The URL can be used to link to this page

Home My WebLink AboutDP FolderWATER & SEWER REPORT FOR MISSION RANCH SUBDIVISION College Station, Texas FEBRUARY 2015 MBESI# 1028-0005 WATER AND SEWER SYSTEM ANALYSIS MISSION RANCH SUBDIVISION Area encompassed by this phase: Anticipated land use: Anticipated number of lots: Notes on surrounding development: General Information 289.5 acres Single family residential 570 lots The area surrounding the site is mostly developed with other subdivisions along Rock Prairie Road and Holleman Drive. Water System Analysis Primary water supply line: Software model: Average daily flow: Peaking factor: Estimated peak domestic demand: Estimated fire demand: Pipe material: Most Hydraulically Remote Point: Existing 12" line on Rock Prairie Road Existing 8" line on Holleman Drive Existing 8" line on Great Oaks Drive PIPE20 12 (Kentucky Pipe etwork Model) 267 gpd (0.185 gpm) per residential lot 4.0 1.50 gpm pe r residential lot 1000 gp m PVC (C900) Node J-43 (This point was determined by calculating the lowest pressure under static conditions. -See Exhibits C &DJ Table of Results As Regulated Items Desiwzed Requirement Notes __ M i!:!_~_P...!:~~~~~-(.I?~D . ... 71 . 71 2 o I\E~f.!C?~~C?i:!9.i!i9!:!~.(!.:?.A2 _ _ Max. _ __!::~!9ci!Yifp._s~) ------+--·_5_· ... 5 .. __ 8_ ---·-+--·-···-·-··l···-2._. __ --+-F_ir~.f.!.ow con~i!i9.!:!~_(,_P_-3_,.) _________ _ M~~:_RiP.~ ... ~~!!g!~-=···~·'' ... Cf.tJ .... f···-··············4······9······2·······················+··············-·············5····· 0 ...... 0 .............................. ;···················· ··············-··········-···--·--·····-·········-·············-·--··································-····-···········---~~~R!P~_.Leng!!!_:_§.:.'.Cf.tJ ______ , ................. 1. __ l_ 6._._3······------t·---1 .. 5 ...... o .. _o __ __,_ _______ . __ ···················-----····-·-·-··---···- Conclusion: The proposed water system exceeds the requirements of TCEQ and the City of College Station Applicable Exhibits: ExJ1i bit B Schematic Water System Layout Exh ibit C PIPE2012 Model Output (static) Exh ibit D PIPE2012 Model Output (fire flow) Mission Ranch Subd ivision Page I of 2 MBES l #I 0280005 General Note: Primary outfall line: Software model: Average daily flow: Peaking factor: Pipe Material: Manning's N value: Spreadsheet Notes: Conclusion: Applicable Exhibits: Sewer System Analysis Thi s sewer system drain s to a pro posed li ft stati on near the intersection of Great Oaks Drive and Rock Prairie Road. The lift station pumps to an existing 12" line located in th e Los Palomas Subdivision. Existin g 12" along Paloma Ri dge Drive. Microsoft EXCEL Spreadsheet based on Manning's Equation 267 gpd per residenti al lot 4.0 PVC (D3034) 0.013 The spreadsheet in Exhibit E computes the minimum slope of the lines needed to carry water at 2.5 feet per second or faster. If that slope is less than the minimum slope required by the Cities of Bryan and College Station, the calculated slope