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Home My WebLink About79 Development Permit 543 Hartland BankOra-inage Develop Issuance Ch ~ -p,)( · Appli ca tion Complet e/Sig ned Erosion Control Plan (s ubmittec fq JVuie-.:JA (,.-~~ 1 fts,J f{/:r Pf lfSne > 5 Acres Is N 0 I. Subm Drainage Report/Letter (submitte lHAHK YOU crTY-oF ·COLLEGE SlATIOH *** CUSlO"ER RECEIPl *~* . OPER: "RODGE1~S8 00Cl ~~~~i~t: 0012778 DAlE: 5/11 1 DESCRIPlIOH GlY $~:~u~~ 1~ I~ "ISC EHGR CHARGE • ~~~ik~~~o~A~~E/~E~ELOP"EHl FEE HARllAHD BAHK PROJECl CK. 33584 LH TI"E: 15:38:28 lOlAL PERSOHAL CHECK A"OUHl TEHDERED lHAHK YOU $300.00 $300.00 3UO Fee Paid -For Sub division Inspection (if applicable) --'Y~~~ ;_ "'C)'\ "The above check I ist must be complete prior to issuing a full drai[\age permit on a project. To issue a partial permit for clearing and grading only, all items minu s the drai11age report mu s t be complete Plea se init .ial in eac h hox il"vou check offanv of these item s " , , v.·: GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 HARTLAND BANK Austin , Texas DRAINAGE REPORT (Revised) LOTS 14-A & 14-8, BLOCK T UNIVERSITY PARK SECTION II College Station , Texas April 15 , 1998 REVIEWED FOR COMPLIANCE • . . . GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station , TX April 15, 1998 Subject: Drainage Study (Revised) Lots 14-A and 14-B, Block T University Park Section II College Station , TX Dear Veronica : Pleased find enclosed the referenced report for your review. This reports covers the referenced Lots 14-A and 14-B but is being subm itted as part of the Site Grading and Drainage Plan for the Hartland Bank project. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. Christian . Galindo, P.E., R.P.L.S. Pres ident cc : Allan Hanson, Vice President Hartland Bank . . ~ HARTLAND BANK, COLLEGE STATION DRAINAGE REPORT 1. TRACT DESCRIPTION Then Hartland Bank project is located in Lot 14-B, Block T, University Park Section II, on the north side of University Drive East, approximately 180' west of its intersection with Spring Loop. For the purpose of this study the area of adjoining Lot 14-A has also been included as a commercial development (motel). The combined area for both lots is 2 .981 acres. Sheet 2 of 2, Site Drainage (24" x 36"), part of the Site Plan for Hartland Bank , is part of this report. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map# 48041 C 0142 C, July 2 , 1992). 2. STORMWATER RUNOFF All of the runoff from the 2.981 acres flows in a general southeast direction , as sheet flow, and into the right of way of University Drive (F. M. 60). The total area has been divided into five sections as shown on attached Exhibit 1. Exhibit 2 shows the runoff calculations by drainage section for 5 , 10, 25, 50 and 100-year rainfalls . Runoff detention computations have been made using the 100-year return period . Sections 1, 3 and 4 will be commercially developed while Sections 2 and 5 will be reserved for ponding and landscaping . The top part of Exhibit 3 is tabular representation of curb cut ratings . This Exhibit has been prepared to estimate the number and size of cuts to handle a 25-year rainfall. It is assumed that all of the runoff from Sections 3 and 4 and 50 % of the runoff from Section 1 will empty into the detention area generally west of the front entrance to the bank. The remaining 50% run off from Section 1 will enter the detention area at a point east of said entrance. Under these conditions the western runoff will amount to 19 .01 cfs (five curb cuts 3.5 ' foot wide) and the -1 - . . . eastern runoff will amount to 3.20 cfs (one curb cut 3.5 ' wide). The location of these curb cuts is shown on the 24"x36" Drainage Plan drawing. For rainfall intensities greater than 25-yr the runoff from the referenced sections may overflow the top of the curb (296.5') at this location of the parking lot. In no case the 100-yr runoff will flow onto University Dr. since the entrance driveway will have a ridge elevation of 298.0'. The bottom part of Exhibit 3 shows the design characteristics of the two concrete gutters to be installed at the "bottom" of the detention pond to prevent erosion during low intens ity rainfall. These two gutters , with a triangular cross-section , are also shown on the 24 "x36 " Drainage Plan drawing. In addition rubble rip will be placed along the north slope of the detention pond , downstream from the curb cuts , to prevent erosion . 3 . DErENTION POND Ponding for the 100-yr post development runoff is provided on the southeast corner of the property as shown in Exhibit 1. The storage volume provided is estimated at 10 ,735 cu . ft . as given in Exhibit 4. Exhibit 5 shows the character istics and performance of the outlet structure which consists of a concrete inlet with wing control connected to a 37 '-15" RCP @ 5.0% grade . Th is RCP drains into TXDoT curb inlet No. F-6 located at the north curb of University Dr ive . This detail is shown on the 24 "x36" Drainage Plan drawing . The data given in this exhibit corresponds to PondPack Vers ion 5 .17 , Haestad Methods. Discussion of the method used by this PondPack Version is provided in the software manual. The factors used were obtained from the Hyd raulic Design of Highway Culverts , U.S. Department of Transportation , Federal Highway Administration , Report No. FHWA-IP -85-15 , Hydraulic Design Series No . 5 . Selected sheets pertaining to these sources are being submitted separately. Detention pond routing for multiple storms was calculated and the results are provided in Exhibit 6 , in 20 pages, 4 pages per storm . Peak storage is estimated at 8,427 cu . ft ., for the 100-year storm . Pond rim elevation, as shown on the 24 "x36 " Drainage Plan drawing , is 296 .0 ft . Maximum attained water elevation in the pond is calculated at 295 .54 ' for the 100-yr event. For ultimate basin conditions a grassy emergency spillway, elevation 295.6 ft ., will be built -2 - . . . along the south top of the berm, for a length of 60 ft . on each side of the pond outlet, for a total of 120' ft . The following is a routing summary in terms of maximum outflow allowed (pre -development conditions) and peak attained with the selected outlet structure: Storm 5-year 10-year 25-year 50-year 100-year Max. Allowed Q , cfs 9.17 10.30 11 .76 13.29 13.88 Peak Attained Max. Water Q , cfs Elev., ft 10.83 294.61 11.68 294.86 12.61 295.15 13.46 295.44 13 .73 295.54 Exhibits 7 and 8 show the calculations associated with the 15" RCP weir as it discharges into the referenced curb inlet. Exhibit 7 analyzes the culvert as an open channel and shows that for the maximum Q of 13 .73 cfs calculated in Exhibit 6, the flow velocity is 14.38 fps . Should this pipe flow full the flow velocity will be 12.75 fps . Exhib it 8 analyzes the culve rt as a pressure pipe. This exhibit shows that for a Q of 13.73 cfs (6 ,162 gpm) the flow velocity will be 11.19 fps, and for a Q of 15.65 cfs (7 ,024 gpm) the flow velocity will be 12.75 fps. CHRISTIAN A. GALINDO, P.E . # 53425 , R.P .L.S . # 4473 March 15 , 1998 411.'-'"'''"'\\\ ---"'" "\ t 0 F IL' 'tt1 .:: ~ ~ ................ <;,r...t'J ft : G;> .... ··.:, 0-~,,, ; *... ·.. ~ ~*/ \•~ ~······································~ ~CHRISTIAN A. GALINDO~ ~································ .. ·············JI! ~ ~\ .. 1> 53425 ~ .• /~I 111 °...<'-<.:··.1:'g1srt.~;.·· ~«;; 'a ... &s ......... .,,\.~' .: e, 10NAL t.'" ~ ,, '!'e. .... -3 -\\\''~"'''""' ·. .-u. ~Col£ I . I ' . #' '/ I \ ~, . I ,.~~ / ',@ \ "38, 15 ' ' S F " ' , \ DRAINA GE A REAS ' 8 7'_ EXHIBIT 1 Job: 29-97 Date: 01/14/98 RUNOFF CALCULATIONS -RATIONAL METHOD HARTLAND BANK, UP I I COLLEGE STATION. TX (Countv:Brazos) ic : 10.0 when calc. value ( 10.0 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section Soil A c Veloc. Length T cone. in mi Tv:ie Acre> fos ft Cale. Used 5 vrs 10 vrs 25 yrs 50vrs 100vrs Q 5yrs Q Q Q 10 vrs 25 vrs 50vrs Q 100vrs --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Pre-develooment Conditions Grass Grass 3 Grass 4 Grass 5 Grass Total Maximum Develooment 1 Commere. 2 Grass 3 Commere. 4 Commere. 5 Grass Total 0.764 0.400 2.500 0.200 0.400 2.500 0.876 0.400 2.500 1.010 0.400 2.500 0.131 0.400 2.500 2.98; 0. 764 0.850 8.000 0.200 0.400 3.000 0.876 0.850 8.000 1 .010 0.850 8.000 0. 131 0.400 3.000 2. 981 250 160 450 470 180 600 320 320 320 320 1. 7 1.1 3.0 3. 1 1. 2 1. 3 1. 8 0. 7 0. 7 1. 8 10.0 10. 0 10.0 10.0 10.0 10.0 10. 0 10.0 10.0 10.0 i .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 7 .693 8.635 9.861 11. 148 11 .639 9.861 11. 148 11 .639 9.861 11.148 11.639 9.861 11. 148 11 .639 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11. 