 0.06 4.10 2.02 0.28 309.85 2.57 8 2.86 5,36 0.92 -5.43 2.25 0.35 309.92 2.87 9 3.22 6.08 2.09 7.00 2.46 0.42 309.99 3.13 10 3.58 6.79 3.66 8.~8 2.61 0.48 310.05 3.33 11 3.40 6.97 5.13 10.63 2.75 0.53 310.10 3.50 12 3.22 6.62 6.14 11.75 2.80 0.55 310.12 3.57 13 3.04 6.26 6.74 12.40 2.83 0.56 310.13 3.60 14 2.86 5.90 6.96 12.64 2.84 0.56 310.13 3.62 15 2.68 5.54 6.83 12.50 2.84 0.56 310.13 3.61 16 2.50 5.18 6.38 12.01 2.81 0.55 310.12 3.58 17 2.32 4.83 5.66 11.21 2.78 0.54 310.11 3.54 18 2.15 4.47 4.71 10.13 2.71 0.51 310.08 3.45 19 1.97 4.11 3.60 8.82 2.61 0.48 310.05 3.32 20 1.79 3.75 2.37 7.36 2.49 0.43 310.00 3.18 21 1.61 3.40 1.17 5.77 2.30 0.37 309.94 2.92 22 1.43 3.04 0.13 4.21 2.04. 0.29 309.86 2.60 23 1.25 2.68 -0.66 2.81 -1.74 0.21 309.78 2.21 24 1.07 2.32 -0.76 1.66 1.21 0.10 309.67 1.54 '25 0.89 1.97 -0.55 1.21 0.88 0.05 309.62 1.12 26 0.72 1.61 -0.48 1.06 0.77 0.04 309.61 0.98 27 0.54 1.25 -0.35 0.77 0.56 0.02 309.59 0.71 28 0.36 0.89 -0.25 0.54 0.40 0.01 309.58 0.50 29 0.18 0.54 -0.13 0.29 0.21 0.00 309.57 0.27 30 0.00 0.18 -0.02 0.05 0.03 0.00 309.57 0.04 POND.2 Page 15 Overf low (Free-Flow) Simulation -POND 2 25-Year Storm Event Metered Total Time Inflow Overf low Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0 .00 0 .00 0.00 1 0 .36 0.00 0 .26 0.26 2 0 .72 0.00 0 .66 0.66 3 1.07 0 .00 1.00 1.00 4 1.43 0 .0 0 1.37 1.37 5 1.79 0 .0 0 1.64 1.64 6 2.15 0 .0 0 1.78 1.78 7 2.50 0 .00 2.02 2.02 8 2.86 0 .0 0 2.25 · 2.25 9 3.22 0 .0 0 2.46 2.46 10 3.58 0 .0 0 2.61 2.61 11 3.40 0 .00 2.75 2.75 12 3.22 0 .0 0 2.80 2.80 13 3.04 0 .0 0 2.83 2.83 14 2.86 0 .0 0 2.84 2.84 15 2.68 0 .0 0 2.84 2 .84 16 2.50 0 .00 2.81 2.81 17 2.32 0 .00 2.78 2.78 18 2.15 0.0 0 2.7 1 2.71 19 1.97 0 .0 0 2.61 2.61 20 1.79 0 .0 0 2.49 2.49 21 1.61 0 .00 2.30 2.30 22 1.4 3 0.00 2.04 2.04 23 1.25 0.0 0 1.74 1.74 24 1.0 7 0 .00 1.21 1.21 25 0.89 0 .00 0.88 0 .88 26 0 .72 0 .00 0 .77 0.77 27 0 .54 0 .00 0 .56 0.56 28 0.36 0 .0 0 0 .40 0.40 29 0 .18 0.0 0 0 .21 0.21 30 0.00 0 .0 0 0 .03 0 .03 P OND.:! Page 16 Inflow/Outflow Simulation 25-Year Storm Event 3.50 I ' '\ '\ I ' I '\ I ' 3.00 I ... I ' I "O c: 0 (,) 2 .50 C1l en ... C1l a.. -C1l C1l u.. (,) 2 .00 :.c :::::i (.) C1l -ca ... 3: 1.50 0 u: 0 5 10 15 20 30 Time {Minutes) • • • Inflow ---Metered Outflow - - --Overflow --•Total Outflow POND .2 Page 17 Inflow I Outflow Simulation -POND 2 50-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.40 0.40 -0.18 0.40 0.29 0.01 309.58 0.37 2 0.81 1.21 -0.47 1.03 0.75 0.04 309.61 0.95 3 1.21 2.02 -0.71 1.55 1.13 0.09 309.66 1.44 4 1.62 2.83 -0.97 2.12 1.54 0.17 309.74 1.97 5 2.02 3.64 -0.74 2.67 1. 71 0.20 309.77 2.17 6 2.43 4.45 -0.16 3.70 1.93 0.26 309.83 2.46 7 2.83 5.25 0.68 5.10 2.21 0.34 309.91 2.81 8 3.23 6.06 1.89 6.74 2.42 0.41 309.98 -3.08 9 3.64 6.87 3.56 8.77 2.60 0.47 310.04 3.31 10 4.04 7.68 5.68 11,24 2.78 0.54 310.11 3.54 11 3.84 7.88 7.80 13.56 2.88 0.58 310.15 3.67 12 3.64 7.48 9.35 15.27 2.96 0.61 310.18 3.77 13 3.44 7.07 10.42 16.42 3.00 0.63 310.20 3.82 14 3.23 6.67 11.09 17.09 3.00 0.63 310.20 3.82 15 3.03 6.27 11.35 17.35 3.00 0.63 310.20 3.82 16 2.83 5.86 11.21 17.21 3.00 0.63 310.20 3.82 17 2.63 5.46 10.66 16.66 3.00 0.63 310.20 3.82 18 2.43 5.05 9.75 15.71 2.98 0.62 310.19 3.80 19 2.22 4.65 8.55 14.40 2.92 0.60 310.17 3.72 20 2.02 4.24 7.10 12.80 2.85 0.57 310.14 3.63 21 1.82 3.84 5.41 10.94 2.76 0.53 310.10 3.52 ~ 22 1.62 3.44 3.62 8.84 2.61 0.48 310.05 3.32 23 1.41 3.03 1.83 6.66 2.41 0.41 309.98 3.07 24 1.21 2.63 0.27 4.46 2.10 0.31 309.88 2.67 25 1.01 2.22 -0.84 2.49 1.67 0.19 309.76 2.12 26 0.81 1.82 -0.44 0.97 0.71 0.04 309.61 0.90 27 0.61 1.41 -0.44 0.97 0.71 0.03 309.60 0.90 28 0.40 1.01 -0.26 0.57 0.41 0.01 309.58 0.53 29 0.20 0.61 -0.16 0.35 0.25 0.00 309.57 0.32 30 0.00 0.20 -0.02 0.04 0.03 0.00 309.57 0.04 POND.: Page 18 Overflow (Free-Flow) Simulation -POND 2 50-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.40 0.00 0.29 0.29 2 0.81 0.00 0.75 0.75 3 1.21 0.00 1.13 1.13 4 1.62 0.00 1.54 1.54 5 2.02 0.00 1.71 1.71 6 2.43 0.00 1.93 1.93 7 2.83 0:.00 2.21 2.21 8 3.23 0.00 2.42 2.42 9 3.64 0.00 2.60 2.60 10 4.04 0.00 2.78 2.78 11 3.84 0.00 2.88 2.88 12 3.64 0.00 2.96 2.96 13 3.44 0.43 3.00 3.44 Overflow 14 3.23 0.23 3.00 3.23 Overflow 15 3.03 . 0.03 3.00 3.03 Overflow 16 2.83 0.00 3.00 3.00 17 2.63 0.00 3.00 3.00 18 2.43 0.00 2.98 2.98 19 2.22 0.00 2.92 2.92 20 2.02 0.00 ~ 2.85 2.85 21 1.82 0.00 2.76 2.76 22 1.62 0.00 2.61 2.61 23 1.41 0.00 2.41 2.41 24 1.21 0.00 2.10 2.10 25 1.01 0.00 1.67 1.67 26 0.81 0.00 0.71 0.71 27 0.61 0.00 0.71 0.71 28 0.40 0.00 0.41 0.41 29 0.20 0.00 0.25 0.25 30 0.00 0.00 0.03 0.03 POND.2 Page 19 "'C c 0 (.) Q) en ... Q) a.. -Q) Q) LI.. (.) ..c ::::s (.) Q) -ca ... ~ 0 LI.. Inflow/Outflow Simulatio ~n 50-Year Storm Event 4.oo--~~~~~+-~~~~----o1,f--~~~~-+~~~~~-+~~~~~-+-~~~~--1 '\ I I I I I I I I I I I I ' '\ ' '\ '\ ' I 2.50--~~~~~-t-~,~~-#-~-+-~~~~~-+-~~-'-~~-+-~~_.,.~~-+-~~~~_____, I I I I .'\ I \. \ '\ '\ '\ .. o .oo.,....~~~~+-~~~--i1-----~~--1f-.-~~~--f~~~~_._~~~~ 0 5 10 1 5 20 25 30 Time (Minutes) -• • Inflow ---Metered Outflow -· • -Overflow ---Total Outflow POND.2 Page20 Inflow I Outflow Simulation -POND 2 100-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.42 0.42 -0.19 0.42 0.31 0.01 309.58 0.39 2 0.84 1.27 -0.49 1.07 0.78 0.04 309.61 1.00 3 1.27 2.11 -0.74 1.62 1.18 0.10 309.67 1.50 4 1.69 2.95 -1.00 2.22 1.61 0.18 309.75 2.05 5 2.11 3.80 -0.67 2.80 1.73 0.21 309.78 2.21 6 2.53 4.64 -0.01 3.97 1.99 0.28 309.85 2.53 7 2.95 5.49 0.96 5.48 2.26 0.36 309.93 2.88 8 3.38 6.33 2.31 7.29 . 2.49 0.43 310.00 3.17 9 3.80 7.1.7 -4.17 -9.49 2.66 0.49 310.06 3.39 10 4.22 8.02 6.54 12.19 2.82 0.56 310.13 3.59 11 4.01 8.23 8.89 14.77 2.94 0.60 310.17 3.74 12 3.80 7.81 10.70 16.70 3.00 0.63 310.20 3.82 13 3.59 7.39 12.08 18.08 3.00 0.63 310.20 3.82 14 3.38 6.96 13.04 19.05 3.00 0.63 310.20 3.82 15 3.17 6.54 13.58 19.58 3.00 0.63 310.20 3.82 16 2.95 6.12 13.70 19.70 3.00 0.63 310.20 3.82 17 2.74 5.70 13.39 19.39 3.00 0.63 310.20 3.82 18 2.53 5.28 12.66 18.67 3.00 0.63 310.20 3.82 19 2.32 4.85 11.51 17.52 3.00 0.63 310.20 3.82 20 2.11 4.43 9.96 15.94 2.99 0.63 310.20 3.81 21 1.90 4.01 8.16 13.97 2.90 0.59 310.16 3.70 22 1.69 3.59 6.15 11.75 2.80 0.55 310.12 3.57 23 1.48 3.17 4.02 9.31 2.65 0.49 310.06 3.37 24 1.27 2.74 1.91 6.76' 2.43 0.41 309.98 3.09 25 1.06 2.32 0.14 4.23 2.05 0.29 309.86 2.61 ' 26 0.84 1.90 -0.93 2.04 1.48 0.15 309.72 1.89 27 0.63 1.48 -0.25 0.55 0.40 0.01 309.58 0.51 28 0.42 1.06 -0.37 0.81 0.59 0.02 309.59 0.75 29 0.21 0.63 -0.12 0.27. 0.19 0.00 309.57 0.25 30 0.00 0.21 -0.04 0.09 0.07 0.00 309.57 0.08 POND.:! Page 21 Overflow (Free-Flow) Simulation -POND 2 100-Year Storm Event . Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.42 0.00 0.31 0.31 2 0.84 0.00 0.78 0.78 3 1.27 0.00 1.18 1.18 4 1.69 0.00 1.61 1.61 5 2.11 0.00 1.73 1.73 6 2.53 0.00 1.99 1.99 7 2.95 0.00 2.26 2.26 8 3.38 0.00 2.49 2.49 9 3.80 0.80 2.66 2.66 10 4.22 0.00 2.82 2.82 11 4.01 0.00 2.94 2.94 12 3.80 0.80 3.00 3.80 Overflow 13 3.59 0.59 3.00 3.59 Overflow 14 3.38 0.37 3.00 3.38 Overflow 15 3.17 0.16 3.00 3.17 Overflow 16 2.95 0.00 3.00 3.00 17 2.74 0.00 3.00 3.00 18 2.53 0.00 3.00 3.00 19 2.32 0.00 3.00 3.00 20 2.11 0.00 2.99 2.99 21 1.90 0.00 2.90 2.90 22 1.69 0.00 2.80 2.80 23 1.48 0.00 2.65 2.65 24 1.27 0.00 2.43 2.43 25 1.06 0.00 2.05 2.05 26 0.84 0.00 1.48 1.48 27 0.63 0.00 0.40 0.40 28 0.42 0.00 0.59 0.59 29 0.21 0.00 0.19 0.19 30 0.00 0.00 0.07 0.07 POND.:? Page 22 Inflow/Outflow Simulation 100-Year Storm Event " I 'I. " ' -3.00 "O c:: 0 (.) Q) en .... Q) c.. 2.50 ... Q) Q) u. (.) :c ::;, (.) 2 .00 Q) ... C'CI .... 3: 0 u:: 1.50 0 5 10 1 5 20 25 30 Tim e (Minutes) • • • Inflow ---Metered Ou tflow -· • -Overfl ow ---rotal Outflow POND .2 Page23 70% C> E ::s 0 60% > E ::s E ·x 50% a:i :?: -0 -40% c: C> ~ C> Q.. 30% 10% 2 -y ear Storm Depth Storm Elevation Storm Volume Supplie d Capacity Percent of Capacity Supplied Freeboard D ete ntion Pond #2 : Stora ge V ol u m es as Percent of M aximum Volume 5-year 10 -y ear 2 5-y ear 50 -year 100-year De si gn Sto rm STORM SIMULATION S YNO PSIS -PO N D 2 2-year 5-y ea r 1 0 -ye ar 2 5-y ear 50 -y ear 100-year 0.31 feet 0.4 2 f eet 0 .4 8 f eet 0 .56 fe et 0 .6 3 feet 0 .63 feet 309 .88 309 .99 31 0.0 5 31 0. 1 3 31 0 .20 310 .20 70 1 32 1 92 292 3 94 394 394 3 94 39..+ 394 3 94 39 4 18 % 3 3 % 4 9 ) 74 % 10 0 % 100 % 0.32 feet 0 .21 fe et 0 .15 fe et 0 .0 7 f ee t 0.0 0 feet 0 .00 feet PO ND .~ Pag e24 SECTION6 I Additional Calculations BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision, Co llege Station , TX Modified Pavement Flow (to be added to Pond 1) Tributary Area ("A"): 0.18 Acres Pervious Area : 0.00 Acres Impervious Area: 0 .18 Acres Run-Off Coefficient ("Cwt"): 0.98 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intensity Rates ("I"): 2-Year: 6.54 5-Year : 7.70 10-Year: 8.92 25-Year : 9.92 50-Year : 11 .07 100-Year: 11 .61 Peak Discharge Rate ("Q"): 2 -Year: 1.15 5-Year: 1.36 10-Year: 1.57 25-Year: 1.75 50-Year: 1.95 100-Year: 2 .05 c = 0.40 c = 0.98 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 BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station , TX Peak=> Time 2-Year (Minutes) Storm 0 0.00 1 0 .12 2 0.23 3 0.35 4 0.46 5 . 0.58 6 0.69 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 0.00 0.14 0.27 10-Year Storm 0.00 0.16 0.31 0.41 0.47 0.54 0.63 0.68 0.79 0.82 0.94 25-Year Storm 0.00 0.18 0.35 0 .53 0.70 0 .88 1.05 7 0.81 0.95 1 .10 1.23 8 0 .92 1.09 1 .26 1.40 50-Year 100-Year Storm Storm 0 .00 0.00 0.20 0.20 0.39 0 .41 0.59 0 .61 0 .78 0.82 0.98 1.02 1.17 1.23 1.37 1.43 1 .56 1.64 : 9 1.04 1.22 .1.42 -1.58 : 1.76 1.84 =:r:r:::::::::.:,:9:=::::::1::::::::::::::rn::::a:~:1:1:::::::::%:}:}=:::::::.m~~§::;:r:1:rrn::1=::1 i§zmII:r :::f:1:1wzi::::::::::::::::::1:::::::i;.!§::::::::::1=t:1:::: &¥:9§:t:t:::::: 11 1 .10 1.29 1_.;i,9 1.66 1.s6 1 .94 12 1.04 1.22 1.42 1.58 1.76 1.84 13 0.98 1.16 1.34 1.49 1.66 1.74 14 0.92 1.09 1.26 1.40 1.56 1 .64 15 0 .86 1.02 1 .18 1 .31 1.46 1.54 16 0.81 0.95 1.10 1.23 1.37 1.43 17 0 .75 0.88 1.02 1 .14 1.27 1.33 18 0.69 0 .82 0.94 1.05 1.17 1.23 19 0.63 0.75 0.87 0 .96 1 .07 1.13 20 0.58 0.68 0 . 79 0.88 0.98 1.02 21 0.52 0.61 0.71 0.79 0.88 0.92 22 0.46 0 .54 0.63 0.70 0.78 0 .82 23 0.40 0.48 0.55 0.61 0,.68 0.72 24 0.35 0.41 0.4 7 0.53 o'.59 0.61 25 0.29 0 .34 0 .39 0.44 0.49 0 .51 26 0.23 0.27 0.31 0.35 0.39 0.41 27 0.17 0.20 0 .24 0.26 0 .29 0.31 28 0 .12 0.14 0.16 0 .18 0.20 0.20 29 0 .06 0 .07 0.08 0 .09 0.10 0 . 10 30 0 .00 0.00 0.00 0.00 0.00 0 .00 BUDGET MINI STORAGE-Lots 18 & 19, Block 1 Regency Square Subdivision , College Station, TX . ,,. Drainage Ca1c·u1ations STRIP DRAIN CAPACITY ANALYSIS: NEENAH R-4990-AX Type A Use the specified strip drain or approved equal. See NEENAH Foundry Company Catelog p. 268where Grate Area is listed as 0.2jt21ft (per linear foot) . Flow Capacity: Flow is determined according to the following equation .. Q = CA ( 2 g h )Yz where C = 0.60 & h varies from 0 .50 ft to 0 .05 ft Conservative estimate of h is co nsidered at 0.2 ft A = ( 20 ft) ( 0 .2 ft2 I ft ) = 4 ft2 Q = ( 0 .60) ( 4.0 ft2) ( 2 ( 32 .2 ft I sec2 ) ( 0.2) )Yz ' Q = 8.6 cfs Strip Drain Capacity Q = 8.6 cfs NOTE: Capacity needed is only 2. 05 cfs for 100-year storm conditions BUDGET MINI STORAGE-Lots 18 & 19 . Block J R.!~1111cy Sq uare Subdivision, College Station, TX EXISTING B 228 R-4990 Heavy Duty Trench Frames with Grated or Solid Covers MATERIALS : All frames and grates ore furn ished standard in Gray Iron, Closs 35, for heavy duty use . For extra heavy duty use , see page 170 for Airpo,rt Trenches . Standard Cover Dimensions Catalog Dimensions in inches Weiqht per lin eal foot (without frame) No. A B c Type A Type C Type D Type E Type P Frame** [R-4990-AX 8 1V2 6 19 22 19 22 25 12 R-4990-BX 10 1V2 8 24 27 29 27 31 12 R-4990-CX 12 1V2 10 28 31 40 36 37 12 R-4990-DX 14 1V2 12 33 35 52 47 45 12 R-4990-EX 17 1V2 15 39 52 55 49 -12 R-4990-FX .. 20 1V2 18 54 67 70 70 -12 R-4990-GX 23 1V2 21 60 77 85 --:-12 R-4990-HX 26 1Y2 24 71 100 85 --12 R-4990-JX 30 2 27* 100 120 100 --ll R-4990-KX 33 2 30* 110 140 150 --17 R-4990-LX 36 2 33*. 120 130 185 --17 R-4990-MX 39 2 .36* 130 200 180 --17 R-4990-NX 45 2 42* 150 245 210 --17 R-4990-0X 51 2 48* 190 -215 --17 *}4" Annular spacing ~*Weight per foot-incl ud es both sides. NEENAH~~ FOUNORY COMPANY ~~ - BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Sration , T.'( FREE OPEN AREAS OF NEENAH GRATES (Continued) CATALOG NO TYP E SQ . FT. OPEN R-39 76 . . . B . . . . 0.2 R-39 77 ..... B .. 0 . 1 R-4001 -A .... ~. C ....... 0.3 R-4001 -B ...... C ....... 0 .3 R-4003-A ...... A . . . 0 .9 R-4003-B ...... A . . . . 0 .9 R-4003-C ...... A ....... 0 .9 R-4004-A . . .. C ....... 1 .3 R-4004 -B ...... B ....... 1 .5 R-4004-C ...... B ....... 1 .5 R-4004-G ...... 0 ....... 1 .9 R-4005-A2 ..... B or 0 ... 0 .4 R-4006 . ." ...... B or 0 ... 0 .3 R-4007 ........ B or 0 ... 0 .4 R-4008-B .· ..... 9 or 0 ... 0 .4 R-4011-91 ..... B or 0 ... 0 .4 R-4014-B ...... C ....... 2 .8 R-4014-C ...... C ....... 2 .4 R-4014-E ...... C ....... 3.0 R-4014-T ...... 0 ....... 1.3 R-4014-T1 ..... 0 ....... 0 .8 R-4015-A ...... B ....... 0.2 R-4015-A1 ..... B ....... 0.2 R-40 15-B ...... C ....... 0.4 R-40 15-C ...... B ....... 0.2 R-401 5-0 ;. ..... B ....... 0 .2 R-4016-A ...... B .... , .. 0.6 R-40 16-B ...... C ....... 0 .5 R-4016-E ...... A .....•. 0 .6 R-4016-E1 ..... A ....... 0 .6 R-4016-F ...... C ....... 0.6 R-4016-G ...... B ....... 0 .8 R-4016-H1 ..... A ....... 0 .6 R-4016-K ...... 0 ....... 1.1 R-40 17 ........ B ....... 0 .4 R-40 17-1 ...... B ....... 0 .4 R-4018 ........ B ..... .".0.2 R-4027-B ...... C ....... 1.1 R-4030-4 ...... G ....... 0 . 1 R-4030-6 ...... G ....... 0. 1 R-4030-8 . . ... G ....... 0 .2 R-4030-1 0 ..... G ....... 0 .3 R-4030-12 ..... G ....... 0 .4 R-4030-1 5 ..... G ....... 0.8 R-4030-1 8 ..... B ....... 1. 1 R-4030-21 ..... B ....... 1 .3 R-4030-24 ..... B ....... 2 . 1 R-4030-27 ..... G ....... 2.8 R-4030-30 ..... G ....... 3 .5 R-4040-6 ...... E ....... 0. 1 R-4040-8 ...... E ....... 0.2 R-4040-10 ..... E ... -...• 0 .3 R-4040-1 2 ..... E ... -.... 0 .4 R-4040-15 ..... E ....... 0.7 R-4040-18 ..... E ....... 1.2 R-4040-2 1 ..... G ....... 1 .4 R-4040-24 ..... G ....... 1 .6 R-4040-27 ..... G ....... 2.3 R-4040-30 ..... G ....... 2 .9 R-4370-1 ...... C ....... 0.1 R-4370-2 ...... G ....... 0 .2 R-4370-3 .. ." ... E ....... 0.4 R-4370-4 ...... G ....... 0 .6 R-4370-5 ....... G ....... 0 .8 R-4370-6 ...... G ....... 0 .8 R-4370-7 ...... G ....... 0.8 R-4370-8 ...... E ....... 1.0 R-4370-9 ...... C ....... 1.3 R-4370-10 ..... G ....... 1.1 R-4370-12 ..... F ....... 0.9 R-4370-13 ..... G ....... 1.3 R-4370-14A .... G ....... 0 .9 R-4370-15 ..... 0 ....... 1.0 R-4370-1 7 ..... 0 ....... 0 .9 R-4370-18 ..... E ....... 1.3 · R-4370-21 ..... 0 ....... 0 .9 R-4370-22 ..... 0 ....... 1.1 R-4370-23 ..... G ....... 0.9 R-4370-25 ..... G ....... 2.0 R-4370-26 ..... G ....... 1.7 R-4370-27 A .... G ....... 2 .4 R-4373-2 ...... K ....... 1.0 sq. in. R-4373-3 ...... K ....... 1.0 sq . in . R-4373-4 ...... K ....... 3 .0 sq . in . CATALOG NO . TYPE R-4373-6 ... K . . . . . . 3 .0 SQ . in . R-4373-8 .... K ....... 4 .0sq. in . R-43 73-10 ..... K ....... 5 .0 SQ. in . R-4373-12 ..... K ....... 8 .0 SQ. in. R-4373-15 ..... K ....... 2 0.0 · SQ . in . R-4380-AA 1 .... E ....... 2 .8 SQ . in. R-4380-A ...... E ....... 3 .7 SQ . in. R-4380-A 1 ..... E ....... 6.0 SQ . in. R-4380-81 ..... E ....... 4 .8 SQ. in. R-4380-1 ...... E ....... 5 .4 SQ. in. R-4380-3 ...... E ....... 6 .0 SQ . in. R-4380-4 ...... E ....... 0. 1 R-4380-4A 1 .... E ....... 0 . 1 R-4380-4A ..... E ....... 0.2 R-4380-6 ...... G ....... 0 .2 R-4380-7 ...... G ....... 0 .3 R-4380-8 ...... E ....... 0 .3 R-4380-9 ...... E ....... 0 .4 R-4380-10 ..... E ....... 0 .5 R-4380-11 ..... E ....... 0.5 R-4380-12 ..... E ....... 0 .6 R-4380-13 ..... G ....... 0 .7 R-4380-13A .... E ....... 0 .9 R-4380-14 ..... E ....... 0 .7 R-4380-15 ..... E ....... 0 .6 R-4380-16 ..... E ....... 0 .8 R-4380-17 ..... E ....... 0.8 R-4380-18 ..... G ....... 0 .7 R-4380-21 ..... G ....... 1 .3 R-4380-22 ..... G ....... 1 .5 R-4380-23 ..... G ....... 1 .1 R-4380-24 ..... G ....... 1. 7 R-4380-25 ..... G ....... 2.5 R-4380-26 ..... G ....... 2 . 7 R-4385-B ...... E ....... 0 .1 R-4385-C ...... E ....... 0 .3 R-4385-E ...... E ....... 0.5 R-4385-F ...... E ....... 0 .5 R-4385-G ...... E ....... 1 .0 R-4385-H ...... G ....... 1 .6 R-4385-J ...... G ....... 2 .5 R-4385-K ...... G ....... 2.7 R-4389·0 ...... 8 ....... 0 .2 R-4390 ........ 8 ....... 0 .3 R-4391-A ...... 8 ....... 0 .1 R-4392 ........ 8 ....... 0 .8 R-4393 ........ C ....... 1.0 R-4400 ........ 8 ....... 0 .1 R-4401 ........ A ....... 0.1 R-4403 ........ A ....... 0.3 R-4404-C ...... 8 ....... 0 .5 R-4405-M5 ..... C ...... ·. 1 .5 R-4406 ........ 8 ....... 0.5 R-4406-A ...... 8 ....... 0 .5 R-4406-C ...... A ....... 0.4 R-4406-1 ...... A ....... 0.5 R-4406-2 ...... C ....... 0 .6 R-4407-2A ..... 8 ....... 0.6 R-4408 ........ 8 ....... 0 .3 R-4409 ........ A ....... 0 .4 R-4409-A ...... C ....... 0 .7 R-4409-C ...... 8 ....... 0 .5 R-4409-E ...... A ....... 0 .5 R-4409-G ...... 8 ....... 0 .8 R-44 10 ........ 8 ....... 0 .8 R-4421 ........ C ....... 1 .0 R-4423-A ...... A ....... 1 .2 . R-4424 ........ A ....... 0 .6 R-4430-A ...... A ....... 0 .6 R-4430-A 1 ..... C ....... 0 .2 R-4430-8 ...... C ....... 0 .7 R-4430-C ...... C ....... 1 .4 R-4435-1 ...... C ....... 0 .8 R-4441 ........ A ....... 0 .3 R-4441-A ...... A ....... 0 .3 R-4443 ........ A ....... 0.4 R-4444 ........ A ....... 0 .4 R-4449 ........ A ....... 0 .8 R-4450 ........ A ....... 0.8 R-4450-A ...... A ....... 0 .6 R-4451 ........ C ....... 0 .7 R-4454 ........ C ....... -0.9 R-4460 ........ A ....... 0 .8 R-4462 ........ 8 ....... 0 .9 CATALOG NO. TYPE SQ . FT. OPEN R-4470 .. A ....... 1.5 R-45 11 . . . . A ....... 0 .5 R-4525 .. A ....... 0 .8 R-4530 . . ..... A . . . .. 0 .8 R-4531 . . . A ....... 0 .8 R-4540 .. C ....... 1.0 R-4541 ...... A . . ... 1.0 R-4544 ........ A .... . 1.8 R-4 545 . . .... A ....... 1.6 R-4548 ........ A ....... 1.0 R-4550 ........ C ....... 0.8 R-4552 ........ A ....... 0 .6 R-4557 ........ A ....... 0 .8 R-4558 . . ... C ....... 1. 1 R-4570-1 ...... A ....... 0 .9 R-4570-2 ...... A ....... 0 .9 R-4573 ........ A ....... 1.1 R-4575-A ...... A ....... 1 .7 R-45 75-C ...... C ....... 2.9 R-45 79 ........ A ....... 0.8 R-4583 ........ A ....... 0 .9 R-4584 ........ A ....... 1.3 R-4585 ........ A ....... 1.9 R-4586 . . .... A ....... 1 .5 R-4600 ........ A ....... 0 .9 R-4603-A ...... A ....... 0 .8 R-4604 ........ C ....... 1.3 R-4604-C ...... A ....... 0.7 R-4604-0 ...... A ....... 1.5 R-4608 ........ A ....... 0 .8 R-4610 ........ A ....... 1.0 R-4620 ........ A ....... 0 .8 R-4630 ........ C ....... 0 .9 R-4632 ........ C ....... 1.1 R-4640 ........ A ....... 1.3 R-4641-A ...... A ....... 1.2 R-4641-C ...... C ....... 1.1 R-4641-F ...... A ....... 1.8 R-4649 ........ A ....... 1.1 R-4649-1 ...... C ....... 2 .2 R-4652 ........ A ....... 1.5 R-4654-C ...... C ....... 3 .6 R-4660 ........ C ....... 1.1 R-4662 ........ A ....... 1 .3 R-4670-A ...... A ....... 1.1 R-4671 ........ A ....... 1 .1 R-4672 ........ C ....... 1.1 R-4689 ........ C ....... 1 .4 R-4692-A ...... 0 ....... 2 .0 R-4698 ........ A ....... 1.7 R-4710 ........ C ....... 1.5 R-4711 ... · ..... C ....... 1.1 R-4718 ........ A ....... 2.7 R-4720 ........ C ....... 0 .9 R-4721-A ...... A ....... 1.2 R-4725 ........ C ....... 1 .6 R-4730 ........ A ....... 2 .0 R-473 1 ........ A ....... 2.5 R-4732 ...•.... A ....... 2 .0 R-4736 ........ C ....... 1 .1 R-4738 ........ A ....... 1 .1 R-4739 ........ C ....... 1.3 R-4740 ........ C ....... 2.1 R-4750 ........ C ....... 2 .4 R-4750-1 ...... A ....... 2 .8 R-4751 ........ C ....... 1 .9 R-4752 ........ C ....... 2.3 R-4755-8 ...... A ....... 2 .8 R-4755-C ...... C ....... 2.9 R-4759 ........ C ....... 1.5 R-4760 ........ C ....... 1.7 R-4762 ........ C ....... 2 .4 R-4765 ........ A ....... 1.4 R-4780 ........ C ....... 3 .1 R-4781 ........ C ....... 3.0 R-4795 ........ A ....... 3 .2 R-4798 ........ C ....... 2 .4 R-4808 ........ C ....... 1.4 R-4809 ........ C ....... 1.5 R-4810 ........ C ....... 1.5 R-4820 ........ C ....... 1 .6 R-4821-A ...... C ....... 1 .7 R-4825 ........ C ....... 1.8 R-48Z5·A ...... A ....... 2 .1 R-4825-8 ...... C ....... 2 .0 CATALOG NO . TYPE SQ . FT. OPEN R-4826 ... A ....... 1 .3 R-4828 .. . .. A ....... 1 .9 R-4829 ........ C ....... 2 .2 R-4830 . . . .... C ....... 0 .9 R-4832 ........ C ....... 1 .5 R-4832 -9 . C ....... 1 .8 R-4833 ........ A ....... 2 .3 R-4834-9 ...... 8 ....... 1.7 R-4835-1 ..... C ....... 4 .9 R-4837 ........ A ....... 2 .2 R-4839 ........ A ....... 2 .1 R-4840 ........ C ....... 2 .8 R-4843 ........ A ....... 2 .6 R-4846 ........ C ....... 5 .6 R-4850 ........ C ....... 2 .7 R-4852 ........ C ....... 1 .7 R-4853 ........ A ....... 2.5 R-4853-A ...... A ....... 3.1 R-4853·81 ..... C ....... 3 .3 R-4855 ........ A ....... 2 .0 R-4856 ........ C ....... 3 .1 R-4857 ........ A .. , .... 3 .1 R-4859-C ...... A ....... 2 .4 R-4880 ........ C ....... 2 .5 R-4880-C ...... C ....... 2.2 R-4884-A ...... C ....... 3 .3 R-4890 ........ C ....... 3 .4 R-4891 ........ A ....... 3 .5 R-4893 ........ C ....... 6 .0 R-4893-8 ...... C ....... 1.9 R-4894 ........ C ....... 3 .3 R-4895·2 ...... A ....... 6.6 R-4938 ........ A ....... 0 .8 R-4938-1 ...... A ....... 1.5 R-4938-A ...... A ....... 0 .8 R-4938-8 ...... A ....... 0 .2 R-4939-8 ...... K . . . . .. 4.7 sq. in. R-494 1 ........ 8 ....... 0 .4 R-4941-A ...... 8 ....... 0 .4 R-4942-A ...... A ....... 0 .7 R-4943 ........ K ....... 0.3 R-4943-A ...... K ....... 0 .3 R-4943-8 ...... K ....... 0 .3 R-4976-1 ...... A ....... 0 .9 R-4976-1 ...... 8 ....... 0 .9 R-4976-2 ...... A ....... 1 .5 R-4976-2 ...... 8 ....... 1~ R-4976-3 ...... A ....... 2.5 R-4976-3 ...... 8 . · ...... 2.5 R-4976-4 ...... A ....... 3.7 R-4976-4 ...... 