value appears in red and indicates that the line has adequate capacity even when laid on the minimum slope All of the lines in the spreadsheet on Exhibit E have computed slopes shown in red that are less than the minimum required by the City of College Station. Therefore, we conclude that the lines are adequately sized and will easily carry the sewage flows that are expected to pass through them. Exhibit A Schemati c Sewer System Layout Exhibit E Sewer Model Spreadsheet Mission Ranch Subdivision Page 2 of2 MB ES I# l 0280005 EXHIBIT C STATIC FLOW CONDITION * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * * * * Pipe Network Modeling Software Copyrighted by KYPIPE LLC Version 5 -February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Mon Feb 23 09 :38 :01 2015 Master File : f :\1028 -caldwell companies\0005 -mission ranch phase l\docs\water report\static.KYP\static.P2K ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ u N I T s s p E C I F I E D FLOWRATE ............ gallons/minute HEAD (HGL) .......... feet PRESSURE ............ psig p I p E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E *1 #2 (ft) (in) COEFF. LOSS COEFF . ------------------------------------------------------------------------------- P-1 J -1 J-59 320.96 12 .00 140 .0000 0 .00 P-2 J-2 J -35 639 .12 12 .00 140 .0000 0 .00 P-3 J-2 J -4 684 .30 8 .00 140 .0000 0 .00 P-4 J -4 J -30 612 .09 8 .00 140.0000 0 .00 P-5 J-4 J -19 207 .19 8 .00 140 .0000 0 .00 P-6 J-6 J-9 623 .52 8 .00 140 .0000 0 .00 P-7 J-6 J -13 795 .89 8 .00 140.0000 0 .00 P-8 J-9 J -18 155.18 8 .00 140 .0000 0.00 P-9 J-8 J-11 461 .72 8 .00 140 .0000 0 .00 P-10 J-8 J -10 383.29 4 .00 140 .0000 0 .00 P-11 J-11 J -16 338.99 8 .00 140 .0000 0 .00 P-12 J-11 J -12 422 .52 4 .00 140 .0000 0 .00 P-13 J -13 J -81 573.51 8 .00 140 .0000 0 .00 P-14 J-13 J -14 314 .56 4 .00 140 .0000 0 .00 P-15 J -15 J-8 393.88 8 .00 140 .0000 0 .00 P-16 J -15 J -14 591.39 8 .00 140 .0000 0 .00 P-17 J -16 J-9 235 .55 8 .00 140 .0000 0 .00 P-18 J-16 J-17 353.61 8 .00 140.0000 0 .00 P-19 J -18 J-7 992 .76 8 .00 140 .0000 0 .00 P-20 J-18 J-21 664 .11 8 .00 140 .0000 0 .00 P-21 J-19 J-26 322 .33 8 .00 140 .0000 0 .00 P-22 J-20 J -19 517.12 8 .00 140 .0000 0 .00 P-23 J-20 J-22 212 .09 8 .00 140 .0000 0 .00 P-24 J-3 J -5 2132 .94 8 .00 140 .0000 0 .00 P-25 J-21 J -23 563 .52 8 .00 140 .0000 0 .00 P-26 J -21 J -24 403 .54 6 .00 140 .0000 0 .00 P-27 J-23 J-79 299 .48 8 .00 140 .0000 0 .00 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-43 P-44 P-45 P-46 P-47 P-48 P-49 P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P-90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 P-98 J -24 J -24 J -26 J -26 J -27 J -27 VP -1 J -30 J -32 J -32 J -33 J -33 J -35 J -35 J -37 J -37 J -39 J-39 J -41 J -40 J -40 J-43 J -43 J-44 J -45 J -46 J -45 J-47 J -47 J -48 J -48 J -51 J -52 J -52 J -54 J -53 J -53 J -55 J -55 J -53 J -59 J -58 J -58 J -61 J -60 J -60 J -63 J -63 J -65 J -65 J -66 J-66 J -68 J -68 J -70 J -71 J -71 J -73 J -73 J -75 J -74 J -74 J -76 J -77 J -77 J -79 J -79 J -81 J -7 J -5 J -22 J -23 J -25 J -6 J -27 J -28 J -29 J -30 J -32 J -31 J -33 J -34 J -36 J -44 J -37 J -39 J -38 J -46 J -40 J -2 J -43 J -42 J -54 J -44 J -3 J -41 J -37 J -46 J -45 J -48 J -49 J -52 J -50 J -51 J -53 J -47 J -54 J -55 J -56 J -57 J -60 J -75 J -63 J -61 J -59 J -58 J -62 J -61 J -64 J -41 J -66 J -67 J -70 J -69 J -71 J -68 J -73 J -72 J -70 J -74 J -65 J -76 J -77 J -75 J -76 J -78 J -20 J -80 J -15 VP-2 J -1 J -82 966 .39 536 .77 409 .94 204 .34 257 .59 340 .34 499 .92 555 .88 543 .39 393 .38 347 .38 505 .94 1154 . 82 187 .25 358 .25 373 .59 399 .67 376 .21 278 .57 155 .92 648 .35 358 .43 1388 .62 289 .55 481 .67 489 .23 165 .18 277 .47 265 .68 368 .03 423 .40 411.82 236 .99 375 .50 285 .62 556 .11 330 .19 289 .48 321. 7 6 560 .38 165 .18 298 .39 492 .43 256 .11 323 .09 225 .60 191 .52 420 .85 414 .79 383 .26 242 .49 369 .10 386 .38 580 .44 331 .74 507 .34 196 .78 1084 .21 305 .25 1125 . 64 490 .82 836.49 197 .94 227 .45 272 . 88 189.21 265 .82 300 .24 282 .03 1199.43 324 .79 6.00 4 .00 8 .00 6.00 4 .00 4 .00 8 .00 8 .00 4 .00 6.00 4.00 4 .00 12 .00 8 .00 8 .00 4 .00 8 .00 8 .00 12 .00 8 .00 8 .00 8 .00 8 .00 12 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 4 .00 4 .00 8 .00 12 .00 8 .00 6.00 8 .00 8 .00 4 .00 8 .00 4 .00 12 .00 4.00 4 .00 4.00 4 .00 8 .00 4.00 8 .00 4 .00 8 .00 8 .00 12.00 8 .00 6.00 8 .00 8 .00 4 .00 8 .00 4 .00 8 .00 8 .00 12 .00 6 .00 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140.0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 . 0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 . 0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140.0000 140.0000 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 P-99 J-82 J -22 P-100 J -72 J -1 P-101 VP -1 J -83 P-102 J-83 J -72 P U M P/L 0 S S E L E M E N T D A THERE IS A DEVICE AT NODE VP-1 HEAD FLOWRATE (ft) (gpm) 219 .23 0 .00 193 .85 1500 .00 127 .59 3000 .00 THERE IS A DEVICE AT NODE VP-2 HEAD FLOWRATE (ft) (gpm) 219.23 0 .00 193.85 1500 .00 127.59 3000 .00 N 0 D E D A T A NODE NAME NODE TITLE EXTERNAL DEMAND (gpm) J -1 0 .00 J -2 0 .00 J -3 0 .00 J -4 0 .00 J-5 0 .00 J-6 4 .50 J -7 0 .00 J -8 0 .00 J -9 6 .00 J -10 15 .00 J-11 0 .00 J -12 18 .00 J -13 22 .50 J -14 19 .50 J -15 10 .50 J -16 6 .00 J -17 13 .50 J -18 6 .00 J -19 0 .00 J -20 0 .00 J -21 24 .00 J -22 18 .00 J -23 15 .00 J -24 13 .50 J -25 24 .00 J -26 0 .00 J -27 0 .00 J -28 9 .00 J -29 10 .50 J -30 0 .00 J -31 12 .00 J-32 10 .50 J -33 7 .50 J -34 9 .00 J -35 0 .00 1163 .89 6 .00 140 .0000 1630 .11 12 .00 140 .0000 2228 .84 8 .00 140 .0000 688 .51 12 .00 140 .0000 T A DESCRIBED BY EFFICIENCY (%) 75 .00 75 .00 75 .00 DESCRIBED BY EFFICIENCY (%) 75 .00 75 .00 75 .00 JUNCTION ELEVATION (ft) 300 .00 290 .00 310 .00 293 .00 298 .00 290 .00 306 .00 304 .00 300.00 300.00 300 .00 306.00 300.00 298 .00 306.00 300.00 304 .00 303.00 295 .00 299 .00 307 .00 302 .00 300.00 309.00 316.00 305.00 300.00 300.00 304 .00 290 .00 291 .00 293 .00 289 .00 284 .00 300.00 THE FOLLOWING DATA : THE FOLLOWING DATA: EXTERNAL GRADE (ft) 0 .00 0 .00 0 .00 0 .00 (ID= 1) (ID= 2) J -36 10 .50 280 .00 J -37 0 .00 304 .00 J -38 15 .00 306 .00 J -39 0 .00 312 .00 J -40 12 .00 320 .00 J -41 0 .00 295 .00 J -42 30 .00 306 .00 J -43 0 .00 324 .00 J -44 0 .00 309 .00 J -45 0 .00 310 .00 J -46 22 .50 310 .00 J -47 0 .00 317 .00 J -48 12 .00 315 .00 J -49 45 .00 306 .00 J -50 24 .00 309 .00 J -51 4.50 318 .00 J -52 9 .00 321 .00 J -53 12 .00 320 .00 J -5 4 0 .00 324 .00 J -55 0 .00 316 .00 J -56 15 .00 318 .00 J -57 18 .00 312 .00 J -58 10 .50 315 .00 J -59 0 .00 308 .00 J -60 24 .00 313 . 00 J -61 6 .00 311 . 00 J -62 4 .50 310 .00 J -63 0 .00 314 .00 J -64 18 .00 305 .00 J -65 0 .00 311 . 00 J -66 12 .00 290 .00 J -67 12 .00 292 .00 J -68 9 .00 286 .00 J -69 15 .00 280 .00 J -70 12 .00 288 .00 J -71 27 .00 282 .00 J -72 0 .00 280 .00 J -73 27 .00 290 .00 J -74 0 .00 290 .00 J -75 0 .00 304 .00 J -76 0 .00 304 .00 J-77 0 .00 308 .00 J -78 0 .00 309 .00 J -79 12 .00 298 .00 J -80 12 .00 295 .00 J -81 10 .50 310 .00 J -82 18 .00 299 .00 J -83 0 .00 288 .00 VP -1 295 .00 295 .00 VP -2 304 .00 304 .00 0 U T P U T 0 P T I 0 N D A T A OUTPUT SELECTION : ALL RESULTS ARE I NCLUDED IN THE TABULATED OUTPUT MAXI MUM AND MI NIMUM PRESSURES 5 MAXIMUM AND MINIMUM VELOCITIES 5 MAXI MUM AND MI NIMUM HEAD LOSS/1000 5 S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 102 NUMBER OF END NODES ............... (j) 83 NUMBER OF PRIMARY LOOPS ........... (1) 18 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 9 TRIALS: ACCURACY 0 .00000 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L ) p I p E L I N E R E s u L T s STATUS CODE: xx -CLOS ED PIPE CV -CHECK VALVE p I p E NODE NUMBERS FLOWRATE HEAD MINOR LINE HL+ML/ HL/ N A M E #1 #2 LOSS LOSS VELO . 1000 1000 (gpm) (ft) (ft) (ft/s) (ft/f t) (ft/ft) ----------------------------------------------------------------------------------------- P-1 J -1 J -59 98 .87 0 .01 0.00 0 .28 0 .03 0 .03 P-2 J -2 J -35 116.29 0 .03 0 .00 0 .33 0 .04 0 .04 P-3 J -2 J -4 -255 .78 0 .87 0 .00 1 .63 1 .27 1. 27 P-4 J -4 J -30 -46.56 0 .03 0 .00 0 .30 0 .05 0 .05 P-5 J -4 J -19 -209.22 0 .18 0 .00 1. 34 0 .88 0 .88 P-6 J -6 J -9 -156.71 0 .32 0 .00 1. 00 0 .51 0 .51 P-7 J -6 J -13 -10.13 0 .00 0 .00 0 .06 0 .00 0 .00 P-8 J -9 J -18 -288 .34 0 .25 0 .00 1 .84 1 .59 1. 59 P-9 J -8 J -11 -88 .13 0 .08 0 .00 0 .56 0 .18 0 .18 P-10 J -8 J -10 15.00 0 .07 0 .00 0 .38 0 .20 0 .20 P-11 J -11 J -16 -106.13 0 .08 0 .00 0 .68 0 .25 0 .25 P-12 J -11 J -12 18 .00 0 .12 0 .00 0 .46 0 .27 0 .27 P-13 J -13 J -81 -26.63 0 .01 0 .00 0 .17 0 .02 0 .02 P-14 J -13 J -14 -6 .00 0 .01 0 .00 0 .15 0 .04 0 .04 P-15 J -15 J-8 -73 .13 0 .05 0 .00 0 .47 0 .13 0 .13 P-16 J -15 J -14 25 .50 0 .01 0 .00 0 .16 0 .02 0 .02 P-17 J -16 J -9 -125.63 0 .08 0 .00 0 .80 0 .34 0 .34 P-18 J -16 J -17 13 .50 0 .00 0 .00 0 .09 0 .01 0 .01 P-19 J -18 J-7 -497 .22 4 .33 0 .00 3 .17 4.37 4 .37 P-20 J -18 J -21 202 .88 0 .55 0 .00 1. 