148 11 .639 9.861 11.148 11.639 Countv: Brazos Constants for use in formula: l=b/(t+dre 2-vr 5-yr 10-yr 25-vr 50-vr 100-vr --------------------------------------------------------65.000 76.000 80.000 89.000 98.000 96.000 e 0.806 0. 785 0.763 0. 754 0. 745 0. 730 d 8.000 8.500 8.500 8.500 8.500 8.000 2.35 0.€1 2.69 3. 11 0.40 2.64 0.€9 3.02 3.49 0.45 3.02 0. 79 3.45 3.98 0.52 3.41 0.89 3. 91 4.50 0.58 3.56 0.93 4.08 4. 70 0. 61 9.17 10.30 11.76 13.29 13.88 5.00 0. 61 5. 7 3 6.60 0.40 5.61 0.69 6 '43 7.41 0.45 5.41 0. 79 7 .34 8.47 0.52 7 .24 0.89 8.30 9.57 0.58 7 . 5 6 0.93 8.66 9.99 0.61 18.35 20.59 23.52 26.59 27 .76 m x :I: m :::f I\) ·- 2-98 01 /23/98 L 1 . ft ' I. 0 2.0 3.0 3.5 4.0 8.0 14' 0 HARTLAND BANK Curb Cut Rating ::::::::::::::::::::::::::: Use Weir Equation :Q =C*L*(H).3/2 where Q: discharge , cfs and L= length of curb cut , ft H 1.f t' 0.50 0.50 0.50 0.50 0.50 0.50 0.50 and H= height of curb , ft and C : 3.087 H.3/2 1 . ft . 0.35 0.35 0.35 0.35 0.3 5 0.35 Q A cfs sq .ft. I. I 0.5 2.2 1. 0 3.3 1.5 3.8 1.8 4.4 2.0 8. 7 4.0 0.35 15. 3 7.0 v ft/sec 2.2 2.2 2' 2 2.2 2.2 2.2 2.2 ------------------------------------------------------ EXHIBIT 3 Trianqular Channe l Analvsis & Des ign Coen Channel -Uniform flow Triangul ar Channel Analvsis & Desi9n Coen Channel -Uni form flow Wor ksheet Name: HARTL AND BANK Comment: 3'-WIC E COUCRETE GUTTER @ 4.0%. 4" DEE P Solve For De~th Gi ver, lnout Data : Lef: Side Slcoe .. Rich: Side Slcce . Manning's r. ..... . Chanr.e! Sloce ... . Disch aroe ....... . Comcuted Results: Deoth ........... . Velocit v ........ . Flow Area ....... . Flow Too Width .. . We tted Per im eter . Cr itic al De ot h .. . Critic al Slooe .. . Frou de Number, .. . 4.50:1 IH:V ) 4.50:1 (H:V) 0.014 0.0 400 ft/ft 2.50 cfs 0. 31 ft 5.97 fos 0.42 sf 2.75 ft 2. 81 ft 0.45 ft 0.0048 ft/ft 2.6 9 If low is Suoercritical) Worksheet Name: HARTLAN D BANK Comment: 5'-W ID E CONCRETE GUTT ER @ 2.0%. 9" DEEP Solv e For De oth Giv en ln out Dat a: Left Side Slooe .. RiQht Side Slooe . Manning's n ..... . Channel Slooe ... . Dis charqe ....... . Comouted Res ul ts: Deoth ........... . Velccitv ........ . Flow Area ....... . Flow Too Width .. . Wetted Perimeter . Critical Depth .. . Crit ic al Slooe .. . Froude Number ... . 3.33:1 (H:V) 3. 33: 1 (H:V) 0' 014 0.02 00 ft/ft 14.83 cfs 0.7 6 ft 7.67 fo; 1.93 sf 5.08 ft 5.30 ft 1.04 ft 0.0 038 ft/ft 2.19 (flow is Suoercritica l) Coen Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods. In c. * 37 Brookside Rd * Waterbury, Ct 06708 POND-2 Version: 5. 17 SI N: HARTLAND BAN K UNIVERSITY PAR K I I COLLEGE STATION. TE XAS CALCULATED 04-14-1998 12:52:41 DISK FILE: a:\2 -98 ond\2-98 .VO L Planimet er scale: 1 inch : 1 ft . EXHIBIT 4 Elevation Planimeter Area Al+A2+sarlA1*A2 ) Volume Volume Sum lft) Isa.in.) Isa .ft ) Isa .ft) lcubic-ft) (cubic-ft) 291. 80 0.00 0 0 0 0 293.00 1.480.00 1. 480 1. 480 592 592 294.00 2.700 .00 2.700 6' 179 2. 060 2.652 295.0 0 4.010.00 4.010 10.000 3.333 5.985 296 .00 5.530 .00 5.530 14.249 4.7 50 10.7 35 * Incremental volume comouted bv the Con ic Method for Reservoir Vo lum es. Volume: 11 /3 ) * IEL2-EL1) * (Ar eal + Area2 + sa .rt .1 Areal*Area2 )) where: El l. EL2 : Lower and uooer elevations of the increment Area1.Area2 : Areas comouted for Ell. EL2. resoectivelv Volume : Incremental volume between Ell and EL2 Outlet Structure File: 2-98 .STR PON0-2 Version: 5.17 S/N: Date Executed: Time Executed: ******************************* HARTLAND BANK ~ UNIVERSITY PARK ******************************* ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) Q (cfs) Contributinq Structures 291'80 292.30 292.BO 293.30 293.80 294.30 294.BO 295.30 295.80 296.00 0.0 0.3 1 '9 4.6 7.4 9. 7 11.5 13. 1 14.4 15 'c Outlet Structure File: a:\2-98ond\2-98 .STR Planimeter lnout File: a:\2-98ond\2-98 .VOL RatinQ Table Cutout File: a:\2-98ond\2-98 .PND Min. Elev.(ft) : 291.8 Max. Elev.(ft) : 296 lncr.(ft): .5 Additional elevations (ft) to be included in table: * * * * * * * * * * * * * * * * * * * * * * * * * * ********************************************** SYSTEM CONNECTIVITY ********************************************** Structure No. Q Table Q Table CULVERT-CR -) Outflow ratinQ table summarv was stored in file: a:\2-98ond\2-98 .PND EXHIBIT 5 Outlet Structure File: 2-98 .STR POND-2 Version: 5.17 Date Executed: SIN: Time Executed: ******************************* HARTLAND SANK @ UNIVERSITY PARK ******************************* )))))) Structure No. 1 <<<<<< (lnout Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev.fftl? E2 elev.fftl? Di am. (ft)? Inv. el.(ft)? Slooe (ft/ft)? Tl ratio? T2 ratio? K Coeff .? M Coeff .? c Coeff .? Y Coeff .? Form 1 or 2? Slooe factor? 292 296.001 1.25 292.0 0.050 0.534 0.555 0.0196 0.89 2 -0.500 Outflow Ratinq Table for Structure #1 CULVERT-CR Circular Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevation (ft) Q (cf s) Comoutation Messaqes --------------.......... -.. -------------------------291. 80 0.0 E <Inv.El.: 292 292.30 0.3 Eou.2: HW : . 3 292.80 1.9 Eou.2: HW :.8 293.30 4.6 Eou.2: HW : 1. 3 293.80 7. 4 SubmerQed: HW :1.8 294.30 9.7 SubmerQed: HW :2.3 294.80 11 . 5 SubmerQed: HW =2.8 295.30 13. 1 SubmerQed: HW :3.3 295.80 14.4 Submerqed: HW :3.8 296.00 15.0 Submerqed: HW =4.0 Used Unsubmerqed Eau. Form (2) for elev. less than 293.34 ft Used Submerqed Eauation for elevations qreater than 293.47 ft HW=Headwater (ft) Transition flows in~eroolated from the followinq values: E1=293.34 ft: Q1=4.8 cfs: E2=293.47 ft: 02=5.49 cfs '. POND-2 Version: 5. 17 S/N: Pa~e l EXECUTED: 04-14-1998 14: 15:06 STORM # 1 Return Free : 5 vears ******************************** * * LOTS 14A & 148. BLOCK ; * UNIVERSITY PARK SECTION I I * COLLEGE STATION . TX ******************************** Inflow Hvdroqraoh: a:\2·98ond\51N .HYO Ratinq Table file: a:\2·98ond\2·98 .PflO ··--INITIAL CONDITIONS---· Elev at ion: 291.80 ft Outflow 0.00 cfs Stor aqe 0 cu-ft GIVEN POND DATA INT ERMEDIATE ROUTING COMP UTATIONS :ELEVATION: OUTFLOW : STORAGE : 2S/t : 2S/t t 0 : (ft) : (cfs) : (cu-ft) : (cf s) (cfs) 1 _________ 1 _________ 1 __________ j '------------'-------------I I I I ' I 291. 80 0.0 o: 0.0 I o.c ' 292.30 : 0.3 : 4 1 I "' 1.4 1 . 7 292.80 : 1'9 : 342: 11. 4 11 1 1.; • .; 293.30 : 4, 6 I 1.084: 36' 1 40 . 7 293.80 7 .4 2. 139: 71 '3 78.7 294 .30 9.7 3' 516 : 11U 12 6' 9 294 .80 11'5 s.rn: 173' 7 185.~ 295.3C 13' 1 7.252: 241. 7 254.8 29 5.80 14.4 9. 661: 322.0 I 336.4 ' 296.00 15.0 10' 735: 357.8 I 372.8 ' Time increme nt ft ): 1.0 min. I ' I ' I I I ' EXHIBIT 6 POflD-2 Version: 5.17$/tJ: Paqe 2 EXECUTED: 04-14-1998 14: 15: 06 STORM # 1 Return Fr ea: 5 vears Pond Fi le: a:\2 -98ond \H8 .PND Inf low Hvdroqraoh: a:\2-98ond \51N .HYD Outf lo w Hvdroqraoh: a:\2-98ond\5 OUT .HY O INFLOW HYD ROGRAPH ROUTING COMP UTATI ONS ------------------------------------------------------------------------ I TIME I I NFL OW I I 11+ 12 I 2S /t -0 I 2S/t t 0 : OUTFLOW :ELEVAT ION: ' ' ' ' ' I (min ) I r cf s) I I (cfs ) I I cf s l (cfs ) I (cf s ) I If t l ' ' ' ' ' ' ' 1 ________ 1 _________ 1 1 _________ 1 ____________ 1 ___________ 1 _________ 1 _________ 1 ' ' ' ' ' ' ' ' ' 0.0 o.oo : 0.0 o.c: 0.00 291'80 1. 0 1.65: 1.7 1.1 1 7 I I 1 I I 0.28 292.27 2.0 3.29: 4.9 ' ry 6.c: 0.89 292.49 ~.c 3.0 4.94 : 8.2 8.9 12 .5: 1.78 29 2. 7 6 4.0 6.58: 1 :.s 15 . 2 ~n ,1 2.60 292.93 LV,.,I 5.0 s. 23 : 14.8 22.9 30.0: 3.55 293' 10 6.0 9.88 : 18. 1 31. 8 ~ l. c: 4.62 293.30 7 .0 11 '5 2: 21.4 42 .2 53.2 : 5.52 293.46 8.0 13. 17: 24. 7 53 .8 66 .8: 6.53 293 . 64 9.0 14' 8 2: 28.0 66. 7 81.8: 7.55 293.83 10 '0 16 '46 : 31 '3 81.3 98.0: 8.32 294.00 11 '0 16.46: 32.9 96' 1 114. 2: 9. 10 294. 17 12 '0 16.46 : 32.9 109.4 12 9.0 : 9. 76 294.32 13.0 16. 46: 32.9 122 '0 142.4: 10' 18 294.43 14 .0 14. 8 2: 31. 3 132.3 153' 3: 10 . 5 2 294.53 15.0 13' 17: 28.0 138.8 160' 2: 10 .73 294.59 15 . 0 11 . 52 : 24. 7 141. 8 163' 5: 10.83 294.61 17' 0 9.88 : 21.4 141. 6 163' 2: 10 .82 294.61 18 .0 8.23 : 18. 1 138.3 15 9. 7: 10' 71 294.58 19.0 6.58: 14.8 132' 1 153 .1: 10' 51 294.52 20.0 4.94 : 11.5 123. 1 143.6: 10' 22 294.44 21.0 3' 29: 8.2 111. 7 131. 4: 9.84 294.34 22.0 1.65 : 4.9 98.2 116' 6: 9. 21 294' 19 23. 0 o.oo: 1 '7 83.0 99.9: 8 '41 294.02 ----------------------------------------------------------------------- POND-2 Version: 5.17 SIN: PaQe 3 EXECUTED: 04-14-1998 14: 15:06 STORM # Return Free: 5 vears ****************** SUMMARY OF ROUT ING COMPUTA TI ONS ****************** Pond Fi le: a:\2-98ond\2-98 .PND Inf low Hvdroqraoh: a:\2-98ond\5 1N .HYO Outflow Hvdroqraoh: a:\2-98ond\5 OUT .HYO Startinq Pond W.S. Elevation : 291 .80 ft ***** Summarv of Peak Outflow and Peak Elevation ***** Peak Inflow Peak Outflow Peak Elevation : 16.46 cfs 10.83 cfs 294.61 ft ***** Summarv of Aooroximate Peak Storaqe ***** Initial Stora~e Peak StoraQe From Storm Total Storaqe in Pond 0 cu-ft 4.580 cu-ft 4.580 cu-ft PCND-2 Ve rsion : 5. 