8 ....... 3.7 R-4976-5 ...... 8 _ ...... 5 .2 R-4977-1 ...... A ....... 1 .5 R-4977-1 ...... 8 ....... 1 .5 R-4977-2 ...... A ....... 2.0 R-4977-2 .... , . 8 ....... 2.0 R-4977·3 ...... A ....... 3 .7 R-4977-3 ...... 8 ....... 3.7 R-4977-4 ...... A ....... 5 .3 R-4977-4 ...... 8 ....... 5 .3 R-4977-5 ...... A ....... 8.0 R-4977-5 ...... 8 ....... 8.0 R-4990-AA ..... A ....... 0.2 • R-4990-A ..... A ....... 0 .2 • c -. --... 0.3• p - ---... 0 .1. R-4990-8A ..... A ....... 0 .3 • R-4990-8X ..... A ....... 0 .3 • c ---.... 0 .3• p ---.... 0 .1. R-4990-CA ..... A ....... 0.4 • R-4990-CX ..... A ....... 0 .4 • c ---.... 0.4. p --. -. -.0 .1. R-4990-0A ..... A .. _ .... 0.4 • R-4990-0X ..... A .... : . : 0 .4 • c --..... 0 .5. p --. -... 0.2. R-4990-EA ..... A ....... 0.5 • R-4990-EX ..... A ....... 0.6 • c -. --... 0 .5• R-4990-FA ..... A ....... 0 .6 • R-4990-FX ..... A ....... 0 .7 • c --..... 0 .8• Type K indicates "Special" grate style and is not among standard types as illustrated . 268 •NOTE: On catalog ~·s R-4990-AA thru R-4999-L9 , SQ . FT. OPEN is per lineal foot. Drainage Calculations ,·OVERFLOW ANALYSIS: When Detention Pond 2 overflows during 5 0 and 100-year storm conditions, the runover will be spread across a 30 to 50 foot curb span with.flow intensities less than predevelopment overland sheet.flow. Calculations are provided below to show the expected.flows and verify that overflow conditions should not present any erosion problems on the project site or adjacent property. 1. Detention Pond 2 Overflow: Consider worst-case scenario -Maximum Overflow Rates 50-year Overllow: 100-year Ovedlow: 0.43 cfs 0.80 cfs 50-year Ovedlow Curb Distance: 100-year Ovedlow Curb Distance: 50-year Overtlow Rate: 100-year Overtlow Rate: 2. Predevelopment Peak Flows: 30 ft 40 ft 0.014 cfs/ft of curb 0.020 cfs/ft of curb Peak Flow Rates overland for 2 -yr to 100-yr Storm Events Qi: Q5 : Q10: Q15 : Q5o : Q100 : Downstream Property Line Distance: 80% of Distance: 70% of Distance: 3 .19 cfs 3.88 cfs 4 .3·5 cfs 4 .97 cfs 5 .62 cfs 5 .87 cfs 344.4 ft 275 .6 ft 241.1 ft BUDGET MlNI STORAGE -Lots 18 & 19, Block 1 Reg ency Square Subdivision , Colleg e Station , TX Therefore, an estimate of overland peak flows is derived by dividing the peak flows by the distance across which they would be distributed. Conservative values of 70 % and 80% of the total northeastern property line are calculated for comparison purposes. Actual flow concentrations in the predevelopment scenario are probably considerably higher. -80% 70% (cjsljt) (cfsljt) Qz: 3.19 cfs 0 .011 0 .013 Q5 : 3 .88 cfs 0 .014 0.016 Q10: 4.35 cfs 0 .016 0 .018 Q15 : 4.97 cfs 0 .018 0.021 Q5o : 5 .62 cfs 0.020 0 .023 Q100: 5 .87 cfs 0 .021 0 .024 Since, overflow rates are found to be the following, 50-year Overflow Rate: 100-year Overflow Rate: 0 . 014 cfs/ft of curb 0 .020 cfs/ft of curb overflow rates are less than approximated predevelopment flows for the corresponding storm intensities and should not vary significantly from previous overland.flow behavior. Therefore, we do not expect the overflow from the Pond 2 area during 5 0 and 100 year storm conditions to pose any erosion problems. BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station , TX 1/2"0 REBAR 4" X 4" WOODEN TIMBER PLACED ' EVERY 4 FEET WHERE HEIGHT IS GREATER THAN 2 COURSES (NAILS TO BE DRILLED THRU 4 X 4 TIMBER HAMMERED INTO 6''X 8" TIMBERS.) ' . TIMBER RETAINING WALL DETAIL 10" SPIKES -1.00 % ----- ··:J;JN/ii;)::' - BUDGET l\1lNI STORAGE -Lots 18 & 19, B lock 1 R~en cy Square Subdivision . College Src:rion . T.X ;"71?'://.d<L) 77P'Af .~N/Ml!/$1' .,el ~M?7 _Ll';V77~ J.JrdP-,.t?-, /7 a~ ,d;.r ~ hffh?N/h' P' d/V~ <UNI a/Ii" ~t11.i 112"1tJ ~ F~IJ ..... ~· ... :: .• ... ;~ .... '"t>'.A!W a"Nod N"oi.LN3!3o m,jit1®=® tJou53s 77PM .7iWNI~ 39<;;"#/.L d!MITn:;t;? I I ,.p _I ,L/n-/»'A'L ..Dl1;>,1~~N~ __ ,_ -zj_ ENTM ~";? ,."?.K,."'7--:;I# ,,,t?;/ ,,0,1 0 2/28 /97 11:04 FAX 409 693 4243 M D G ~002 MUNICIPAL DEVELOPMENT GROUP 203 HoJleman Drive East • College Station , Texas 778./0 • 409-693-5359 • FAX: 409-693-4243 C o n s u ·1 t i n g Engineers • Surveyors • Planners Mr. Steve Homeyer Engineering Department ~ o . /7 Fool ~~A/2.."":b ~""S. Nol m€E'f nl€" m 11-ftmv.,.,... or= o .SFi!!Ci; ~ "hL<.€ TD T7/E C< eC<.A M 'Sl\4.NC.~ CITY OF COLLEGE STATION 1101 Texas Avenue South College Station, Texas 77840 sc. .. .'Z./2c:JJ..,,..N"'J::>1.NG ~ s; t7U.. A77oAI I ~ C 17}-' (.,.)I LL ACLepT ~ c,o ~;J1 C.. ~P f:O../~, ~-lcr-rJ February 28, 997 · RE: Detention Pond As-Built Capacity Check BUDGET l\11NI-STORAGE COMPLEX College Station, Brazos County, Texas Dear Steve, Analysis of the detention area constructed for the Budget Miri.i Storage Complex provided the subsequent findings . The pond was surveyed as-built to determine the existing ground elevations and pond configuration . At the lowest top of berm elevation of 311 .24 , a maximum capacity of 5690 ft.3 was calculated from the survey data taken. With all other variables remaining constant, the following results are expected : STORM SIMULATION 5-vear 10-year 25-year 50-year 100-vear StormDepth j 1.29 ! 1.41 [ 1.56 ! 1.71 ! 1.76 0 0 0 •0 0 00 0 +0 00 0 0 00 0 0 0ol t o f 00 0000o t 0 0 0 0 00 0 .. 000 0 0 ~0 0 0000 >00 0 .. 0 0 >O 00 00~0 .. 00 0 ...... 000 O .. UO ~OO H O o00 0 00 .. 0 o 0o0o0o 0 0 « 0 0 0 .... 0 000 0 0o ooooooo o Oo .;o oo 0 0 .... e00 ..... 0 0 00•0 • StormElevation l 310 .60 i 310.72 ! 310.87 i 311.02 : 311.07 ............. st~~··v~i~~······r ··· .. 2~;0 ·i ... T ... '3.ii6 ..... r ··-··3"16·1 ······r ·· .... ·4432 .. ·····r·····4·611······· ······s~ppi°f~;rc~p~~-;tY······r .. ···5690 ····1·· .. ·:s6·9a ·····r ...... s69o ·· .. ··r·······s690·······r ····5·69·0·· ..... ···:p~~~-~~t -~f"c~j;~~·itr ...... r ··4·7··0x .. T· .. ·5·5··%····T·····66"% ...... r ...... 78 .. % ...... T ...... 82'0X····· ···s·li;;pi i~·;fF~~-~-b~~;r ·· .. r--0·:64·fi···1····0:-si'fi····r ·--0j·fit .. ··:-····a·."2·2--it ···T ···0:"i"7 .. fi ..... Storage for the 100-year storm condition is provided. The existing pond does not, however, meet the 0 .50 feet of freeboard requ irement. In general though, the detention facility does meet the purposes for which it was originally designed and freeboard clearance of 0.17 feet is supplied at the maximum design storm event . Respectfully Submitted, ~~2.cJ~ Lisa R. Hagerman -Under the Supervision of Mr. North B . Bardell, fYJ},..-"7 l\IUNICIPAL DEVELOPMENT GROUP ,-r:.·?;;'7 p-~ .. MUNICIPAL DEVELOPMENT GROUP 203 Holleman Drive East • College Station , Texas 77840 • 409-693-5359 •FAX: 409-693-4243 Consu ·lting Engineers• Surveyors• Planners Mr. Steve Homeyer Engineering Department CITY OF COLLEGE STATION 1101 Texas Avenue South College Station, Texas 77840 RE: Detention Pond As-Built Capacity Check BUD<:a..°"""'T iViINI-STORAGE COl\iPLEX College Station, Brazos County, Texas Dear Steve, February 28 , 1997 Analysis of the detention area constructed for the Budget Mirii Storage Complex provided the subsequent findings . The pond was surveyed as-built to determine the existing ground elevations and pond configuration . At the lowest top of berm elevation of 311 .24 , a maximum capacity of 5690 ft3 was calculated from the survey data taken. With all other variables remaining constant, the following results are expected : STORM SIMULATION 5-year 10-year 25-year 50-year 100-year StorrnDepth i 1.29 . 1.41 . 1.56 . 1.71 . 1.76 ::::::::::~~?.~:~~:~~~~~~~::::::I:Ifo:.:~9.::I::))Q;:?.~:::r::::~:i§:~?.::::r:::::~:ff.:Qj:::I:5~:i:;9.i:::: Storm Volume ! 2701 ! 3146 ! 3761 ! 4432 ! 4677 ······s~ppli~<l ·c~p~~·;iY·····-r· .. s6«jo ···-r ···:s 6·90····T·····56·9o·····T ...... 569o·····T ·····5·69o·· ..... ···············································~····················>·····················':·······················':·························<························ ... ~:'..~.~~~.~~.~~P.~~.~~ ...... l....~7..~ .... l... .. ?.?. .. ~ ..... l....§~ .. ~ ...... l... .. .?.~ .. ~ ....... l... ... ~2: .. ~ ..... . Supplied Freeboard ! 0 .64 ft ! 0 .52 ft ! 0 .37 ft ! 0 .22 ft ! 0 .17 ft Storage for the 100-year storm condition is provided . The existing pond does not, however, meet the 0 .50 feet of freeboard requirement. In general though, the detention facility does meet the purposes for which it was originally designed and freeboard clearance of 0 .17 feet is supplied at the maximum design storm event . Respectfully Submitted, cA~2.2)~ Lisa R. Hagerman -Under the Supervision of Mr. North B. Bardell, fyF.;(1 7 MUNICIPAL DEVELOPMENT GROUP ./}, · /';,.; p~ .. . .., 01 /~8 /1994 14:29 4095951000 r • BUDGET STOR AGE BUDGET Mini-STORAGE 104 Holleman College Station, TX 77840 (409)696· 1000 TELECOMMUNICATIONS FAX MESSAGE OF: NO. PAGES TO FOLLOW: I MESSAGE Ii CJ n sY i:..rr PAGE 01 01 ~0 8 /19 94 1 4:2 9 .. ., ' 4 0 %%1000 BUDGET STO RAG E BUDGET Mm•· STORAGE 104 Holleman Colle1e Station, TX 77840 PAGE 02 ( 409)"'· 1000 Comer of HOllem•n er W•llbom Road May 3, 1996 City of College Station P. o. Box 9960 College Station, TX 77842 Attn: Jim Callaway Dear Sir: This is a letter of understanding that I, Jerry Etheridge, am responsible for the total cost of the improvements necessary to bring the retention pond at Budget Mini-Storage (104 Holleman) up to engineer's specification within a reasonable amount of time. If I fail to take the necessary steps to bring this pond up to specifications, I give the City of College Station permission to enter thie property and do "whatever it takes" to fix the problem. I also understand that the City of College Station can then cash the letter of credit in order to pay for these improvements and that I am responsible for any remaining balance the letter of credit does not cover. Sincerely, ~ Jerry Etheridge ···" ... : DEVELOPMENT PERMIT PERMIT NO . 327 Budget Mini-Storage FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lots 18 & 19 , Block 1, Regency Square SITE ADDRESS: 110 Holleman Drive College Station, Texas 77840 OWNER: Jerry Etheridge 1504 Saddle Lane College Station, Texas 77845 (409)693-5770 DRAINAGE BASIN: North Fork Tributary "B" of Bee Creek TYPE OF DEVELOPMENT: ·This permit is valid for site construction according to the approved plans . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria. Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . f-IZ-S(p Date Contractor Date Figure XII-1 Application Form Development Permit For Areas Outside Flood Hazard Areas City of College Station. Texas (re: Ordinance No. ) NoTf.: 1Hts APPLtcPtTION RE.'PLACE.S ml:: ORIC,/NA.L Site Legal Description: f..c>15 J 'X ~ 19 . Olac ;:;, \ K c:c.,z;.Nc..'i SQuAR . ..£ ; ) Site Address: \ l 0 HoU..W AtJ DR..\V6.. __ Located in: NDRi!\ Fo~~ :Jl.1r;,vm it.'{ '\.E:>" 13bf:. Ci-"i=.~K Watershed O.imer: JCRR)' £Tl-\ff<.tO~c Address: /50~ $ADDL-£ (Al\l~ C.S . 7X. Telephone No.: Ce'f3-Slro' ) Architect/ Address: l..p 3 ti C>li..CHftN Ug. s.) c.~. J TX Engineer:MutJ1q p!j LDC:vClofHWf ~f Telephone No.: (g 93 -S ,3,5 9 Contractor: JE°rZ!Z)' &th:.SS\DCo1=.. Address: /So4 S e DI>LE lA"-'i&,C.5 .)TX . Te 1 ephone No. : &B 3 -s ?zc Date Application Filed: 01/o<g /9<e r I Approved: Application is hereby made for the following development: fl H11\J1 -SIZ>4\<9 C. k )A U Hcru Sf; @<.p AN.S1cN Attached as part of this application: ( SUl?M1IT€,!)\ Application Fee Oc..T. 1~'\5 ) Drainage Plan with supporting documentation: two copies of each Other: ' ~~~~~~~~~~~~~~~~~~~~~~ ACKNOWLEDGEMENTS: I. V1rht ..£rh t e :c/,:j !Sr , as owner, hereby acknowledge or affirm that: I The above Drainage Plan and supporting documents complies with the requirements of Ordinance No. W CITY OF COi 1 .EGE STATION Post Office Box 9960 1101 Texas Avenue College Station, Texas 77842-9960 (409) 764-3500 ·· July 14, 1997 Budget Mini-Storage ATIN: Mr. Jerry Etheridge 104 Holleman College Station, Texas 77840 RE: Detention Facility at Budget Mini-Storage (DDP #327) Dear Mr. E~eridge: This letter is to inform you that the modifications made to the detention pond at the above referenced location does not meet the minimum freeboard of six ( 6) inches, but does provide for the design capacity as indicated by Municipal Development Group. Therefore, the City will accept these modifications without further requirements. If you have any questions, I can be contacted at 764-3570. Steve Homeyer Asst. to the City Engineer cc: Kent Laza, City Engineer Shirley Volk, Development Coordinator Jerry Jones, Inspector Home of Texas A&M University ... 02..{16 /1996 10 :29 4096961000 BUDGET STOR AGE PAGE 02 BUDGET MU.i STORAGE r 'LG' oDr 104 Holleman --g LAI:£~ Pl //V / -~ A size for every budget To: Steve Homeyer City of College Station Planning Division College Station, Texas 77840 (409) 6'6·1000 er of Hollema11 and W~llbor n This Letter is to give Jerry Etheridge (Budge Mini Storage) authorized to use the lot in back of Budge Mini Storage(lot lR of Regency Square substation to clean; fill and level any low areas as to improve the general apperance of area. This is not to change the general fall of land but to improve the looks as well of the maintance of the property. In no way will it effect the draining ditch of the area. ~)~ V-P· Dt-'~A-f,~ ~ s 3 f/1 ?/J s 5f (}J~ 'AL · I 0 ~16 /1996 10:29 4096961000 BUDGET STORAGE PAGE 01 BUDGET Miui STORAGE 104 Holleman CoU.e Station, Texas 77840 (Q) 696-1000 A aiu for every budge< Corner of Hollem•n and Wellborn TELECOMMUNICATIONS FAX MESSAGE DATE:-J......_-_-_/..._;.J-:.;;;__-_-_._<J_"_C, ____ _ To: __ y -:r-..E: ~ Ha n ~x £= a OF: C~,,1-~<i-E -STA:T/(JrJ FAXl:-7'-c.9) f")6,.!,.t--5'5?0 FROM: ~k-'kj • i ti"rh er. ci c2 0 J NUMBER OF PAGES TO FOLLOW: ______ _ MESSAGE: __ ;..s_· ____ T;__,,_1i ...... · ..... : .,;:;,iS....._...,.i:;,L....Li--C.1:=:.........L=--)~/;....;4~J_.(_.) __ /)/""'--=-e~-e~I..._. --- . ~· ' ~·~ r Cl ~0;,0?,0~~,2!-1-E G,~1 ~!~!.!~N ~ College Station , Texas 77842-9960 October 3, 1996 Budget Mini-Storage A TIN: Mr. Jerry Etheridge 104 Holleman College Station, Texas 77840 RE: Detention Facility at Budget Mini-Storag Dear Mr. Etheridge : (409) 764-3500 1bis letter is to inform you that the Irrevocable Letter of Credit established to guarantee the construction of retrofit modifications to the detention pond and parking area at the above referenced location expires October 30, 1996 . If these modifications are not completed by this date , the City will make a draw on this letter. Please call as soon as possible to inform me of your work schedule . If you have any questions feel free to contact me at (409)764-3570 . Steve Homeyer Graduate Engineer cc : Shirley Volk, Development Coordinator Jerry Jones, Inspector Deborah Grace, Staff Assistant Home of Texas Af, "\ Univt:r sity N otice of Proposed In stallation Utility Line o n No n -Co ntrolle d Ac c es s Highway Form 10 23 (Rev . 9-93) .· .... " .. ' .. ' (P rev io u s vers ion(s) are obsoi ete.) To the Texas Transportation Commission c/o Dis trict Engineer Date OcTo&rz.. 2..l, . f g q S "'Tex a s Department of Transportation 1-..2>R.ACL:>S CotJ NTY , Texas Formal notice is hereby given that ']3 U oc:;:, t r t-J 1 tJ I ~O TOT<-AGE Company proposes to place a W 4Tcr<.utJc / Ft@..E. ti YDrZAtJT L~lfD / RECEI VED NOV 2 7 .1995 line within the right-of-way of W ELl6o r.uJ :Ro AD m J3 R..A?:o.S County, Texas as follows : (give lo cation, length, general design, etc.) ll-\f; ?~O PC .Sf...O W A TC:R.L!Nc rf\JCL U D'C.S f 3 .S 1 0F l.11 pvc.. P1Pc ,, /-<-{s 0 M .S . 6 S N .() ,.qrJfj / C oNc..tl...&TC:: TJ-1 ,(..V.ST °BLoc..KtNC. To B& loc.flTE:.D w 1nt/N n-/c ~I Gl-fr -OF Wft Y 13c/WC:.&J \._\f:UGmuJ ~0 '°1.0 A-f'JD lo r f <g / BLocfC I 1 f<-·f /ob-JGf .SqOJq ,e."£ .:5cJ6.p 1 v t .51~rJ . Titf.. P~o?o-ScO vJA-Tc R..U/'-l f;-'b;f<;.tN .S ftT Jlf f_ 5/T"i:;; oF Ttf:f:: CX1 6 77NCo Ft f2 "£ tf.YD r'Z f/rJT ffT *U .¢;:"-'(l'hJ A-tJ .D W <t::. UA3o r<.rJ J c...rz...oss c;s Tr{ 'f:. !<... ~ H A 1 tJ .fJ cf<..... o .P T1f "E:: r < . .J c,, 4 r--0 F -t,.J ft y IT rJ 0 QJ;i/T7 IJU &.:s o r-::i lo r t q, 10 TH 'f:: ?/(_ o Po 0 co /<'£LO c../t n arJ 6 1 1c. CJF= m c.. 'F, t<. ~ rf y 0 ;_ANT. The li ne will be constructed and maintained on the highway right-of-way as shown on the attached drawing and in a ccordance with tl~e rules, regulations and policies of the Texas Department of Transportation (TxDOT), and all governi ng laws , including but not limited to the "Federal Clean Water Act," the "Federal Endangered Species Act," and the "Federal Historic Preservation Act." Upon request by TxDOT, proof of compliance with all governing laws , rules, and regulations will be submitted to TxDOT before commencement of construction. Our firm will use Best Manageme nt Practices to minimize erosion and sedimentation resulting from the proposed installation, and we will revegetate the project area as indicated under "Revegetation Special Provis ions." Our fi rm will insure that traffic control measures comply ing with applicable portions of the Texa s Manual of Uniform Traffic Control D e vices will be installed and maintained for the duration of this installation. The location and description of the proposed line and appurtenances is more fully shown by ____ 2. ____ complete s ets of drawings attached to this notice . Construction of thi s line will begin on or after the ---'-__ day of_--'-N_o_v_S~t-1~6-~~~--·19 '1 >£ . By signing below, I certify that I am authorized to represent the Firm listed below, and that the Firm agrees to the conditions/provisi ons included in this permit. Firm bu.o~ET M /f'J l -3 70 «.A-G f By (Print) ~=-1'..I ~·f, 1':.?10 <Of-. S>gnature J_~ j: d~ Title ()\(\/ N f. fZ.__ Address _..;.../.=o _L-f_:___--'-H..J....:o:O...:L=U='--M'-'-A--'-'-N-'--"D=---=-c((.""-'1 v-=c..=--...... W~b.=S~T'- I 178 S O Phone No. ___ ___::G=--9:__;&"""'-----'--{_o_o;;:.__:,,o"------- ~ ~s Form 1023 (Rev. 09-93) e 11{' (Previous Ver..ions Obsolele) APPROVAL H N FM 2154 at Holleman Drive wy. o. ____________________ _ Beg. RM Offset End RM Offset ----Maintenance Section No. 002 ~--=-=-=------------Br a z o s Coun~ Date November 21, 1995 The Texa~ Depa_rtment of Transportation (TxDOT) offers no objection to the lo cation on the right-of-way of your proposed Waterline/Fire Hydrant Lead line as shown by accompanying drawings and notice dated 10/26/95 except as noted below. . ' It is expressly understood that the TxDOT does not purport, hereby, to grant any right, claim, title, or easement in or upon this highway: and it is further understood that the TxDOT may require the owner to relocate this line,, subject to provisions of governing laws, by giving thirty (30) days written notice. You are requested to notify this office prior to commencement of any routine of periodic maintenance which requires pruning o f trees within the highway right-of-way, so that we may provide specifications for the extent and methods to govern in trimming, topping, tree balance, type of cuts, painting cuts and clean up . These specifications are intended to preserve our considerable investment in highway planting and beautification, by reducing damage due to trimmin g. The installation shall not damage any part of the highway and adequate provisions mu st be made to cau se minimum inconveniences to traffic and adjacent property owners. In the event the Owner fails to comply with any or all of the requirements as set forth herein, the State may take such action as it deems appropriate to compel compliance. • General Special =rovisions: ~ Traffic Cont~an needed before work begins if lane closure is expected. ---- • Revegetation Special Provisions: In order to minimize erosion and se dim e ntati on res ulting from the proposed installation, the project area will be revegetated ~in accordance with TxDOTs Standard Specification Item 164 which spe cifi es the appropriate grass seed rriix to be used, or 0 as indicated on the attachment. . Please notify Mr -.· 'Delmar L. Smith ( 40 9) 77 8-8054 forty-eight (48) hours prior to starting construction of the line in order that we may have a representative present. Texas Department of T ra ns portation By:/)~~.~ 2J~:f<K~~--Distr ic t No . Bryan 17 Patrick T. Williams, P. E. Area <·~Engineer i· i i · I .. ·'.· 1.· :.:.: ~ "i:'" TO: FROM: RE: DATE: RECE\VED DEC 1 8 '995 CITY OF COLLEGE STATION · LEGAL DEPARTMENT POST OFFICE BOX 9960 1101 TEXAS AVENUE COLLEGE STATION, TEXAS 77842-9960 (409) 764-3507 MEMORANDUM Steve Homeyer, Project Manager/Engineering Department Jan Schwartz, Legal Assistant ~ Budget Mini-Storage at Wellboftland Holleman December 15, 1995 Attached hereto for your file are copies of the two executed and recorded Utility Easements we received from Jerry Etheridge for Budget Mini-Storage . :js Attachments ' ' ' UTILITY EASEMENT DATE: GRANTOR: JERRYD. ETHERIDGE GRANTOR'S MAILING ADDRESS: 1504 Saddle Lane Brazos County College Station, TX 77840 GRANTEE: CITY OF COLLEGE STATION, TEXAS GRANTEE'S MAILING ADDRESS: 1101 Texas Avenue Brazos County College Station, Texas 77842 CONSIDERATION: Ten Dollars ($10.00) and other good and valuable consideration . .. -.. >J. CLERK PROPERTY: Being all that certain 0.064 acre tract or parcel of land, being a utility easement, and being a portion out of Lot 18, Block One, Regency Square, as depicted by plat recorded in Volume 771, Page 103 of the Official Records of Brazos County, Texas; provided, however, that this conveyance shall grant the rights herein specified only as to that portion of the above-described property more particularly described on the attached Exhibit "A" known as the "easement area," and any additional area outside the easement area necessary to install and attach equipment, guy wires, and anchors necessary and incident to the uses of the Easement Area to erect, construct, install, and thereafter use, operate, inspect, repair, maintain, reconstruct, modify and remove the following : Water lines, connecting lines, access facilities, and related equipment; and a fire hydrant; upon, over, and across the said PROPERTY as described and any ways, streets, roads, or alleys abutting same; and to cut, trim, and control the growth of trees and other vegetation on and in the easement area or on adjoining property of GRANTOR, which might interfere with or threaten the operation and maintenance of any public utility equipment, accessories, or operations. It being unde~st~od and agr~ ~~a~_ an~~d all equipment and facilities placed upon said property shall -·---,_ 1 . ~ _.., > ~ METES AND BOUNDS DESCRIPTION OFA 0.064 ACRE TRACT (A 20' WIDE UTILITY EASEMENT) REGENCY SQUARE COLLEGE STATION, BRAZOS COUNf'X, TEXAS Metes and bounds description of all that certain 0.064 acre tract or parcel of land, being a utility easement, and being a portion out of Lot 18, Block One, Regency Square, as depicted by plat recorded in VOLUME nl, PAGE 103 of the Official Records of Brazos County, Texas, said O .