29 0 .83 0 .83 P-21 J -19 J -26 -142 .84 0 .14 0 .00 0 .91 0 .43 0 .43 P-22 J -20 J -19 66 .38 0 .05 0 .00 0 .42 0 .10 0 .10 P-23 J -20 J-22 36 .00 0 .01 0 .00 0 .23 0 .03 0 .03 P-24 J -3 J-5 -9 .92 0 .01 0 .00 0 .06 0 .00 0 .00 P-25 J -21 J -23 120 .98 0 .18 0 .00 0 .77 0 .32 0 .32 P-26 J -21 J -24 57 . 90 0 .13 0 .00 0 .66 0 .33 0 .33 P-27 J -23 J -79 126.38 0 .10 0 .00 0 .81 0 .35 0 .35 P-28 J -24 J -23 20 .40 0 .05 0 .00 0 .23 0 .05 0 .05 P-29 J -24 J -25 24 .00 0 .25 0 .00 0 .61 0 .47 0 .47 P-30 J -26 J-6 -162 .34 0 .23 0 .00 1 .04 0 .55 0 .55 P-31 J -26 J -27 19.50 0 .01 0 .00 0 .22 0 .04 0 .04 P-32 J -27 J -28 9 .00 0 .02 0 .00 0 .23 0 .08 0 .08 P-33 J -27 J -29 10 .50 0 .03 0 .00 0 .27 0 .10 0 .10 P-34 VP-1 J -30 96.06 0 .10 0 .00 0 .61 0 .21 0 .21 P-35 J -30 J -32 49 .50 0 .03 0 .00 0 .32 0 .06 0 .06 P-36 J -32 J -31 12 .00 0 .07 0 .00 0 .31 0 .13 0 .13 P-37 J -32 J -33 27 .00 0 .03 0 .00 0.31 0 .08 0 .08 P-38 J -33 J -34 9 .00 0 .03 0 .00 0 .23 0 .08 0 .08 P-39 J -33 J -36 10 .50 0 .05 0 .00 0 .27 0 .10 0 .10 P-40 J -35 J -44 30 .90 0 .00 0 .00 0 .09 0 .00 0 .00 P-41 J -35 J -37 85 .38 0 .03 0 .00 0 .54 0 .17 0 .17 P-42 J -37 J -39 38 .43 0 .01 0 .00 0 .25 0 .04 0 .04 P-43 J -37 J -38 15.00 0 .07 0 .00 0 .38 0 .20 0 .20 P-44 J -39 J -46 -5 .40 0 .00 0 .00 0 .03 0 .00 0 .00 P-45 J -39 J -40 43 .83 0 .02 0 .00 0 .28 0 .05 0 .05 P-46 J -41 J -2 -139.49 0 .02 0 .00 0 .40 0 .06 0 .06 P-47 J -40 J -43 1. 83 0 .00 0 .00 0 .01 0 .00 0 .00 P-48 J -40 J -42 30 .00 0 .02 0 .00 0 .19 0 .02 0 .02 P-49 J -43 J -54 42 .65 0 .02 0 .00 0 .27 0 .05 0 .05 P-50 J -43 J -44 -40.82 0 .06 0 .00 0 .26 0 .04 0 .04 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P-90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 P-98 P-99 P-100 P-101 P-102 J-44 J-45 J-46 J-45 J-47 J-47 J-48 J-48 J-51 J-52 J-52 J-54 J-53 J-53 J-55 J-55 J-53 J-59 J-58 J-58 J-61 J-60 J-60 J-63 J -63 J-65 J-65 J -66 J -66 J -68 J -68 J-70 J-71 J -71 J -73 J -73 J -75 J -74 J -74 J -76 J -77 J -77 J -79 J -79 J -81 J-7 J -5 J -22 J -82 J -72 VP-1 J -83 J -3 J -41 J -37 J-46 J -45 J -48 J -49 J -52 J -50 J -51 J -53 J -47 J -54 J -55 J -56 J -57 J -60 J -75 J -63 J -61 J -59 J -58 J -62 J-61 J -64 J -41 J-66 J-67 J -70 J-69 J-71 J -68 J-73 J-72 J-70 J -74 J -65 J -76 J-77 J -75 J-76 J -78 J-20 J -80 J-15 VP-2 J -1 J-82 J-22 J-1 J -83 J -72 P U M P/L 0 S S E L E M E N T NPSH NAME Avail . (ft ) VP-1 33 .2 VP-2 33 .2 INLET FLOWRATE HEAD (gpm) (ft) 236.28 0 .00 497 .22 0 .00 -9 .92 -69.42 -31 .96 -4 .05 -73 .47 71 .11 45 .00 14 .11 24 .00 28 .50 -23 .39 -2 .36 -45 .01 33 .00 15 .00 18 .00 -23 .38 12. 49 -40.03 -22 .35 -86 .38 -51.88 4 .50 -58 .03 18 .00 -70 .07 18.51 12 .00 -5 .49 15 .00 -22 .25 1. 75 -17 .81 -31.44 19.24 -64.05 -51 .57 -47 .81 -16.25 -64 .05 -16.25 0 .00 102 .38 12 .00 -37 .13 -497 .22 -9 .92 11. 98 -6. 02 108 .78 140 .22 140 .22 R E S U L T S 0 .00 0 .05 0 .01 0 .00 0 .04 0 .03 0 .02 0 .00 0 .01 0 .01 0 .01 0 .00 0 .03 0 .01 0 .06 0 .09 0 .01 0 .00 0 .01 0 .03 0 .04 0 .02 0 .00 0 .02 0 .12 0 .01 0 .11 0 .03 0 .01 0 .08 0 .01 0 .00 0 .00 0 .15 0 .01 0 .03 0 .01 0 .03 0 .03 0 .02 0 .00 0 .00 0 .04 0 .03 0 .01 1. 