17 S/N: STORM # 1 Po nd F i I e : a : \ 2 -9 8 on d \ 2 -9 8 . P IW Inf low HvdroQraoh: a:\2-98ond\51N .HYO Outflow HvdroQraoh : a:\2 -98ond \5 OUT .HYO Pea k Infl ow Peak Outflow : Peak Elevation : 16.46 cfs 10.83 cfs 294.61 ft PaQe 4 Return Freo: 5 ve ars EXECUTED: 04-14-1998 14: 15: 06 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18 .0 20.0 22.0 ______ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1_ I I I 1 I I I I I I I POND-2 Vers ion : 5. 17 S/N: EXEC UTED : 04-14-1998 14: 15:06 STOR M ~ 2 PaQe 1 Re t urn Fr ea : 10 vear s ******************************** LO TS 14A & 148. BLOCK T UN IVERS ITY PAR K SEC TI ON I I COL LEGE STAT ION. TX ******************************** Inflow HvdroQraoh: a:\H8o nd\ lOIN .H YO Rat inQ Table file : a:\2-98ond \2-98 .PND ----IN ITIAL COND ITIONS---- Elevation : 291 .80 ft Outflow 0.00 cfs StoraQe 0 cu-ft INTER MEDI ATE ROU TIN G GIVEN POND DATA COMPUTATIONS -------------------------------------------------------- :ELE VATION: OUTFLOW : STORAGE I 2S/t I 2S /t t 0 I I I (ft) I (cf s) I (cu-ft) I (cf s) (cf s) I I I I I I '---------'---------'----------' '------------'-------------' I I I I I I I 291. 80 I 0.0 I o: 0.0 I 0.0 I I ' ' I 29 2.30 0.3 4' I 1. 4 1 '7 I ~· ' 292.80 1. 9 342: 11. 4 I 13 .3 I ' I 293 .30 4.6 1. 084 : 36 ' 1 I 40.7 ' 293 .80 7.4 2. 139: 71.3 78. 7 294 . 30 I 9. 7 3. 516 : 117. 2 126.9 ' 294.80 11'5 5. 212: 17 3. 7 185 ' 2 295 .30 13. 1 I 7.25 2: 241 . i 254.8 ' 295 .80 14.4 I 9. 661 : 322 .0 336 .4 ' 296.00 15 . 0 I 10. 735 ; 35 7.8 372 .S ' Time increment l t l 1.0 min. f)J.e )tU PO~W-2 Version: 5 ' : 7 s /:~ : PaQe 2 EXEC UTE D: 04-14-1998 14: 15: 06 STORM # 2 Return freo : 10 vear s Pond Fil e: a:\ 2-98o nd\ 2-98 . PllD Inf low Hvdroqraoh : a:\2-98ond \ lO IN .HYD Out flow Hvd roq raoh : a:\2-98o nd\ 10 OUT .HYO INFLOW HY DROGRAPH RO UTING COMP UTA TIONS ----------------------------------------------------------------------- l TIME I I NFL OW I I 11+ 12 I 2S/t -0 I 2S /t t 0 OUTFLOW :ELE VATION : I I I I I I I (min ) I (cf s) I I (cf s ) I (cf s ) (cf s ) (cf s l I (ft ) I I I I I I 1 ________ I ---------1 1 _________ 1 ____________ 1 ___________ ------------------I I I I I I 0.0 o.oo : 0.0 0.0 0.00 291 '80 1. 0 1. 85: 1.9 I 1'2 1'9 0.32 292.30 I 2.0 3' 71 : 5.6 I 4.8 6.8 1.00 292.52 I 3.0 5. 5 6: 9.3 I 10. 1 14' 1 1'9 7 292 .81 I 4.0 7 '41 : 13.0 17.3 23. 1: 2.86 292.98 5.0 9' 27: 16 . 7 2 6. 1 34.o: 3.94 2 9 3. 18 6.0 11' 12: 20.4 36 .5 46.5: 5.03 293 .38 : t1 I 1u1 1• rq 1 I i ~ 'i I ~n c 1 ~ 1i ~ I oq1, 'h I ,, ..... , .. v ... '• ... \ .. ...... ' .. '\ 8.0 14.83 : 27.8 61.8 7 6' 2: 7' 2 2 293 . n 9.0 16. 68 : 31 . 5 ;1 1 93 . 3: 8' 10 ?a ; a ' 1 1, I l,..;.J ,.J ..J ~0 .0 18 . 53 : 35 .2 94.3 112. 3: 9. 01 294. 15 11 '0 18 . 53 : 37. 1 111. 7 131.4 : 9.84 294.34 I 12.C 18. 53: 3 7. 1 12 8.0 1 ~8 .8: 10' 38 294 .49 13 ' 0 18.53 : 37' 1 143 . 3 16 5. 1: 10 .88 294 .€3 14. 0 16.68 : 35.2 155.9 178. 5: 11 ?O ?O ~ 7, I '''-"' '-"'"'' '"' 15 . 0 14' 8 3: 31 '5 164 .3 18 7 '4: 11 '5 5 294 .82 16 .0 12.97 27 .8 168 .8 192 ' 1: 11. 66 294 .85 17 . 0 11. 12 24' 1 169 .6 192.9: 11 '68 I 294.86 18 . 0 9' 2 7 20.4 166 . 7 189 . 9: 11.61 294 .83 19.0 7 '41 16 . 7 160.5 183 .4: 11. 44 294. 78 20 .0 5.56 13.0 151 ' 2 17 3. 5: 11 . 14 294 .70 21'0 3. 71 9' 3 139 .0 160. 5: 10 ' 7 4 294 .59 22.0 1'85 : 5.6 124 . 1 144 .6: 10. 25 294.45 23 .0 o.oo : 1. 9 106 .6 12 5. 9: 9.65 294.29 ----------------------------------------------------------------------- PON0-2 Version : 5. 17 S/N: EXECUTED: 04-14-1998 14: 15:06 STORM # 2 Paqe 3 Return Free: 10 vears ****************** SUMMARY OF ROUTING COMPUTAT IONS ****************** Pond File: a:\2-98ond \2-98 . PllO In f low Hvdroqraoh : a:\2-98ond\101N .HYC Cutf low Hvdroqraoh: a:\2-98ond\ 10 OUT .HYO Start inq Pond W.S . Elevat ion: 291 .80 ft ***** Summarv of Peak Outf low and Peak El evation ***** Peak Inf low Peak Outflow Peak Elevation : 18.53 cfs 11.68 cfs 294 .86 ft ***** Summarv of Aooroximate Peak Storaqe ***** I nit ia 1 Storaqe Peak Storaqe From Storm Tota 1 Storaqe in Pond 0 cu-ft 5.438 cu-ft 5.438 cu-ft POND-2 Version : 5.17 S/N: STORM ~ 2 Pond Fil e: a:\2 -98ond \2-98 .PND Inf low HvdroQranh : a:\2-98ond\101N .HYO Outf 10 1 HvdroQraoh: a:\2-98ond \1 C OUT .HYO Peak Inflow 18.53 cfs Peak Outflow 11.68 cfs Peak Elevation : 294 .86 ft PaQe 4 Return Freo: 10 vears EXECUTED : 04-14-1998 14: 15: 06 Flow (cfs) 0.0 2.0 4.0 6.0 8.0 10.0 12 .0 14.0 16 .0 18.0 20 .0 22.0 ------'-----'-----'-----'-----'-----'-----'-----'-----'-----'-----'-I I I I I I I I I I I 3 , - 'I 4. 1 -: 5. 1 -: 6. 1 -: 7 , - 'I 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 TIME (min ) x x x x x * * x x x x x x x x x x * *x x x x Fi le: a:\2-98ond\101N .HYO Qmax : Fi le : a:\2-98ond\ 10 OUT .HYO Qma x : 11. 7 cf s 18.5 cfs POND-2 Version: 5.17 S/N: EXECUTED: 04-14-1998 14: 15:06 STORM # 3 PaQe 1 Return Freo: 25 vears ******************************** * * LOTS 14A & 14B. BLOCK T UNIVERSITY PARK SECTION I I * COLLEGE STATION. TX ******************************** l~f low HvdroQraoh: a:\2-98cnd\251N .HYD Rati~~ Table file: a:\2-98ond\2-98 .PNC ----INl~IAl CONDITIONS----Elevation : Outflow StoraQe 291.BOft 0.00 cfs 0 ~u-ft GIVEN POND DATA INTERMEDIATE ROUTING COMPUTATIONS !ELEVATION: OUTFLOW : STORAGE : : (ft) : (cfs) : (cu-ft) : '---------'---------'----------' I I I I 291.80 292.30 292.80 293.30 293.80 294.30 294.80 295.30 295.80 296.00 0.0 : 0.3 1, 9 I 4.6 7 .4 9.7 11 . 5 13' 1 14.4 15. 0 : o: 43: 342: 1.0841 2. 139 3.516 5.212 7. 25 2 9.661 10. 735 2S/t : 2S/t t 0 : lcfs) : lcfsl '------------'-------------' I I I 0. 0 : 0. 0 : 1. 4 : 1 . 7 : 11.4 : 13. 3 : 36. 1 : 40.7 71 .3 : 78.7 117. 2 : 12 6. 9 173.7 : 185. 2 241. 7 : 254.8 322.0 : 336.4 357.S : 1'M 0 JI'-, V Tims increment (tl : 1.C mfr •. POND-2 Vcn ion: ' 17 SIN: Paqa 0 .J, II L EXECUiE8: 04-14-1998 14: 15: 06 STORH ~ , Ret;Jrn Free: 25 ·rea rs " Pond Fi:a: a:\HBcnd \2-9 8 . PIJD inflow Hvdro Qraoh: a:\ 2-98ond\ 251 tJ .HY C Outflow H~droaraoh: a:\2 -98ond \2 5 OUT UV~ .111 v INFLOW HYDROGRA PH ROUTING COMP UT AT IONS ------------------------------------------------------------------------ I TIME I I NFL OW I 11+ 12 I 2S /t -0 I 2S/t t c I OUTFLOW :ELEVAT ION : ' ' ' ' ' ' I (min ) I (cf s) I (cf s ) I (cf s ) (cf s) I (cf s ) I (ft) ' ' ' ' ' ' --------I ---------'---------1 ____________ 1 ___________ I ---------I ---------I ' ' ' ' ' ' ' 0.0 0.00 0.0 o.o: 0.00 291.80 1.0 2. 12 2. 1 1. 4 2. 1 : 0.35 292 .32 2.0 4.24 6.4 ~ ' "'" 7 . 8: 1. 14 292.56 3.0 6.36 10. 6 11. 8 16 . 1: 2. 18 292.85 4.0 8.48 14 . 8 20. 2 26.6 : 3. 21 293.04 5.0 10. 5 9 19. 1 30 .3 39 .2: 4.45 293. 27 6.0 12. 71 23 .3 42.5 53 .6: ' '' 293.47 .J,.J..J 7.0 14. 83 27.5 56.5 70. 1: 6.76 293 .69 8.0 16 . 951 31.8 72 .6 88 .3: 7.86 293.90 9.0 19.07 36 .0 91. 0 108 .6: 8.83 294 . 11 10 . 0 21. 19 40.3 111. 6 131. 2: 9.83 294.34 11. 0 21. 19 42.4 13 2.9 153 .9: 10.54 ~OA '1 1...J"f' ..J..J 12.0 21. 19 A~ A 'Tl..o"t 152.9 175. 2: 11. 19 294.71 13. 0 21 . 19 42.4 171 . 8 195 . 2: 11 . 7 3 29 4.87 14.0 19. 07. 40 .3 18 7. 8 212. 0: 12 . 12 294 .99 15. 0 16 . 9 5: 36.0 19 9.0 2~3.8: 12.39 295 .08 16 . 0 14.83: 31 . 8 20 5. 7 230.e : 12. 5 5 295. 13 17 . 0 12.71: 2 7 . 5 208. 1 233.3 12. 61 29 5. 15 18.0 10. 59: 23.3 20€.2 231 . ~ 12.5€ 295. 13 19.C 8.48: 19. 1 200.5 225.3 1'• l 0 295 .09 I I.• 'TL 20.0 6.36: 14 .8 190.9 215.3 12. 19 295.02 z 1. 0 4.24: 10. 6 177. 8 201 . 5 11. 88 29 4.92 22. 0 2. 12: 6.4 161. 2 184 . 1 11. 4 7 294. 79 23. 0 o.oo: 2. 1 141. 7 163 .3 10.32 294.61 ----------------------------------------------------------------------- POND-2 Version: 5.17 SIN: EXECUTED : 04-14-1998 14: 15:06 STORM # 3 PaQe 3 Return Frea : 25 vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond Fil e: a:\2-98cnd\2-98 .PND In f low HvdroQr aoh : a:\2-98ond\25 1N .HYD Outflow HvdroQrach: a:\2-98ond \2 5 OUT .HYD Startinq Pond W.S . Elevati0n : 291 .80 ft ***** Summarv of Peak Cutf low and Peak Ele vat ion ***** Peak Inf low Peak Outflow Peak Ele vation : 21. 19 ds 12.61 cfs 295.15ft ***** Summarv of Aooroximate Peak StoraQe ***** Ini t ial StoraQe Peak StoraQe From Storm Tota 1 StoraQe in Pond 0 cu-ft 6.621 cu-ft 6.621 cu-ft 3. 1 4. 1 5. 1 6. 1 1. 1 8.2 9.2 10. 2 11 . 2 1 ~ ~ IL.oL. 13.3 14. 3 15. 3 16.3 17. 3 18. 4 19.4 20.4 21. 4 POND-2 Vers ion : 5.17 S/N: Paqe 4 STORM ~ 3 Return Freo : 25 ve ars Pend Fil e: a:\2-98ond\2-98 .P t:D Inf low Hvd roQraoh: a :\2 -98o~d \2 5 1N .HYD cutf low Hvdroqrach: a:\2-98onc\2 5 OUi .H Y8 Pea k Inf lo;; 21.