~ acre tract being more particularly descnl>ed as follows: BEGINNING at a point for the west comer of said Lot 18, said point being the intersection - of the southeast rigbt--0f-way line of Holleman Drive and the northeast right-of-way line ofWellbom Road . JHENCE N 41° 59' 33" E -21.07 feet with said Holleman Drive right--0f-way line to a point for comer. TIIENCE S 29° 39' 54" E -142 .63 feet across said Lot 18 to a point for comer. IHENCE S 60° 20' 06" W -20 .00 feet across said Lot 18 to a point for comer in said Wellborn Road right-of-way line . IHENCE N 29° 39' 54" W -136.00 feet with said right-of-way line to the PLACE OF BEGINNING, and containing 0.064 acres of land . 000302-F .10-13 (2611) October 1995 Municipal Development Group College Station, Texas Preparedby: ~ A. W. Kessler Registered Professional Land Surveyor No. 1852 EXHIBIT A VO L 2484PAG:1.87 ,, I DATE: GRANTOR: UTILITY EASEMENT ~ n,1qq'"" I JERRY D. ETHERIDGE GRANTOR'S MAILING ADDRESS: 1504 Saddle Lane Brazos County College Station, TX 77840 GRANTEE: CITY OF COLLEGE STATION, TEXAS GRANTEE'S MAILING ADDRESS: 1101 Texas Avenue Brazos County College Station, Texas 77842 CONSIDERATION: Ten Dollars ($10 .00) and other good and valuable consideration. PROPERTY: Being all that certain 0.087 acre tract or parcel of land, being a drainage easement, and being a portion out of Lot 17, Block One, Regency Square, as depicted by plat recorded in Volume 771 , Page 103 of the Official Records of Brazos County, Texas; provided, however, that this conveyance shall grant the rights herein specified only as to that portion of the above-described property more particularly described on the attached Exhibit "A" known as the "easement area," and any additional area outside the easement area necessary to install and attach equipment, guy wires, and anchors necessary and incident to the uses of the Easement Area to erect, construct, install, and thereafter use, operate, inspect , repair, maintain, reconstruct, modify and remove the following : Drainage ditches, drainage pipes and all other drainage structures, surface and subsurfaces; upon, over, and across the said PROPERTY as described and any ways, streets, roads, or alleys abutting same; and to cut, trim, and control the growth of trees and other vegetation on and in the easement area or on adjoining property of GRANTOR, which might interfere with or threaten the operation and maintenance of any public utility equipment, accessories, or operations. It being understood and agreed that any and all equipment and facilities placed upon said property shall remain the property of GRANTEE. ---~--.. ~ ./ •,. METES AND BOUNDS DESCRIPTION OFA 0.087 ACRE TRACT (A 20' WIDE DRAINAGE EASEMENT) REGENCY SQUARE COLLEGE STATION, BRAZOS COUNTV, TEXAS Metes and bounds description of all that certain 0.087 acre tract or parcel ofland, being a drainage easement, and being a portion out of Lot 17, Block One, Regency Square, as depicted by plat recorded in VOLUME 771, PAGE 103 of the Official Records of Brazos County, Texas, said 0.087 acre tract being more particularly described as follows : BEGINNINQ at the south comer of said Lot 17, and lying in the east line of :!..,ot 19 . UIENCE N 31 ° 1 T 52" W -31 .58 feet with the southwest line of said Lot 17 to a point for comer . IHENCE N 58° 42' 08" E -20 .00 feet across said Lot 17 to a point for comer. UIBNCE S 31 ° 1 T 52" E -4. 70 feet across said Lot 17 to a point for corner. THENCE N 41° 59' 41" E -158 .50 feet across said lot to a point for comer. IHENCE S 48° 00' 19" E -20 . 00 feet across to a point for comer in the southeast line of said Lot 17. THENCE S 41 ° 59' 41" W -185 .38 feet with said lot line to the PLACE OF BEGINNING, and containing 0.087 acres of land . 000302-F .09-13 (2611) October 1995 Municipal Development Group Coll~eS~o::~~ Prepared by.,..__.._ _ __..___......,_ ______ _ AW. Kessler Registered Professional Land Surveyor No. 1852 EXHIBIT A VO L/> 484 r A G ~ 189 ·> s 'B-Z?-7t, DRAINAGE COMPU~TATIONS for B 'UDGET MINI-STORAGE 1.26 Acre Tract LOTS 18 & 19, BLOCK 1 REGENCY SQUARE SUBDIVISION College Station, Brazos County, Texas Prepared for : lVIr. Jerry Etheridge l504 Saddle Lane College Station, Brazos County, Texas Telephone: (409) 696-1000 .MUNICIPAL DEVELOPl\'IENT GROC'P 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 7734-0 (409) 693-5359 (409) 693-4243 fux Engineering Planning Surveyii!g *Revised: July, 1996 * .r DRAINAGE COMPUTATIONS for BUDGET MINI-STORAG j J \}6' (f~~~~'lc;t. 1.26 Acre Tract LoTs 1s & 19, BLOCK 1 r · cP ti/\, REGENCY SQUARE SUBDIVISION /1 1 _ ril/ rvJ.l.7 College Station, Brazos County, Texas 1 r \ Prepared for: Mr. Jerry Etheridge 1504 Saddle Lane College Station, Brazos County, Texas Telephone : (409) 696-1000 Prepared by: MUNICIPAL DEVELOPMENT GROCP 203 HOLLEMAN DRIVE EAST COLLEGE STATION, TEXAS 77840 (409) 693-5359 (409) 6934243 f.i.x Engineering Planning Surveying *Revised: July, 1996 * DEXTER OR. S. PROJECT LOCATION WELSH AVE WELl.80ltH ' SOUTHERN PAClrlC It.It. It MISSOUltJ PAClflC It.I. DRAINAGE COMPUTATIONS for BUDGET MINI STORAGE Lot 18 & 19, Block 1 -Regency Square Subdivision College Station, Brazos County, Texas * June , 1996 * SUMMARY This report represents a modified drainage plan for the BUDGET WNI-STORAGE project following initial construction. To ensure compliance with City of College Station requirements, an Asbuilt study of the drainage system and improvements was performed. Due to design modifications performed by the owner, results from our study showed the project to be lacking in detention capacity for the increased flow generated by the development. Thus, rework of the drainage plan was necessary and shall warrant some modifications . Emphasis was made to minimize adjustments and cost to the owner while providing a sound drainage design for the BUDGET l\.1INI-STORAGE development in keeping with the City's Drainage Ordinance regulations. The subject property is situated on the southern side of Holleman Drive at the intersection of Wellborn Road in College Station . (See Vicinity Map.) The development is established within the bounds of the 1.26 acre tract -Lots 18 & 19, Block 1 of Regency Square Subdivision, College Station, Brazos County, Texas . The project site was undeveloped and vacant prior to BUDGET :MINI-STORAGE construction with the exception of native vegetation The natural terrain slopes away from Wellborn Road with surface drainage overland. Predevelopment runoff sheet-flowed from the property and was divided between Holleman Drive and the low, detention area at the back of the adjacent C . C . Creations property. The proposed drainage plan for post development conditions, with the necessary modifications , is outlined in this report. Stormwater runoff, including the increase generated by the new development, will be detained on site through metered detention areas . Collection areas for Ponds 1 & 2 cover 1.19 acres of the total 1.26 acre project site . The remaining 0.07 acres is divided between two areas which are allowed to flow unrestricted from the site; referred to as Free-Flow 1 (0 . 03 acres -mostly impervious) and Free-Flow 2 (0 .04 acres -all pervious). The primary basin, called Detention Pond 1, is located at the front of the property along Holleman Drive and provides the majority of the detention capacity for the site. The property boundary along Holleman and Wellborn is outlined with trees and shrubs according to municipal BUDGET MINI-STORAGE -Lot 18 & 19, Block l ; Regency Square Subdivision , College Station , TX landscape and streetscape requirements. The primary detention area, however, also offers the appeal of additional visible greenspace at the front of the property and bordering major thoroughfares . The second, smaller detention area collects flow in the paved area at the rear eastern portion of the complex and ponds runoff flow to a maximum depth of 7 inches in the 100-year storm event. Stormwater runoff from all roofs and pavement surfaces is collected by the storm sewer network with the exception of 0.03 acres at the entrance drive off Holleman . (See included Site Layout and Collection Delineations.) The storm sewer network will discharge all collected runoff flow to the rear of the C. C. Creations at a rate less than or equal to the peak pre-development flows . This report is organized into five parts: PROJECT SITE [MAIN], FREE-FLOW 1, FREE-FLOW 2, DETENTION POND 1, and DETENTION POND 2. Relevant calculations and data are provided in the appropriate section of this report according to the particular scenario modeled. The first section covers drainage information relating to the peak runoff flows for the site as a whole and verifies that peak post development conditions do not exceed predevelopment ( Section 1: PROJECT SITE [1v1AIN] ). The total hydrographs included in this section are the cumulative summation of the drainage behavior modeled in the other four sections -that is , FREE-FLOW 1 & 2 and DETENTION PONDS 1 & 2. Accompanying flow increases with development are detained on site and metered to ensure that acceptable flows are released and the drainage conditions felt downstream approximate predevelopment as closely as possible . Sections 2 & 3 (FREE-FLOW 1 & FREE-FLOW 2) concern the free-flow areas and the corresponding peak runoff flows for these areas alone . No detention is considered. Relevant information is presented in a concise and straight forward manner. This data is provided to enable more detailed analysis of the flow behavior when the site is broken down according to specific drainage patterns. Similarly, Sections 4 & 5 (DETENTION POND 1 & DETENTION-POND 2) concern the areas draining to these detention basins . Each of the detention areas is modeled to reflect inflow behavior according to the relative collection area The geometry of the pond and the selected outlet control structure control the outflow from the basin. The discharge flows and the storage characteristics are simulated as well . Water surface elevations anticipated under a given storm event and other design parameters are summarized at the end of these sections . Finally, Section 6: ADDIT IONAL CALCULATIONS contains additional information concerning the redirected flows and site modifications . BUDGET MINI-STORAGE -lot 18 & 19, Block 1; Regency Square Subdivision , Colleg e Statio n, TX MODIFICATIONS Under this drainage proposal , four significant modifications to BUDGET MINI-STORAGE will be required. The primary detention area, POND 1, will have to be enlarged (See Detention Pond 1 Detail .) The new pond will provide greater storage capacity -enabling a more restrictive outlet control device to be used to meter the discharge and ensuring the 0.5 ft freeboard requirement specified by the City of College Station The second modification will be to add a plate to the outlet control structure in POND 1. The plate will be fixed over the existing storm sewer outlet to approximate a 6.75 inch orifice . The third alteration needed requires regrading a small section of pavement to change flow patterns . Approximately 800 square feet of concrete pavement will be directed to the primary detention basin instead of the storm sewer grate to which it currently drains . Finally, the last modification will be to install a pipe and inlet grate from this same pavement area to the POND 1 when this area is repaved. (See Details provided.) Spreadsheet Calculations: These spreadsheet calculations are summarized according to the following methodology. Based on the following information: appropriate tributary drainage area (1.26 acres), appropriate run-off coefficient (predevelopment -0.40), and time of concentration (10 minute minimum) -the relative pre-development peak discharge rate ("Q") was determined. The Rational Method was utilized to compute the estimated peak pre-development runoff flows under varying storm intensities. The equation that represents the Rational Method is Q = CIA. The variables are defined as follows : "Q" is the peak discharge rate in cubic feet per second, "C" is the run-off coefficient (assumed to be 0.40 in the pre-development condition),"!" is t he storm intensity in inches per hour, and "A" is the area of the drainage basin in acres . Similarly, the same tributary area of 1.26 acres , the post-dev elopment run-off coefficient of 0 .83, the time of concentration (10 minute minimum) are employed to yield the relative pre-development peak discharge rate ("Q"). The Rational Method was again used to approximate peak post-development discharge rates . The "C" variable, the run-off coefficient in the post-development condition, is computed according to the relat ive amounts ofpervious and impervious surface area and equals 0 .83 for this site application . Tabulations of the predevelopment and the post development hydrographs are provided ahead of the graphics . The preliminary hydrographs are triangular in s hape and are based on the standard SCS unit BUDGET MINI-STORAGE -Lot 18 & 19, Block l ; Regency Square Subdi visi on . Coll eg e Statio n, TX hydrograph with time to peak set equal to the time of concentration and the total time base set at 3.00 times the time of concentration. (Please note that a 30 minute total stonn event duration was utilized exclusively throughout this report due to the nature and relative size of the project.) Comparison of the peak predevelopment discharge rate to the post development discharge rate is included as well . This value is determined as the volume difference generated between the predevelopment and post development hydrographs. (See first set of hydrographs .) Please note that the post development hydrograph shown on these pages assumes no detention . All runoff is assumed to free-flow. This is for comparison purposes only. Information concerning the actual post-development flows that are routed to the storm sewer network and detention areas is shown in the later part of the first section and the appropriate section to the specific collection area as modeled. BUDGET MINI-STORAGE -Lo t 18 & 19, B lock I ; R egency Square S ubdiv ision , Co llege Station , TX Drainage Calculations BREAKDOWN OF SURFACE AREA: Collection Areas 1. Detention Pond 1 Total : 0.82 acres Pervious: 0.26 acres Impervious : 0.56 acres 2. Detention Pond 2 Total : 0.37 acres Pervious : 0.00 acres Impervious : 0.37 acres 3. Free-Flow Area 1 Total : 0.03 acres Pervious: 0.01 acres Impervious: 0.02 acres 4. Free-Flow Area 2 Total : 0.04 acres Pervious: 0.04 acres Impervious : 0.00 acres PROJECT SITE Total: 1.26 acres Pervious: 0.30 acres Impervious : 0. 96 acres BUDGET MINI STORAGE -Lots 18 & 19, B lo ck 1 R egen cy Square S ubdivision, Co llege Station, TX SECTION] I Project Site [MAIN] BUDGET MINI ST ORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station . T.X Tributary Area ("A"): 1.26 Acres Perv i ous Area : 1.26 Acres Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 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 . 1 5 100-Year: 11 .64 Peak D ischarge Rate ("Q "): 2 -Year: 3 .19 5-Year: 3.88 10-Year: 4 .35 25 -Year : 4.97 50 -Year : 5 .62 100-Year : 5 .87 MAIN c = 0.40 c = 0.98 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 0 .00 0.00 0 .00 0 .00 0.00 Feet I Second Minutes 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 Cub ic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second / Cub ic Feet I Second Cubic Feet I Second Page] Tributary Area ("A"): 1.26 Acres Pervious Area: 0.30 Acres Impervious Area: 0 .96 Acres Run-Off Coefficient ("Cwt"): 0.83 Time Of Concentration ("T/c"): 10 Minutes (Min) Hourly Intens ity Rates ("I"): 2-Year: 6.54 5-Year: 7.70 10-Year: 8 .92 25-Year: 9.92 50-Year: 11.07 100-Year: 11 .61 Peak Discharge Rate ("Q"): 2-Year : 6.81 5-Year: 8.02 10-Year: 9.29 25-Year: 10.34 50-Year: 11.53 100-Year: 12.09 c = 0.40 c = 0.96 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 I Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Pre-Development Post-Development Increase 2-Year: 3 .19 Ft3/sec 5-Year: 3.88 Ft3/sec 10-Year: 4 .35 Ft3/sec 25-Year: 4.97 Ft3/sec 50-Year: 5.62 Ft3/sec 100-Year: 5.87 Ft3/sec 2-Year: 3.62 Ft3 /sec x (30 Min. 5-Year: 4 .15 Ft3 /sec x (30 Min. 10-Year: 4.94 Ft3 /sec x (30 Min. 25-Year: 5.37 Ft3 /sec x (30 Min . SO -Year: 5 . 91 Ft3 /sec x (30 Min. 100-Y ear : 6 .22 Ft3 /sec x (30 Min . 6.81 8.02 9.29 10.34 11 .53 12.09 x 60 Sec . x 60 Sec. x 60 Sec . x 60 Sec. x 60 Sec. x 60 Sec . MAIN I I I I I I Ft3/sec Ft3/sec Ft3/sec Ft3/sec Ft3/sec Ft3/sec 2 2 2 2 2 2 3.62 Ft3/sec 4.15 Ft3/sec 4.94 Ft3/sec 5.37 Ft3/sec 5.91 Ft3/sec 6.22 Ft3/sec 3,258 Cubic 3,733 Cubic 4,445 Cubic 4,829 Cubic 5,323 Cubic 5,601 Cubic Feet Feet Feet Feet Feet Feet Page3 Pre-De v el opment Inflow Hydrograph O r di nates (Cub ic Feet per S econd) Time 2-Year (Minutes) Storm 5-Year Storm 0 0 .00 0.00 1 0 .32 0 .39 2 0 .64 0.78 3 0 .96 1 .16 4 1.28 1.55 5 1.59 1.94 10-Year Storm 0.00 0 .44 0 .87 1 .31 1.74 2.18 25-Year Storm 0 .00 0.50 0.99 1.49 1.99 2.49 6 1 .91 2 .33 2.61 2 .98 50-Year 100-Year Storm Storm 0 .00 0 .00 0.56 0 .59 1 .12 1.17 1.69 1.76 2 .25 2 .35 2.81 2.93 3 .37 3 .52 7 2.23 2. 71 3 .05 3.48 3 .93 4.11 8 2.55 3.10 3 .48 3.98 4.49 4.69 9 2 .87 3.49 3.92 4.47 5 .06 5 .28 Peak = > ::::::::::::::=::=::::rn::r~:::::]::::::::rn:::::::rn:::::::~2:1:1I::::::,::::::::::::::::::::::::~s~:::::::::::::Im:::::::::::1~~§II1I::::::::::::::t!B~7:::::::::::::::::::::::::::,:::l:§J,§g:::::::::::::::::::rn::::::::::§2?z:::m:rn:;: 11 3 .03 3.68 4 .13 4 . 72 5.34 5.57 12 2 .87 3 .49 3.92 4.47 5.06 5 .28 13 2. 71 3.30 3 . 70 4 .22 4. 78 4.99 14 2 .55 3.10 3 .48 3 .98 4 .49 4 .69 15 2 .39 2.91 3.26 3.73 4.21 4.40 16 2 .23 2 .71 3 .05 3.48 3.93 4 .11 17 2.07 2.52 2.83 3 .23 3.65 3 .81 18 1.91 2 .33 2 .61 2.98 3.37 3.52 1 9 1. 75 2 .13 2.39 2 .73 3.09 3.23 20 1 .59 1.94 2 .18 2.49 2.81 2 .93 21 1.43 1 .74 1.96 2.24 2.53 2.64 22 1 .28 1.55 1 .74 1.99 2 .25 2 .35 23 1 .12 1.36 1.52 1 .74 1.97 2 .05 24 0 .96 1.16 1 .31 1.49 1 .69 1.76 25 0 .80 0 .97 1 .09 1 .24 1.40 1.47 26 0 .64 0.78 0 .87 0 .99 1 .12 1 .17 27 0.48 0.58 0 .65 0 .75 0 .84 0 .88 28 0 .32 0.39 0.44 0 .50 0.56 0 .59 29 0 .16 0 .19 0 .22 0 .25 0 .28 0 .29 30 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 MAIN Page4 Time 2-Year (Minutes) Storm 0 0.00 1 0.68 2 1.36 3 2.04 4 2.72 5 3.40 6 4.08 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year 10-Year Storm Storm 0.00 0.00 0.80 0.93 1.60 1.86 2.41 2.79 3.21 3.72 4.01 4.65 25-Year Storm 0.00 50-Year 100-Year Storm Storm 0.00 0.00 1.03 1.15 1.21 2.07 2.31 2.42 3.10 3.46 3.63 4.13 4.61 4.84 5.17 5.77 6.04 4.81 5.57 6.20 6.92 7.25 7 4.77 5.62 6.50 7.23 8.07 8.46 8 5.45 6.42 7.43 8.27 9.23 9.67 9 6.13 7.22 8.36 9.30 10.38 10.88 Peak = > ::::::::::::II:::::J:P.:::rn1:::1r:::::::t[§~§:~:::11r:::::::::::1::§~9¥1t:::::11::t:::~:;gg:IIli!l!ili:::::1:!¥:~III:11:::::JJ!:f:§i.IIlitlt:1:gfillrI:I! 11 6.47 7.62 8.83 9.82 10.96 11.48 12 6.13 7.22 8.36 9.30 10.38 10.88 13 5.79 6.82 14 5.45 6.42 15 5.11 6.02 16 4.77 5.62 17 4.43 5.22 18 4.08 4.81 19 3.74 4.41 20 3.40 4.01 21 3.06 3.61 22 2.72 3.21 23 2.38 2.81 24 2.04 2.41 25 1.70 2.01 26 1.36 1.60 27 1.02 1.20 28 0.68 0.80 29 0.34 0.40 30 0.00 0.00 7.90 7.43 6.97 6.50 6.04 5.57 5.11 4.65 4.18 3.72 3.25 2.79 2.32 1.86 1.39 0.93 0.46 0.00 MAIN 8.79 8.27 7.75 7.23 6.72 6.20 5.68 5.17 4.65 4.13 3.62 3.10 2.58 2.07 1.55 1.03 0.52 0.00 9.80 10.28 9.23 9.67 8.65 9.07 8.07 8.46 7.50 6.92 6.34 5.77 5.19 4.61 4.04 3.46 2.88 2.31 1.73 1 .15 0.58 0.00 7.86 7.25 6.65 6.04 5.44 4.84 4.23 3.63 3.02 2.42 1.81 1.21 0.60 0.00 Page5 "O c: 0 u 4) CJ) .... 4) a.. -4) 4) u. u :c ::l (.) 4) C) .... = ~ u II) cs 7.00 6.00 5 .00 4 .00 3 .00 2.00 1.00 0.00 0 9 .00 'i::l 8.00 c: 0 u 4) 7.00 CJ) .... 4) 6.00 a.. -4) 5.00 4) u. u 4 .00 :c ::l (.) 3.00 4) Cl .... 2.00 (tl .:; u II) 1.00 cs 0.00 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event 5 10 15 20 25 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 0 5 10 15 20 25 Time (Minutes) --Pre-Development Hydrograph -Post-Developme nt Outflow Hydrograph Without Detention MA.IN 30 30 Page6 10 .00 "'C 9.00 c: 0 8.00 tJ a> C/'J 7.00 ... a> a.. .... 6.00 a> a> u.. 5.00 tJ :.c :J 4.00 (..) a> 3.00 ~ (ti 2 .00 ..c: tJ en i5 1.00 0.00 12.00 "'C c: 10.00 0 tJ a> C/'J ... 8.00 a> a.. -a> a> u.. 6 .00 tJ :c :J u -4.00 a> ~ (ti ..c: tJ 2 .00 en i5 0 .00 Total Pre-Development Vs. Total Post-Development (No Detention} Peak Discharge Rates 10-Year Storm Event 0 5 10 15 20 25 0 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 5 10 1 5 20 25 Time (Minutes) --Pre-Development Hydrograph -Post-Develop ment Outflo w Hydrograph Without Detention MAJN 30 30 Page 7 "C c:: 0 c..> (I) (J) -(I) c.. ... (I) a> LL. (.) :0 ::s (.) a> E> ca .r::. (.) en C5 Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 12.00 10.00 "C c: 0 (.) (I) (J) ... (I) c.. ... (I) (I) I.I.. u :0 ::s (.) (I) ~ <a .r::. u en C5 8.00 6.00 4.00 2.00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pre-Development Hydrograph -Po st-Development Outflow Hydrograph Without Detention Total Pre-Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 1 00-Year Storm Event 14.00 12.00 10.00 8 .00 6 .00 4 .00 2 .00 0 .00 0 5 10 15 20 25 Time (Minutes) --Pre-Develop ment Hydrograph -Post-Development Ou tflow Hydrograph Without Detention MAIN 30 30 Page8 5.00 -0 c: 0 u a> (J'} 4.00 .... a> 0.... .... a> a) u.. .:! ..:: ::l u 3 .00 !: 0 ;:;:::: .... ::l 0 2.00 • • 0 I I I I I I I • I I • Inflow/Outflow Simulation 2-Year Storm Event I I 5 I • I • . I I I I I I I I I I I I 'I. I 10 ' ' ' ' ' ' ... 