23 0 .00 0 .01 0 .01 0 .06 0 .93 0 .04 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .03 0 .44 0 .20 0 .03 0 .47 0 .45 0 .29 0 .09 0 .15 0 .18 0 .15 0 .02 0 .29 0 .21 0 .38 0 .46 0 .15 0 .04 0 .26 0 .25 0 .55 0 .33 0 .11 0 .37 0 .46 0 .20 0 .47 0 .31 0 .14 0 .38 0 .14 0 .04 0 .11 0 .80 0 .12 0 .41 0 .15 0 .31 0 .18 0 .41 0 .10 0 .00 0 .65 0 .31 0 .24 3 .17 0 .03 0 .14 0 .07 0 .31 0 .89 0 .40 0 .00 0 .11 0 .03 0 .00 0 .13 0 .12 0 .05 0 .01 0 .02 0 .02 0 .02 0 .00 0 .05 0 .03 0 .20 0 .27 0 .02 0 .00 0 .04 0 .06 0 .17 0 .07 0 .02 0 .08 0 .27 0 .02 0 .29 0 .13 0 .03 0 .20 0 .01 0 .00 0 .01 0 .77 0 .01 0 .10 0 .01 0 .06 0 .03 0 .10 0 .01 0 .00 0 .23 0 .13 0 .04 4.37 0 .00 0 .02 0 .00 0 .04 0 .42 0 .06 0 .00 0 .11 0 .03 0 .00 0 .13 0 .12 0 .05 0 .01 0 .02 0 .02 0 .02 0 .00 0 .05 0 .03 0 .20 0 .27 0 .02 0 .00 0 .04 0 .06 0 .17 0 .07 0 .02 0 .08 0 .27 0 .02 0 .29 0 .13 0 .03 0 .20 0 .01 0 .00 0 .01 0 .77 0 .01 0 .10 0 .01 0 .06 0 .03 0 .10 0.01 0 .00 0 .23 0 .13 0 .04 4.37 0 .00 0 .02 0 .00 0 .04 0 .42 0 .06 OUTLET PUMP EFFIC-USEFUL INCREMTL TOTAL #PUMPS #PUMPS HEAD HEAD ENCY POWER COST COST PARALLEL SERIES (ft) (ft) (%) (Hp) ($) ( $) 218 .40 218 .4 75 .00 0 . 0 .0 0 .0 ** ** 215 .95 215 .9 75 .00 0 . 0 .0 0 .0 ** ** N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (f t) (psi) ------------------------------------------------------------------------------ J -1 0 .00 512 .37 300 .00 2 12 .37 92 .03 J -2 0 .00 512 .39 290 .00 222 .39 96 .37 J -3 0 .00 512 .36 310 .00 202 .36 87 .69 J -4 0 .00 513 .27 293 .00 220 .27 95 .45 J -5 0 .00 512 .37 298 .00 214 .37 92 .89 J -6 4 .50 513 .81 290 .00 223 .81 96 .99 J -7 0 .00 518 .71 306 .00 212 .71 92 .18 J -8 0 .00 513 .89 304 .00 209 .89 90 .95 J -9 6 .00 514 .13 300 .00 214 .13 92 .79 J -10 15 .00 513 .81 300 .00 2 13 .81 92 . 65 J -11 0 .00 513 .97 300 .00 213 .97 92 . 72 J -12 18 .00 513 .85 306 .00 207 .85 90 .07 J -13 22 .50 513 . 82 300 .00 213 .82 92 .65 J -14 19 .50 513 . 83 298 .00 215 .83 93 .52 J -15 10 .50 513 .8 4 306 .00 207 .84 90 .06 J -16 6 .00 514 .05 300 .00 2 14 .05 92 . 76 J -17 13 .50 514 .05 304 .00 210 .05 91. 02 J -18 6 .00 514 .38 303 .00 211.38 91. 60 J -19 0 .00 513 .45 295 .00 218 .45 94 .66 J -20 0 .00 513 .50 299 .00 214 .50 92 .95 J -21 24 .00 513 .83 307 .00 206 .83 89 .63 J -22 18 .00 513 .49 302 .00 211 .49 91 . 65 J -23 15 .00 513 .65 300 .00 213 . 65 92 .58 J -24 13 . 50 513 . 70 309 .00 204 .70 88 .70 J -25 24 .00 513 .45 316 .00 197 .45 85 .56 J -26 0 .00 513 . 59 305 .00 208 .59 90 .39 J -27 0 .00 513 .58 300 .00 213 .58 92 .55 J -28 9 .00 513 .56 300 .00 213 .56 92 .54 J -29 10 .50 513 .54 304 .00 209 .54 90 .80 J -30 0 .00 513 .30 290 .00 223 .30 96 . 76 J -31 12 .00 513 .19 291.00 222 .19 96 .28 J -32 10 .50 513 . 