~9cfs Pea k Cutf low 12.61 cfs Pea k E l evati~n: 295.15 ft EXEC UTED : 04-1 ~-ms 14: 15: 06 FI JW (cfs ) 0.0 2.0 4.0 6.0 8.0 10.0 12 .0 14 .0 16.0 18 .0 20.0 22 .0 ______ 1 _____ , _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1_ I I I I I I I I I I I - - - - - - - -: -: I -' -: I -' I -' • I - - - I -I -: TIME (min) x x x x x x x x x x x* * x x x Fi le: a:\2-98ond\251N .HYD Oma x : Fil e: a:\2-98ond \Z5 CUT .H YD Oma x : 12 .6 cfs "I 1 ? ... : ,. L. I, L. V I,) POND-2 Vers ion: 5.17 S/N: EXECUTE D: 04 -14-1998 14:15:06 STORM # 4 Paqe 1 Return Freo : 50 ve ars ******************************** * * * LOTS 14A & 14 B. BLOCK T * UN IVERS ITY PAR K SECTION I I * COLLEGE STATION. TX * ******************************** Inflo w Hvdroqrach: a:\2-98cnd \50 1N .H YO Ratinq Table fil e: a:\2-98cnd\2-98 .PNO ----IN ITIAL COND ITI ONS---- Elevation: 291.80 ft Outflow Ster ace 0.00 cfs C cu-f~ GI VEN POND DATA INT ERMEDIA TE ROUT IN G COMPUTATIOIJS :ELEVATION: OUTF LOW : STORAGE : : (ft ) : (cfsl : (cu -ft ) : 2$/t : 2S/t t 0 : (cfs ) (,f;) ---------:---------:----------------------:------------- 291. so 0, 0 I o: 0.0 0.0 2 92 . 30 0.3 43: 1. 4 1. 7 : 292.80 1.9 342 : 11.4 13. 3 : 293 .30 4.6 1. 084 : 36 . 1 40.7 293 .80 7 .4 2. 139 : 71 . 3 : 78.7 : 294 .30 9.7 3. 516: 117 . 2 126. 9 : 294.80 11. 5 5. 212: 173.7 18 5. 2 295.30 13 . 1 1 .252 : 24 1. 7 254 .8 295.80 14.4 9. 661: 322 .0 336.4 296.0 0 15.0 10. 735 : 35 7. 8 372.8 Time increment ft) : 1.0 min . POtJD-Z Vcrs i or,: 5. 17 S/tl: EX EC UTED: 04-14-1 998 14: 15:06 STORM # 4 Return Free : 50 vears Pond Fi le: a:\2-98o r.d\H8 .PND :nflow Hvdr oqraoh : a:\2-98ond \50 1N .HYD Ou t flow Hvdro qraoh: a:\2 -98o nd\50 CUT .H YC i ~FLOW H Y ~RO GRAPH : Ti~E : IN FLOW : : (mi n) : i cfs l : --------:--------- o.c 1. 0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10' 0 11.0 12' 0 13 . 0 14' 0 15' 0 16' 0 1i'0 18 .0 19 .0 20.0 21 . 0 22. 0 23 .0 o.oc: 2.40: 4.8o: 7.19: 9.59: 11. 99: 14.39 ' 16.79 19. 19 21. 58 23.98 23 .98 23.98 , 23.98: 21 '5 8: 19' 19: 16.79 : 14. 39: 11.99: 9.59: 7' 19 : 4.eo: 2.40: o.oo: RCUTIN G COMPUTA TIONS : 11+12 : 2S/t -a : 2S /t l c: OUTFLOW :ELEVrnoti: : (cfs ; : !cfs ; (~fs ) : (cfs ) : (ft 1 '---------'------------'-----------'---------'---------' I I I I t 2 .~ 7.2 1 ~ n I(, .\I 16.8 21'6 26 .4 31 '2 36 .0 I 40 .8 45.6 48.0 48.0 48.0 45.6 40 .8 36.0 31 . 2 26.4 21.6 16.8 12' 0 7.2 2.4 0.0 1. 6 6.3 13.5 23' 1 34 .9 49' 1 65 .3 84 .3 105 .9 130. 5 155' 9 180.0 203.0 222 .6 236.9 246' 1 250.4 m.9 244' 7 235. 1 2 21 . 2 203 .4 181.9 8' s: 18' 2: 30 .3: 44 .7: 61'3: so .2: 101'3: 125 ' 1: 151'4 : 178' 5: 203 .8: 227 .9' 248' 5 263.4 272.9 277. 3 276.8 2 71. 4 261.5 I 24 7.1: 228.4: 205.8: 0.00 0.39 1.28 2. 39 3.57 4.89 6' 12 7. 4 7 8.48 9.61 10. 46 11 . 29 11'93 12 .48 12.96 13 .2 4 13.39 13 .46 13.45 13.37 13' 21 12 .92 12 .49 11 '9 7 29 L SC 292.33 292.61 292 .89 293. 11 293. 35 293.57 293.82 294.03 294.28 294.51 294' 74 294.93 295' 11 295 .2 6 295.35 295.41 295.44 295.43 295.40 29 5.34 '>0 C "1A L..J.J.t.."f 'J POND-2 Version: 5. 17 sn~: EXECUTED: 04-14-1998 14: 15:06 STORM ~ 4 Paq~ 3 Return Fraa: SC vears ****************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: a:\2-98ond\2-98 .PND Inflow HvdroQraoh: a:\2-98ond\501N .HYD Outflow Hvdro~raoh: a:\2-98ond\50 OUT .HYO StartinQ Pond W.S. Elevaticn : 291.80 ft ***** Summarv of Peak Outflow and Peak Elevation ***** Peak inflow : 23.98 cfs Peak ~utf low : 13.46 ds Peak Elevation : 295.44 ft ***** Summarv of Aoorcximate Peak Storaqe ***** Initial StoraQe Peak StoraQe From Storm Total Storaqe in Pond 0 cu-ft 7 .917 cu-ft 7. 917 cu-ft POtlD-2 Version: 5.1 7 S/N: STORM # 4 Pond Fi le: a:\2-98 or,d \2-98 .PtlD Inf low Hvdro~raoh: a:\2-98ond\SOIN .HYD Outf low Hvdroqraoh : a:\2-98ond \50 OUT .HYD Pea k lr,f low Peak Outflow 23.98 ~fs 13 .46 cfs Peak Elevat ion = 295.44 ft Paqe 4 Ret urn Freo: 50 vears EXECUTED: 04-14 -1998 14:15:06 Flo\11 (cfs) 0.0 2.0 4.0 €.0 e.o lC.O 12.0 14.0 1€.C 18.0 20.C 22 .C ______ , _____ 1 _____ 1 _____ 1 _____ , _____ 1 _____ 1 _____ , _____ 1 _____ 1 _____ 1_ I I I I I I I I I I I 11 '2 -: 12 . 2 -: ~ ;;,c: Q:,~--~CVi)fiJ,~;,, Vv1 ,;-,·,1.1 ..,.ua" L "T • \J \.I .,) PONC-2 Version: 5.17 Siil: Pace ? EXECUTED: 04-14-1998 14: 15:06 STORM ~ 5 Return Freo: 100 vaars ******************************** * * LOTS 14A & 148. BLOC~; T * UNIVERSITY PARK SECTION I I COLLEGE STATIOIL TX ******************************** Inf low HvdroQraoh: a:\2-98ond\1001N .HYO Rating Table file: a:\2-98ond\2-98 .PND ----INITIAL CONDITIONS----Elevation : 291.80 ft Outflow : 0.00 cfs StoraQe : 0 cu-ft INTERMEDIATE ROUTING GIVEN POND DATA COMPUT AT I OIJS --------------------------------------------------------:E~EVATION: OUTF~CW : STORAGE : I 2S/t I 2S/t ! ~ I I ' v I (ft) I (cf s) I ( cu-ftl : I (cf s) I (cf s) I I ' I ' ---------:---------:----------I I ------------·-------------I I I 291. 80 : o.c : 0: I 0.0 : 0 r, I • v 292.30 : 0.3 : n1 I 1. ~ : ' , ~JI I '·' 292.80 : 1.9 : 342: 11 A I 1, , 11,., I '"'"' ~93.30 : 4.6 : 1. 084: 36' ~ : 4C. 7 293.80 : 7. 4 : 2. 139: 71.3: 78.7 294.30 : 9'; : 3. 515: 1 ~;I 2 : 125.9 294.80 : 11. 5 : 5. 212: 17 3.; : 185' z 295.30 : 13 I 1 : 7 .252: 241 . 7 : 254.8 295.80 : 14. 4 : 9. 661: I 322.C : 336.4 I 296.00 : 15. 0 : 10 '735: I 357.8 : 372.8 I Timeincrement{t): 1.0min. I I POND-2 Version: 5. 17 Sltl: EXECUTED : 04-14-1998 14: 15:06 STORM # 5 Pend File: a:\2-98ond\2-98 .PND Inf low Hvdroqr aoh : a:\2-98cnd \1 001N .HYO Outflow Hvd roqrac h: a:\2-9Sond\100 OUT .HYO Paqe 2 Return Frea: 100 vears INFLOW HYDROGRAPH ROUT ING COMP UTA TIONS : TIME : INFLOW : : (min ) : f cfs l : --------' --------- 0 n .u : 'c 0 0 '" u 3.0 4.0 ' n J ,U 6.0 7 n I , II 8.0 9.0 10 .0 11.0 12.0 13.0 14.0 15 .0 16 '0 17. 0 18.0 19 .0 20.0 21 . 0 22. 0 23. 0 ' o.oo: uo: 5 I c ~ : 7' 51 : 10 ' 01: 12' 51 15.02 17. 5 2 20.02 22 .53 25.03 25.03 25.03: 25.03: 22.53: 20.02: 17. 5 2: 15' 02 : 12. 51 : 10. 01: 7. 51 : 5' 01 : 2.50 : o.oo : : 11+1 2 : 25/t -C : ZS/t + 0: OUTFLOW :ELEVATION: : (cf;l : f cf sl (cfs l : (cfs l : l ftl 1 _________ 1 ____________ 1 ___________ 1 _________ 1 _________ 1 I I I I I I 2.5 7.5 1 o t; I L.,.J 17' 5 22.5 27 .5 32.5 37 .5 42.6 47 .6 5 0. 1 50. 1 50 . 1 47 .6 42.6 37. 5 32 .5 27 .5 22 .5 17' 5 12. 5 7 .5 2.5 o.c 1 7 1, I 6.5 14' 1 36' 7 51. 5 68.8 88.9 111 . 7 137. 9 164.8 190. 5 215 .0 236. 1 2 51 . 7 262.0 267 .0 26 7. 1 262 .3 252.8 238.8 220 .5 198 .3 o.o: ~ ,, L.+.JI 9.2: 10 11 I.J o 1 1 31 .5: 46. 7: 64.2: 84' 1: 106 . 3: 131'4: 159.3: 18 7 '9: 214.9: 240 .6: 262 .6: 278.7: 289 .3: 294 .5: 294 .6: 289 .6: 279.8: 265.4: 246.3: 223.o: 0.00 i9~.8C 0.4: 1.33 ~ n L.o'TI 7 7 1 .J o I I 5.04 6.33 7. 65 s. 72 9.84 10. 70 11 '5 6 12 . 18 12 . 77 13 . 2 2 13.48 13.65 13.73 13 . 73 13.66 13' 50 13 . 27 12' 91 10 77 IL.o.JI 29Z. 33 292.62 29Z.90 zg3. 13 293 .38 293 .61 293.86 294.09 294.34 294.58 294.82 295.0 1 295 .20 295.35 295.45 295.51 295.54 295 .54 295.51 295.45 295 .36 295 .24 295.07 POND -2 ','ers icn: 5.17 S/IJ: EXECUTED: 04-14-19 98 i U5:0S ST~RM ~ 5 ~a •e 3 Returr, free : :cc vears '**'************** SUMMARY OF ROUT :~G COMPUTAT :ONS ****************** Por,d Fi le: a:\2-98or,d \M8 .PND inf low Hv droqrao h: a:\2-9 Sond \1001N .HYO Outflow Hvdroqraoh : a:\2-98 ond \10 0 OUT .H YO Startinq Pond W.S. Elevation : 291 .80 ft ***** Summ ar v of Peak Outf lcw and Pe ak Elevation ***** Pea k Inf lc'O 25.03 cfs Peak Outflow 13.73 cfs Pea k Ele vat ion : 295.54 ft ***** Summarv of Aooro xim ate Pea k Stor&qe ***** :1iitial Starace Pea k Storace frcm Stor m Total Storace ~r. Por,d 0 cu-f~ 8.~~7 cu -ft 8.427 cu-ft .. ' \ .. PCtlD -2 Vers ion : 5. 17 S/f~: STORM # 5 Pon d File: a:\2-98or,d \2-98 .PtlD Inf low HvdroQraoh: a:\2-98ond\1001N .HY D Outflow HvdroQraoh : a:\2-98ond \100 OUT .HYD Pea k Infl ow Pea k Outf I ow Pea k Elevation : 25.03 cfs 13. 73 cfs 295.54 ft Paqe ~ Return Fraa: :cc veari EXECUT ED : 04-14 -1998 14: 15:06 Flow (cf s \ 0.0 3.0 6.0 9.C 12 .0 15.0 18.0 21.C 24.C 27.C 3C.O 33.C ______ 1 _____ 1 _____ , _____ 1 _____ , _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _____ 1 _ I I I I I I t I I I I 1 I • ; ' I x 4 . ~ 'I. 5' 1 6' 1 7 1 - 'I 8 ~ -.. 9.2 - 10. 2 -: 11 . 2 -: 12' 2 -: 13' 3 -: 14' 3 -: 15' 3 -: 16 .3 -: 17 '3 -: 1 ,, ~ I rCt,.., -, I 0 l • I l .J,"f I 20.4 -: 21. 4 TIME (min \ x x x x x x x x x x File: a:\2-98ond \ 1001N .HYD Qma x : Fi le: a:\2-98ond\ 100 OUT .HYD Qma x : 13.7 cfs 25.0 cfs .. , t 1 -.. Circular Channel Analvsis & DesiQn Solved with ManninQ 1 S Eouation Coen Channel -Uniform flow Worksheet Name: HARTLAND BANK Comment: DETENTION POND OUTFALL Solve For Actual Deoth Given lnout Data : Diameter ......... . Slooe ............ . Mann inQ's n ...... . Discharqe, ....... . Comouted Resu lts: Deoth ............ . Velocitv ......... . Flow Area ........ . Cr itical Deoth ... . Critical Slooe ... . Percent Full ..... . Ful 1 Caoacitv ....• QMAX @.94D ....... . Froude Number .... . 1.25 ft 0 .0500 ft/ft 0.012 13. 73 cfs 0. 91 ft 14.38 fos 0.95 sf 1. 23 ft 0 .0348 ft/ft 72.63 % 15 .65 cfs 16.83 cfs 2. 74 (flow is Suoercritical) EXHIBIT 7 Circular Channel Analvsis & DesiQn Solved with ManninQ's Eouation Coen Channel -Uniform flow Worksheet Name: HARTLAND BANK Comment: DETENTION POND OUTFALL Solve For Full Flow Caoacitv Given lnout Data: Diameter ......... . S 1 ooe ............ . Manninq's n ...... . Discharge ........ . Comouted Results: Ful 1 Flow Caoacit v .... . Full Flow Deoth ....... . Velocitv ......... . Flow Area ........ . Critical Deoth ... . Cr itical Slooe ... . Percent Ful 1 ..... . Full Caoacitv .... . QMAX @.94D ....... . Froude Number .... . 1.25 ft 0.0500 ft/ft 0.012 15.65 cfs 15.65 cfs 1.25 ft 12.75 fos 1.23 sf 1. 24 ft 0.0462 ft/ft 100.00 % 15.65 cfs 16 .83 cfs FULL , ' Pressure Pioe Analvsis & Desiqn Cir cular Pioe Worksheet Name: HARTLAND BANK Comment : DETENTION POND OUTFALL So lv e Fer Pressure@ 2 Given lnout Data: Elevation@ 1 .... . Pressure @ 1 .... .. Ele vation @ 2 .... . Discharqe ........ . Diameter ......... . Lenqth ........... . Haze n-W illi ams C .. Comouted Results: Pressure @ 2 ..... . Velocitv ........ .. Head loss ......... . Enerqv Grade @ 1 .. Enerqv Grade @ 2 .. Friction Slooe .... 295 .60 ft 14 .70 osi 289.95 ft 6162.00 QOm 15. 00 in 37 .00 ft 130.00 16. 75 osi 11.19fos 0.92 ft 331.46 ft 330 .54 ft 24 .812 ft/1000 ft EXHIBIT 8 Pressure Pio e Analvsis & Desiqn Circular Pioe Worksheet Name: HARTLAND BAN K Comment: DETENTION POND OUTFALL Solve For Pressure@ 2 Given lnout Data: Elevation@ 1 .... . Pressure @ 1 .... .. Elevation @ 2 .... . Discharqe , ....... . Diameter ......... . Lenqth ........... . Hazen-Williams C .. Comouted Results: Pressure@ 2 ..... . Velocitv ......... . Head loss ......... . Enerqv Grade @ 1 .. Enerqv Grade @ 2 .. Friction Slooe .... 295.60 ft 14.70 osi 289 .95 ft 7024.00 QOm 15.00 in 37 .00 ft 130.00 16.64 osi 12.7 5 fos 1 . 17 ft 332.04 ft 330 .87 ft 31 .620 ft/1000 ft DEVELOPMENT PERMIT PERMIT NO. 543 HARTLAND BANK FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 14-B, Block T, University Park Section II OWNER: Hartland Bank Attn: Allan Hanson, V. P . 10711 Burnett Rd. Austin, Texas 78766 512-836-6622 DRAINAGE BASIN: Burton Creek TYPE OF DEVELOPMENT: SITE ADDRESS: East University Drive This permit is valid for site construction as shown on the approved construction plans. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. 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 e elopment shall be in accordance with the plans and specifications submitted to and approved by the i Engineer in the development permit application for the above named project and all of the codes and · nances of · of College Station that apply . e Date/ Owner/ Agent Date Contractor Date Figure XII Application Form Development Permit Inside/Outside &tablished Flood Hazard Areas City of College Station, Texas (re: Ordinance No. 1728) Si~~plD~~~~n: __ L_4_T~~~~--~·~,_S_£_~-~~K_T~,~a_W_l_V_£_~_~_/_~~7_R_H_R_K~l_l ___ _ Site Address: EAsr l.IN/f/c~s1rY P?e. __ ___.;._:....;;:~----------_;_.;;-------A~~~7~1~1 -ll!!>-=-u~~=w-,-a-=r==r=-=.-z~p=--- Owner: HARrt.ANP BA-NK A7"T.' A4'iAN .#ANS&:?/V1 · V. P. Address: Al/.sr1/l/1 r.-'< 7'$76G:. Telephone No .: SI~ -936 -fPtG.22. ~93'3' g, rEA:AS .4V6./ sn-. ZKJ,, Address: &~N . ,.-,x zz se;1z Telephone No.: 1l4f::.-tt6S' .......:::~.=..:..:..:..:..--~~i"-7-7":;~~~~:;':;;-~~~~~,.....,....--:::;~::;Tis::'ii;;e.s Contractor: Address: ----~"-'--'=...:...-----------~ -,,...------------~ Telephone No .:---------- Date Application Filed:---------------Approved:----------- Application is hereby made for the following specific waterway alterations: _ .... M .... t?.....,W'-"--=£'"---------- Attached as part of this application: ~pplication Fee l!f' Signed Certificate !B"'$ite and Construction Plans, with supporting documentation : two (2) copies of each 13"'0ther: P&A/NA<fiE g,EPogr ACKNOWLEDGEMENTS: ENtt:-/NE"Elie ,iat:1.li: I, C.#.12157/AN A· GA~ /NPttJ , ay6wner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and Date ~ ~MG" A-S ~WN~~ Developer Date · '{? ,N,A. Contractor Date Page 1of2 ,,. '• •' '. ' ,. '• ·' ,. ... < . ~ ' ,_ .. - . " •' .. " , ~ . . '· I/ . . "' .. .. -, . . • Figure XII Continued CERTIFICATIONS: A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, t::"#lelSrl'A/I/ A, &.AL.l'NOO , certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or above the base flood elevation as established in the latest Federal Insu ance Administration flood hazard stud and maps, as amended. C. I, 4µ1sr1AN A. Q~/NPtt:' , certify that the alterations or development covered by this pennit shall not diminish the flood-carrying capacity of the adjoining waterway or crossing this permitted site and that such alterations or development are consistent with requirements concerning encroachments of floodways and of floodway fringes as illustrated in the latest ederal Insura ce Study. ~ Fi:~. 4, /dJ"'?'if Date D. Date· REVIEWED FOR APPROVAL: ~~~~---~~~~~~~~~- F 1 o o d p I a in Administrator Date APPROVAL: Special conditions or comments as part of approval: ~~~~~~~~~~~ GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 HARTLAND BANK Austin, Texas DRAINAGE REPORT LOTS 14-A & 14-B, BLOCK T UNIVERSITY PARK SECTION II College Station , Texas February 3 , 1998 GALINDO ENGINEERS AND PLANNERS 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 February 3, 1998 Mrs. Veronica Morgan, P.E. Assistant City Engineer City of College Station College Station, TX Subject: Drainage Study Lots 14-A and 14-B, Block T University Park Section II College Station, TX Dear Veronica: Pleased find enclosed the referenced report for your review. This reports covers the referenced Lots 14-A and 14-B but is being submitted as part of the Site Grading and Drainage Plan for the Hartland Bank project. Sincerely, GALINDO ENGINEERS AND PLANNERS Christian A. Galindo, P.E., R.P.L.S. President cc: Allan Hanson, Vice President Hartland Bank ,,,,,,,,,\\\\\ ~-""'~t OF r~ '-tt ; ;( ~ ........... ·····. ,,,..,., ., .. -r~' " * '• -1.r. l'A '-' --J •• ••• v· 'A ; * / \1c -~ ~ * :' \* ~ ~······································~ icHRISTIAN A. GALINDO~ ~tt••············································~ ~.-o~. 53425 /0:-, ,, ~ ... ;p (\) ... ~' :: 6'11 o-<' ·-. .. ~!ilSTt~~> ~~ 5 ,,, ~'S' ......... ~\;;)' .: ••t~~/ONA\.. t ~ .... ~- ~\~'''''°"°''"I,; HARTLAND BANK, COLLEGE STATION DRAINAGE REPORT 1. TRACT DESCRIPTION Then Hartland Bank project is located in Lot 14-B, Block T, University Park Section II, on the north side of University Drive East , approximately 180' west of its intersection with Spring Loop. For the purpose of this study the area of adjoining Lot 14-A has also been included as a commercial development (motel). The combined area for both lots is 2 .981 acres . Sheet 2 of 2, Site Drainage (24" x 36"), part of the Site Plan for Hartland Bank , is part of this report. The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract (Map # 48041 C 0142 C, July 2 , 1992). 2. STORMWATER RUNOFF All of the runoff from the 2.981 acres flows in a general southeast direction, as sheet flow, and into the right of way of University Drive (F . M. 60). The total area has been divided into five sections as shown on attached Exhibit 1. Exhibit 2 shows the runoff calculations by drainage section for 5, 1 o, 25, 50 and 100-year jf-rainfalls . Runoff detention computations have been made using the 100-year return period. ,.J\\' (Vil~ Sections 1, 3 and 4 will be commercially developed while Sections 2 and 5 will be reserved for v V-!)'ff"' ponding and landscaping . ~ I q / i 81"' The top part of Exhibit 3 is tabular representation of curb cut ratings. This Exhibit has been ~ ~ 0 prepared to estimate the number and size of cuts to handle a 5-year rainfall. It is assumed that (r)~ (J#-all of the runoff from Sections 3 and 4 and 50% of the runoff from Section ~!! empty into the '\. ~'7 \ detention area generally west of the front entranc_e to the bank. The remaining 50% run off 41~ ,:V /6 from Section 1 will enter the detention area at a point east of said entrance. Under these t t, ~ ?~ ~o~ditions the western runoff will amount to 14.83 els (four cu cuts 3.5' foot wide) and the ~ ~ & ,..,u J..;., cA-. ~ 3. n"-rs 62100 ""-' ).)., ~ c.--& Q wr\. .. r;G) .:/5.? ""..fs ' ' 6l 1w.i.o.