15 Time (Minutes) ---Pre-Development Hyd rogra ph ' ' ' ' " 20 Post-Deve lop ment Outflow Hydrograph w /o Detention ---~---Post Develop ment Outflow -Pond 1 -·-···---~Post Dev elopment Outflow -Pond 2 -• -• Post-De velop ment Free-Flow Area #1 Post Develop ment Free-Flow Area #2 MA1N ' ' ' ' 25 ' ' 30 Pag e 9 "'C c: 0 (.J a> (J'J ..... a> 0.. -a> a> ~ (.J :c ::::; u ~ 0 ;;: -::::; 0 Inflow/Outflow Simulation 5-Year Storm Event s .oo--~~~~--r~~~~~+.-~~~~--t-~~~~~+-~~~~-t-~~~~~ 6.00 5.00 4 .00 3.00 0 I 5 I I • I I I I I I I I ' I I I I 10 ' ' " ' ' ' ' ' ' ' ' 15 Time (Minutes) ---Pre-Development Hydrograph ' ' ' 20 Post-Devel opme nt Outflow Hydrograph w /o Dete ntion -.. -)E ---Post Development Outflow -Pond 1 "'"""'"-"""'""Post Devel o pment Outflow -Pond 2 --- -Post-Development Free-Flow Area #1 ---Post Development Free-Fl ow Area #2 MAIN 25 30 Page JO "O c: 0 t,) cu Cl') -cu c... -cu cu LL. t,) :.0 ::i u ~ 0 ;;::: -::J 0 7 .00 6.00 5.00 4 .00 I I I 3.00 I • I • Inflow/Outflow Simulation 10-Year Storm Event ' • ' • ' I • • I I • • • • • I I I I ,,,,.,.-- ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ' ...... I /',,...,. 2 .00-+---~.~·--~ci---~~~·~'~-··---1--------1--------"'i\-"'10.-----~j_,_,------; I • 0 5 10 15 20 Time (Minutes) ---Pre-Develo pment Hyd rogra ph Post-Development Outflow Hydrograph w /o De tention -··'*·-· Post Develo pment O utfl ow -Pond 1 --Post Developme nt O utflo w -Pond 2 - ---Post-Dev elop ment Free-Flow Area #1 ---Post Developme nt Free-Flow Area #2 25 30 Page 11 "'C c: 0 (.J Q.) CJ) .... Q.) 0.. ... Q.) Q.) u.. (.J ::.0 :J u 3 0 ;;;:: ... :J 0 8.00 6 .00 4.00 I I I I I Inflow/Outflow Simulation 25-Year Storm Event I ' I I I I I I I I I I I I I I I I I I I .. ' ' .. ' ' ' .. ' ' ' ' ' ' ' ' ' .. ' ' ' ' .. ' ' I 2 .00-..---1--~'--+---,:;1"----+--------+--------j.---=~----I-__::~---~ I I I 0 5 10 15 20 Time (Minutes) Pr e -Development Hy d rograph Po st-De vel opment O utfl ow Hydr ograph w /o De t e nti on ----)(---Post Dev e lopm e nt Outflow -Pond 1 ·-"-"Post Develo pment Ou tflow -Pond 2 -• -• Post-Development Free-Flow Area #1 ---Po st Deve lopm e nt Free-Flow Area #2 MAIN ' 25 30 Page 11 8.00 '"O c:: 0 (.) Cl.> (.J'J -Cl.> 0.. -Cl) Cl.> 6.00 u.. (.) ::.c ::l u 3 0 ;;:::: -I ::l 0 I 4.00 I I I I I 2.00 I I I I 0 Inflow/Outflow Simulation 50-Year Storm Event I I I 5 I I I I I I I I I I I I I I I ' I ' I I 10 ' ' ' ' ' ' ' ' ' ' ' ' ' ' --*"·-•--*"·-·-- 15 20 Time (Minutes) ---Pre-Develo pment Hydrograph ' ' ' ' ' Post-Development Outflow Hydrograph w /o Det ention ---~---Post Develo pment Outflow -Pond 1 ---~··-Post De velo pment Outflow -Pond 2 ---• Post-Develo pment Free-Flow Area #1 ---Post Devel o pment Free-Flow Area #2 MA.IN ' ' ' ' ' ' ' 25 30 Page 13 "C c: 0 (,,) C1) en .... C1) a.. .... C1) C1) u.. (,,) :.c :::: u 3: 0 ;;:::: -:::: 0 Inflow/Outflow Simulation 100-Year Storm Event I ' I ' ' I .. I ' ' I ' I I ... ' ' I 8.00+-~~~~-+-~~~~-+-~~~~--+~---~~~+-~~~~+--~~~---l I I I I I I I I I • I 0 5 I I I I -------------·· ··' --~--~-·---·-- 10 15 ' Time (Minutes) Pre-Development Hydrograph ' ' ' ' ' 20 ' .. ' ' ' ' Post-Development Ou tfl ow Hydrograph w/o Detentio n -··-·-· Post Development Outflow -Pond 1 ·-"-"Post Development Outflow -Pond 2 ----Post-Development Free-Flow Area #1 ---Post Development Free-Flow Area #2 MAIN ... 25 30 Page J.l Total Outflow Simulation 5-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.02 0.20 0.02 0.01 0.25 2 0.08 0.52 0.04 0.02 0.66 3 0.18 0.78 0.05 0.04 1.05 4 0.30 1.07 0.07 0.05 1.49 5 0.46 1.34 0.09 0.06 1.96 6 0.65 1.61 0.11 0.07 2.44 7 0.85 1.70 0.13 0.09 2.76 8 0.88 1.87 0.15 0.10 3.00 9 0.93 2.09 0.16 0.11 3.29 10 0.97 2.27 0.18 0.12 3.55 11 1.02 2.39 0.17 0.12 3.70 12 1.07 2.44 0.16 0.11 3.78 13 1.11 2.44 0.15 0.10 3.80 14 1.15 2.40 0.15 0.10 3.79 15 1.17 2.34 0.14 0.09 3.74 16 1.19 2.26 0.13 0.09 3.66 17 1.20 2.15 0.12 0.08 3.55 18 1.22 1.97 0.11 0.07 3.37 19 1.23 1.81 0.10 0.07 3.21 20 1.24 1.66 0.09 0.06 3.05 21 1.25 1.30 0.08 0.06 2.69 22 1.25 1.13 0.07 0.05 2.51 23 1.26 1.01 0.06 0.04 2.37 24 1.26 0.86 0.05 0.04 2.21 25 1.26 0.72 0.05 0.03 2.06 26 1.26 0.58 0.04 0.02 1.91 27 1.26 0.44 0.03 0.02 1.75 28 1.25 0.30 0.02 0.01 1.59 29 1.25 0.17 0.01 0.01 1.43 30 1.24 0.03 0.00 0.00 1.27 MAIN Page 15 Inflow/Outflow Simulation 5-Year Storm Event "'C 2 .50 c: 0 (..) Q) CJ) .... Q) 0. ... Q) Q) 2 .00 u. (..) :.c ::s (.) ~ 0 ;;:: ... ::s 1.50 0 0 5 10 15 20 25 30 Time (Minutes) --Pre-Development Hydrograph -Total Post-Development Hydrograph MAIN Page l6 Total Outflow Simulation 10-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.02 0.23 0.02 0.01 0.29 2 0.09 0.58 0.04 0.03 0.74 3 0.20 0.88 0.06 0.04 1.18 4 0.34 1.20 0.08 0.06 1.68 5 0.52 1.51 0.10 0.07 2.20 6 0.73 1.67 0.12 0.08 2.61 7 0.86 1.83 0.14 0.10 2.93 8 0.91 2.06 0.16 0.11 3.24 9 0.95 2.26 0.18 0.12 3.52 10 1.01 2.44 0.20 0.14 3.80 11 1.06 2.55 0.19 0.13 3.94 12 1.12 2.61 0.18 0.12 4.03 13 1.16 2.63 0.17 0.12 4.08 14 1.19 2.62 0.16 0.11 4.08 15 1.21 2.59 0.15 0.10 4.06 16 1.23 2.54 0.14 0.10 4.01 17 1.25 2.47 0.13 0.09 3.94 18 1.26 2.34 0.12 0.08 3.81 19 1.28 2.20 0.11 0.08 3.66 20 1.29 1.97 0.10 0.07 3.43 21 1.30 1.76 0.09 0.06 3.21 22 1.31 1.50 0.08 0.06 2.94 23 1.31 1.03 0.07 0.05 2.46 24 1.32 1.01 0.06 0.04 2.43 25 1.32 0.79 0.05 0.03 2.19 26 1.32 0.66 0.04 0.03 2.05 27 1.32 0.49 0.03 0.02 1.86 28 1.31 0.34 0.02 0.01 1.69 29 1.30 0.18 0.01 0.01 1.51 30 1.30 0.03 0.00 0.00 1.33 MAIN Page 17 Inflow /Outflow Simulation 10-Year Storm Event 3.00 "O c: 0 tJ Cl> CJ) ... 2.50 Cl> a.. .... Cl> Cl> LL tJ ::.c ::I (.) 2.00 ~ 0 ;;::: .... ::I 0 1.50 0 5 10 15 20 25 30 Time (Minutes) --Pre-Development Hydrograph -Total Post-Development Hydrograph MAIN Page l8 Total Outflow Simulation 25-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.26 0.02 0.02 0.33 2 0.10 0.66 0.05 0.03 0.84 3 0.23 1.00 0.07 0.05 1.34 4 0.39 1.37 0.09 0.06 1.91 5 0.59 1.64 0.12 0.08 2.43 6 0.83 1.78 0.14 0.09 2.85 7 0.89 2.02 0.16 0.11 3.18 8 0.93 2.25 0.19 0.13 3.50 9 0.99 2.46 0.21 0.14 3.80 10 1.05 2.61 0.23 0.16 4.06 11 1.12 2.75 0.22 0.15 4.24 12 1.17 2.80 0.21 0.14 4.32 13 1.20 2.83 0.20 0.13 4.37 14 1.23 2.84 0.19 0.13 4.39 15 1.26 2.84 0.17 0.12 4.39 16 1.28 2.81 0.16 0.11 4.37 17 1.30 2.78 0.15 0.10 4.33 18 1.32 2.71 0.14 0.09 4.27 19 1.34 2.61 0.13 0.09 4.16 20 1.35 2.49 0.12 0.08 4.04 21 1.36 2.30 0.10 0.07 3.83 22 1.37 2.04 0.09 0.06 3.57 23 1.38 1.74 0.08 0.06 3.25 24 1.38 1.21 0.07 0.05 2.71 25 1.38 0.88 0.06 0.04 2.36 26 1.38 0.77 0.05 0.03 2.23 27 1.38 0.56 0.03 0.02 2.00 28 1.38 0.40 0.02 0.02 1.81 29 1.37 0.21 0.01 0.01 1.60 30 1.37 0.03 0.00 0.00 1.40 MAIN Page 19 Inflow/Outflow Simulation 25-Year Storm Event "'C c: 0 3.00 u Q) C/J Qj a. ... Q) Q) 2.50 LL u ::.0 :::I (.) 3: 0 2.00 ;;::: ... :::I 0 0 5 10 15 20 25 30 Time (Minutes) --Pre-Developme nt Hydrograph -Total Post-Dev e lopment Hydrograph MAIN Page20 Total Outflow Simulation 50-Year Storm Event Pond Pond Free- Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.29 0.03 0.02 0.37 2 0.12 0.75 0.05 0.04 0.95 3 0.25 1.13 0.08 0.05 1.52 4 0.44 1.54 0.11 0.07 2.16 5 0.67 1.71 0.13 0.09 2.60 6 0.86 1.93 0.16 0.11 3.06 7 0.91 2.21 0.18 0.12 3.43 8 0.96 2.42 0.21 0.14 3.74 9 1.03 2.60 0.24 0.16 4.03 10 1.10 2.78 0.26 0.18 4.32 11 1.17 2.88 0.25 0.17 4.47 12 1.21 2.96 0.24 0.16 4.57 13 1.25 3.44 0.22 0.15 5.06 14 1.28 3.23 0.21 0.14 4.87 15 1.31 3.03 0.20 0.13 4.67 16 1.34 3.00 0.18 0.12 4.65 17 1.36 3.00 0.17 0.12 4.65 18 1.38 2.98 0.16 0.11 4.62 19 1.39 2.92 0.14 0.10 4.56 20 1.41 2.85 0.13 0.09 4.48 21 1.42 2.76 0.12 0.08 4.38 22 1.43 2.61 0.11 0.07 4.22 23 1.44 2.41 0.09 0.06 4.00 24 1.44 2.10 0.08 0.05 3.67 25 1.45 1.67 0.07 0.04 3.22 26 1.45 0.71 0.05 0.04 2.25 27 1.45 0.71 0.04 0.03 2.22 28 1.44 0.41 0.03 0.02 1.90 29 1.44 0.25 0.01 0.01 1.71 30 1.43 0.03 0.00 0.00 1.46 MAIN Page 21 Inflow/Outflow Simulation 50-Year Storm Event 4.00 "'C c: 0 u Q) (/) ... Q) a.. ... Q) Q) 3.00 u. u :c :J (.) ~ 0 ~ ... :J 0 2 .00 0 5 10 15 20 2 5 30 Time (M i nutes) --Pre-Develo p ment Hy d rogra ph -Total Post-Development Hy drograph MA1N Page22 Total Outflow Simulation 100-Year Storm Event Pond Pond Free-Free-Total Time 1 2 Flow 1 Flow 2 Outflow (Minutes) (cfs) (cfs) (cfs) (cfs) (cfs) 0 0.00 0.00 0.00 0.00 0.00 1 0.03 0.31 0.03 0.02 0.38 2 0.12 0.78 0.05 0.04 0.99 3 0.27 1.18 0.08 0.06 1.58 4 0.46 1.61 0.11 0.07 2.25 5 0.70 1.73 0.14 0.09 2.67 6 0.87 1.99 0.16 0.11 3.13 7 0.92 2.26 0.19 0.13 3.50 8 0.98 2.49 0.22 0.15 3.83 9 1.04 2.66 0.25 0.17 4.12 10 1.12 2.82 0.27 0.19 4.40 11 1.18 2.94 0.26 0.18 4.56 12 1.22 3.80 0.25 0.17 5.44 13 1.26 3.59 0.23 0.16 5.24 14 1.30 3.38 0.22 0.15 5.04 15 1.33 3.17 0.21 0.14 4.84 16 1.36 3.00 0.19 0.13 4.68 17 1.38 3.00 0.18 0.12 4.68 18 1.40 3.00 0.16 0.11 4.68 19 1.42 3.00 0.15 0.10 4.67 20 1.43 2.99 0.14 0.09 4.65 21 1.44 2.90 0.12 0.08 4.55 22 1.45 2.80 0.11 0.07 4.44 23 1.46 2.65 0.10 0.07 4.27 24 1.47 2.43 0.08 0.06 4.03 25 1.47 2.05 0.07 0.05 3.63 26 1.47 1.48 0.05 0.04 3.05 27 1.47 0.40 0.04 0.03 1.94 28 1.47 0.59 0.03 0.02 2.10 29 1.46 0.19 0.01 0.01 1.68 30 1.46 0.07 0.00 0.00 1.52 MAIN Page 23 Inflow/Outflow Simulation 100-Year Storm Event 4.00 "'C c: 0 tJ Q) (/) ... Q) Q.. ... Q) Q) 3 .00 LL tJ :c :J (.) ~ 0 :;::: ... :J 0 2 .00 0.00 ..... ~~~~ ..... ~~~~~+-~~~~ ..... ~~~~ ...... t--~~~~-+-~~~~....11 0 5 10 15 20 25 30 Time (Minutes) --Pre-Development Hydrograph -Total Post-Development Hydrograph MAIN Page24 SECTION2 I Free-Flow Area 1 [FREE 1] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station , TX ------------ Free-Flow Area Tributary Area ("A"): 0.03 Pervious Area: Impervious Area: Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0 .79 0.01 0.02 Acres Acres 10 Minutes 2-Year: 6.33 5-Year : 7.69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11. 1 5 100-Year: 11.64 2-Year: 0.15 5-Year : 0.18 10-Year: 0.20 25-Year: 0.23 50-Year: 0.26 100-Year: 0.27 FREE.I Time Base: 0 c = 0.40 c = 0 .98 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 1 I Pagel Peak=> TI me 2-Year (Minutes) Storm Post-Development Free-Flow -Area 1 Inflow Hydrograph Ordinates (Cubic Feet per Second) 5-Year Storm 10-Year Storm 25-Year Storm 50-Year 100-Year Storm Storm 0 0 .00 0.00 0 .00 0.00 0 .00 0.00 1 0.01 0.02 0.02 0.02 0 .03 0.03 2 0.03 0.04 0.04 0.05 0 .05 0 .05 3 0.04 0.05 0.06 0 .07 0.08 0.08 4 0.06 0.07 0.08 0.09 0.11 0.11 5 0.07 0.09 0 .10 0.12 0.13 0.14 6 0 .09 0.11 0.12 0.14 0.16 0 .16 7 0 .10 0. 13 0.14 0.16 0 .18 0 .19 8 0.12 0.15 0.16 0 .19 0 .21 0.22 9 0.13 0.1 6 0. 1 8 0.21 0.24 0 .25 .·.·.·.·.·.·.·.·.·.·.·.·.·.·.·.•.·.·.·.·.·.·.·.·.·.•.·,·.·.·.• .·.·.·.·.·.·.·.·.·.·.·.·.•.·.·.·.·.·.•. :-:-:-:.:::::::····· .. ··············,···········.·.·.·.·.·.·.·.·.·-·.·.· .... · .... ·.·.·.•.·.·.·.·.·.·.-.·.·.·.·.•.·.·.•.·.·.·. •.•.•,•.• .•.·.·.·.·.·.·.·.·.·.·.·.·.·.·.·-·.·.·.·.· .·.·.·-·-·.·.·.·.·.•.·.·.·.·.·.·.·.·.·.·.·,·.·.·. ::J('f ::::::Mw::]:'? a;1:a:,::::::::::'::' :Qflg:J::'Jttt J)~:gq111rr::::JJMg~1r:Jr' :m2a =?? r::an%{::::,,, 11 0.14 0.17 0 . 1 9 0 .22 0 .25 0 .26 12 0 .13 0.16 0.18 0.21 0.24 0 .25 13 0. 13 0.1 5 0 .17 0.20 0 .22 0.23 14 0 .12 0.15 0.16 0.19 0 .21 0.22 1 5 0. 11 0. 14 0.1 5 0 .17 0 .20 0 .21 16 0 .10 0.13 0.14 0.16 0.18 0 .19 17 0 . 10 0. 12 0.13 0.1 5 0.17 0 .18 18 0 .09 0.11 0. 12 0.14 0.16 0.16 19 0 .08 0. 1 0 0.11 0.13 0.14 0 .1 5 20 0.07 0.09 0. 1 0 0.12 0.13 0.14 21 0.07 0.08 0.09 0.10 0.12 0 .12 22 0 .06 0.07 0.08 0 .09 0.11 0.11 23 0 .05 0 .06 0.07 0.08 0.09 0.10 24 0.04 0.05 0 .06 0 .07 0 .08 0.08 25 0 .04 0 .05 0.05 0.06 0.07 0 .07 26 0.03 0 .04 0.04 0.05 0 .05 0 .05 27 0.02 0 .03 0.03 0.03 0 .04 0.04 28 0 .01 0 .02 0.02 0.02 0 .03 0 .03 29 0 .01 0.01 0.01 0.01 0.01 0 .01 30 0 .00 0.00 0.00 0 .00 0 .00 0.00 FREE.1 Page2 SECTION3 I Free-Flow Area 2 [FREE 2] BUDGET MINI STORAGE -Lots 18 & 1 9, B lock 1 R egency Square S ubdivisio n, Co llege Station , TJ( Free-Flow Area Tributary Area ("A"): 0.04 Acres Pervious Area: 0 .04 Acres Impervious Area: 0.00 Acres Run-Off Coefficient ("Cwt"): 0.40 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. 1 5 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 0.10 5-Year: 0.12 10-Year: 0.14 25-Year: 0.16 50-Year: 0.18 100-Year: 0.19 FREE.2 Time Base: 0 c = 0.40 c = 0.98 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 2 / Page l Time 2-Year (Minutes) Storm Post-Development Free-Flow -Area 2 Inflow Hydrograph Ordinates (Cubic F eet per S e cond) 5-Year Storm 10-Year Storm 25-Year Storm SO-Year 100-Year Storm Storm 0 0.00 0.00 0.00 0.00 0 .00 0.00 1 0.01 0.01 0.01 0 .02 0.02 0 .02 2 0.02 0.02 0.03 0.03 0 .04 0.04 3 0 .03 0 .04 0.04 0 .05 0.05 0 .06 4 0 .04 0.05 0.06 0 .06 0 .07 0 .07 5 0.05 0.06 0.07 0.08 0.09 0.09 6 0.06 0.07 0.08 0 .09 0 .11 0 .11 7 0.07 0.09 0.10 0.11 0.12 0 .13 8 0.08 0 .1 0 0. 11 0 .13 0 .14 0 .15 9 0 .09 0.11 0. 12 0 .14 0 .16 0 .17 Peak = > ::::::::::::::::::::::::1:g::::::::::::::::::::rLt::::::q,;:1:2::::::::::::::::::r:rI:i!~:1ii?I:II:ii::::::::::::::: ::9s:1i::::::::::::Iii::I:::::::::2s:1 :1::,:::::::::1:::::::::::::::::::q,:f:J:!ii:t.Ii:t:iI:i:::1~:?g:LL:I: 11 0 .10 0.12 0. 1 3 0 .1 5 0.17 0.18 12 0 .09 0.16 0 .17 13 0 .09 0 .1 5 0.16 14 0 .08 0.14 0 .15 15 0.08 0.13 0.14 16 0.07 0.12 0.13 17 0.07 0 .12 0 .12 1 8 0 .06 0 .11 0 .11 1 9 0 .06 0 .10 0 .10 20 0 .05 0 .09 0 .09 21 0.05 0 .08 0 .08 22 0 .04 0.07 0.07 23 0.04 0.06 0 .07 24 0.03 0.05 0.06 25 0 .03 0.04 0 .05 26 0.02 0.04 0.04 27 0 .02 0 .03 0 .03 28 0 .01 0 .02 0.02 29 0 .01 0.01 0.01 30 0 .00 0.00 0 .00 FREE.2 Page 2 SECTION4 I Detention Pond 1 [POND 1] BUDGET MINI STORAGE -Lots 18 & 19, Block J Regency Square Subdivision , College Station , TX Detention Pond Tributary Area ("A"): 0.8 Pervious Area : Impervious Area : Run-Off Coefficient ("Cwt"): Time Of Concentration ("T/c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0.80 0 ~26 0.56 Acres Acres 10 Minutes 2 -Year: 6.33 5-Year : 7.69 10-Year: 8 .63 25-Year: 9.86 50-Year: 11 . 1 5 100-Year: 11.64 2-Year: 4 .13 5-Year: 5.02 10-Year: 5.64 25-Year: 6.44 50-Year: 7.28 100-Year: 7.60 POND.1 1 Time Base: 0 c = 0.40 c = 0 .98 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 Pagel Time Post-Development Flow Routed Through Detention Pond # 1 Inflow Hydrograph Ordinates (Cubic Feet per Second) 2-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm 5-Year Storm Sto rm Storm Storm Storm 0 0.00 1 0.41 2 0.83 3 1.24 4 1 .65 5 2 .06 0.00 0.50 0.00 0.56 0.00 0 .00 0 .00 0 .64 0 .73 0 .76 1.00 1 .46 1.52 1.13 1.29 1.51 2 .18 2 .28 1.69 1.93 2 .01 2.25 2.58 2.91 3.04 2.51 2.82 3.22 3 .64 3 .80 6 2.48 3 .01 3.38 3.86 4.37 4.56 7 2.89 3.52 3 .95 4.51 5.09 5 .32 8 3 .30 4.02 4 .51 5.15 5 .82 6 .08 9 3 .72 4.52 5.07 5.79 6 .55 6.84 Peak = > :::::rn::::::::::::::j:9=::::::::::::1:::::::::::::::::1:1;:1:~::1:f::::::::::::=::::::::::§~§;g::::=::::::l:::::::::i:::::::§~§fi:::i::::::I;::i:::::::::§sif::::::::::::::::::::::::::::::::z*-g?:::::::::1:::::::1:::::=:::::z~§g::1:::::::::: 11 3.92 4 . 77 5.35 6.12 6 .91 7.22 12 3 .72 4 .52 5.07 5.79 6.55 6.84 13 3.51 14 3.30 15 3 .10 16 2 .89 17 2 .68 18 2.48 19 2 .27 20 2 .06 21 1.86 22 1 .65 23 1 .45 24 1 .24 25 1.03 26 0 .83 27 0 .62 28 0 .41 29 0 .21 30 0 .00 4.27 4 .02 3.77 3.52 3.26 3.01 2 .76 2.51 2 .26 2.01 1 .76 1. 51 1.26 1.00 0 .75 0 .50 0.25 0.00 4.79 5.47 6 .19 6.46 4 .51 5.15 5 .82 6.08 4 .23 4 .83 5.46 5 . 70 3.95 4.51 5 .09 5.32 3 .66 4.18 4 .73 4 .94 3.38 3.86 4.37 4.56 3 .10 3.54 4.00 4.18 2.82 3 .22 3 .64 3.80 2.54 2.90 3.27 3.42 2.25 2 .58 2.91 3.04 1 .97 2.25 2.55 2.66 1 .69 1.93 2.18 2.28 1.41 1 .13 0.85 0.56 0 .28 0.00 POND.1 1.61 1.29 0.97 0 .64 0 .32 0.00 1.82 1 .46 1 .09 0.73 0.36 0.00 1.90 1.52 1.14 0 .76 0 .38 0 .00 Page2 1 .50 '+::" al al u... ..i::. .... Q. al Cl 1.00 0 Elevation 309.00 309 .50 309.94 310.25 310.50 311 .04 Depth (Feet) 0 .00 0.50 0.94 1.25 1 .50 2.04 Volume (Ft3) 0 598 2, 114 3,614 4,910 ~ Detention Pond Depth Vs. Volume 1,000 2 ,000 3,000 4 ,000 5 ,000 6,000 7 ,000 8 ,000 Detention Pond Volume (Cubic Feet) POND.1 9 ,000 Page3 +: Cl) Cl) LL. .!: -Q, Cl) Cl 1 .50 1.00 Elevation Depth (Feet) 309.00 0.00 309.50 0.50 309.94 0.94 310.25 1.25 310.50 1 .50 311.04 2.04 Orifice (ft2) Co efficien t D iameter Discharge Ft3 /Sec 0 .00 0.85 1. 16 1.34 1.47 1.71 0.25] 0.60 6.75 Rating Curve For Outlet Control Structure Depth Vs. Volume square feet inches 0 .00 .... --~-+~~~+-~~-1-~~~+-~~-P~~~+-~~-1-~~-+~~---4 0 .00 0.20 0.40 0 .60 0 .80 1.00 1.20 1 .40 1 .60 1 .80 Discharge (Cubic Feet Per Second) POND.1 Page4 "C c: 0 (,,) Cl) CJ') ... Cl) 0.. .... Cl) Cl) LI.. (,,) :c ::l (.) Cl) Cl ... cc ~ (,,) (/) c 1 .80 1 .60 1.40 1 .20 1.00 0 .80 0 .60 0 .40 0.20 0 .00 0.00 Depth (Feet) 0 .00 0.50 0.94 1.25 1.50 2.04 .V / 50 .00 Storage Discharge 2s/t 2s/t + 0 (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3 /Sec) 0 0.00 0.00 0.00 598 0.84 19 .93 20.78 2, 114 1.16 70.47 71.62 3,614 1 .34 120.47 121.80 4,910 1 .46 163 .67 165.13 8,039 1. 71 267 .97 269 .67 Storage Indication Curve ~ ~ .~ ~ / v 100.00 150.00 200 .00 250 .00 300.00 2s/t + 0 (Cubic Feet Per Second) POND.1 Page5 Inflow I Outflow Simulation -POND 1 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Fl/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.41 0.41 0.38 0.41 0.02 0.00 309.00 0.07 2 0.83 1.24 1.49 1.62 0.07 0.00 309.00 0.27 3 1.24 2.06 3.26 3.55 0.14 0.01 309.01 0.58 4 1.65 2.89 5.65 6.15 0.25 0.04 309.04 1.01 5 2.06 3.72 8.61 9.37 0.38 0.10 309.10 1.54 6 2.48 4.54 12.08 13.15 0.53 0.20 309.20 2.16 7 2.89 5.37 16.03 17.45 0.71 0.35 309.35 2.86 8 3.30 6.19 20.52 22.23 0.85 0.51 309.51 3.44 9 3.72 7.02 25.77 27.54 0.89 0.55 309.55 3.57 10 4.13 7.85 31.77 33.62 0.92 0.60 309.60 3.72 11 3.92 8.05 37.90 39.82 0.96 0.65 309.65 3.88 12 3.72 7.64 43.55 45.54 1.00 0.70 309.70 4.02 13 3.51 7.23 48.72 50.77 1.03 0.74 309.74 4.15 14 3.30 6.81 53.41 55.53 1.06 0.79 309.79 4.27 15 3.10 6.40 57.64 59.81 1.08 0.83 309.83 4.37 16 2.89 5.99 61.42 63.63 1.11 0.86 309.86 4.47 17 2.68 5.58 64.73 66.99 1.13 0.89 309.89 4.55 18 2.48 5.16 67.60 69.90 1.15 0.92 309.92 4.63 19 2.27 4.75 70.03 72.35 1.16 0.94 309.94 4.68 20 2.06 4.34 72.03 74.37 1.17 0.96 309.96 4.71 21 1.86 3.92 73.61 75.96 1.17 0.97 309.97 4.73 22 1.65 3.51 74.77 77.12 1.18 0.97 309.97 4.75 23 1.45 3.10 75.50 77.86 1.18 0.98 309.98 4.76 24 1.24 2.68 75.83 78.19 1.18 0.98 309.98 4.76 25 1.03 2.27 75.74 78.10 1.18 0.98 309.98 4.76 26 0.83 1.86 75.24 77.59 1.18 0.97 309.97 4.75 27 0.62 1.45 74.33 76.68 1.18 0.97 309.97 4.74 28 0.41 1.03 73.02 75.36 1.17 0.96 309.96 4.72 29 0.21 0.62 71.31 73.64 1.16 0.95 309.95 4.70 30 0.00 0.21 69.20 71.52 1.16 0.94 309.94 4.67 POND.1 Page6 Overflow (Free-Flow) Simulation -POND 1 2-Year Storm Event Metered Total T i me Inflow Overflow Outflow Outflow (M inutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0 .00 0.00 0.00 1 0.41 0 .00 0.02 0.02 2 0.83 0 .00 0.07 0.07 3 1.24 0 .00 0.14 0.14 4 1.65 0 .00 0.25 0.25 5 2.06 0.00 0.38 0.38 6 2.48 0.00 0.53 0.53 7 2.89 0.00 0.71 0.71 8 3.30 0.00 0.85 0.85 9 3.72 0 .00 0.89 0.89 10 4.13 0 .00 0.92 0.92 11 3.92 0.00 0.96 0.96 12 3.72 0 .00 1.00 1.00 13 3.51 0 .00 1.03 1.03 14 3.30 0.00 1.06 1.06 15 3.10 0.00 1.08 1.08 16 2.89 0 .00 1. 11 1.11 17 2.68 0.00 1.13 1.13 18 2.48 0.00 1.15 1.15 19 2.27 0.00 1.16 1.16 20 2.06 0.00 1.17 1.17 21 1.86 0.00 1.17 1.17 22 1.65 0.00 1.18 1.18 23 1.45 0 .00 1.18 1.18 24 1.24 0 .00 1.18 1.18 25 1.03 0 .00 1.18 1.18 26 0.83 0 .00 1.18 1.18 27 0.62 0 .00 1.18 1.18 28 0.41 0.00 1.17 1.17 29 0 .21 0.00 1.16 1.16 30 0 .00 0 .00 1.16 1.16 POND .1 Page7 4 .50 4 .00 3 .50 -"C c:: 3.00 0 c.,) Q) en ... Q) c.. ..... Q) Q) LI.. c.,) ..c :I (.) 2 .50 2.00 1.50 1.00 0 .50 0.00 I I I , I • I I I I . I . • • I I // Inflow /Outflow Simul ati on 2 -Year Storm Event j\. -. I .. .. I .. • .. • ' • .. I " I ' I . ' I ' I .. I ' • ' I " & I .. I ~ I .. I " I ' • ' • .. ~ ' ' " ' .. .. ~ ' ' " ' ~ ~ .. / ' v 0 5 10 15 20 25 Time {Minutes) - - -Inflo w ---Metered Outflow -• • -Overflow Total Outflow POND.1 ' .. .. ' ' & ' " ' .. 