27 293 .00 220 .27 95 .45 J -33 7 .50 513 .23 289 .00 224 .23 97 .17 J -34 9 .00 513 .21 284 .00 229 .21 99 .32 J -35 0 .00 512 .37 300 .00 212 .37 92 .03 J -36 10 .50 513 .18 280 .00 233 .18 101 .05 J -37 0 .00 512 .34 304 .00 208 .34 90 .28 J -38 15 .00 512 .26 306 .00 206 .26 89 .38 J -39 0 .00 512 .32 312 .00 200 .32 8 6. 81 J -40 12 .00 512 .30 320 .00 192 .30 83 .33 J -41 0 .00 512 .38 295 .00 217 .38 9 4.20 J -42 30 .00 512 .29 306 .00 206 .29 89 .39 J -43 0 .00 512 .30 324 .00 188 .30 81 .60 J -44 0 .00 512 .36 309 .00 203 .36 88 .12 J -45 0 .00 512 .32 310 .00 202 .32 87 .67 J -46 22 .50 512 .32 310 .00 202 .32 87 .67 J -47 0 .00 512 .29 317 .00 195 .29 8 4 .62 J -48 12 .00 512 .26 315 .00 197 .26 85 .48 J -49 45 .00 512 .24 306 .00 206 .24 89 .37 J -50 24 .00 512 .24 309 .00 203 .24 88 .07 J -51 4 .50 512 .25 318 .00 194 .25 8 4 .17 J -52 9 .00 512 .25 321. 00 191 .25 82 .88 J -53 12 .00 512 .26 320 .00 192 .26 83 .31 J -54 0 .00 512 .29 324 .00 188 .29 8 1. 59 J -55 0 .00 512 .25 316 .00 196 .25 85 .04 J -56 15 .00 512 .19 318 .00 194 .19 8 4 .15 J -57 18 .00 512 .16 312 .00 200 .16 8 6.74 J -58 10 .50 512 .29 315 .00 197 .29 85 .49 J -59 0 .00 512 .36 308 .00 204 .36 88 .56 J -60 2 4 .00 512 .27 313 .00 199 .27 86 .35 J -61 6 .00 512 .32 311 .00 201 .32 87 .24 J -62 4 .50 512 .26 310 .00 202 .26 87 .65 J-63 0 .00 512 .30 J-64 18 .00 512 .19 J-65 0 .00 512 .37 J -66 12 .00 512 .26 J-67 12 .00 512 .23 J-68 9 .00 512 .27 J -69 15 .00 512 .19 J -70 12 .00 512 .27 J -71 27 .00 512 .28 J -72 0 .00 512 .43 J-73 27 .00 512 .28 J-74 0 .00 512.31 J -75 0 .00 512 .36 J-76 0 .00 512.34 J -77 0 .00 512 .34 J -78 0 .00 512.34 J-79 12 .00 513.55 J-80 12 .00 513 .51 J -81 10 .50 513 . 83 J -82 18 .00 513 .49 J -83 0 .00 512.47 VP-1 513.40 VP -2 519.95 M A X I M U M A N D M I N I M U M V A L U E S P R E S S U R E S JUNCTION NUMBER J -36 J -72 J -69 J -71 J -34 MAXIMUM PRESSURES (psi) 101 .05 100 . 72 100 .62 99 .79 99 .32 V E L 0 C I T I E S PIPE NUMBER P-19 P-96 P-8 P-3 P-5 MAXIMUM VELOCITY (ft/s) 3 .17 3 .17 1. 84 1. 63 1. 34 H L + M L / 1 0 0 0 H L I PIPE NUMBER P-19 P-96 P-8 P-3 P-5 1 0 PIPE NUMBER 0 0 MAXIMUM HL+ML/1000 (ft/ft) 4.37 4 .37 1. 59 1 .27 0.88 MAXIMUM HL/1000 (ft/ft) --------------------- JUNCTION NUMBER J-54 J -43 J-52 J -53 J-40 PIPE NUMBER P-47 P-62 P-54 P-51 P-97 PIPE NUMBER P-47 P-62 P-97 P-51 P-54 PIPE NUMBER 314 .00 305 .00 311. 00 290 .00 292 .00 286 .00 280 .00 288 .00 282 .00 280 .00 290 .00 290 .00 304 .00 304 .00 308 .00 309 .00 298 .00 295 .00 310 .00 299 .00 288 .00 295 .00 304 .00 MINIMUM PRESSURES (psi) 81 .59 81 .60 82 .88 83 .31 83.33 MINIMUM VELOCITY ( ft/s) 0 .01 0 .02 0 .03 0 .03 0 .03 MINIMUM HL+ML/1000 (ft/ft) 0 .00 0 .00 0 .00 0 .00 0 .00 MINIMUM HL/1000 (ft/ft) 198 .30 85 .93 207 .19 89 .78 201 .37 87 .26 222 .26 96.31 220 .23 95 .43 226 .27 98 .05 232 .19 100.62 224 .27 97 .18 230 .28 99 .79 232 .43 100. 72 222 .28 96.32 222 .31 96.34 208 .36 90 .29 208 .34 90 .28 204 .34 88 .55 203 .34 88 .11 215 .55 93 .40 218 .51 94 .69 203 .83 88 .32 214 .49 92 .95 224 .47 97 .27 218.40 94. 64 215 .95 93.58 P-19 4 .37 P-47 P-96 4.37 P-62 P-8 1. 