>r :: 3. rcJs o.K . t,vh1t+ ~'1c~100yr-~~ow~ rut\off. eri~~~ Doe.s 1f-t~ 11 "'---;t\ 1'~'1J ~-r ~ rk.o/. , eastern runoff will amount to 2 .50 cfs (one curb cut 3.5 ' wide). The location of these curb cuts is shown on the 24"x36 " Drainage Plan drawing. The bottom part of Exhibit 3 shows the design characteristics of the two concrete gutters to be installed at the "bottom" of the detention pond to prevent erosion during low intensity rainfall. These two gutters, with a triangular cross-section , are also shown on the 24"x36 " Drainage Plan drawing . 3. DETENTION POND Ponding for the 100-yr post development runoff is provided on the southeast corner of the property as shown in Exhibit 1 . The storage volume provided is estimated at 11 ,775 cu . ft . as given in Exhibit 4 . Exhibit 5 shows the characteristics and performance of the outlet structure which consists of a concrete inlet with wing control connected to a 33 '-15" RCP @ 5.0% grade. Th is RCP drains into TXDoT curb inlet No . F-6 located at the north curb of University Drive. This detail is also shown on the 24"x36" Drainage Plan drawing. Detention pond routing for multiple storms was calculated and the summary is provided in Exhibit 6 , in three pages . Maximum attained pond elevation is estimated at 295.44 ft ., and peak storage is estimated at 8,808 cu . ft., for the 1 OO -year storm . Pond rim elevation , as shown on the 24"x36" Drainage Plan drawing, is 296 .0 ft . The following is a routing summary in terms of maximum outflow allowed (pre-development conditions) and peak attained : Storm 5-year 10-year 25-year 50-year 100-year Max . Allowed Peak Attained 9.17 10.30 11 .76 13.29 13.88 10.53 11.38 12.28 13.19 13.46 k, b~lh ~:f H-t l -2 -,, fD1tA\1~~~ w~' -;~ (a . G . ?e,e ~f\}t4A~ ~ Exhibit 7 shows the calculations associated with the 15" RCP weir as it discharges into the referenced curb inlet. CHRISTIAN A. GALINDO, P.E. # 53425, R.P.LS. # 4473 February 3, 1998 ~""'''''''''''' c:---'\ t 0 F I e_ t .::;-A. \>-••••••••••••••••· ,,...A.,, : i;,' .. ·· ··.:'u-~,. ;'-Jt/ \1c ~ s*: ~*I?. ifl!••·····································~ iCHRISTIAN A. GALINDO~ ~OO OOO OOOOOOOOOOOOOOOO OOOOO O OOOIDOOOOOO OO OOOOOOO ~ v. • 2 5 • #lli 'i."°\ 534 /t<-$ &1. "b ··.'!' ('. ~~··· 1.:;; .:: lq ,('('. • ... 91srt~,..-~ .: I• (11..?{"'li "••1 ••••• fl\'G' ,.: ·~~ u/ONAL t ··"" ~:."' -~ . . .... "•· • '<\\\'\'\'4'-~.; •. ::.·• - 3 - J. I . . I I . . I I . . I ' . - DRAINAGE AREAS \ ' 8 7'_ EXHIBIT 1 Job: 29-97 Date: 01/14/98 RUNOFF CALCULATIONS -RATIONAL METHOD HARTLAND BANK, UP I I COLLEGE STATION. TX (Countv:Brazos) Tc : 10.0 when calc. value < 10.0 --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Section Soil A c Veloc. Length T cone. in mi I I I I I Q Q Q Q a Tyce Acres fos ft Cale. Used 5 vrs 10 yrs 25 yrs 50yrs 100yrs 5yrs 10 yrs 25 yrs 50yrs 100yrs --------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------Pre-development Conditions 1 Grass 2 Gr ass 3 Grass 4 Grass 5 Grass Total Maximum Develooment 1 Commerc. 2 Grass 3 Commerc. 4 Commerc. 5 Grass Total 0.764 0.400 2.500 0.200 0.400 2.500 0.876 0.400 2.500 1.010 0.400 2.500 0. 131 0.400 2.500 2.981 0.764 0.850 8.000 0.200 0.400 3.000 0.876 0.850 8.000 1.010 0.850 8.000 0.131 0.400 3.000 2.981 250 160 450 470 180 600 320 320 320 320 1. 7 1.1 3.0 3. 1 1.2 1. 3 1. 8 0.7 0.7 1. 8 10.0 7.693 8.635 10.0 7.693 8.635 10.0 1 .693 8.635 10.0 7 .693 8.635 10.0 1 .693 8.635 10.0 7 .693 8.635 10.0 7.693 8.635 10.0 1 .693 8.635 10.0 7.693 8.635 10.0 7 .693 8.635 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11. 148 11.639 9.861 11. 148 11.639 9.861 11. 148 11.639 9.861 11. 148 11.639 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11.148 11.639 9.861 11. 148 11.639 County: Brazos Constants for use in formula: l=b/(ttd)·e b e d 2-vr 5-yr 10-yr 25-yr 50-yr 100-yr 65.000 76.000 80.000 89.000 98.000 96.000 0.806 0.785 0.763 0. 754 0. 745 0.730 8.000 8.500 8.500 8.500 8.500 8.000 2.35 0.61 2.69 3. 11 0.40 2.64 0.69 3.02 3.49 0.45 3. 02 0. 79 3.45 3.98 0.52 3.41 0.89 3. 91 4.50 0.58 3.56 0.93 4.08 4.70 0. 61 9.17 10.30 11.76 13.29 13.88 5.00 0.61 5. 7 3 6.60 0.40 5. 61 0.69 6.43 1. 41 0.45 6.41 0.79 7. 34 8.47 0.52 1 .24 0.89 8.30 9.57 0.58 7.56 0.93 8.66 9.99 0.61 18.35 20.59 23.52 26.59 27. 76 ~ :c m =t I\) 2-98 01/23/98 L 1.f t. 1.0 2.0 3.0 3.5 4.0 8.0 14 . 0 HAR TL AND BANK Curb Cut Rating ------------------------------------------------------ Use Weir Equation:Q=C*L*(H).3/2 where Q: discha rge, cfs and L= length of curb cut, ft H I . ft. 0.50 0.50 0.50 0.50 0.50 0.50 0.50 and H= height of curb, ft and C : 3.087 H.3/2 1 • ft. 0.35 0.35 0.35 0. 35 0.35 0.35 Q A cfs sq . ft . 1.1 0.5 2.2 1. 0 3.3 1. 5 3.8 1. 8 4.4 2.0 8.7 4.0 0.35 15.3 7 .o v ft/sec 2.2 2.2 2.2 2.2 2.2 2.2 2.2 ------------------------------------------------------ EXHIBIT 3 Triangular Channel Analysis & Design Open Channel -Uniform flow Tr iangular Channel Analysis & Des ign Open Channel -Un iform flow Worksheet Name: HARTLAND BANK Comme nt: 3'-WIDE CONCRETE GUTTER @ 4.0%, 4" DEEP Solve For Deoth Given lnout Data: Left Side Slooe .. Right Side Slooe . Manning's n ..... . Channel Slope .. .. Discharge ....... . Comouted Results: Depth ........... . Velocity ........ . Flow Area ....... . Flow Top Width .. . Wetted Perimeter. Cr itical Depth .. . Critical Slope .. . Froude Number ... . 4.50: 1 (H:V) 4.50: 1 (H:V) 0.014 0.0400 ft/ft 2. 50 cfs 0. 31 ft 5.97 fps 0.42 sf 2.75 ft 2. 81 ft 0.45 ft 0.0048 ft/ft 2.69 (flow is Supercrit ica l ) Wor ksheet Name: HARTLAND BAN K Co mm ent: 5'-W IDE CO NCRETE GUT TER@ 2.0%. 9" DEEP So lv e For Deoth Given Input Data : Left Side Slooe .. Right Side Slope. Man ning's n ..... . Channel Slope .. .. Discharqe ....... . Computed Results: Depth ........... . Veloc it y ........ . Flow Area ...... .. Flow Top Width .. . Wetted Perimeter . Critical Depth .. . Crit ical Slope .. . Froude Number ... . 3.33:1 (H:V) 3.33: 1 (H:V) 0.014 0.0200 ft/ft 14 .83 cfs 0.76 ft 7.67 fos 1. 93 sf 5.08 ft 5.30 ft 1. 04 ft 0.0038 ft/ft 2.19 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708 POND-2 Version: 5. 17 S/N: HARTLAND BANK UNIVERSITY PARK I I COLLEGE STATION, TE XAS CALCULATED 01-23-1998 15:24:09 DISK FILE : a:\2-98pnd\2-98 .VOL Planimeter scale : 1 inch : 1 ft. Elevation (ft) Planimeter (sq.in.) Area Al+A2+sqr(Al*A2) Volume Volume Sum 291. 80 293.00 294.00 295.00 296.00 0.00 1,820 .00 3,000 .00 4,300.00 5,800.00 (sq.f t) (sq.ft) 0 1, 820 3,000 4,300 5,800 0 1, 820 7 I 157 10,892 15,094 (cubic-ft) (cubic-ft) 0 728 2,386 3, 631 5,031 0 728 3 J 11 4 6 J 744 11, 775 * Incr emental volume computed by the Conic Method for Reservoir Volumes . Volume: (1/3) * (EL2-EL1) * (Areal t Area2 t sq.rt.(Area1*Area2)) where: EL 1, EL2 : Lower and upper elevations of the in crement Area1,Area2 : Areas computed for EL 1, EL2, respect ively Volume : Incremental volume between Ell and EL2 EXHIBIT 4 Outlet Structure File: 2-98 .STR POND-2 Version: 5.17 Date Executed: S/N: Time Executed: ******************************* HARTLAND BANK @ UNIVERSITY PARK ******************************* ***** COMPOSITE OUTFLOW SUHHARY **** Elevation (ft) Q (cfs) Contributing Structures 291. 80 292.30 292.8 0 293.30 293.80 294. 30 294.80 295 .30 295.80 296 .00 0.0 0.3 1.9 4.6 7. 4 9.7 11. 5 13. 1 14.4 15. 0 EXHIBIT 5 >>>>>> Structure No. 1 <<<<<< (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) El elev.(ft)? E2 elev .(ft)? Diam . (ft)? Inv. el.(ft)? Slope (ft/ft)? Tl ratio? T2 rat io? K Coeff .? Coeff .? Coeff .? Coeff .? orm 1 or 2? Slope factor? m== . · --L~ c. ... ·~. 292 296 .001 1.25 292 .0 0.050 0.534 0.555 0.0196 0.89 2 -0.500 Outflo w Rating Table for Structure ~1 CULVERT-CR Circu lar Culvert (With Inlet Control) ***** INLET CONTROL ASSUMED ***** Elevat ion (ft) Q (cf s) Computation Messages -------------------------------------- 291. 80 0.0 E < Inv .El .: 292 292.30 0.3 Equ.2: HW : . 3 292.80 1. 9 Equ.2: HW : . 8 293 .30 4.6 Equ .2: HW : 1. 3 293.80 7. 4 Submerged: HW : 1. 8 294.30 9. 7 Submerged: HW :2.3 294.80 11. 