30 Page8 Inflow I Outflow Simulation -POND 1 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.50 0.50 0.46 0.50 0.02 0.00 309.00 0.08 2 1.00 1.51 1.81 1.97 0.08 0.00 309.00 0.32 3 1.51 2.51 3.97 4.32 0.18 0.02 309.02 0.71 4 2.01 3.52 6.87 7.48 0.30 0.06 309.06 1.23 5 2.51 4.52 10.47 11.39 0.46 0.15 309.15 1.87 6 3.01 5.52 14.69 15.99 0.65 0.30 309.30 2.62 7 3.52 6.53 19.53 21.22 0.85 0.50 309.50 3.42 8 4.02 7.53 25.29 27.06 0.88 0.55 309.55 3.56 9 4.52 8.54 31.98 33.83 0.92 0.60 309.60 3.73 10 5.02 9.54 39.58 41.52 0.97 0.66 309.66 3.92 11 4.77 9.79 47.33 49.37 1.02 0.73 309.73 4.12 12 4.52 9.29 54.49 56.62 1.07 0.80 309.80 4.30 13 4.27 8.79 61.07 63.28 1.11 0.86 309.86 4.46 14 4.02 8.29 67.06 69.35 1.14 0.92 309.92 4.61 15 3.77 7.78 72.51 74.85 1.17 0.96 309.96 4.71 16 3.52 7.28 77.42 79.79 1.19 0.99 309.99 4.78 17 3.26 6.78 81.79 84.20 1.20 1.01 310.01 4.85 18 3.01 6.28 85.64 88.07 1.22 1.04 310.04 4.90 19 2.76 5.78 88.96 91.41 1.23 1.06 310.06 4.95 20 2.51 5.27 91.76 94.23 1.24 1.07 310.07 4.99 21 2.26 4.77 94.04 96.53 1.25 1.09 310.09 5.02 22 2.01 4.27 95.80 98.30 1.25 1.10 310.10 5.05 23 1.76 3.77 97.05 99.57 1.26 1.11 310.11 5.07 24 1.51 3.26 97.80 100.32 1.26 1.11 310.11 5.08 25 1.26 2.76 98.04 100.56 1.26 1.11 310.11 5.08 26 1.00 2.26 97.78 100.30 1.26 1.11 310.11 5.08 27 0.75 1.76 97.03 99.54 1.26 1.11 310.11 5.07 28 0.50 1.26 95.78 98.28 1.25 1.10 310.10 5.05 29 0.25 0.75 94.04 96.53 1.25 1.09 310.09 5.02 30 0.00 0.25 91.82 94.29 1.24 1.07 310.07 4.99 POND.1 Page9 Overflow (Free-Flow) Simulation -POND 1 5-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.50 0.00 0.02 0.02 2 1.00 0.00 0.08 0.08 3 1.51 0.00 0.18 0.18 4 2.01 0.00 0.30 0.30 5 2.51 0.00 0.46 0.46 6 3.01 0.00 0.65 0.65 7 3.52 0.00 0.85 0.85 8 4.02 0.00 0.88 0.88 9 4.52 0.00 0.92 0.92 10 5.02 0.00 0.97 0.97 11 4.77 0.00 1.02 1.02 12 4.52 0.00 1.07 1.07 13 4.27 0.00 1.11 1.11 14 4.02 0.00 1.14 1.14 15 3.77 0.00 1.17 1.17 16 3.52 0.00 1.19 1.19 17 3.26 0.00 1.20 1.20 18 3.01 0.00 1.22 1.22 19 2.76 0.00 1.23 1.23 20 2.51 0.00 1.24 1.24 21 2.26 0.00 1.25 1.25 22 2.01 0.00 1.25 1.25 23 1.76 0.00 1.26 1.26 24 1.51 0.00 1.26 1.26 25 1.26 0.00 1.26 1.26 26 1.00 0.00 1.26 1.26 27 0.75 0.00 1.26 1.26 28 0.50 0.00 1.25 1.25 29 0.25 0.00 1.25 1.25 30 0.00 0.00 1.24 1.24 POND.1 Page JO 6.00 5 .00 -"C c::: 4 .00 0 CJ Q) en ... Q) c.. .... Q) Q) u.. CJ :.0 :::l u Q) .... ctS ... ~ 0 u.. 3.00 2.00 1.00 0 .00 I I I I I I I I I • • • . I I I " :'/ Inflow/Outflow Simulation 5-Year Storm Event ' • ' I .. I ' • ... I ' I ' ' I ' I - I ' I ' I ' ' I . I ... I '\ • ' • '\ ~ ' I '\ I ' I '\ ~ ' ' ' .. - ' ' '\ '\ '\ ' ... ~ '\ v 0 5 10 15 20 25 Time (Minutes) • • • Infl ow ---Metered Outflow -• • -Overflow Total Outfl ow POND.1 ... ... ' ' .. ... ... ' ' 30 Pagel ] Inflow I Outflow Simulation -POND 1 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0 .00 0.00 0.00 0.00 0.00 0.00 309 .00 0.00 1 0.56 0.56 0.52 0.56 0.02 0.00 309.00 0.09 2 1.13 1.69 2.03 2.21 0.09 0.01 309 .01 0.36 3 1.69 2.82 4.45 4.85 0.20 0.03 309.03 0.79 4 2.25 3.95 7.72 8.40 0.34 0.08 309 .08 1.38 5 2.82 5.07 11 .75 12 .79 0.52 0.19 309.19 2.10 6 3.38 6.20 16.49 17.95 0.73 0.37 309 .37 2.94 7 3.95 7.33 22 .09 23.82 0.86 0.52 309.52 3.48 8 4.51 8.45 28 .74 30.55 0.90 0.57 309.57 3.65 9 5.07 9.58 36.42 38 .32 0.95 0.64 309 .64 3.84 10 5.64 10.71 45.11 47.13 1.01 0.71 309.71 4.06 11 5.35 10 .99 53 .98 56 .10 1.06 0.79 309 .79 4.28 12 5 .07 10.43 62 .18 64 .41 1.11 0.87 309.87 4.49 13 4.79 9.86 69 .73 72.04 1.16 0.94 309 .94 4.67 14 4.51 9.30 76.66 79.03 1.18 0.98 309.98 4.77 15 4.23 8.74 82.98 85.40 1.21 1.02 310.02 4.86 16 3 .95 8.17 88 .70 91.16 1.23 1.06 310.06 4.95 17 3 .66 7.61 93.82 96.31 1.24 1.09 310.09 5.02 18 3 .38 7.05 98 .35 100.87 1.26 1.12 310.12 5.08 19 3 .10 6.48 102.28 104.83 1.28 1.14 310.14 5.14 20 2.82 5.92 105.62 108 .20 1.29 1.16 310 .16 5.19 21 2.54 5.35 108 .38 110.98 1.30 1.18 310.18 5.23 22 2.25 4.79 110.56 113.17 1.30 1.19 310.19 5.26 23 1.97 4.23 112.17 114.79 1.31 1.20 310.20 5.28 24 1.69 3.66 113.21 115.84 1.31 1.21 310 .21 5.30 25 1.41 3.10 113.68 116.31 1.32 1.21 310.21 5.31 26 1.13 2.54 113.58 116.21 1.32 1.21 310 .21 5.30 27 0.85 1.97 112.93 115.55 1.31 1.21 310.21 5.29 28 0.56 1.41 111 . 72 114.34 1.31 1.20 310.20 5.28 29 0.28 0.85 109.96 112 .57 1.30 1.19 310.19 5.25 30 0.00 0.28 107.65 110.24 1.29 1.17 310.17 5.22 P OND.1 Page l 2 Overflow {Free-Flow) Simulation -POND 1 10-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.56 0.00 0.02 0.02 2 1.13 0.00 0.09 0.09 3 1.69 0.00 0.20 0.20 4 2.25 0.00 0.34 0.34 5 2.82 0.00 0.52 0.52 6 3.38 0.00 0.73 0.73 7 3.95 0.00 0.86 0.86 8 4.51 0.00 0.90 0.90 9 5.07 0.00 0.95 0.95 10 5.64 0.00 1.01 1.01 11 5.35 0.00 1.06 1.06 12 5.07 0.00 1.11 1.11 13 4.79 0.00 1.16 1.16 14 4.51 0.00 1.18 1.18 15 4.23 0.00 1.21 1.21 16 3.95 0.00 1.23 1.23 17 3.66 0.00 1.24 1.24 18 3.38 0.00 1.26 1.26 19 3.10 0.00 1.28 1.28 20 2.82 0.00 1.29 1.29 21 2.54 0.00 1.30 1.30 22 2.25 0.00 1.30 1.30 23 1.97 0.00 1.31 1.31 24 1.69 0.00 1.31 1.31 25 1.41 0.00 1.32 1.32 26 1.13 0.00 1.32 1.32 27 0.85 0.00 1.31 1.31 28 0.56 0.00 1.31 1.31 29 0.28 0.00 1.30 1.30 30 0.00 0.00 1.29 1.29 POND.1 Page13 Infl o w /Ou tflow Si mul at ion 1 0 -Year Storm Event 6 .00 5 .00 --g 4 .00 0 (.) Q) Cl) ... Q) a. ~ Q) Q) LL. (.) 3 .00 .c :::i () Q) ~ ctl ... 3: 0 LL. 2 .00 1.00 I • • • • • I I • • I • • I • I - I I • I I • I I • • I '\ I "\ I .. • '\ • " I '\ • '\ • '\ '\ I ' • .. • '\ I "\ • I '\ -. '\ '\ '\ " '\ " ~ 0.00 v // 0 5 10 15 Time (Minutes ) • • • Inflow ---Metered Outflow --- -Overflow POND.1 '\ '\ .. . '\ l " ' '\ ' '\ '\ ' . ' ' "\ " ' " ' '\ " '\ - 20 25 ---Total Outflow ' ' ' '\ '\ " '\ 30 Page 14 Inflow I Outflow Simulation -POND 1 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.64 0.64 0.59 0.64 0.03 0.00 309.00 0.11 2 1.29 1.93 2.32 2.52 0.10 0.01 309.01 0.41 3 1.93 3.22 5.09 5.54 0.22 0.04 309.04 0.91 4 2.58 4.51 8.81 9.59 0.39 0.11 309.11 1.57 5 3.22 5.79 13.42 14.61 0.59 0.25 309.25 2.39 6 3.86 7.08 18.83 20.50 0.83 0.49 309.49 3.36 7 4.51 8.37 25.44 27.20 0.88 0.55 309.55 3.56 8 5.15 9.66 33.23 35.09 0.93 0.61 309.61 3.76 9 5.79 10.94 42.19 44.17 0.99 0.69 309.69 3.99 10 6.44 12.23 52.32 54.43 1.05 0.78 309.78 4.24 11 6.12 12.55 62.64 64.87 1.12 0.87 309.87 4.50 12 5.79 11.91 72.22 74.55 1.17 0.96 309.96 4.71 13 5.47 11.27 81.08 83.48 1.20 1.01 310.01 4.84 14 5.15 10.62 89.25 91.70 1.23 1.06 310.06 4.95 15 4.83 9.98 96.71 99.23 1.26 1. 11 310.11 5.06 16 4.51 9.33 103.49 106.05 1.28 1.15 310.15 5.16 17 4.18 8.69 109.58 112.18 1.30 1.19 310.19 5.25 18 3.86 8.05 114.99 117.63 1.32 1.22 310.22 5.32 19 3.54 7.40 119.72 122.39 1.34 1.25 310.25 5.39 20 3.22 6.76 123.78 126.47 1.35 1.28 310.28 5.44 21 2.90 6.12 127.18 129.89 1.36 1.29 310.29 5.48 22 2.58 5.47 129.91 132.65 1.37 1.31 310.31 5.51 23 2.25 4.83 131.99 134.74 1.37 1.32 310.32 5.54 24 1.93 4.18 133.42 136.18 1.38 1.33 310.33 5.55 25 1.61 3.54 134.21 136.97 1.38 1.33 310.33 5.56 26 1.29 2.90 134.34 137.10 1.38 1.34 310.34 5.56 27 0.97 2.25 133.84 136.60 1.38 1.33 310.33 5.56 28 0.64 1.61 132.70 135.45 1.38 1.33 310.33 5.55 29 0.32 0.97 130.92 133.66 1.37 1.32 310.32 5.52 30 0.00 0.32 128.52 131.25 1.36 1.30 310.30 5.50 POND.1 Page 15 Overflow (Free-Flow) Simulation -POND 1 25-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.64 0.00 0.03 0.03 2 1.29 0.00 0.10 0.10 3 1.93 0.00 0.22 0.22 4 2.58 0.00 0.39 0.39 5 3.22 0.00 0.59 0.59 6 3.86 0.00 0.83 0.83 7 4.51 0.00 0.88 0.88 8 5.15 0.00 0.93 0.93 9 5.79 0.00 0.99 0.99 10 6.44 0.00 1.05 1.05 11 6.12 0.00 1.12 1.12 12 5.79 0.00 1.17 1.17 13 5.47 0.00 1.20 1.20 14 5.15 0.00 1.23 1.23 15 4.83 0.00 1.26 1.26 16 4.51 0.00 1.28 1.28 17 4.18 0.00 1.30 1.30 18 3.86 0.00 1.32 1.32 19 3.54 0.00 1.34 1.34 20 3.22 0.00 1.35 1.35 21 2.90 0.00 1.36 1.36 22 2.58 0.00 1.37 1.37 23 2.25 0.00 1.37 1.37 24 1.93 0.00 1.38 1.38 25 1.61 0.00 1.38 1.38 26 1.29 0.00 1.38 1.38 27 0.97 0.00 1.38 1.38 28 0.64 0.00 1.38 1.38 29 0.32 0.00 1.37 1.37 30 0.00 0.00 1.36 1.36 POND.1 Page 16 · Inflow/Outflow Simulation 25-Year Storm Event 7.00 ·1, I l. " ' 6.00 I ' I ' I " I & I ' I " ' I . 5 .00 I ' I ' "'C c I ' 0 . . (..) Cl) I ' (/) I " ... ' I " I Cl) 4 .00 a. ' I " -Cl) I ' Cl) u. I ... (..) I " ..c :J . " (.) J ~ ' . " I " Cl) 3.00 -ca ... 3 I " 0 I ' u. I " I " .. I " 2.00 I " ' I ' I ' I " . I I T 0 .00 :_,,,,,,---I ' I --" . v------' I ' I ' // ' " ' " " 1.00 0 5 10 15 20 25 30 Time (Minutes) • • • I nfl ow ---Metered Outflow - - - -Overflow T otal Outfl ow POND.I P agel7 Inflow I Outflow Simulation -POND 1 50-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.73 0.73 0.67 0.73 0.03 0.00 309.00 0.12 2 1.46 2.18 2.62 2.85 0.12 0.01 309.01 0.47 3 2.18 3.64 5.75 6.26 0.25 0.05 309.05 1.03 4 2.91 5.09 9.96 10.84 0.44 0.14 309.14 1.78 5 3.64 6.55 15.17 16.51 0.67 0.32 309.32 2.71 6 4.37 8.00 21.46 23.17 0.86 0.52 309.52 3.46 7 5.09 9.46 29.10 30.92 0.91 0.58 309.58 3.66 8 5.82 10.92 38.09 40.02 0.96 0.65 309.65 3.88 9 6.55 12.37 48.41 50.46 1.03 0.74 309.74 4.14 10 7.28 13.83 60.04 62.24 1.10 0.85 309.85 4.43 11 6.91 14.19 71.89 74.23 1.17 0.95 309.95 4.71 12 6.55 13.46 82.94 85.36 1.21 1.02 310.02 4.86 13 6.19 12.74 93.19 95.68 1.24 1.08 310.08 5.01 14 5.82 12.01 102.65 105.20 1.28 1.14 310.14 5.15 15 5.46 11.28 111.31 113.93 1.31 1.20 310.20 5.27 16 5.09 10.55 119.19 121.86 1.34 1.25 310.25 5.38 17 4.73 9.82 126.31 129.02 1.36 1.29 310.29 5.47 18 4.37 9.10 132.65 135.40 1.38 1.33 310.33 5.54 19 4.00 8.37 138.24 141.02 1.39 1.36 310.36 5.61 20 3.64 7.64 143.07 145.88 1.41 1.39 310.39 5.67 21 3.27 6.91 147.14 149.98 1.42 1.41 310.41 5.72 22 2.91 6.19 150.47 153.33 1.43 1.43 310.43 5.76 23 2.55 5.46 153.06 155.93 1.44 1.45 310.45 5.79 24 2.18 4.73 154.91 157.79 1.44 1.46 310.46 5.81 25 1.82 4.00 156.02 158.91 1.44 1.46 310.46 5.82 26 1.46 3.27 156.41 159.30 1.45 1.47 310.47 5.83 27 1.09 2.55 156.07 158.96 1.44 1.46 310.46 5.82 28 0.73 1.82 155.00 157.89 1.44 1.46 310.46 5.81 29 0.36 1.09 153.22 156.09 1.44 1.45 310.45 5.79 30 0.00 0.36 150.73 153.59 1.43 1.43 310.43 5.76 POND.1 Page18 Overflow (Free-Flow) Simulation -POND 1 50-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.73 0.00 0.03 0.03 2 1.46 0.00 0.12 0.12 3 2.18 0.00 0.25 0.25 4 2.91 0.00 0.44 0.44 5 3.64 0.00 0.67 0.67 6 4.37 0.00 0.86 0.86 7 5.09 0.00 0.91 0.91 8 5.82 0.00 0.96 0.96 9 6.55 0.00 1.03 1.03 10 7.28 0.00 1.10 1.10 11 6.91 0.00 1.17 1.17 12 6.55 0.00 1.21 1.21 13 6.19 0.00 1.24 1.24 14 5.82 0.00 1.28 1.28 15 5.46 0.00 1.31 1.31 16 5.09 0.00 1.34 1.34 17 4.73 0.00 1.36 1.36 18 4.37 0.00 1.38 1.38 19 4.00 0.00 1.39 1.39 20 3.64 0.00 1.41 1.41 21 3.27 0.00 1.42 1.42 22 2.91 0.00 1.43 1.43 23 2.55 0.00 1.44 1.44 24 2.18 0.00 1.44 1.44 25 1.82 0.00 1.44 1.44 26 1.46 0.00 1.45 1.45 27 1.09 0.00 1.44 1.44 28 0.73 0.00 1.44 1.44 29 0.36 0.00 1.44 1.44 30 0.00 0.00 1.43 1.43 POND.1 Pagel9 8 .00 7 .00 6 .00 -"C c: 0 (.) Q) 5.00 (J) .... Q) c.. -Q) Q) u.. (.) 4 .00 :.0 ::I (.) Q) -ca .... :: 0 u.. 3.00 2 .00 1.00 0 .00 I I I . I I I I I I I I I I I I I I // Inflow /Ou t flow Si m ulati o n 5 0 -Y ear Storm Event ,, I ' I T I ' ' I ' I ' I ' I ' • \. " . I ' I ' ii.. I ' I ' I . I ' I . I ' \. I ' I ' I ' I ' I ' ' \. ' ' ' ' ' . ' ' ' ~ , ' ' ' i----I ' ---~ 0 5 10 15 20 25 Time (Minutes ) - - -Inflow ---Metered Outfl ow -• • -Overflow Total Outflow POND.1 ' ' ' ' ' .. ' ' 30 Page20 Inflow I Outflow Simulation -POND 1 100-Year Stenn Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) !Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.00 0.00 1 0.76 0.76 0.70 0.76 0.03 0.00 309.00 0.12 2 1.52 2.28 2.74 2.98 0.12 0.01 309.01 0.49 3 2.28 3.80 6.00 6.53 0.27 0.05 309.05 1.07 4 3.04 5.32 10.40 11.32 0.46 0.15 309.15 1.86 5 3.80 6.84 15.84 17.24 0.70 0.34 309.34 2.83 I 6 4.56 8.36 22.47 24.20 0.87 0.53 309.53 3.49 7 5.32 9.88 30.51 32.34 0.92 0.59 309.59 3.69 8 6.08 11.40 39.96 41.91 0.97 0.67 309.67 3.93 I 9 6.84 12.92 50.79 52.88 1.04 0.76 309.76 4.20 10 7.60 14.44 62.99 65.23 1.12 0.88 309.88 4.51 11 7.22 14.82 75.45 77.81 1.18 0.98 309.98 4.76 I 12 6.84 14.06 87.06 89.51 1.22 1.05 310.05 4.92 13 6.46 13.30 97.84 100.36 1.26 1.11 310.11 5.08 14 6.08 12.54 107.79 110.38 1.29 1.18 310.18 5.22 I 15 5.70 11.78 116.91 119.57 1.33 1.24 310.24 5.35 16 5.32 11.02 125.22 127.93 1.35 1.28 310.28 5.46 17 4.94 10.26 132.73 135.48 1.38 1.33 310.33 5.55 18 4.56 9.50 139.44 142.23 1.40 1.37 310.37 5.63 I 19 4.18 8.74 145.35 148.17 1.41 1.40 310.40 5.70 20 3.80 7.98 150.47 153.33 1.43 1.43 310.43 5.76 21 3.42 7.22 154.81 157.69 1.44 1.46 310.46 5.81 I 22 3.04 6.46 158.36 161.27 1.45 1.48 310.48 5.85 23 2.66 5.70 161.14 164.06 1.46 1.49 310.49 5.88 24 2.28 4.94 163.15 166.08 1.46 1.50 310.50 5.91 25 1.90 4.18 164.40 167.33 1.47 1.51 310.51 5.92 26 1.52 3.42 164.88 167.82 1.47 1.51 310.51 5.92 27 1.14 2.66 164.60 167.54 1.47 1.51 310.51 5.92 ' 28 0.76 1.90 163.57 166.50 1.47 1.51 310.51 5.91 29 0.38 1.14 161.79 164.71 1.46 1.50 310.50 5.89 30 0.00 0.38 159.26 162.17 1.45 1.48 310.48 5.86 J POND.1 Page 21 Overflow {Free-Flow) Simulation -POND 1 100-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.76 0.00 0.03 0.03 2 1.52 0.00 0.12 0.12 3 2.28 0.00 0.27 0.27 4 3.04 0.00 0.46 0.46 5 3.80 0.00 0.70 0.70 6 4.56 0.00 0.87 0.87 7 5.32 0.00 0.92 0.92 8 6.08 0.00 0.97 0.97 9 6.84 0.00 1.04 1.04 10 7.60 0.00 1.12 1.12 11 7.22 0.00 1.18 1.18 12 6.84 0.00 1.22 1.22 13 6.46 0.00 1.26 1.26 14 6.08 0.00 1.29 1.29 15 5.70 0.00 1.33 1.33 16 5.32 0.00 1.35 1.35 17 4.94 0.00 1.38 1.38 18 4.56 0.00 1.40 1.40 19 4.18 0.00 1.41 1.41 20 3.80 0.00 1.43 1.43 21 3.42 0.00 1.44 1.44 22 3.04 0.00 1.45 1.45 23 2.66 0.00 1.46 1.46 24 2.28 0.00 1.46 1.46 25 1.90 0.00 1.47 1.47 26 1.52 0.00 1.47 1.47 27 1.14 0.00 1.47 1.47 28 0.76 0.00 1.47 1.47 29 0.38 0.00 1.46 1.46 30 0.00 0.00 1.45 1.45 POND.I Page22 -"'C c: 0 8.00 7 .00 6 .00 ~ 5 .00 CJ) ... Cl) c. -Cl) Cl) u.. u 4 .00 .c ::l (.) Cl) -~ ... 3: 0 3 .00 u::: 2 .00 1 .00 I I , . I I I I I , . I I I I I , I I Inflow/Outflow Simulation 100-Year Storm Event j' I ' I " I ' I '\ .. I ' I ' I ' . -, ' I ' I ' ' I ' I ' I .a . ' , ' I ' I '\ '\ , ' , ' I ' I ' , ' ' ' ' ' T ' ' ' ' ' .. ' ' ' ' ' ~ ~ ' ' 0.00 v---// 0 5 10 15 20 25 Time (Minutes) - - -Infl ow ---Metered Outflow - -- -Overflow Total Outflow POND.1 ' ' ' ' .a ' ' 30 Page23 70% Cl) E ::i 0 60% > E ::i E ")( 50% ca ~ -0 -40% c: Cl) (.) ... Cl) ti. 30% 2-year Storm Depth Storm Elevation Storm Volume Supplied Capacity Percent of Capacity Suppl ied Freeboard Detention Pond #1: Storage Volumes as Percent of Maximum V olume 5-year 10-year 25-year 50-year 100-year Design Storm STORM SIMULATION SYNOPSIS -POND 1 2-year 5-year 10-year 25 -year 50 -year 100-year 0 .98 feet 1 .11 feet 1 .21 feet 1.34 feet 1.47 feet 1 . 51 feet 309.98 310 .11 310 .21 310 .34 3 10.47 10 . 51 2298 2953 3439 4058 4729 4984 8039 8039 8039 8039 8039 8039 29% 37 % 43 % 50% 59 % 62 % 1 .06 feet 0 .93 feet 0 .83 feet 0 . 70 feet 0 .57 feet 0 .53 feet POND.1 Page 14 SECTIONS I Detention Pond 2 [POND 2] BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station , TX Detention Pond Tributary Area {"A"): 0 37 Acres Pervious Area: 0.00 Acres Impervious Area : 0.37 Acres Run-Off Coefficient ("Cwt"): 0.98 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. 1 5 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 2.29 5-Year: 2.79 10-Year: 3.13 25-Year: 3.58 50-Year: 4.04 100-Year: 4.22 POND.2 2 Time Base: 0 c = 0.40 c = 0.98 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inch.es 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 ( Page l Post-Development Flow Routed Through Detention Pond #2 Inflow Hydrograph Ordinates (Cubic Fee t per Second) Time 2-Year 5-Year Storm 10-Year Storm 25-Year Storm 50-Year 100-Year (Minutes) Storm Storm Storm 0 .00 0 .00 0 .40 0.42 0.81 0.84 1 .21 1.27 1.62 1.69 2 .09 2 .35 1 .95 2.19 1.81 2 .04 1.67 1 .88 1.53 1 .72 1 .39 1 .57 1.26 1 .41 1 .12 1.25 0 .98 1.10 0.84 0.94 0.70 0.78 0.56 0.63 0.42 0.47 0 .28 0.31 0.14 0 .16 0 .00 0.00 POND.2 Page2 0 .70 0 .60 0 .50 -;:; 0.40 Cl) Cl) u. .r::. ... Q. Cl) 0 0 .30 0 .20 0.10 ' 0.00 0 Elevation 309.57 309.75 309.90 310 .00 310 .10 310.20 Depth (Feet) 0.00 0.18 0 .33 0.43 0 .53 0.63 Detention Pond Depth Vs . Volume Volume (Ft3) 0 18 79 141 238 394 ~ ~ ~ / v r' / / v v I ( 50 100 150 200 250 300 350 400 Detention Pond Volume (Cubic Feet) POND.2 Page3 -IZ> IZ> u,_ ..r::. -0.. IZ> c 0.40 0.30 Elevation Depth (Feet) 309 .57 0.00 309.75 0.18 309 .90 0 .33 310.00 0 .43 310.10 0.53 310 .20 0.63 Orifice (ft2) Coefficient Diameter Discharge Ft3 /Sec 0.00 1.60 2.17 2.48 2.75 3.00 0.79 0.60 12.00 Rating Curve For Outlet Control Structure Depth Vs. Volume square feet inches o.oo.,.-.~~~-+-~~~-+~~~~4-~~~-f-~~~--"~~~......i1--~~--a 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3 .50 Discharge (Cubic Feet Per Second) POND.2 Page4 "O c: 0 c.J Q) CJ') ... Q) c.. -Q) Q) u.. c.J :c :I (.) Q) Cl ... cc .r:. c.J Cl) i5 3 .50 3 .00 2 .50 2.00 1 .50 1.00 0.50 0 .00 0.00 Depth Storage Discharge 2s/t 2s/t + 0 (Feet) (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0.00 0 0 .00 0 .00 0 .00 0.18 18 1 .60 0 .60 2.20 0 .33 79 2.17 2.63 4.81 0.43 141 2.48 4.70 7.18 0 .53 238 2 .75 7.93 10.69 0.63 394 3.00 13.13 16.13 Storage Indication Curve ------~ ~ ~ ....... v / v J I 2.00 4.00 6.00 8.00 10.00 12.00 14 .00 16 .00 18.00 2s/t + 0 (Cubic Feet Per Second) POND.2 Page 5 Inflow I Outflow Simulation -POND 2 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.23 0.23 -0.10 0.23 0.17 0.00 309.57 0.21 2 0.46 0.69 -0.27 0.58 0.42 0.01 309.58 0.54 3 0.69 1.15 -0.40 0.88 0.64 0.03 309.60 0.82 4 0.92 1.61 -0.55 1.20 0.88 0.05 309.62 1.12 5 1.15 2.06 -0.69 1.52 1.10 0.09 309.66 1.40 6 1.38 2.52 -0.84 1.83 1.33 0.12 309.69 1.70 7 1.61 2.98 -0.98 2.15 1.56 0.17 309.74 1.99 8 1.84 3.44 -0.86 2.46 1.66 0.19 309.76 2.11 9 2.06 3.90 -0.53 3.04 1.79 0.22 309.79 2.28 10 2.29 4.36 -0.09 3.83 1.96 0.27 309.84 2.49 11 2.18 4.47 0.22 4.38 2.08 0.30 309.87 2.65 12 2.06 4.24 0.27 4.47 2.10 0.31 309.88 2.67 13 1.95 4.01 0.17 4.28 2.06 0.30 309.87 2.62 14 1.84 3.79 -0.02 3.95 1.99 0.28 309.85 2.53 15 1.72 3.56 -0.25 3.54 1.90 0.25 309.82 2.41 16 1.61 3.33 -0.52 3.07 1.79 0.23 309.80 2.28 17 1.49 3.10 -0.79 2.58 1.69 0.20 309.77 2.15 18 1.38 2.87 -0.95 2.08 1.51 0.16 309.73 1.92 19 1.26 2.64 -0.77 1.69 1.23 0.11 309.68 1.57 20 1.15 2.41 -0.75 1.64 1.19 0.10 309.67 1.52 21 1.03 2.18 -0.65 1.43 1.04 0.08 309.65 1.33 22 0.92 1.95 -0.59 1.30 0.94 0.06 309.63 1.20 23 0.80 1.72 -0.51 1.13 0.82 0.05 309.62 1.05 24 0.69 1.49 -0.44 0.98 0.71 0.04 309.61 0.90 25 0.57 1.26 -0.37 0.82 0.59 0.02 309.59 0.76 26 0.46 1.03 -0.30 0.66 0.48 0.02 309.59 0.61 27 0.34 0.80 -0.23 0.50 0.37 0.01 309.58 0.47 28 0.23 0.57 -0.16 0.34 0.25 0.00 309.57 0.32 29 0.11 0.34 -0.09 0.19 0.14 0.00 309.57 0.17 30 0.00 0.11 -0.01 0.03 0.02 0.00 309.57 0.03 POND.2 Page6 Overflow (Free-Flow) Simulation -POND 2 2-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.23 0.00 0.17 0.17 2 0.46 0.00 0.42 0.42 3 0.69 0.00 0.64 0.64 4 0.92 0.00 0.88 0.88 5 1.15 0.00 1.10 1.10 6 1.38 0.00 1.33 1.33 7 1.61 0.00 1.56 1.56 8 1.84 0.00 1.66 1.66 9 2.06 0.00 1.79 1.79 10 2.29 0.00 1.96 1.96 11 2.18 0.00 2.08 2.08 12 2.06 0.00 2.10 2.10 13 1.95 0.00 2.06 2.06 14 1.84 0.00 1.99 1.99 15 1.72 0.00 1.90 1.90 16 1.61 0.00 1.79 1.79 17 1.49 0.00 1.69 1.69 18 1.38 0.00 1.51 1.51 19 1.26 0.00 1.23 1.23 20 1.15 0.00 1.19 1.19 21 1.03 0.00 1.04 1.04 22 0.92 0.00 0.94 0.94 23 0.80 0.00 0.82 0.82 24 0.69 0.00 0.71 0.71 25 0.57 0.00 0.59 0.59 26 0.46 0.00 0.48 0.48 27 0.34 0.00 0.37 0.37 28 0.23 0.00 0.25 0.25 29 0.11 0.00 0.14 0.14 30 0.00 0.00 0.02 0.02 POND.2 Page 7 "'C c:: 0 u Q) en 1 .50 ... Q) c.. -Q) Q) LL. u ..c :::::l u Q) -~ 1.00 ... 3: 0 LL. 0 -• -I nfl ow Inflow/Outflow Simulation 2-Year Storm Event 5 '\ I '\ I 10 .. 15 Time (Minutes) ---Metered Outflow -• • -Overflow POND.2 20 25 ---Total Outfl ow 30 Page 8 Inflow I Outflow Simulation -POND 2 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (Ft/Sec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.28 0.28 -0.13 0.28 0.20 0.00 309.57 0.26 2 0.56 0.84 -0.32 0.71 0.52 0.02 309.59 0.66 3 0.84 1.39 -0.49 1.07 0.78 0.04 309.61 0.99 4 1.12 1.95 -0.67 1.46 1.07 0.08 309.65 1.36 5 1.39 2.51 -0.84 1.84 1.34 0.13 309.70 1.71 6 1.67 3.07 -0.99 2.23 1.61 0.18 309.75 2.05 7 1.95 3.63 -0.76 2.64 1.70 0.20 309.77 2.16 8 2.23 4.18 -0.32 3.42 1.87 0.24 309.81 2.38 9 2.51 4.74 0.25 4.42 2.09 0.31 309.88 2.66 10 2.79 5.30 1.01 5.55 2.27 0.36 309.93 2.89 11 2.65 5.44 1.68 6.45 2.39 0.40 309.97 3.04 12 2.51 5.16 1.97 6.84 2.44 0.41 309.98 3.10 13 2.37 4.88 1.97 6.85 2.44 0.42 309.99 3.10 14 2.23 4.60 1.77 6.58 2.40 0.40 309.97 3.06 15 2.09 4.32 1.42 6.10 2.34 0.38 309.95 2.98 16 1.95 4.04 0.95 5.46 2.26 0.36 309.93 2.87 17 1.81 3.77 0.41 4.71 2.15 0.32 309.89 2.74 18 1.67 3.49 -0.05 3.90 1.97 0.27 309.84 2.51 19 1.53 3.21 -0.47 3.16 1.81 0.23 309.80 2.31 20 1.39 2.93 -0.86 2.46 1.66 0.19 309.76 2.11 21 1.26 2.65 -0.82 1.79 1.30 0.12 309.69 1.66 22 1.12 2.37 -0.71 1.56 1.13 0.09 309.66 1.44 23 0.98 2.09 -0.63 1.38 1.01 0.07 309.64 1.28 24 0.84 1.81 -0.54 1.18 0.86 0.05 309.62 1.10 25 0.70 1.53 -0.45 1.00 0.72 0.04 309.61 0.92 26 0.56 1.26 -0.37 0.80 0.58 0.02 309.59 0.74 27 0.42 0.98 -0.28 0.61 0.44 0.01 309.58 0.57 28 0.28 0.70 -0.19 0.42 0.30 0.01 309.58 0.39 29 0.14 0.42 -0.10 0.23 0.17 0.00 309.57 0.21 30 0.00 0.14 -0.02 0.04 0.03 0.00 309.57 0.03 POND.2 Page9 Overflow (Free-Flow) Simulation -POND 2 5-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.28 0.00 0.20 0.20 2 0.56 0.00 0.52 0.52 3 0.84 0.00 0.78 0.78 4 1.12 0.00 1.07 1.07 5 1.39 0.00 1.34 1.34 6 1.67 0.00 1.61 1.61 7 1.95 0.00 1.70 1.70 8 2.23 0.00 1.87 1.87 9 2.51 0.00 2.09 2.09 10 2.79 0.00 2.27 2.27 11 2.65 0.00 2.39 2.39 12 2.51 0.00 2.44 2.44 13 2.37 0.00 2.44 2.44 14 2.23 0.00 2.40 2.40 15 2.09 0.00 2.34 2.34 16 1.95 0.00 2.26 2.26 17 1.81 0.00 2.15 2.15 18 1.67 0.00 1.97 1.97 19 1.53 0.00 1.81 1.81 20 1.39 0.00 1.66 1.66 21 1.26 0.00 1.30 1.30 22 1.12 0.00 1.13 1.13 23 0.98 0.00 1.01 1.01 24 0.84 0.00 0.86 0.86 25 0.70 0.00 0.72 0.72 26 0.56 0.00 0.58 0.58 27 0.42 0.00 0.44 0.44 28 0.28 0.00 0.30 0.30 29 0.14 0.00 0.17 0.17 30 0.00 0.00 0.03 0.03 POND.2 Page JO Inflow/Outflow Simulation 5-Year Storm Event • I "' . ' -"C 2 .00 c: 0 (.;I Q) CJ) ... Q) a. .... Q) Q) LL. (.;I 1 .50 :c ::l u Q) .... ca ... ~ 0 LL. 1.00 0 5 10 15 20 25 30 Time (Minutes) - - -Inflow ---Metered Outflow - ---Overflow ---Total Outflow POND.2 Page 11 Inflow I Outflow Simulation -POND 2 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.31 0.31 -0.14 0.31 0.23 0.00 309.57 0.29 2 0.63 0.94 -0.36 0.80 0.58 0.02 309.59 0.74 3 0.94 1.57 -0.55 1.20 0.88 0.05 309.62 1.11 4 1.25 2.19 -0.75 1.64 1.20 0.10 309.67 1.52 5 1.57 2.82 -0.94 2.07 1.51 0.16 309.73 1.92 6 1.88 3.44 -0.84 2.50 1.67 0.19 309.76 2.13 7 2.19 4.07 -0.43 3.23 1.83 0.23 309.80 2.33 8 2.50 4.70 0.16 4.27 2.06 0.30 309.87 2.62 9 2.82 5.32 0.96 5.48 2.26 0.36 309.93 2.88 10 3.13 5.95 2.02 6.91 2.44 0.42 309.99 3.11 11 2.97 6.11 3.02 8.13 2.55 0.46 310.03 3.25 12 2.82 5.79 3.60 8.81 2.61 0.48 310.05 3.32 13 2.66 5.48 3.82 9.08 2.63 0.48 310.05 3.35 14 2.50 5.17 3.75 8.99 2.62 0.48 310.05 3.34 15 2.35 4.85 3.42 8.60 2.59 0.47 310.04 3.30 16 2.19 4.54 2.88 7.96 2.54 0.45 310.02 3.23 17 2.04 4.23 2.16 7.10 2.47 0.43 310.00 3.14 18 1.88 3.91 1.40 6.08 2.34 0.38 309.95 2.98 19 1.72 3.60 0.61 5.00 2.20 0.34 309.91 2.80 20 1.57 3.29 -0.05 3.89 1.97 0.27 309.84 2.51 21 1.41 2.97 -0.60 2.92 1.76 0.22 309.79 2.24 22 1.25 2.66 -0.94 2.06 1.50 0.16 309.73 1.91 23 1.10 2.35 -0.64 1.41 1.03 0.07 309.64 1.31 24 0.94 2.04 -0.63 1.39 1.01 0.07 309.64 1.29 25 0.78 1.72 -0.50 1.09 0.79 0.04 309.61 1.01 26 0.63 1.41 -0.42 0.91 0.66 0.03 309.60 0.85 27 0.47 1.10 -0.31 0.68 0.49 0.02 309.59 0.63 28 0.31 0.78 -0.22 0.47 0.34 0.01 309.58 0.44 29 0.16 0.47 -0.12 0.25 0.18 0.00 309.57 0.24 30 0.00 0.16 -0.02 0.04 0.03 0.00 309.57 0.04 POND.2 Pagel2 Overflow (Free-Flow) Simulation -POND 2 10-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.31 0.00 0.23 0.23 2 0.63 0.00 0.58 0.58 3 0.94 0.00 0.88 0.88 4 1.25 0.00 1.20 1.20 5 1.57 0.00 1.51 1.51 6 1.88 0.00 1.67 1.67 7 2.19 0.00 1.83 1.83 8 2.50 0.00 2.06 2.06 9 2.82 0.00 2.26 2.26 10 3.13 0.00 2.44 2.44 11 2.97 0.00 2.55 2.55 12 2.82 0.00 2.61 2.61 13 2.66 0.00 2.63 2.63 14 2.50 0.00 2.62 2.62 15 2.35 0.00 2.59 2.59 16 2.19 0.00 2.54 2.54 17 2.04 0.00 2.47 2.47 18 1.88 0.00 2.34 2.34 19 1.72 0.00 2.20 2.20 20 1.57 0.00 1.97 1.97 21 1.41 0.00 1.76 1.76 22 1.25 0.00 1.50 1.50 23 1.10 0.00 1.03 1.03 24 0.94 0.00 1.01 1.01 25 0.78 0.00 0.79 0.79 26 0.63 0.00 0.66 0.66 27 0.47 0.00 0.49 0.49 28 0.31 0.00 0.34 0.34 29 0.16 0.00 0.18 0.18 30 0.00 0.00 0.03 0.03 POND.2 Page 13 Inflow/Outflow Simulation 10-Year Storm Event I ' 3.00 ' I ' I ' I \ I ' I ' 2 .50 -i:) c:: 0 (.) Q) en ... Q) 2 .00 c. -Q) Q) u.. (.) .Q :::l (.) Q) 1.50 -~ ... 