5 Submerged: HW :2.8 295.30 13' 1 Submerged: HW :3.3 295 .80 14.4 Submerged : HW :3 .8 296 .00 15.0 Submerged: HW :4.0 Used Unsubmerged Equ. Form (2 ) for elev. less than 293.34 ft Used Submerged Equation for elevations greater than 293.47 ft HW=Headwater (ft) Transition flows interp olated from the following value s: E1=293 .34 ft; Q1=4.8 cfs; E2=293.47 ft; Q2=5 .49 cfs SIN lOIN .HYD--2-98 .PND 5 OUT .HYD >>>> Routing Sumnary <<<< Peak Inflow = Peak Outflow = Peak Elevation = 16.46 cfs 10.53 cfs 294.53 ft ***** Sumnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = .HYD--2-98 .PND O cu-ft 4,914 cu-ft 4,914 cu-ft 10 OUT .HYD >>>> Routing Sumnary <<<< Peak Inf low = Peak Outflow = Peak Elevation = 18.53 cfs 11.38 cfs 294.77 ft ***** Sumnary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = O cu-ft 5,791 cu-ft 5,791 cu-ft EXHIBIT 6 25IN 50IN .HYD --2-98 .PND 25 OUT .HYD >>>> Routing Surrrnary <<<< Peak Inf low = Peak out fl ow = Peak Elevation = 21.19 cfs 12.28 cfs 295.04 ft ***** Surrrnary of Approximo.te Peak Storage ***** Initial Storage = Peak Storage From Stonn = Total Storage in Pond = .HYD--2-98 .PND 0 cu-ft 6,980 cu-ft 6,980 cu-ft 50 OUT .HYD >>>> Routing Surrmary <<<< Peak In fl ow = Peak OUtf low = Peak Elevation = 23.98 cfs 13.19 cfs 295.34 ft ***** Surrrnary of Approximo.te Peak Storage ***** Initial Storage = Peak Storage From Stonn = Total Storage in Pond = O cu-ft 8,284 cu-ft 8,284 cu-ft ·. lOOIN .HYD --2-98 .PND 100 OUT .HYD >>>> Routing Surrmary <<<< Peak Inf low = Peak outflow = Peak Elevation = 25.03 cfs 13.46 cfs 295.44 ft ***** Surrmary of Approximate Peak Storage ***** Initial Storage = Peak Storage From Storm = Total Storage in Pond = 0 cu-ft 8,808 cu-ft 8,808 cu-ft Circular Channel Analysis & Design Solved with Manninq's Equation Open Channel -Uniform flow Worksheet Name: HARTLAND BANK Ccmnent: DETENTION POND OUTFALL Solve For Actual Deoth Given Inout Data: Diameter ......... . Slooe ............ . Mannino's n ...... . Discharoe ........ . Computed Results: l. 25 ft 0.0500 ft/ft 0.012 13.45 cfs De-pth. . . . . . . . . . . . . 0. 89 ft EXHIBIT 7 Velocity.......... 14.34 fps ( { Flow Area......... 0.94 sf ~ Critical Depth.... 1. 23 ft .. ,L. fat ft7 rl<Jv.Jlltfl/ Critical Slope.... 0.0333 ft/ft rf\I l'\-'il J1 / Percent Ful 1...... .]J. 44 ....%.. ? V~ ~(vi 1. //'GMJr-.o\-QX ~Fu~l~l _C~a~p~a~c ~it~Y~·~·~·~":..----:1~5~·~6 ~5 ~c~f-s ~---)U ~ 0 CMAX @.94D........ 16.83 cfs f 5 ~· Froude NUrnber. . . . . 2. 77 . ( f 1 ow is Supercritical) I r l> Open Channel Flow Module. Version 3.21 (c) 1990 Haestad Methods. Inc. * 37 Brookside Rd* Waterbury, ct 0670E .. .. Structures -'Outlet Structures {.STR}' CULVERT-CR ... Circular Culvert (With Inlet Control) CAUTION: Pond-2 Manual CULVERT-CR Circular Culvert (With Inlet Control) This structure is a circular culvert operating under inlet con- trol conditions. The equations used in this program are discussed on pages 145 and 146 in "Hydraulic Design of Highway Culverts" (see references). When using table 9 to select your culvert coefficients, BE SURE TO USE COEFFICIENTS FOR THE DESIRED EQUATION FORM. i.e .. Jf you want to use the Form I Equation, make sure you select coefficients for Form I . If equation Form 1 or 2 does not apply to your design, then do not use this structure type. The CULVERT-CR structure used in this program is meant only to model circular culverts that are operating under inlet control conditions. If your design is not operating under inlet control conditions, or the culvert flow methods used in thi s program do not apply to your design , then DO NOT use the CULVERT-CR structure in this program. Before using this structure, be sure to verify that your culvert will be operating under inlet control conditions over the entire range of rating table elevations to be computed. For the CULVERT-CR structure, the computer will model transition flow between unsubmerged and submerged inlet control conditions. It does this by linearly interpolating be - tween transition points that you specify. Care sh ould be taken when selecting the values to be used for Tl and T2 (turn ahead for more information on transition parameters). For the CULVERT-CR structure, this program prints out the computed flow rates to the tenths place and elevations to th e hundredths place. This number of significant digits is used to make it easier for you to check the outputl. The accuracy of the methods used for thi s structure is discu sse d in Hydraulic Design of Highway Culverts . Your engineering judgement is required when deciding the significant figures to be applied to your design (for this structure and all others in this program). The transition from unsubmerged to submerged condition s is modeled linearly with this program. The flows computed within the transition zone are only mea nt to serve as an a pproxim a tion . If the estimates for flows within th e transition zone are not applicable to your design, do not u se the CUL - VERT-BX structure. 3 -23 ·. Structures -'Outlet Structures {.STR}' CULVERT-CR ... Circular Culvert (With Inlet Control) 3 -24 This.ID.No. (+/?) Another ID out E1 elev. (ft)? E2 elev. (ft)? Diam . (ft)? Inv. el.(ft)? Slope (ft/ft)? Precedence Data for CULVERT-CR Structure identification number (integer, 0 to 99) + Add this structure to a previously computed table . ? Use controlling (lower) flow between this structure and a previously computed rating table (see below). This table ID can consist of numbers (integers) and/or letters (A-Z). This ID refers to a rating table ID that is used in one of the preceding lines above it in the precedence box. This table will be added or compared to the rating table computed for the structure ID that appears on the same line. This table ID can consist of numbers (integers) and/or letters (A-Z). This table ID refers to the output rating table for this line. If the +/? field is left blank, 'ID out ' will equal 'This ID '. See the discussion in this manual for 'Structures -- Overview --Precedence'. Lower elevation of range over which to use this structure. No flows will be computed for elevations less than this number. It must be equal to or greater than the culvert invert elevation (upstream end). If left blank, defaults to the invert elevation of the culvert opening. Upper elevation ofrange over which to use this structure. No flows will be computed for elevations equal to or greater than this number. If left blank, defaults to the maximum ta bl e elevation+ .OOlft. Geometric Data for CULVERT-CR Inside diameter of the culvert. Invert elevation at the upstream end of the culvert. Slope of the culvert. This value is used in the equation for inl e t control (see page 146 in Hydraulic D es ig n of Hi g hw ay Culverts). Pond -2 Manu al Structures -'Outlet Structures {.STA}' CULVERT-CR ... Circular Culvert (With Inlet Control) CAUTION: * T1 ratio? * T2 ratio? *Notes: Pond-2 Man ual Transition Ratios (HW/D) Transition flow is computed by linearly interpolating between the computed flows correlating to Tl and TI. Your judge- ment is required in defining the transition zone. If these transition methods do not apply to your design, then do not use the CULVERT-CR structure type. Last point at which to use unsubmerged equation for inlet control. This ratio is expressed by the term: HW ID where : HW = headwater depth ; D =inside diameter Table elevations that yield a headwater depth to diameter ratio equal to or less than this value will be computed with the unsubmerged equation. Table elevations that yield a head - water depth to diameter ratio greater than this value will either be treated as transition flow or submerged inlet control flow. If this ~eJd is left blank, Tl will default to the value where: QI AD · = 3.5 . If the computed default for Tl is unaccep - table for your design, enter your own value for Tl . First point at which to use submerged equation for inlet control. This ratio is expressed by the term : HW ID where: HW =headwater depth; D =inside diameter Table elevations that yield a headwater depth to diameter ratio equal to or greater than this value will be computed with the submerged equation . Table elevations that yield a headwater depth to diameter ratio less than this value will either be treated as transition flow or unsubmerged inlet control flow. If this ield is left blank, T2 will default to the value where : QI AD ·5= 4.0 . If the computed default for T2 is unaccep- table for your design, enter your own value for T2. Discussion of transition is on pag e 29 of Hydraulic Design of Highway Culverts. See page 146 of that document for more information on transit io n ratios. 3 -25 Structures -'Outlet Structures {.STR}' CULVERT-CR ... Circular Culvert (With Inlet Control) K Coeff.? M Coeff.? c Coeff.? Y Coeff.? Form 1or2? Slope factor? 3 -26 Form1 I Form2 Coefficients Constant from Table 9, pages 148-149 in: Hydraulic Design of Highway Culverts Constant from Table 9, pages 148-149 in: Hydraulic Design of Highway Culverts Constant from Table 9, pages 148 -149 in: Hydraulic Design of Highway Culverts Constant from Table 9, pages 148-149 in: Hydraulic Design of Highway Culverts Enter 1 to use equation Form (1), or enter 2 to use equation Form (2) on page 146 in: Hydraulic Design of Highway Culverts. BE SURE TO USE COEFFICIENTS FOR THE DESIRED EQUATION FORM. i .e .. .!/ you want to use the Form 1 Equation, make sure you select coefficients that correspond to Form 1 . This constant is multiplied by the culvert barrel slope in the equations on page 146, Hydraulic Design of Highway Cul- verts . This value is commonly (-0 .5), but is (0.7) for mitered inlets (see page 146, Hydraulic Design of Highway Culverts . Pond -2 Manu al HYDRAULIC DESIGN OF HIGHWAY CULVERTS R...-rch. 0.Wlopment, end Technology Tumer-Fal<bank Highway AeMarch <Anter 8300 Georoetown Pike Mct..an. Virginia 22101 H)'draullc Design Serles No. 5 Report No. FHWA-IP-85-15 September 1985 APPENDIX A DESIGN METHODS AND EQUATIONS A. Introduction. This appendix contains explanations of the equations and methods used to develop the design charts of this publication, where those equations and methods are not fully described in the main text. The following topics are discussed: the design equations for the unsubmerged and submerged inlet control nomographs, the dimension- less design curves for culvert shapes and sizes without nomographs, and the dimen- sionless critical depth charts for long span culverts and corrugated metal box cul- verts. B. Inlet Control Nomouanh Equations. The design equations used to develop the inlet control nomographs are based on the research conducted by the National Bureau of Standards (NBS) under the sponsor- ship of the Bureau of Public Roads (now the Federal Highway Administration). Seven progress reports were produced as a result of this research. Of these, the first and fourth through seventh reports dealt with the hydraulics of pipe and box culvert entrances, with and without tapered inlets. (4,7 to 10) These reports were one source of the equation coefficients and exponents, along with other references and u11published FHWA notes on the developmcn t of the nomographs. (56,57) The two basic conditions of inlet control depend upon whether the inlet end of the culvert is or is not submerged by the upstream headwater. If the inlet is not submerged, the inlet performs as a weir. If the inlet is submerged, the inlet performs as an orifice . Equations are available for each of the above conditions. Between the unsubmcrged and the submerged conditions, there is a transition zone for which the NBS research provided only limited information . The trans1t1on zone is defined empirically by drawing a curve between and tangent to the curves defined by the unsubmcrgcd and submerged equations. In most cases, the transition zone is short and the curve is easily constructed. Table 8 contains the unsubmcrged and submerged inlet control design equations. Note that there arc two forms of the unsubmerged equation. Form (I) is based on the specific head at critical depth, adjusted with two correction factors .. Form (2) is an exponential equation similar to a weir equation. Form (I) is preferable from a theoretical standpoint, but form (2) is easier to apply and is the only documented form of equation for some of the inlet control nomographs. Either form of unsub- mergcd inlet control equation will produce adequate results. The constants for the equations in table 8 are given in table 9. Table 9 is arranged in the same order as the design nomographs in appendix D, and provides the unsubmcrgcd and submerged equation coefficients for each shape, material, and edge configuration. For the unsubmergcd equations, the form of the equation is also noted . 145 Table 8 Inlet control desl10 equations. UNSUBMERGED l Form (1) --------.1-:~--+ K [--~--] M • 0.SS 1 (26) D D AD 0 ·5 Form (2) • K [-<:····] M (27) SUBMERGED 1 Definitions HWi D He Q A s K,M,c,Y D ADO .I - c [--~----] 2 ADo.5 + y -o.ss 1 Headwater depth above inlet control section invert, ft Interior height of culvert barrel, ft Specific head at critical depth (de+ Vc 2/2g), ft Discharge, ft 3/s Full cross sectional area of culvert barrel, ft 2 Culvert barrel slope, ft/ft Constants from table 9 (28) NOTES: l Equations (26) and (27) (unsubmerged) apply up to about Q/AD0 ·5 • 3.S. 1 For mitered inlets use +0.7S instead of -0 .SS as the slope correc- tion factor. 1 Equation (28) (submerged) applies above about Q/ AD0 ·1 • 4.0. 146 A -...! CMAU ..,_ 1 l J • 9 10 11 12 n 16·19 SMAI'( . .., MJUIAl Clrculer Canttcte Clrculer °" Clrculor lectengiuler loa hct-..lor .... loct_.tor ,.,. I ec t envul M" .... •tct.,....l•r '"" ,,,. 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(57) 1.15 .041' ·" (57) 1.S ,0496 .57 (S7) fsK.._.( CMll Al() IO<lat.._.N I(), llAIUIAL SCAL( Morl1CWlt1l (11 lpo• Concrete )0 Vert lc1l lll lpu CO'lCrttl ripe Ardl 1a• Cornrr I.Slut Ot 15 P lpe Arch 18" Corner a.iiua Ot A 00 ripe Arch 31" COf'ntr 19diut a. 40 ·'2 Arch 0t C11o.R,- 5'., Clrcullr t:;(p Hllp1lc1l 1 Inlet f.ct z l '51 hct1n9ular 5~ IKIM'19Ultr Ccncrttt 5~ • t< t angul .,. Coner cu lobl• 9 (Cont iA...lr'd) Constants for inlet concrol l•lll (DC( OUOllPllOI Sq.Aro od9• vi th h•.O.•l l c;.-oo .... f"l'-d with hcactwel l Groio-.1 Kd projt<tl~ ~re t"diJ• wl lh hc.O..et l Croow ..-d with ho"""°ll Croow ..-d proj.ctlnv 90• h•-•• Mltcrl"d to 1lope ,raj.ct 1"9 ,rojKtlng No lf"'tl I ll.T° ........ Proj.ct Inv lilo lrttl 1 n.t' ••wl• 90• h•""""" •lured to tlope lhln ••II proj.ctlnv S..OOth •-rod Inlet thr09t •ouih teporod Inlet thro.t Taper I'd lnlot·bewlod ~· loporod lnlet ·~re e0,;Je11 1 oporod lnht·thln edge proj.ctl,. ,_rod Inlet throot tldo ttiptrf'd ·lnt f 1wrebl t ~ Sldt tac-rrtd ·l'Ott faYOr1bl I f'd9ct Slcpo upcr.-d · hu I ..,.robl • «19tt Sim< t aocrf'd · "'°'• favOf"ablt ~H dni9"l ~tiona. U•SlAIHt:IC[O SIA!Ht:IC[O (~!IOI '°"" M ltf trric• 0 .0100 z .o .0191 .67 (171 .0018 Z. S .01."IZ • 74 (17) .00<5 z .o .0117 .69 IHI .0100 z .o .0)98 .67 (\7) .0018 Z .5 .01."/Z .74 (17) .om z .0 .0)17 .69 <HI .ooaJ z .o ~~ .0)00 1.0 .O}l.O 1.5 .SJ z .01."16 I. s .04!7 .ooar z .o .Ol61 .00)0 z .o .OZ64 .0296 I. s .04!7 .ooa1 z.o .Ol61 .0010 z.o .OZ64 .0179 .G46l .0496 .S}l. .SSS .0196 .519 .64 .0219 .5l6 .622 .0164 .son .719 .0471 .547 .ao ,0591 .4TS .1>67 .011'9 .56 .MT .0466 .56 .1>67 .0171 .50 .1>67 .0466 .50 .1>67 .0171 Co~R.£cnoAJ.5 £NG-IA/££.{~. M£11-1oos) .55 <S6) .66 (S6) .TS 1S6I .SS (S6) .66 IS6) • TS (S6) .69 117) .n 1171 .17 (17) .119 ()) .90 U> .&l (J) .ao Ill . ,, (}) ,97 Ill .n Cll .17 Ill .65 ()) .71 Ill .. .0179 .69 (17) ~" m_) ~ .oaa1 I. s ~·· /ly'LJRA Ut.IC.~ :rs c. JhtEsr,qD /' . . DP ?L(J} GALINDO ENGINEERS AND PLANNERS' 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Mr. Paul Kaspar Engineering Department City of College Station College Station, TX Ref: Hartland Bank College Station, TX Dear Paul : November 21 , 1997 Please find attached the calculations to document the impact on the sanitary sewer system by the proposed Hartland Sank facility to be located in Lot 14, Block T, UniversiW Park Section II. The attachment consists of two tables . The first table calculates the peak water demand at 1.817 gpm (0 .004 cfs). The second table assumes that 100% of the peak water demand will go into an 8" sewer line with a minimum grade of 0.5% (0 .005 ft/ft). However a discharge of 0.01 cfs has been used in these calculations, instead of 0.004 cfs, because the software package used does not consider discharges smaller than 0.01 cfs. Under these conditions the sewer discharge will have a depth of 0.4" (0.05') in the 8" pipe. Sincerely, GALINDO ENGINEERS AND PLANNERS, INC. Christian A. Galindo, P .E.,~R.P .L.S. President cc: Hartland Bank Salim Ismail Parvis Vessali •• GALINDO ENGINEERS AND PLANNERS-· 3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (409) 846-8868 Proj: 29-97 HARTLAND BANK AT UPI! WATER CONSUMPTION FIX'IURE SYM. GPCD FIX'IURE PERSON GPD QUANT. PEAK UNITS Toilet T 28 9.3 12 336 3 Lavatory L 3 1.0 36 4 Urinal u 9 3.0 108 1 Coffee S. cs 2 0.7 24 1 H20 Ftn. WF 2 0.7 24 1 SANITARY SEWERE USAGE ------------------------------------------------------ Estimated at 100% of water constHT1Ption, or 1.817 GPM Equivalent volume in cubic feet per second 0.004 cfs Worksheet Name: HARTLAND BANK Ccmnent: SANITARY SEWER UTILIZATION ESTIMATE Solve For Actual Depth Given Input Data: Diameter ......... . Slope ............ . Manning's n ...... . Discharge ........ . Canputed Results: . Depth ............ . Velocity ......... . Flow Area ........ . Critical Depth ... . Critical Slope ... . Percent Full ..... . Full Capacity .... . <,J-1AX @.94D ....... . 0. 67 ft 0.0050 ft/ft 0.012 0.01 cfs 0.05 ft 0.87 fps 0.01 sf 0.04 ft ·0.0072 ft/ft 7.27 % 0.94 cfs 1.01 cfs 2 11/19/97 GPM 1.400 0.200 0.150 0.033 0.033 --------- 1.817 Froude Number .... . 0.85 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd* Waterbury, Ct 06708