3: 0 u: 1.00 0 5 10 15 20 25 30 Time (Minutes) - - -Inflow ---Metered Outflow -• • -Overflow ---Total Ou tflow POND.2 Page 14 Inflow I Outflow Simulation -POND 2 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.36 0.36 -0.16 0.36 0.26 0.00 309.57 0.33 2 0.72 1.07 -0.41 0.91 0.66 0.03 309.60 0.84 3 1.07 1.79 -0.63 1.37 1.00 0.07 309.64 1.27 4 1.43 2.50 -0.86 1.88 1.37 0.13 309.70 1.74 5 1.79 3.22 -0.92 2.36 1.64 0.19 309.76 2.09 6 2.15 3.93 -0.55 3.02 1.78 0.22 309.79 2.27 7 2.50 4.65 0.06 4.10 2.02 0.28 309.85 2.57 8 2.86 5.36 0.92 5.43 2.25 0.35 309.92 2.87 9 3.22 6.08 2.09 7.00 2.46 0.42 309.99 3.13 10 3.58 6.79 3.66 8.88 2.61 0.48 310.05 3.33 11 3.40 6.97 5.13 10.63 2.75 0.53 310.10 3.50 12 3.22 6.62 6.14 11.75 2.80 0.55 310.12 3.57 13 3.04 6.26 6.74 12.40 2.83 0.56 310.13 3.60 14 2.86 5.90 6.96 12.64 2.84 0.56 310.13 3.62 15 2.68 5.54 6.83 12.50 2.84 0.56 310.13 3.61 16 2.50 5.18 6.38 12.01 2.81 0.55 310.12 3.58 17 2.32 4.83 5.66 11.21 2.78 0.54 310.11 3.54 18 2.15 4.47 4.71 10.13 2.71 0.51 310.08 3.45 19 1.97 4.11 3.60 8.82 2.61 0.48 310.05 3.32 20 1.79 3.75 2.37 7.36 2.49 0.43 310.00 3.18 21 1.61 3.40 1.17 5.77 2.30 0.37 309.94 2.92 22 1.43 3.04 0.13 4.21 2.04 0.29 309.86 2.60 23 1.25 2.68 -0.66 2.81 1.74 0.21 309.78 2.21 24 1.07 2.32 -0.76 1.66 1.21 0.10 309.67 1.54 25 0.89 1.97 -0.55 1.21 0.88 0.05 309.62 1.12 26 0.72 1.61 -0.48 1.06 0.77 0.04 309.61 0.98 27 0.54 1.25 -0.35 0.77 0.56 0.02 309.59 0.71 28 0.36 0.89 -0.25 0.54 0.40 0.01 309.58 0.50 29 0.18 0.54 -0.13 0.29 0.21 0.00 309.57 0.27 30 0.00 0.18 -0.02 0.05 0.03 0.00 309.57 0.04 POND.2 Page15 Overflow {Free-Flow) Simulation -POND 2 25-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.36 0.00 0.26 0.26 2 0.72 0.00 0.66 0.66 3 1.07 0.00 1.00 1.00 4 1.43 0.00 1.37 1.37 5 1.79 0.00 1.64 1.64 6 2.15 0.00 1.78 1.78 7 2.50 0.00 2.02 2.02 8 2.86 0.00 2.25 2.25 9 3.22 0.00 2.46 2.46 10 3.58 0.00 2.61 2.61 11 3.40 0.00 2.75 2.75 12 3.22 0.00 2.80 2.80 13 3.04 0.00 2.83 2.83 14 2.86 0.00 2.84 2.84 15 2.68 0.00 2.84 2.84 16 2.50 0.00 2.81 2.81 17 2.32 0.00 2.78 2.78 18 2.15 0.00 2.71 2.71 19 1.97 0.00 2.61 2.61 20 1.79 0.00 2.49 2.49 21 1.61 0.00 2.30 2.30 22 1.43 0.00 2.04 2.04 23 1.25 0.00 1.74 1.74 24 1.07 0.00 1.21 1.21 25 0.89 0.00 0.88 0.88 26 0.72 0.00 0.77 0.77 27 0.54 0.00 0.56 0.56 28 0.36 0.00 0.40 0.40 29 0.18 0.00 0.21 0.21 30 0.00 0.00 0.03 0.03 POND.2 Pagel6 "C c:: 0 u Q) VJ . ... Q) 0. -Q) Q) LL. u .c ::::i (.) Q) -ctl ... 3: 0 u::: Inflow/Outflow Simulation 25-Year Storm Event • I . ' • '\ ' '\ • 3.00T-~~~~~+-~~~-1~--+~~~-~~~-1-~~~~~-+~~~~~-1-~~~~~~ '\ ' 2 .50 2 .00 1 .50 0.00 0 -• • In fl ow 5 I I • I • I • I I • • I I • 10 15 Time (Minutes) Metered Outflow ----Overflow POND.2 20 25 30 Total Outfl ow Page 17 Inflow I Outflow Simulation -POND 2 50-Y ear Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.40 0.40 -0.18 0.40 0.29 0.01 309.58 0.37 2 0.81 1.21 -0.47 1.03 0.75 0.04 309.61 0.95 3 1.21 2.02 -0.71 1.55 1.13 0.09 309.66 1.44 4 1.62 2.83 -0.97 2.12 1.54 0.17 309.74 1.97 5 2.02 3.64 -0.74 2.67 1.71 0.20 309.77 2.17 6 2.43 4.45 -0.16 3.70 1.93 0.26 309.83 2.46 7 2.83 5.25 0.68 5.10 2.21 0.34 309.91 2.81 8 3.23 6.06 1.89 6.74 2.42 0.41 309.98 3.08 9 3.64 6.87 3.56 8.77 2.60 0.47 310.04 3.31 10 4.04 7.68 5.68 11.24 2.78 0.54 310.11 3.54 11 3.84 7.88 7.80 13.56 2.88 0.58 310.15 3.67 12 3.64 7.48 9.35 15.27 2.96 0.61 310.18 3.77 13 3.44 7.07 10.42 16.42 3.00 0.63 310.20 3.82 14 3.23 6.67 11.09 17.09 3.00 0.63 310.20 3.82 15 3.03 6.27 11.35 17.35 3.00 0.63 310.20 3.82 16 2.83 5.86 11.21 17.21 3.00 0.63 310.20 3.82 17 2.63 5.46 10.66 16.66 3.00 0.63 310.20 3.82 18 2.43 5.05 9.75 15.71 2.98 0.62 310.19 3.80 19 2.22 4.65 8.55 14.40 2.92 0.60 310.17 3.72 20 2.02 4.24 7.10 12.80 2.85 0.57 310.14 3.63 21 1.82 3.84 5.41 10.94 2.76 0.53 310.10 3.52 22 1.62 3.44 3.62 8.84 2.61 0.48 310.05 3.32 23 1.41 3.03 1.83 6.66 2.41 0.41 309.98 3.07 24 1.21 2.63 0.27 4.46 2.10 0.31 309.88 2.67 25 1.01 2.22 -0.84 2.49 1.67 0.19 309.76 2.12 26 0.81 1.82 -0.44 0.97 0.71 0.04 309.61 0.90 27 0.61 1.41 -0.44 0.97 0.71 0.03 309.60 0.90 28 0.40 1.01 -0.26 0.57 0.41 0.01 309.58 0.53 29 0.20 0.61 -0.16 0.35 0.25 0.00 309.57 0.32 30 0.00 0.20 -0.02 0.04 0.03 0.00 309.57 0.04 POND.2 Page 18 Overflow (Free-Flow) Simulation -POND 2 50-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.40 0.00 0.29 0.29 2 0.81 0.00 0.75 0.75 3 1.21 0.00 1.13 1.13 4 1.62 0.00 1.54 1.54 5 2.02 0.00 1.71 1.71 6 2.43 0.00 1.93 1.93 7 2.83 0.00 2.21 2.21 8 3.23 0.00 2.42 2.42 9 3.64 0.00 2.60 2.60 10 4.04 0.00 2.78 2.78 11 3.84 0.00 2.88 2.88 12 3.64 0.00 2.96 2.96 13 3.44 0.43 3.00 3.44 Overflow 14 3.23 0.23 3.00 3.23 Overflow 15 3.03 0.03 3.00 3.03 Overflow 16 2.83 0.00 3.00 3.00 17 2.63 0.00 3.00 3.00 18 2.43 0.00 2.98 2.98 19 2.22 0.00 2.92 2.92 20 2.02 0.00 2.85 2.85 21 1.82 0.00 2.76 2.76 22 1.62 0.00 2.61 2.61 23 1.41 0.00 2.41 2.41 24 1.21 0.00 2.10 2.10 25 1.01 0.00 1.67 1.67 26 0.81 0.00 0.71 0.71 27 0.61 0.00 0.71 0.71 28 0.40 0.00 0.41 0.41 29 0.20 0.00 0.25 0.25 30 0.00 0.00 0.03 0.03 POND.2 Page 19 Inflow /Outflow Simulation 50-Year Storm Event 4 .00 I ' I ' • ' • ' • ' ' 3.50 -"C 3.00 c: 0 (.J Q) en ... Q) a. ~ 2.50 Q) Q) u. (.J .c ::I (..) 2 .00 Q) ~ ca ... 3: 0 u: 1.50 0 5 10 15 20 25 30 Time (Minutes) • • • Inflow ---Metered Outflow - - - -Overflow T otal Outflow POND.2 Page20 Inflow I Outflow Simulation -POND 2 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation Velocity (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) (FUSec) 0 0.00 0.00 0.00 0.00 0.00 0.00 309.57 0.00 1 0.42 0.42 -0.19 0.42 0.31 0.01 309.58 0.39 2 0.84 1.27 -0.49 1.07 0.78 0.04 309.61 1.00 3 1.27 2.11 -0.74 1.62 1.18 0.10 309.67 1.50 4 1.69 2.95 -1.00 2.22 1.61 0.18 309.75 2.05 5 2.11 3.80 -0.67 2.80 1.73 0.21 309.78 2.21 6 2.53 4.64 -0.01 3.97 1.99 0.28 309.85 2.53 7 2.95 5.49 0.96 5.48 2.26 0.36 309.93 2.88 8 3.38 6.33 2.31 7.29 2.49 0.43 310.00 3.17 9 3.80 7.17 4.17 9.49 2.66 0.49 310.06 3.39 10 4.22 8.02 6.54 12.19 2.82 0.56 310.13 3.59 11 4.01 8.23 8.89 14.77 2.94 0.60 310.17 3.74 12 3.80 7.81 10.70 16.70 3.00 0.63 310.20 3.82 13 3.59 7.39 12.08 18.08 3.00 0.63 310.20 3.82 14 3.38 6.96 13.04 19.05 3.00 0.63 310.20 3.82 15 3.17 6.54 13.58 19.58 3.00 0.63 310.20 3.82 16 2.95 6.12 13.70 19.70 3.00 0.63 310.20 3.82 17 2.74 5.70 13.39 19.39 3.00 0.63 310.20 3.82 18 2.53 5.28 12.66 18.67 3.00 0.63 310.20 3.82 19 2.32 4.85 11.51 17.52 3.00 0.63 310.20 3.82 20 2.11 4.43 9.96 15.94 2.99 0.63 310.20 3.81 21 1.90 4.01 8.16 13.97 2.90 0.59 310.16 3.70 22 1.69 3.59 6.15 11.75 2.80 0.55 310.12 3.57 23 1.48 3.17 4.02 9.31 2.65 0.49 310.06 3.37 24 1.27 2.74 1.91 6.76 2.43 0.41 309.98 3.09 25 1.06 2.32 0.14 4.23 2.05 0.29 309.86 2.61 26 0.84 1.90 -0.93 2.04 1.48 0.15 309.72 1.89 27 0.63 1.48 -0.25 0.55 0.40 0.01 309.58 0.51 28 0.42 1.06 -0.37 0.81 0.59 0.02 309.59 0.75 29 0.21 0.63 -0.12 0.27 0.19 0.00 309.57 0.25 30 0.00 0.21 -0.04 0.09 0.07 0.00 309.57 0.08 POND.2 Page 21 Overflow (Free-Flow) Simulation -POND 2 100-Year Storm Event Metered Total Time Inflow Overflow Outflow Outflow (Minutes) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0.00 0.00 0.00 0.00 1 0.42 0.00 0.31 0.31 2 0.84 0.00 0.78 0.78 3 1.27 0.00 1.18 1.18 4 1.69 0.00 1.61 1.61 5 2.11 0.00 1.73 1.73 6 2.53 0.00 1.99 1.99 7 2.95 0.00 2.26 2.26 8 3.38 0.00 2.49 2.49 9 3.80 0.00 2.66 2.66 10 4.22 0.00 2.82 2.82 11 4.01 0.00 2.94 2.94 12 3.80 0.80 3.00 3.80 Overflow 13 3.59 0.59 3.00 3.59 Overflow 14 3.38 0.37 3.00 3.38 Overflow 15 3.17 0.16 3.00 3.17 Overflow 16 2.95 0.00 3.00 3.00 17 2.74 0.00 3.00 3.00 18 2.53 0.00 3.00 3.00 19 2.32 0.00 3.00 3.00 20 2.11 0.00 2.99 2.99 21 1.90 0.00 2.90 2.90 22 1.69 0.00 2.80 2.80 23 1.48 0.00 2.65 2.65 24 1.27 0.00 2.43 2.43 25 1.06 0.00 2.05 2.05 26 0.84 0.00 1.48 1.48 27 0.63 0.00 0.40 0.40 28 0.42 0.00 0.59 0.59 29 0.21 0.00 0.19 0.19 30 0.00 0.00 0.07 0.07 POND.2 Page22 Inflow /Outflow Simulation 100-Year Storm Event 4.00 I ' I ' I ' I ' ' ' I 3 .50 "'C 3.00 c: 0 (.) Q) "' -Q) 0.. 2 .50 ... Q) Q) u.. (.) :c :J (..) 2 .00 Q) ... ca -~ 0 u.. 1 .50 0 5 10 15 2 0 25 3 0 Time (Minutes) • • • Inflo w ---Metered Outflo w -• • -Overfl o w Total Outflo w P OND.2 Pag e23 70% Q) E ::I 0 60% > E ::I E ")( '° 50% 2: ..... 0 ..... 40% c Q) CJ Ci> 0.. 30% 2-year Storm Depth Storm Elevation Storm Volume Supplied Capacity Percent of Capacity Supplied Freeboard Detention Pond #2: Storage Volumes as Percent of Maximum Volume 5-year 10-year 25-year 50-year 100-year Design Storm STORM SIMULATION SYNOPSIS -POND 2 2-year 5-year 10-year 25-year 50-year 100-year 0.31 feet 0.42 feet 0.48 feet 0.56 feet 0.63 feet 0.63 feet 309.88 309.99 310.05 310.13 310 .20 310.20 70 132 192 292 394 394 394 394 394 394 394 394 18% 33% 49% 74% 100% 100% 0 .32 feet 0.21 feet 0.15 feet 0.07 feet 0.00 feet 0.00 feet POND.2 Page24 SECTION6 I Additional Calculations BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision , College Station , TX Modified Pavement Flow (to be added to Pond 1) Tributary Area ("A"): 0 .19 Acres Time Base: 0 Perv ious Area: 0.00 Acres c = 0 .40 Impervious Area : 0.19 Acres c = 0 .98 Run-Off Coefficient ("Cwt"): 0 .98 Time Of Concen t ration ("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. 1 5 Inches I Hour 100-Year : 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2 -Year : 1.18 Cubic Feet I Second 5-Year: 1.43 Cubic Feet I Second 10-Year: 1 .61 Cubic Feet I Second 25 -Year : 1 .84 Cubic Feet I Second 50-Year : 2.08 Cubic Feet I Second 100-Year: 2 .17 Cubic Feet I Second Time 2 -Year (Minutes) Storm 0 0 .00 1 0.12 2 0 .24 3 0 .35 4 0.47 5 0.59 6 0 .71 Post-Development Flow Inflow Hydrograph Ordinates (Cub ic Feet per S econd) 5-Year Storm 0.00 0.14 0.29 0.43 0.57 0 .72 0.86 10-Year Storm 0.00 0.16 0 .32 0.48 0.64 0 .80 0.96 25-Year Storm 0.00 0.18 0 .37 0.55 0.73 0.92 1 .10 50-Year 100-Year Storm Storm 0.00 0 .00 0.21 0.22 0 .42 0 .43 0 .62 0.65 0 .83 0 .87 1 .04 1.08 1.25 1 .30 7 0 .82 1.00 1 .13 1.29 1.45 1 .52 8 0 .94 1.15 1.29 1.47 1.66 1 .73 9 1.06 1 .29 1.45 1.65 1.87 1 .95 Peak = > ::::::1:::::::::::=::1:9::::'I:::::=::::::::::::,::::::::rn ::f:l:~::::rn;::::::rn::::::::::::=:::1 ::¥.i@::::::::::::::::::::::::,;:::::::m:2:=§:1:::::::I:i:::::::::::1 ::::::::::1::s!iII:::::::::::::::::::::::::::~P:?:1,::t:::cr:::::;gt~2:::::11 11 1.12 1.36 1 .53 1.74 1 .97 2 .06 12 1.06 1.29 1 .45 1.65 1.87 1.95 13 1.00 1.22 1.37 1.56 1 .76 1 .84 14 0 .94 1.15 1 .29 1.47 1.66 1.73 15 0 .88 1 .07 1.21 1 .38 1 .56 1 .63 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 0.82 0 .77 0 .71 0.65 0 .59 0 .53 0 .47 0.41 0 .35 0.29 0 .24 0 .18 0 .12 0 .06 0.00 1.00 0 .93 0.86 0.79 0.72 0.64 0.57 0.50 0.43 0.36 0.29 0 .21 0 .14 0.07 0.00 1 .13 1.05 0.96 0.88 0.80 0.72 0 .64 0.56 0.48 0.40 0.32 0.24 0.16 0 .08 0.00 1 .29 1.19 1.10 1.01 0.92 0.83 0 .73 0 .64 0.55 0.46 0 .37 0.28 0.18 0 .09 0.00 1 .45 1 .35 1.25 1.14 1.04 0 .93 0 .83 0 .73 0.62 0 .52 0.42 0 .31 0 .21 0.10 0 .00 1 .52 1.41 1.30 1.19 1.08 0 .98 0.87 0 .76 0 .65 0.54 0 .43 0 .33 0 .22 0.11 0 .00 Drainage Calculations OVERFLOW ANALYSIS: When Detention Pond 2 overflows during 5 0 and 100-year storm conditions, the runover will be spread across a 30 to 50 foot curb span with flow intensities less than predevelopment overland sheetflow. Calculations are provided below to show the expectedflows and verify that overflow conditions should not present any erosion problems on the project site or adjacent property. 1. Detention Pond 2 Overflow: Consider worst-case scenario -Maximum Overflow Rates 50-year Overflow : 100-year Overflow: 50-year Overflow Curb Distance: 100-year Overflow Curb Distance: 50-year Overflow Rate: 100-year Overflow Rate: 2. Predevelopment Peak Flows: 0.43 cfs 0 .80 cfs 30 ft 40 ft 0.014 cfs/ft of curb 0.020 cfs/ft of curb Peak Flow Rates overland for 2-yr to JOO-yr Storm Events Q1 : Qs : Q10: Q15 : Qso : Q100 : Downstream Property Line Distance: 80% of Distance: 70% of Distance: 3 .19 cfs 3.88 cfs 4.35 cfs 4.97 cfs 5.62 cfs 5 .87 cfs 344.4 ft 275 .6 ft 241.1 ft BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Regency Square Subdivision, College Station , TX Therefore , an estimate of aver/and peak flows is derived by dividing the peak flows by the distance across which they would be distributed. Conservative values of 70 % and 8 0 % of the total northeastern property line are calculated for comparison purposes. Actual flow concentrations in the predevelopment scenario are probably considerably higher. 80% 70% (cjsljt) (cjsljt) Q1: 3 .19 cfs 0 .011 0.013 Qs : 3 .88 cfs 0 .014 0 .016 Q10 : 4 .35 cfs 0 .016 0 .018 Q15 : 4 .97 cfs 0 .018 0 .021 Qso : 5 .62 cfs 0 .020 0 .023 Q100 : 5 .87 cfs 0 .021 0 .024 Since , aver.flow rates are found to be the following, 50-year Overflow Rate: 100-year Overflow Rat e: 0 . 014 cfs /ft of curb 0 .020 cfs/ft of curb over.flow rates are less than approximated predevelopment flows for the corresponding storm intens i ties and should not vary s ignificantly from previous aver/and.flow behavior. Therefore , we do not expect the aver.flow from the Pond 2 area during 5 0 and 100 year storm conditions to pose any erosion problems. BUDGET MINI STORAGE -Lo ts 18 & 19, Block 1 R egency Square S ubdiv is ion , College S tation , TX SECTION ®:::@ THAU DETENTION POND ,v.r.,.,. 10" SPIKES -1.00 % 1/2"0 REBAR .~ - E= = 4" X 4" WOODEN TIMBER PLACED ' EVERY ~ ~ 4 FEET WHERE HEIGHT IS GREATER = ~ ~ ~ THAN 2 COURSES ~ (NAILS TO BE DRILLED THRU 4 X 4 TIMBER. ,... ~ ~ HAMMERED INTO 6''X 8" TIMBERS.) ~ = M ' . TIMBER RETAINING WALL DETAIL BUDGET MINI STORA.GE -l ots 18 & 19. Blo ck 1 R.?g~cy Square Subdivision . College Stc:r:ion . D.: ... 228 R-4990 : Heavy Duty Trench Frames with Grated or Solid Covers MATERIALS: All frames and grates are furnished standard in Gray Iran, Class 35, for heavy duty use . Far extra heavy duty use, see page 170 for Airpoft Trenches. Standard Cover Dimensions Catalog Dimensions in inches Weight per lineal foot (without frame) No. A B c Type A Type C Type D Type E Type P Frame ** R-4990-AX 8 1V2 6 19 22 19 22 25 12 R-4990-BX : 10 1V2 ·8 24 27 29 27 31 12 ' R-4990-CX. 12 1Y2 0 ·10 28 31 40 36 37 12 R-4990-DX 14 1V2 , 12 33 35 52 47 45 12 R-4990-EX ·~ 17 1V2 ·r 15 39 52 55 49 -12 R-4990-FX ··: 20 1V2 18 54 67 70 70 -12 R-4990-_GX .. 23 1V2 ' :-21 60 77 85 --:-12 R-4990-HX 26 1V2 24 71 100 85 --12 R-4990-JX 30 2 27* 100 120 100 - - 17 R-4990-KX 33 2 ··30* 110 140 150 --17 R-4990-LX . 36 2 ;33* 120 130 185 --17 R-4990-MX 39 2 ~36* 130 200 180 --17 R-4990-NX 45 2 ~42* 150 245 210 --17 R-4990-0X 5 1 2 -48* 190 -215 --17 * l4" Annular spacing ~*Weight per foot-includes both sides. NEENAH~~ FOUNORY COMPANY ~~ BUDGET MINI STORAGE -Lots 18 & 19, Block 1 Rzgency Square Subdivision , College Sracio n, T.X a..' u D' -<..£/ !'' ez..1 ,.... / /JI - -t-""---={.../:=::--""'r".!---1---~ I • ' ,. !'' I Tt-.1JA·1....(..... ~ l\.'75"' ~D P---..1 tt:>t-J~ CD. i ~c.... = Q .\,oD ci ~~~~~~~~~~~~~-~C = 0__,_2..,,~~~~~~~~~ .) "' _ .. BUDGET MINI STORAGE -Lots 18 & 19. Block 1 Regency Square Subdiv ision . College Srarion . TX FREE OPEN AREAS OF .NEENAH GRATES (Continued) CATAL OG NO. R-397 6 .. R-39 77 .. TYP E S O. FT. O PEN .B . .0 .2 .B ....... 0.1 R-4001 -A . C ....... 0.3 R-4001 -B .C ...... 0 .3 R-4003-A . . .. A . . . 0.9 R-4003-B ...... A ....... 0 .9 R-4003-C ...... A ....... 0 .9 R-4004-A ...... C ....... 1.3 R-4004 -B ...... B ....... 1.5 R-4004-C ... B ....... 1.5 R-4004-G ...... D ....... 1.9 R-4005-A 2 ..... B or D ... 0 .4 R-4006 . . ... B or D ... 0 .3 R-4007 ........ B or D ... 0 .4 R-4008-B ...... 8 or D ... 0 .4 R-401 1-81 ..... 8or D ... 0.4 R-4014-8 ...... C ....... 2 .8 R-40 14-C ...... C ....... 2 .4 R-4014 -E ...... C ....... 3 .0 R-4014-T ...... D ....... 1.3 R-4014 -T 1 ..... D ....... 0.8 R-4015-A ...... 8 ....... 0 .2 R-4015-A 1 ..... 8 ....... 0.2 R-4015-8 ...... C ....... 0 .4 R-4015-C ...... 8 ....... 0 .2 R-4015-D ...... 8 ....... 0.2 R-4016-A ...... 8 ....... 0 .6 R-4016-8 ...... C ....... 0 .5 R-4016-E ...... A ....... 0.6 R-4016-E1 ..... A ....... 0 .6 R-4016-F ...... C ....... 0 .6 R-4016-G ...... 8 ....... 0 .8 R-4016-H 1 ..... A ....... 0 .6 R-4016-K ...... D ....... 1.1 R-401 7 . . .... 8 ....... 0 .4 R-401 7-1 ..... 8 ....... 0 .4 R-4018 ........ 8 ....... 0 .2 R-4027-8 ...... C ....... 1.1 R-4030-4 ...... G ....... 0 .1 R-4030-6 ...... G ....... 0 .1 R-4030-8 ...... G ....... 0 .2 R-4030-1 O ..... G ....... 0 .3 R-4030-12 ..... G ....... 0 .4 R-4030-1 5 ..... G ....... 0 .8 R-4030-18 ..... 8 ....... 1.1 R-4030-21 ..... 8 ....... 1 ~ R-4030-24 ..... 8 ....... 2 .1 R-4030-2 7 ..... G ....... 2.8 R-4030-3 0 ..... G ....... 3 .5 R-4040-6 ...... E ....... 0 .1 R-4040-8 ...... E ....... 0 .2 R-4040-10 ..... E ....... 0 .3 R-404 0-12 ..... E ....... 0 .4 R-4040-15 ..... E ....... 0.7 R-4040-18 ..... E ....... 1.2 R-4040-2 1 ..... G ....... 1.4 R-4040-24 ..... G ....... 1.6 R-4040-2 7 ..... G ....... 2.3 R-4040-30 ..... G ....... 2.9 R-4370-1 ...... C ....... 0.1 R-4370-2 ...... G ....... 0 .2 R-4370-3 ...... E ....... 0 .4 R-4370-4 ...... G ....... 0 .6 R-4370-5 ...... G ....... 0 .8 R-4370-6 ...... G ....... 0 .8 R-4370-7 ...... G ....... 0.8 R-4370-8 ...... E ....... 1.0 R-4370-9 ...... C ....... 1.3 R-4370-10 ..... G ....... 1.1 R-4370-12 ..... F ....... 0 .9 R-4370-13 ..... G ....... 1.3 R-4370-14A .... G ....... 0 .9 R-4370-15 ..... D ....... 1.0 R-4370-1 7 ..... D ....... 0.9 R-4370-18 ..... E ....... 1.3 · R-4370-2 1 ..... D ....... 0.9 R-4370-22 ..... D ....... 1.1 R-4370-2 3 ..... G ....... 0.9 R-4370-25 ..... G ....... 2 .0 R-4370-26 ..... G ....... 1.7 R-4370-2 7 A .... G ....... 2 .4 R-4373-2 ...... K ....... 1.0sq. in . R-4373-3 ...... K ....... 1.0 sq. in. R-437 3-4 ...... K ....... 3 .0 SQ . in. CATALOG NO. S Q . FT. TYPE O?EN R-43 73 -6 ...... K . . . ... 3 .0 SQ . in. R-437 3-8 ..... K ....... 4 .0 SQ . in. R-43 7 3-10 ... K ....... 5 .0 sQ .in . R-4373 -12 ..... K ....... 8 .0 sq .i n . R-437 3-15 ..... K ....... 2 0.0 SQ . in. R-4380-AA 1 .... E ....... 2 .8 SQ . in. R-4380 -A ...... E ....... 3 .7 SQ. in. R-4380-A 1 ..... E ....... 6 .0 sq . in . R-4380-81 ..... E ....... 4 .8 sq . in . R-4380-1 ...... E ....... 5.4 SQ. in. R-4380-3 ...... E ....... 6 .0 SQ . in. R-4380-4 ...... E ....... 0 .1 R-4380-4A 1 .... E ....... 0 . 1 R-4380-4A ..... E ....... 0 .2 R-4380-6 ...... G ....... 0 .2 R-4380-7 ...... G ....... 0 .3 R-4380-8 ...... E ....... 0 .3 R-4380-9 .... E ....... 0.4 R-4380-10 ..... E ....... 0 .5 R-4380-11 ..... E ....... 0 .5 R-4380-12 ..... E ....... 0 .6 R-4380-13 ..... G ... ., .. 0 .7 R-4380-13A .... E ....... 0 .9 R-4380-14 ..... E ....... 0 .7 R-4380-15 ..... E ....... 0 .6 R-4380-16 ..... E ....... 0 .8 R-4380-17 ..... E ....... 0 .8 R-4380-18 ..... G ....... 0 .7 R-4380-21 ..... G ....... 1 .3 R-4380-22 ..... G ....... 1 .5 R-4380-23 ..... G ....... 1 .1 R-4380-24 ..... G ....... 1 . 7 R-4380-25 ..... G ....... 2 .5 R-4380-26 ..... G ....... 2 .7 R-4385-8 ...... E ....... 0 .1 R-4385-C ...... E ....... 0 .3 R-4385-E ...... E ....... 0 .5 R-4385-F ...... E ....... 0 .5 R-4385-G ...... E ....... 1 .0 R-4385-H ...... G ....... 1 .6 R-4385-J ...... G ....... 2 .5 R-4385-K ...... G ....... 2 .7 R-4389-0 ...... 8 ....... 0 .2 R-4390 ........ B ....... 0 .3 R-439 1-A ...... B ....... 0 .1 R-4392 ........ B ....... 0 .8 R-4393 ........ C ....... 1 .0 R-4400 ........ B ....... 0 .1 R-4401 ........ A ....... 0 .1 R-4403 ........ A ....... 0 .3 R-4404-C ...... B ....... 0 .5 R-4405-M5 ..... C ....... 1 .5 R-4406 ........ B ....... 0 .5 R-4406-A ...... B ....... 0 .5 R-4406-C ...... A ....... 0.4 R-4406-1 ...... A ....... 0.5 R-4406-2 ...... C ....... 0 .6 R-4407-2A ..... B ....... 0 .6 R-4408 ........ B ....... 0 .3 R-4409 ........ A ....... 0 .4 R-4409-A ...... C ....... 0 .7 R-4409-C ...... B ....... 0 .5 R-4409-E ...... A ....... 0 .5 R-4409-G ...... 8 ....... 0 .8 R-4410 ........ B ....... 0 .8 R-4421 ........ C ....... 1.0 R-44 23-A ...... A ....... 1 .2 . R-4424 ........ A ....... 0.6 R-4430-A ...... A ....... 0.6 R-4430-A 1 ..... C ....... 0 .2 R-4430-B ...... C ....... 0 .7 R-4430-C ...... C ....... 1 .4 R-4435-1 ...... C ....... 0 .8 R-4441 ........ A ....... 0.3 R-4441-A ...... A ....... 0 .3 R-4443 ........ A ....... 0 .4 R-4444 ........ A ....... 0 .4 R-4449 ........ A ....... 0 .8 R-4450 · ........ A ....... 0 .8 R-4450 -A ...... A ....... 0 .6 R-4451 ........ C ....... 0 .7 R-4454 ........ C ....... 0 .9 R-4460 ........ A ....... 0 .8 R-4462 ........ B ....... 0.9 CATALOG NO. TY PE SO . FT. OPE N R-44 70 .. .A ....... 1.5 R-45 1 1 . .A ....... 0 .5 R-45 2 5 . A ....... 0.8 R-4530 . . A . 0 .8 R-45 3 1 ... A.. .0.8 R-4540 . . .... C ....... 1.0 R-4541 ........ A ....... 1.0 R-4544 ........ A ....... 1.8 R-4545 ........ A ....... 1.6 R-4548 ........ A ....... 1.0 R-4550 ........ C ....... 0 .8 R-4552 ........ A ....... 0 .6 R-4557 ........ A ....... 0 .8 R-4558 ........ C ....... 1.1 R-4570-1 ...... A ....... 0.9 R-4570-2 ...... A ....... 0.9 R-4573 ........ A ....... 1.1 R-4575-A ...... A ....... 1.7 R-4575-C ...... C ....... 2~ R-4579 ........ A ....... 0 .8 R-4583 ........ A ....... 0 .9 R-4584 ........ A ....... 1.3 R-4585 ........ A ....... 1.9 R-4586 ........ A ....... 1.5 R-4600 ........ A ....... 0 .9 R-4603-A ...... A ....... 0 .8 R-4604 ........ C ....... 1~ R-4604-C ...... A ....... 0 .7 R-4604-D ...... A ....... 1.5 R-4608 ........ A ....... 0 .8 R-4610 ........ A ....... 1.0 R-4620 ........ A ....... 0 .8 R-4630 ........ C ....... 0 .9 R-4632 ........ C ....... 1.1 R-4640 ........ A ....... 1.3 R-4641-A ...... A ....... 1.2 R-4641-C ...... C ....... 1.1 R-4641-F ...... A ....... 1.8 R-4649 ........ A ....... 1.1 R-4649-1 ...... C ....... 2 .2 R-4652 ....... A ....... 1.5 R-4654-C ...... C ....... 3 .6 R-4660 ........ C ....... 1 . 1 R-4662 ........ A ....... 1.3 R-4670-A ...... A ....... 1.1 R-4671 ........ A ....... 1.1 R-4672 ........ C ....... 1.1 R-4689 ........ C ....... 1.4 R-4692-A ...... D ....... 2 .0 R-4698 ........ A ....... 1.7 R-4710 ........ C ....... 1.5 R-4711 ....... C ....... 1.1 R-4718 ........ A ....... 2 .7 R-4720 ........ C ....... 0.9 R-4721-A ...... A ....... 1.2 R-4725 ........ C ....... 1.6 R-4730 ........ A ....... 2 .0 R-4731 ........ A ....... 2 .5. R-4732 ........ A ....... 2 .0 R-4736 ........ C ....... 1.1 R-4738 ........ A ....... 1.1 R-4739 ........ C ....... 1.3 R-4740 ........ C ....... 2 .1 R-4750 ........ C ....... 2 .4 R-4750-1 ...... A ....... 2 .8 R-47 51 ........ C ....... 1.9 R-4752 ........ C ....... 2.3 R-4755-B ...... A ....... 2.8 R-4755-C ...... C ....... 2 .9 R-4759 ........ C ....... 1.5 R-4760 ........ C ....... 1.7 R-4762 ........ C ....... 2.4 R-4765 ........ A ....... 1.4 R-4780 ........ C ....... 3 .1 R-4781 ........ C ....... 3 .0 R-4795 ........ A ....... 3 .2 R-4 798 ........ C ....... 2 .4 R-4808 ........ C ....... 1.4 R-4809 ........ C ....... 1 .5 R-4810 ........ C ....... 1.5 R-4820 ........ C ....... 1.6 R-482 1-A ...... C ....... 1.7 R-4825 ........ C ....... 1.8 R-4825-A ...... A ....... 2 .1 R-4825-B ...... C ....... 2 .0 CATALO G NO. TY.?E SO . FT. OPEN R-4 8 26 ........ A . . . . 1 .3 R-48 28 ........ A ....... 1.9 R-4829 ... C ....... 2 .2 R-483 0 .. C ....... 0 .9 R-4832 ........ C ....... 1 .5 R-4 832-B ...... C ....... 1.8 R-4 833 ........ A ....... 2 .3 R-483 4 -B ...... B ....... 1.7 R-4835-1 ...... C ....... 4 .9 R-4837 ........ A ....... 2.2 R-4839 ...... A ....... 2 .1 R-4840 ........ C ....... 2.8 R-4843 ........ A ....... 2 .6 R-4846 ........ C ....... 5 .6 R-4850 ........ C ....... 2 .7 R-4852 ........ C ....... 1.7 R-4853 ........ A ....... 2.5 R-4853-A ...... A ....... 3 .1 R-4853-81 ..... C ....... 3 .3 R-4855 ........ A ....... 2 .0 R-4856 ........ C ....... 3 .1 R-4857 ........ A ....... 3.1 R-4859-C ...... A ....... 2 .4 R-4880 ........ C ....... 2 .5 R-4880-C ...... C ....... 2 .2 R-4884-A ...... C ....... 3.3 R-4890 ........ C ....... 3 .4 R-4891 ........ A ....... 3 .5 R-4893 ........ C ....... 6 .0 R-4893-B ...... C ....... 1.9 R-4894 ........ C ....... 3 .3 R-4895-2 ...... A ....... 6 .6 R-4938 ........ A ....... 0 .8 R-4938-1 ...... A ....... 1.5 R-4938-A ...... A ....... 0 .8 R-4938-B ...... A ....... 0.2 R-4939-8 ...... K ....... 4 .7 SQ . in . R-4941 ........ B ....... 0 .4 R-4941 -A ...... B ....... 0 .4 R-4942-A ...... A ....... 0 .7 R-4943 ........ K ....... 0.3 R-4943-A ...... K ....... 0 .3 R-4943-B ...... K ....... 0 .3 R-4976-1 ...... A ....... 0 .9 R-4976-1 ..... 8 ....... 0 .9 R-4976-2 ...... A ....... 1.5 R-4976-2 ...... B ....... 1.5 R-4976-3 ...... A ....... 2 .5 R-4976-3 ...... 8 ....... 2 .5 R-4976-4 ...... A ....... 3 .7 R-4976-4 ...... B ....... 3 .7 R-4976-5 ...... 8 ....... 5 .2 R-4977-1 ...... A ....... 1.5 R-4977-1 ...... 8 ....... 1.5 R-4977-2 ...... A ....... 2 .0 R-4977-2 ....•. 8 ....... 2 .0 R-4977-3 ...... A ....... 3 .7 R-4977-3 ...... 8 ....... 3 .7 R-4977-4 ...... A ....... 5 .3 R-4977-4 ...... 8 ....... 5 .3 R-4977-5 ...... A ....... 8 .0 R-4977-5 ...... B ....... 8 .0 R-4990-AA ..... A ....... 0.2 • R-4990-AX ... A ....... 0 .2 • c ....... 0 .3• p ....... 0 .1. R-4990-BA ..... A ....... 0 .3 • R-4990-BX ..... A ....... 0 .3 • c ....... 0 .3• p ....... 0 .1 . R-4990-CA ..... A ....... 0 .4 • R-4990-CX ..... A ....... 0.4 • c ....... 0 .4• p ....... 0.1. R-4990-DA ..... A ....... 0 .4 • R-4990-DX ..... A .... : . : 0 .4 • c ....... 0 .5. p ....... 0 .2 . R-4990-EA ..... A ....... 0 .5 • R-4990-EX ..... A ....... 0 .6 • c ....... 0 .5. R-4990-FA ..... A ....... 0 .6 • R-4990-FX ..... A ....... 0 .7 • c ....... 0 .8 . Type K indicates "Special " grate style and is not among standard types as ill ustrated . •NOTE: On catalog #'s R-4990-AA thru R-4999-L9 , SQ . FT. OPEN is per lineal foot. Drainage Report Prepared for: JERRY ETHERIDGE Lot 18 (0.6640 Acres) and Lot 19 (0.5965 Acres), Block One Regency Square, College Station, Brazos County, Texas Prepared by: Municipal Development Group 203 Holleman Dri ve East College Station, Texas 77840 October 1995 GENERAL LOCATION This site, Lots 18 and 19 , is bounded to the northwest by Holleman Drive and to the southwest by Wellborn Road . A vicinity map is provided on the Site Plan for further reference oflocation. PROPERTY DESCRIPTION Lots 18 and 19 are in Block One, Regency Square in College Station and currently exist as an open field in its natural state . This site is relatively uniformly graded at 2% to the east. The proposed development, comprised of three buildings , is an expansion of an existing rental storage facility . The existing facility was developed on Lot 17 and adjoins the tract to be developed to the northeast. No additional curb cuts are proposed requiring all access to this site to come from connecting drives from the original facility . PRIMARY DRAINAGE BASIN DESCRIPTION The tract sheetflows across Lot lR to the east into the C.C. Creations/Red Oak detention pond . The detention pond meters discharge into the North Fork of Bee Creek Tributary "B" which empties into Carters Creek. According to FEMA-FIRMMap #48041C0182C (July 2, 1992), Lots 18 and 19 are not in the 100 YR :floodplain . DRAINAGE FACILITY DESIGN Proposed grading will provide four drainage basins on Lots 18 and 19 which are delineated on the Site, Landscaping, Grading , Drainage and Erosion Control Plan . Basins One and Two collect into detention areas as inlet grates meter outflow. The Drainage Systems in Basins Three and Four are designed not to restrict flow . Basin Two , 0 .6309 AC, is to detain runoff in a grass lined pond and the parking lot. Here an inlet grate (A.D .S. 8 IN Inline Drain #2708AG with an open area of20.3 SI) is utilized to meter flow . A second grate (Neenah Foundry Beehive Grate with Frame R-4353) serves to prevent blockage of the first grate . Basin Three, 0 .0567 AC , discharges parking lot runoff through an inlet grate (A.D .S. 18 IN #2818AGwith an open area of97.8 SI) without restricting flow . (Refer to Appendix A for grate sizing calculations for Basins Three and Four.) Basin Four, 0 .0305 AC , similarly discharges parking lot runoff through an inlet grate (A.D .S . 12 IN #2818AG with an open area of 62 .7 SI.) Basin One detains runoff in the parking lot and consists of 0.5424 AC . Flow out of Basin One is metered with an inlet grate (A.D.S. 24 IN Drain Basin #2824AG with an open area of 161.4 SI). It is proposed that the inlet from Basin Two be tied into Basin Three by means of an 8 IN AD. S . culvert . Routing calculations were performed with the use of "Pond Pack" software which yielded 0 .8 CFS for the 100 YR Storm for Basin Two . Appendix B shows that an 8 IN culvert at 0.6% is adequate between junction boxes at Basin Two and Three. Appendix C shows 10 IN culvert at 0 . 6% is adequate between junction boxes at Basins Three and Four. Appendix D shows a 10 IN culvert at 1.4% is adequate between Basin Four and a wye . Appendix E shows a 10 IN culvert at 1.0% is adequate for the flow from the junction box at Basin One . Appendix F shows a 12 IN culvert at 1. 0% is adequate for the full discharge of Lots 18 and 19 for the 100 YR storm beyond the wye . This 12 IN culvert takes runoff down the rear of Lot 17 and discharges into the existing channel. Currently, Lot 17 meters drainage through an opening in the curb across an apron and into the open channel on Lot IR A concrete headwall is proposed for the point of discharge of the 12 IN culvert . The channel then empties into the C.C . Creations/Red Oak detention pond . On the following page, runoff calculations are provided including the weighted runoff coefficient "C ," pre-development flows , post-development flows and metered flows . The boxed data titled "Routing Summary from Pond Pack," contains the metered flow and volume stored . These calculations are separated for Basins One and Two and summed for the total site . The volumes available in the detention ponds are also provided . Summaries from the Drainage Software Pond Pack are included following the spreadsheet, including peak inflow (Qpost), peak outflow (Qout), peak elevation, storage volume (Vstor) and associated hydrographs. The Peak Inflows used in Pond Pack were increased slightly to insure a conservative design (for ex ample : the 5 YR storm for Basin One has a Qpost of3.22 CFS ; the peak inflow used was 3.65 CFS). CONCLUSIONS As pr ev iously stated, Lots 18 and 19 are currently sheetflowing into the detention pond . The proposed system of inlet grates, storm sewers and detention ponds manages increased runoff from the development of this storage facility site . It also satisfies the City of College Station Drainage Ordinance by detaining all runoff from Lots 18 and 19 and metering it out such that metered flow is less than the pre-development flow for 5, 10 , 25 , 50 and 100 YR rainfall events. DRAINAGE AREA Rational Method (Q = CIA) Post-Development Lot 18 and 19 Total Basins One and Two Area Weighted Area Weighted Description (acres\ .Q. __Q_ Descriptio (acres) .Q. __Q_ Landscaping 0.27 0.35 0.095 Landscapi 0.27 0.35 0.095 Impervious Impervious Area 0.99 0.90 0.891 Area 0.90 0.90 0.810 1.26 0.986 1.17 0.905 Cpost = 0.986 I 1.26 = 0.78 Cpost = 0.905 I 1.17 = 0.77 RUNOFF CALCULATIONS I ROUTING SUMMARY FROM Basin One POND PACK Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) fill (in/in) ---(cfs\ (cfsl (cfs) {£Q {£Q 5 0.5424 7.7 0.35 0.77 1.46 3.22 1.63 1299 1507 10 0.5424 8.6 0.35 0.77 1.63 3.59 1.68 1580 1226 25 0.5424 9.9 0.35 0.77 1.88 4.13 1.78 1990 816 : 50 0.5424 11.1 0.35 0.77 2.11 4.64 1.89 2374 432 100 0.5424 11.6 0.35 0.77 2.20 4.84 1.90 2546 260 Basin Two Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) fill (in/in) ---(cfsl (cfsl (cfsl {£Q {£Q 5 0.6309 7.7 0.35 0.77 1.70 3.74 0.73 2561 2512 10 0.6309 8.6 0.35 0.77 1.90 4.18 0.80 2919 2154 25 0.6309 9.9 0.35 0.77 2.19 4.81 0.80 3474 1599 50 0.6309 11.1 0.35 0.77 2.45 5.39 0.80 3992 1081 100 0.6309 11.6 0.35 0.77 2.56 5.64 0.80 4014 1059 Basin Three Frequency Area Intensity Cpre Cpost Qpre Qpost Qout (years\ fill (in/inl ---(cfsl (cfs) (cfs) 5 0.0567 7.7 0.35 0.90 0.15 0.39 0.39 10 0.0567 8.6 0.35 0.90 0.17 0.44 0.44 25 0.0567 9.9 0.35 0.90 0.20 0.51 0.51 50 0.0567 11.1 0.35 0.90 0.22 0.57 0.57 100 0.0567 11.6 0.35 0.90 0.23 0.59 0.59 Basin Four Frequency Area Intensity Cpre Cpost Qpre Qpost Qout (years) fill (in/in\ ---(cfs) (cfs) (cfsl 5 0.0305 7.7 0.35 0.90 0.08 0.21 0.21 10 0.0305 8.6 0.35 0.90 0.09 0.24 0.24 25 0.0305 9.9 0.35 0.90 0.11 0.27 0.27 50 0.0305 11.1 0.35 0.90 0.12 0.30 0.30 100 0.0305 11.6 0.35 0.90 0.12 0.32 0.32 Total Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) fill (in/in) ---(cfs) (cfs) (cfs) {£Q {£Q 5 1.2605 7.7 0.35 0.78 3.40 7.57 2.96 3860 4019 10 1.2605 8.6 0.35 0.78 3.79 8.46 3.16 4499 3380 25 1.2605 9.9 0.35 0.78 4.37 9.73 3.36 5464 2415 50 1.2605 11.1 0.35 0.78 4.90 10.91 3.56 6366 1513 100 1.2605 11.6 0.35 0.78 5.12 11.41 3.61 6560 1319 POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\BlSlOOSI.HYD Outflow Hydrograph: c:\proj\302\2611\BlSlOOSO.HYD Starting Pond W.S. Elevation 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.65 cfs 1. 63 cf s 310.53 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,299 cu-ft 1,299 cu-ft 3 .1 4.1 5 .1 6.1 7 .1 8.2 9 .2 10.2 :J._ . 2 12 .2 13.3 14 .3 15.3 16 .3 17.3 18 .4 19 .4 20.4 21.4 x * - - - - - - - - - - - POND-2 Version: 5 .17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph : Return Freq: 5 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B1S1 00 5I.HYD c :\proj\302\2611\B1S1 00 50.HYD Peak Inf low = Peak Outflow Peak Elevation = 3.65 cfs 1. 63 cfs 310 .53 ft EXECUTED : 10 -0 3-1995 13:41 :21 Flow (cfs) 0 .0 0.5 1.0 1.5 2.0 2 .5 3.0 3 .5 4.0 4 .5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1 -----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x* * *x * x TIME (min) File: c:\proj\3 0 2\2611\Bl S 1 00 5I.HYD Qmax = 1. 6 cf s File: c:\proj\3 0 2\2611\B1Sl 00 50 .HYD Qmax = 3.7 cf s POND -2 Version: 5.17 S/N: EXECUTED : 10-03-1995 13:41:21 Page 1 Return Freq : 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\proj\302\2611\BlSl .PND Inflow Hydrograph : c:\proj\302\2611\BlSlOlOI.HYD Outflow Hydrograph: c:\proj\302\2611\BlSlOlOO.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 4.08 cfs 1. 68 cfs 310.58 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,580 cu-ft 1,580 cu-ft 3 .1 4 .1 5.1 6 .1 7.1 8.2 9.2 12 .2 - 13.3 - 14 .3 - 15.3 - 16 .3 - r7 .3 - 18 .4 - 19 .4 - 20.4 - 21. 4 - POND -2 Version : 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow = Peak Outflow Peak Elevation = Return Freq: 10 years c :\proj\302\2611\BlSl .PND c :\proj\302\2611\BlSlOlOI .HYD c:\proj\302\2611\BlSlOlOO.HYD 4 .08 cfs 1. 68 cf s 310 .58 ft EXECUTED : 10-03 -1995 13 :41 :21 Flow (cfs) 0.0 0.5 1 .0 1.5 2.0 2.5 3 .0 3 .5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1-----1 -----1-----1 -----1 -----1 - x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x* * TIME (min) x File: * File : c :\proj\302\2611\BlSlOlOI.HYD c:\proj\302\2611\BlSlOlOO.HYD Qmax = Qmax = 1. 7 cf s 4.1 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\B1S1025I .HYD Outflow Hydrograph: c:\proj\302\2611\B1S10250.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 4.69 cfs 1.78 cfs 310.64 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 1,990 cu-ft 1,990 cu-ft 3 .1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 1. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20 .4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Return Freq: 25 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B1S1 0 25I.HYD c:\proj\302\2611\B1S1 0 250.HYD Peak Infl o w = = Peak Ou t flow Peak El evation = 4.69 cfs 1.78 cfs 31 0 .64 ft EXECUTED: 10-03-1995 13:41:21 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----l-----l-----l -----I -----I-----l-----l-----l-----I - x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\p roj\3 0 2\2611\B 1 S1025I.HYD Qmax = 1. 8 cf s File: c:\proj\3 0 2\2611\B1S1 0 25 0 .HYD Qmax = 4.7 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\B1S1050I.HYD Outflow Hydrograph: c:\proj\302\2611\B1S10500.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation 5.26 cfs 1. 89 cfs 310 :69 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,374 cu-ft 2,374 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 11.2 12.2 13.3 14.3 15.3 16 .3 17.3 18.4 19.4 20.4 21. 4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow = = Peak Outflow Peak Elevation = Return Freq: 50 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B1S1050I.HYD C:\proj\302\2611\B1S10500.HYD 5.26 cfs 1. 89 cfs 310.69 ft EXECUTED: 10-03 -1 995 13:41:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7 .0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\BlS1050I.HYD Qmax = 1. 9 cf s File: c:\proj\302\2611\B1Sl0500.HYD Qmax = 5.3 cf s POND-2 Version: 5.17 S/N : EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\BlSllOOI.HYD Outflow Hydrograph: c:\proj\302\2611\BlSllOOO.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.50 cfs 1.90 cfs 310.72 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 2,546 cu-ft 2,546 cu-ft 3 .1 4.1 5 .1 6 .1 7.1 8.2 9.2 10.2 .2 12.2 13.3 14.3 15 .3 16 .3 17.3 18.4 19 .4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow = = Peak Outflow Peak Elevation = Return Freq: 100 years c:\proj\302\2611\BlSl .PND c :\proj\302\2611\BlSllOOI.HYD c:\proj\302\2611\BlSllOOO .HYD 5.50 cfs 1. 90 cfs 310.72 ft EXECUTED: 10 -03 -1995 13:41 :21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6 .0 7.0 8.0 9 .0 10 .0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1 -----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\BlSllOOI.HYD Qmax = 1. 9 cf s File: c:\proj\302\2611\BlSllOOO.HYD Qmax = 5.5 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1005I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1005C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.94 cfs 0 .73 cfs 311.13 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,561 cu-ft 2,561 cu-ft 3 .1 4.1 5 .1 6 .1 7.1 8 .2 9.2 10 .2 1.2 12 .2 13.3 14 .3 15.3 16.3 17 .3 18.4 19 .4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hy d rogra ph: Outflow Hydrograph : Peak Infl o w Peak Outflow Peak Elevation = Return Freq : 5 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1 00 5I.HYD c:\proj\302\2611\B2S1 00 5C.HYD 3.94 cfs 0.73 cfs 311.13 ft EXECUTED: 10 -10 -1995 13 :42:21 Flow (cfs ) 0.0 0.5 1 .0 1.5 2.0 2.5 3 .0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----1-----1-----1-----1 -----1-----1-----1 -----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\3 0 2\2611\B2S1 00 5I.HYD Qmax = 0 .7 cf s File: c:\proj\3 0 2\2611\B2 S l 00 5C.HYD Qmax = 3 .9 cf s POND-2 Version: 5.17 S/N: EXECUTED : 10-10-1995 13:42:21 Page 1 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1010I.HYD Outflow Hydrograph : c:\proj\302\2611\B2S1010C.HYD Starting Pond W.S. Elevation = 309 .50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow =· Peak Outflow = Peak Elevation = 4.40 cfs 0 .80 cfs 311.21 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,919 cu -ft 2,919 cu -ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10 .2 ~1.2 12.2 13 .3 14.3 15.3 16.3 17.3 18.4 19.4 20 .4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph : Peak Infl o w = Peak Outflow Peak Elevation = Return Freq: 10 years c:\proj\302\2611\B2Sl .PND c :\proj\302\2611\B2S1 0 10I.HYD c:\proj\302\2611\B2S1 0 10C.HYD 4.40 cfs 0.80 cfs 311.21 ft EXECUTED : 10-10-1995 13:42:21 Flow (cfs) 0 .0 0.5 1.0 1.5 2.0 2 .5 3 .0 3.5 4.0 4.5 5 .0 5.5 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x '* x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\3 0 2\2611\B2S1 0 10I.HYD Qmax = 0 .8 cf s File: c:\proj\3 0 2\2611 \B 2S1 0 1 0 C.HYD Qmax = 4.4 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1025I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1025C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.07 cfs 0.80 cfs 311.33 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,474 cu-ft 3,474 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 1. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21 .4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = = Return Freq: 25 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1025I.HYD c:\proj\302\2611\B2S1025C.HYD 5.07 cfs 0.80 cfs 311.33 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7 .0 8.0 9.0 10.0 11.0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x ' * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1025I.HYD Qmax = 0.8 cf s File: c:\proj\302\2611\B2S1025C.HYD Qmax = 5.1 cf s POND-2 Version: 5.17 S/N : EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: C:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1050I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1050C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.68 cfs 0.80 cfs 311.41 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 3,992 cu-ft 3,992 cu-ft 3.1 4.1 5.1 6 .1 7 .1 8.2 9.2 10 .2 1.. 2 12.2 13.3 14 .3 15.3 16.3 17.3 18 .4 19.4 20 .4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N : Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = Peak Outflow Peak Elevation = Return Freq: 50 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1050I.HYD c:\proj\302\2611\B2S1050C.HYD 5.68 cfs 0.80 cfs 311.41 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----1 -----1-----1-----1-----1-----1 -----1 -----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: C:\proj\302\2611\B2S1050I .HYD Qmax = 0.8 cf s File: c:\proj\302\2611\B2S1050C .HYD Qmax = 5.7 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2SllOOI.HYD Outflow Hydrograph: c:\proj\302\2611\B2SllOOC.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 5.94 cfs 0.80 cfs 311. 42 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 4,014 cu-ft 4,014 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 ~ . 2 12.2 13.3 14.3 15.3 16.3 17.3 18 .4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low Peak Outflow Peak Elevation = = Return Freq: 100 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2SllOOI.HYD c:\proj\302\2611\B2SllOOC.HYD 5.94 cfs 0.80 cfs 311.42 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11 .0 . ------1-----1-----1-----1-----1-----1-----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1100I.HYD Qmax = 0.8 cf s File: c:\proj\302\2611\B2S1100C.HYD Qmax = 5.9 cf s >< <!> ..... z --c ..... 0 z ·-ii -:; Q. <i) (/) . Q. ~ 0 -..... 0 0 ~MIN? Q :::: FLOW ( c,F~) C ::: CoE.fF IC-I ~N'I A:::. OfeN ~ q, :: Ac0fi..E.12A. Tl ON Pt}[::. To <J G~Vt-rY • -3-z.:z.. FT/ ?'Z- H :: HEAt:> (FIJ 0.~~ OFS.:: O.C:> A [z.(8'2.Z Pr/s 2 )(0.05 Fr)J 0·~ Ac O.~~ ~F$ o.{,[z.(~'2.'/. Pr/-6T.)(o.o~ F7")J o.~ A ~ o. l:S 4 t!> -;,p -::::: 7 l5. CJ 49.C OP/;:J...I ~A : · Pf'Z.o Po SE. A. r:>. "5. lt!J '' tJf= '2l!J!l!:>,A6:r P/2.A:I N EA5J A/ w1m orm .Af2CA ot= '17. e ?;t:. • f'A~N 4 0 .?;2. a? ~ o.{, A [z. (~z.z Pr/?z.)(0.0'3 Pr)]°'£ 0. 'PZ ~ A.,... --------,..-------=--- tJ. i> {2 (?2 .2 Fr/~">)(o.at; Pr)J 0 ·>" A :: o.z. q7 -sf = 4'2.tJ ?~ ~peAl AIZeA • ·• PRoPoSe A.D. $. 12.11 #--z..812 A6r Dl?A1N /?451N WITH OFCN AREA OF ,13. 7 -?Z.. Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX B Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0.010 0.006000 ft/ft 0.80 cfs 6 .8 in 6 .84 in 0.25 ft2 1.79 ft 0.00 ft 0.44 ft 100.00 0.006725 ft/ft 3.14 ft/s 0 .15 ft FULL ft FULL 0.86 cfs 0.80 cfs 0.006000 ft/ft Municipal Development Group 10/10/95 02:58:35 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diamet er Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. APPENDIXC Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning 's Formula Full Flow Diameter 0 .010 0 .006000 ft/ft 1.39 cfs 8.4 in 8.41 in 0.39 ft2 2.20 ft 0.18e-7 ft 0.55 ft 100.00 0.006497 ft/ft 3.60 ft/s 0.20 ft 0.90 ft 0.1'4e-3 1.50 cfs 1.39 cfs 0.006000 ft/ft Municipal Development Group 10/10/95 02:59:13 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Fl owMaste r v5 .0 7 Pag e 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX D Worksheet for Circular Channel untitled. fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0.010 0.014000 tuft 1.71 cfs 7.8 in 7.75 in 0.33 ft2 2 .03 ft 0.00 ft 0.60 ft 100 .00 0.012144 tuft 5.21 tus 0.42 ft FULL ft FULL 1.84 cfs 1.71 cfs 0.014000 tuft Mun ic ipa l Deve lopme nt Grou p 10/11 /95 0 8 :46:43 AM Haesta d M ethod s, Inc . 3 7 Broo ks ide R oa d Wate rbu ry , C T 0 6 708 (203) 7 55-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth \ Diameter Flow Area Wetted Perimeter Top Width : Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX E Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0.010 0.010000 ft/ft 1.90 cfs 8.6 in 8.59 in 0.40 ft2 2.25 ft 0.00 ft 0.63 ft 100.00 0.009020 ft/ft 4 .72 ft/s 0.35 ft FULL ft FULL 2 .04 cfs 1.90 cfs 0.010000 ft/ft Municipal Development Group 10/10/95 03:00 :16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. APPENDIXF Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0.010 0.010000 ft/ft 3.61 cfs 10.9 in 10 .93 in 0.65 ft2 2.86 ft 0.2e-7 ft 0 .81 ft 100 .00 0 .008886 ft/ft 5.54 ft/s 0.48 ft 1.39 ft 0.17e-3 3.88 cfs 3.61 cfs 0.010000 ft/ft Municipal Development Group 10/10/95 03:02:00 PM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Drainage Report Prepared for: JERRY ETHERIDGE Lot 18 (0.6640 Acres) and Lot 19 (0.5965 Acres), Block One Regency Square, College Station, Brazos County, Texas Prepared by: -Municipal Development Group 203 Holleman Drive East College Station, Texas 77840 October 1995 > . ··~ .. ~--_.., GENERAL LOCATION This site , Lots 18 and 19 , is bounded to the northwest by Holleman Drive and to the southwest by Wellborn Road. A vicinity map is provided on the Site Plan for further reference of location . PROPERTY DESCRIPTION Lots 18 and 19 are in Block One, Regency Square in College Station and currently exist as an open field in its natural state. This site is relatively uniformly graded at 2% to the east. The proposed development, comprised of three buildings , is an expansion of an existing rental storage facility . The existing facility was developed on Lot 17 and adjoins the tract to be developed to the northeast. No additional curb cuts are proposed requiring all access to this site to come from connecting drives from the original facility . PRIMARY DRAINAGE BASIN DESCRIPTION The tract sheetflows across Lot IR to the east into the C.C . Creations/Red Oak detention pond . The detention pond meters discharge into the North Fork of Bee Creek Tributary "B" which empties into Carters Creek. According to FEMA-FIRM Map #48041COl82C (July 2, 1992), Lots 18 and 19 are not in the 100 YR floodplain . DRAINAGE FACILITY DESIGN Proposed grading will provide four drainage basins on Lots 18 and 19 which are delineated on the Site, Landscaping, Grading, Drainage and Erosion Control Plan. Basins One and Two collect into detention areas as inlet grates meter outflow . The Drainage Systems in Basins Three and Four are designed not to restrict flow . Basin Two, 0 . 63 09 AC , is to detain runoff in a grass lined pond and the parking lot. Here an inlet grate (A.D .S. 8 IN Inline Drain #2708AG with an open area of20 .3 SI) is utilized to meter flow . A second grate (Neenah Foundry Beehive Grate with Frame R-4353) serves to prevent blockage of the first grate . Basin Three, 0 .0567 AC , discharges parking lot runoff through an inlet grate (A.D.S . 18 IN #2818AG with an open area of97.8 SI) without restricting flow . (Refer to Appendix A for grate sizing calculations for Basins Three and Four.) Basin Four, 0 .0305 AC , similarly discharges parking lot runoff through an inlet grate (A.D .S. 12 IN #2818AG with an open area of 62 .7 SI.) Basin One detains runoff in the parking lot and consists of 0 .5424 AC . Flow out of Basin One is metered with an inlet grate (A.D .S . 24 IN Drain Basin #2824AG with an open area of 161.4 SI). It is proposed that the inlet from Basin Two be tied into Basin Three by means of an 8 IN A.D .S . culvert . Routing calculations were performed with the use of "Pond Pack" software which yielded 0 .8 CFS for the 100 YR Storm for Basin Two . Appendix B shows that an 8 IN culvert at 0 .6% is adequate between junction boxes at Basin Two and Three. Appendix C shows 10 IN culvert at 0 .6% is adequate between junction boxes at Basins Three and Four. Appendix D shows a 10 IN culvert at 1.4% is adequate between Basin Four and a wye . Appendix E shows a 10 IN culvert at 1.0% is adequate for the flow from the junction box at Basin One . Appendix F shows a 12 IN culvert at 1. 0% is adequate for the full discharge of Lots 18 and 19 for the 100 YR storm beyond the wye . This 12 IN culvert takes runoff down the rear of Lot 17 and discharges into the existing channel. Currently, Lot 17 meters drainage through an opening in the curb across an apron and into the open channel on Lot lR. A concrete headwall is proposed for the point of discharge of the 12 IN culvert . The channel then empties into the C. C. Creations/Red Oak detention pond . On the following page, runoff calculations are provided including the weighted runoff coefficient "C ," pre-development flows , post-development flows and metered flows . The boxed data titled "Routing Summary from Pond Pack, 11 contains the metered flow and volume stored . These calculations are separated for Basins One and Two and summed for the total site . The volumes available in the detention ponds are also provided . Summaries from the Drainage Software Pond Pack are included following the spreadsheet, including peak inflow (Qpost), peak outflow (Qout), peak elevation, storage volume (Vstor) and associated hydrographs . The Peak Inflows used in Pond Pack were increased slightly to insure a conservative design (for example : the 5 YR storm for Basin One has a Qpost of 3 .22 CFS ; the peak inflow used was 3 .65 CFS). CONCLUSIONS As prev iously stated , Lots 18 and 19 are currently sheetflowing into the detention pond . The proposed system of inlet grates, storm sewers and detention ponds manages increased runoff from the development of this storage facility site . It also satisfies the City of College Station Drainage Ordinance by detaining all runoff from Lots 18 and 19 and metering it out such that metered flow is less than the pre-development flow for 5, 10 , 25 , 50 and 100 YR rainfall events . DRAINAGE AREA Rational Method (Q = CIA) Post-Development Lot 18 and 19 Total Basins One and Two Area Weighted Area Weighted Description (acres) ~ _Q_ Descriptio (acres) ~ _Q_ Landscaping 0.27 0.35 0.095 Landscapi 0.27 0.35 0.095 Impervious Impervious Area 0.99 0.90 0.891 Area 0.90 0.90 0.810 1.26 0.986 1.17 0.905 Cpost = 0.986 I 1.26 = 0.78 Cpost = 0.905 I 1.17 = 0.77 RUNOFF CALCULATIONS I ROUTING SUMMARY FROM Basin One POND PACK Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) Wl (in/in) ---(cfsl (cfsl (cfsl {Qf). {Qf). 5 0.5424 7.7 0.35 0.77 1.46 3.22 1.63 1299 1507 10 0.5424 8.6 0.35 0.77 1.63 3.59 1.68 1580 1226 25 0.5424 9.9 0.35 0.77 1.88 4.13 1.78 1990 816 50 0.5424 11.1 0.35 0.77 2.11 4.64 1.89 2374 432 100 0.5424 11.6 0.35 0.77 2.20 4.84 1.90 2546 260 Basin Two Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) Wl (in/in) ---(cfsl (cfsl (cfsl {Qf). {Qf). 5 0.6309 7.7 0.35 0.77 1.70 3.74 0.73 2561 2512 10 0.6309 8.6 0.35 0.77 1.90 4.18 0.80 2919 2154 25 0.6309 9.9 0.35 0.77 2.19 4.81 0.80 3474 1599 50 0.6309 11.1 0.35 0.77 2.45 5.39 0.80 3992 1081 100 0.6309 11.6 0.35 0.77 2.56 5.64 0.80 4014 1059 Basin Three Frequency Area Intensity Cpre Cpost Qpre Qpost Qout (years) Wl (in/in) ---(cfsl (cfsl (cfsl 5 0.0567 7.7 0.35 0.90 0.15 0.39 0.39 10 0.0567 8.6 0.35 0.90 0.17 0.44 0.44 25 0.0567 9.9 0.35 0.90 0.20 0.51 0.51 50 0.0567 11.1 0.35 0.90 0.22 0.57 0.57 100 0.0567 11.6 0.35 0.90 0.23 0.59 0.59 Basin Four Frequency Area Intensity Cpre Cpost Qpre Qpost Qout (years) Wl (in/inl ---(cfsl (cfsl (cfs) 5 0.0305 7.7 0.35 0.90 0.08 0.21 0.21 10 0.0305 8.6 0.35 0.90 0.09 0.24 0.24 25 0.0305 9.9 0.35 0.90 0.11 0.27 0.27 50 0.0305 11.1 0.35 0.90 0.12 0.30 0.30 100 0.0305 11.6 0.35 0.90 0.12 0.32 0.32 Total Frequency Area Intensity Cpre Cpost Qpre Qpost Qout Vstor Vavail (years) Wl (in/in) ---(cfsl (cfs) (cfsl {Qf). {Qf). 5 1.2605 7.7 0.35 0.78 3.40 7.57 2.96 3860 4019 10 1.2605 8.6 0.35 0.78 3.79 8.46 3.16 4499 3380 25 1.2605 9.9 0.35 0.78 4.37 9.73 3.36 5464 2415 50 1.2605 11.1 0.35 0.78 4.90 10.91 3.56 6366 1513 100 1.2605 11.6 0.35 0.78 5.12 11.41 3.61 6560 1319 POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\B1S1005I.HYD Outflow Hydrograph: c:\proj\302\2611\B1S10050.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 3.65 cfs 1. 63 cfs 310.53 ft ***** Sununary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 1,299 cu-ft 1,299 cu-ft 3 .1 4.1 5.1 6.1 7.1 8 .2 9.2 10 .2 . 2 12.2 13 .3 14 .3 15.3 16 .3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow = = Peak Outflow Peak Elevation = Return Freq: 5 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B181005I.HYD c:\proj\302\2611\B1810050.HYD 3.65 cfs 1. 63 cfs 310.53 ft EXECUTED: 10-03-1995 13:41:21 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5 .5 . ------I-----I-----I-----I -----I-----l-----l-----1-----1-----l-----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x* * *x * x TIME (min) File: c:\proj\302\2611\B181005I.HYD Qmax = 1. 6 cfs File: c:\proj\302\2611\B1810050.HYD Qmax = 3.7 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\BlSlOlOI.HYD Outflow Hydrograph: c:\proj\302\2611\BlSlOlOO.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation 4.08 cfs 1. 68 cfs 310.58 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond O cu-ft 1,580 cu-ft 1,580 cu-ft 3.1 4.1 5.1 6 .1 7.1 8.2 9.2 10.2 . 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low Peak Outflow Peak Elevation = = Return Freq: 10 years c:\proj\3 0 2\2611 \BlSl .PND c :\proj\302\2611\BlSlOl OI.HYD c:\proj\302\2611\BlSlOlOO.HYD 4.08 cfs 1.68 cfs 310.58 ft EXECUTED: 10-03-1995 13:41:21 Flow ( cfs) 0.0 0.5 1. 0 1. 5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------I-----I-----l-----l -----I-----I -----1-----1-----1-----1-----1- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x* * TIME (min) File: c:\proj\302\2611\BlSlOlOI.HYD Qmax = 1. 7 cf s File: c:\proj\302\2611\BlSl OlOO.HYD Qmax = 4.1 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\B1S1025I.HYD Outflow Hydrograph: c:\proj\302\2611\B1S10250.HYD Starting Pond W.S. Elevation = 310 .00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation = 4.69 cfs 1.78 cfs 310.64 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 1,990 cu-ft 1,990 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 1 0 .2 .2 12 .2 13 .3 14.3 15.3 16.3 17 .3 18.4 19 .4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = Return Freq: 25 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B181025I.HYD c:\proj\302\2611\B1810250.HYD 4.69 cfs 1.78 cfs 310.64 ft EXECUTED: 10 -03 -1 995 13:41:21 Flow ( cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5 .0 5.5 . ------1-----1-----l -----I-----I -----l-----l -----I-----l-----l -----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B181025I.HYD Qmax = 1. 8 cf s File: c:\proj\302\2611\B1810250.HYD Qmax = 4.7 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10 -03-1995 13:41:21 Page 1 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c :\proj\302\2611\BlSl .PND Inflow Hydrograph: c :\proj\302\2611\B1S1050I.HYD Outflow Hydrograph: c:\proj\302\2611\B1S10500.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 5.26 cfs 1. 89 cfs 310.69 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = O cu-ft 2,374 cu -ft 2,374 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 ~.2 12.2 13.3 14.3 15.3 16 .3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph : Outflow Hydrograph : Peak Inflow Peak Outflow Peak Elevation = Return Freq: 50 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\B1S1050I.HYD c:\proj\3 0 2\2611\B1S105 0 0.HYD 5.26 cfs 1. 89 cfs 310.69 ft EXECUTED: 10-03-1995 13:41:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10 .0 11 .0 .------1-----1-----l-----l-----l-----l-----l-----l-----l-----l-----I - x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B1S1050I.HYD Qmax = 1. 9 cf s File: c:\proj\302\2611\B1S105 0 0.HYD Qmax = 5.3 cf s POND -2 Version: 5.17 S/N: EXECUTED: 10-03-1995 13:41:21 Page 1 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\BlSl .PND Inflow Hydrograph: c:\proj\302\2611\BlSllOOI.HYD Outflow Hydrograph: c:\proj\302\2611\BlSllOOO.HYD Starting Pond W.S. Elevation = 310.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low Peak Outflow = Peak Elevation = 5.50 cfs 1. 90 cfs 310.72 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm Total Storage in Pond = 0 cu-ft 2,546 cu-ft 2,546 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 . 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inf low = = Peak Outflow Peak Elevation = Return Freq: 100 years c:\proj\302\2611\BlSl .PND c:\proj\302\2611\BlSllOOI.HYD c:\proj\302\2611\BlSllO OO.HYD 5.50 cfs 1. 90 cfs 310.72 ft EXECUTED: 10-03-1995 13:41:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----I -----I -----l-----l -----l-----l -----l -----l -----I - x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\BlSllOOI.HYD Qmax 1. 9 cfs File: c:\proj\302\2611\BlSllOOO.HYD Qmax = 5.5 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 5 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1005I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1005C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow Peak Elevation = 3.94 cfs 0.73 cfs 311.13 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 2,561 cu-ft 2,561 cu-ft 3 .1 4 .1 5 .1 6.1 7.1 8.2 9.2 10 .2 ~.2 12.2 13.3 14.3 15 .3 16.3 17.3 18.4 19 .4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation Return Freq: 5 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1005I.HYD c:\proj\302\2611\B2S1005C.HYD 3.94 cfs 0.73 cfs 311.13 ft EXECUTED: 10-10-1995 13:42:21 Flow ( cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 · ------1-----1-----l-----l -----l-----l -----l-----l -----I-----l-----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1005I.HYD Qmax = 0.7 cf s File: c:\proj\302\2611\B2S1005C.HYD Qmax = 3.9 cfs POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 10 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1010I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1010C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inf low = Peak Outflow = Peak Elevation = 4.40 cfs 0.80 cfs 311.21 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 2,919 cu-ft 2,919 cu-ft 3 .1 4.1 5.1 6 .1 7 .1 8 .2 9.2 10 .2 -.2 12.2 13 .3 14.3 15.3 16.3 17.3 18 .4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = Return Freq: 10 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2Sl01 0 I.HYD c:\proj\302\2611\B2Sl01 0 C.HYD 4.40 cfs 0.80 cfs 311.21 ft EXECUTED: 10-10-1995 13 :42:21 Flow (cfs) 0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 . ------1-----1-----l -----l-----l -----I -----l-----l-----l-----l -----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1010I.HYD Qmax = 0.8 cf s File: c:\proj\302\2611\B2S101 0 C.HYD Qmax = 4.4 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 25 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1025I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1025C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow Peak Elevation = 5.07 cfs 0.80 cfs 311.33 ft ***** Summary of Approximate Peak Storage ***** Initial Storage Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 3,474 cu-ft 3,474 cu-ft 3.1 4.1 5.1 6.1 7.1 8 .2 9.2 10.2 -.2 12 .2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = = Return Freq: 25 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1025I.HYD c:\proj\302\2611\B2S1025C.HYD 5.07 cfs 0.80 cfs 311.33 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 · ------1-----1-----l -----I-----I-----l-----l -----I -----I -----l-----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1025I.HYD Qmax = 0.8 cf s File: c:\proj\302\2611\B2S1025C.HYD Qmax = 5.1 cf s POND-2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 50 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2S1050I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1050C.HYD Starting Pond W.S . Elevation 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow = Peak Elevation = 5.68 cfs 0.80 cfs 311.41 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond 0 cu-ft 3,992 cu-ft 3,992 cu-ft 3.1 4.1 5.1 6.1 7 .1 8.2 9.2 10.2 ~.2 12.2 13.3 14.3 15.3 16.3 17.3 18 .4 19 .4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow = Peak Outflow Peak Elevation = Return Freq: 50 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1050I.HYD c:\proj\302\2611\B2S1050C.HYD 5.68 cfs 0.80 cfs 311. 41 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 · ------1-----1-----l -----I-----I-----l-----l -----I-----I -----l-----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1050I.HYD Qmax = 0.8 cfs File: c:\proj\302\2611\B2S1050C.HYD Qmax = 5.7 cf s POND -2 Version: 5.17 S/N: EXECUTED: 10-10-1995 13:42:21 Page 1 Return Freq: 100 years ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: c:\proj\302\2611\B2Sl .PND Inflow Hydrograph: c:\proj\302\2611\B2Sl100I.HYD Outflow Hydrograph: c:\proj\302\2611\B2S1100C.HYD Starting Pond W.S. Elevation = 309.50 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = Peak Outflow Peak Elevation = 5.94 cfs 0.80 cfs 311.42 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 4,014 cu-ft 4,014 cu-ft 3.1 4.1 5.1 6.1 7.1 8.2 9.2 10.2 "'-. 2 12.2 13.3 14.3 15.3 16.3 17.3 18.4 19.4 20.4 21.4 x * - - - - - - - - - - - - POND-2 Version: 5.17 S/N: Page 3 Pond File: Inflow Hydrograph: Outflow Hydrograph: Peak Inflow Peak Outflow Peak Elevation = = Return Freq: 100 years c:\proj\302\2611\B2Sl .PND c:\proj\302\2611\B2S1100I.HYD c:\proj\302\2611\B2S1100C.HYD 5.94 cfs 0.80 cfs 311 .42 ft EXECUTED: 10-10-1995 13:42:21 Flow (cfs) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 . ------1-----1-----I-----l-----l -----l-----l -----I -----I -----l-----I- x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * x * TIME (min) File: c:\proj\302\2611\B2S1100I.HYD Qmax = 0.8 cfs File: c:\proj\302\2611\B2S1100C.HYD Qmax = 5.9 cf s x Cl 1-z . -c I-0 z ·- ie «i Q. u; U) 41 !:I. ~ 0 - I-0 () AF'PE:f...JDIX A. 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Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX B Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning 's Formula Full Flow Diameter 0 .010 0 .006000 ft/ft 0 .80 cfs 6 .8 in 6 .84 in 0.25 ft2 1.79 ft 0.00 ft 0.44 ft 100.00 0.006725 ft/ft 3.14 ft/s 0.15 ft FULL ft FULL 0.86 cfs 0.80 cfs 0.006000 ft/ft Municipa l Development Group 10/10/95 02:58:35 PM Haestad M ethods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data APPENDIX C Worksheet for Circular Channel untitled. fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter Mannings Coefficient 0.010 Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. 10/10/95 02:59:13 PM 0.006000 Wft 1.39 cfs 8.4 in 8.41 in 0.39 ft2 2 .20 ft 0.18e-7 ft 0.55 ft 100.00 0.006497 Wft 3.60 Ws 0.20 ft 0.90 ft 0.14e-3 1.50 cfs 1.39 cfs 0.006000 Wft Municipal D eve lopme nt Group Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 FlowMaster v5.07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX D Worksheet for Circular Channel untitled.fm2 ETHERIDGE Circular Channel Manning 's Formula Full Flow Diameter 0.010 0 .014000 ft/ft 1.71 cfs 7.8 in 7.75 in 0.33 ft2 2 .03 ft 0.00 ft 0.60 ft 100 .00 0.012144 ft/ft 5.21 ft/s 0.42 ft FULL ft FULL 1.84 cfs 1.71 cfs 0 .014000 ft/ft M u nic ipal Develo pme nt Group 10/11/95 08 :47:30 AM Haest a d M ethod s , Inc . 3 7 Brook sid e R oad Wate rbury, CT 0 6 7 0 8 (20 3) 755-1666 Fl owMaster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top W idth Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope APPENDIX E Worksheet for Circular Channel untitled . fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0.010 0.010000 tuft 1.90 cfs 8.6 in 8.59 in 0 .40 ft2 2 .25 ft 0.00 ft 0.63 ft 100 .00 0.009020 tuft 4.72 tus 0.35 ft FULL ft FULL 2.04 cfs 1.90 cfs 0.010000 tuft M unicipal Develo pme nt Group 10/10/95 03:00:16 PM Haestad M ethods, Inc. 3 7 Brooks id e Road W ate rbury, C T 0 6 708 (203) 755 -1666 FlowM aster v5 .07 Page 1 of 1 Project Description Project File Worksheet Flow Element Method Solve For Input Data Mannings Coefficient Channel Slope Discharge Results Depth Diameter Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. APPENDIX F Worksheet for Circular Channel untitled . fm2 ETHERIDGE Circular Channel Manning's Formula Full Flow Diameter 0 .010 0.010000 tuft 3.61 cfs 10.9 in 10 .93 in 0.65 ft 2 2 .86 ft 0.2e -7 ft 0 .81 ft 100.00 0.008886 tuft 5.54 tus 0 .48 ft 1.39 ft 0 .17e-3 3.88 cfs 3 .61 cfs 0.010000 tuft Munic ipa l D eve lo pme nt G roup 10/10 /95 03:02:00 P M Haestad M ethods, Inc . 3 7 Brooks ide Road Wate rbury, C T 06708 (2 03) 7 55-1666 FlowMast e r v5 .07 Page 1 of 1