59 P-97 P-3 1. 27 P-51 P-5 0 .88 P-54 S U M M A R Y 0 F I N F L 0 W S A N D (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME VP -1 VP -2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 236 .28 497 .22 733 .50 0 .00 733 .50 NODE TITLE 0 .00 0 .00 0 .00 0.00 0 .00 0 U T F L 0 W S ***** HYDRAULIC ANALYSIS COMPLETED ***** EXHIBITD FIRE FLOW CONDITION * * * * * * * * * * K Y P I P E 5 * * * * * * * * * * * * * * * * Pipe Network Modeling Software Copyrighted by KYPIPE LLC Version 5 -February 2010 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Date & Time : Mon Feb 23 09 :44 :09 2015 Master File : f :\1028 -caldwell companies\0005 -mission ranch phase l\docs\water report\fire .KYP \fire.P2K ************************************************ S U M M A R Y 0 F 0 R I G I N A L D A T A ************************************************ u N I T s s p E c I F I E D FLOWRATE ............ gallons/minute HEAD (HGL) .......... feet PRESSURE ............ psig p I p E L I N E D A T A STATUS CODE : xx -CLOSED PIPE CV -CHECK VALVE p I p E NODE NAMES LENGTH DIAMETER ROUGHNESS MINOR N A M E ltl #2 (ft ) (in) COEFF . LOSS COEFF . ------------------------------------------------------------------------------- P-1 J -1 J -59 320 . 96 12 .00 140 .0000 0 .00 P-2 J -2 J -35 639 .12 12 .00 140 .0000 0 .00 P-3 J-2 J -4 684 .30 8 .00 140 .0000 0 .00 P-4 J-4 J-30 612 .09 8 .00 140 .0000 0 .00 P-5 J-4 J -19 207 .19 8 .00 140 .0000 0 .00 P-6 J-6 J-9 623 .52 8 .00 140 .0000 0 .00 P-7 J-6 J-13 795 .89 8 .00 140 .0000 0 .00 P-8 J -9 J -18 155 .18 8 .00 140 .0000 0 .00 P-9 J-8 J-11 461 .72 8 .00 140 .0000 0 .00 P-10 J-8 J -10 383 .29 4 .00 140 .0000 0 .00 P-11 J-11 J-16 338 .99 8 .00 140 .0000 0.00 P-12 J-11 J-12 422 .52 4 .00 140 .0000 0 .00 P-13 J-13 J-81 573 .51 8 .00 140 .0000 0 .00 P-14 J -13 J -14 314 .56 4 .00 140 .0000 0 .00 P-15 J-15 J-8 393 .88 8 .00 140 .0000 0 .00 P-16 J-15 J-14 591 .39 8 .00 140.0000 0 .00 P-17 J-16 J-9 235 .55 8 .00 140 .0000 0 .00 P-18 J -16 J -17 353 .61 8 .00 140 .0000 0 .00 P-19 J -18 J -7 992 .76 8 .00 140 .0000 0 .00 P-20 J-18 J -21 664 .11 8 .00 140 .0000 0 .00 P-21 J-19 J-26 322 .33 8 .00 140 .0000 0 .00 P-22 J-20 J -19 517 .12 8 .00 140 .0000 0 .00 P-23 J -20 J -22 212 .09 8 .00 140 .0000 0 .00 P-24 J-3 J -5 2148 .11 8 .00 140 .0000 0 .00 P-25 J-21 J -23 5 63 . 52 8 .00 140 .0000 0 .00 P-26 J-21 J -24 403 .54 6 .00 140 .0000 0 .00 P-27 J -23 J -79 299 .48 8 .00 140 .0000 0.00 P-28 J-24 J-23 966.39 6 .00 140 .0000 0 .00 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-43 P-44 P-45 P-46 P-47 P-48 P-49 P-50 P-51 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P-90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 P-98 P-99 J -24 J -26 J -26 J -27 J -27 VP -1 J -30 J -32 J -32 J -33 J-33 J -35 J -35 J -37 J -37 J -39 J -39 J-41 J -40 J-40 J -43 J -43 J -4 4 J-45 J -4 6 J -45 J -47 J -47 J -48 J -48 J -51 J -52 J -52 J -54 J -53 J -53 J -55 J -55 J -53 J -59 J -58 J -58 J -61 J -60 J -60 J -63 J -63 J -65 J -65 J -66 J -66 J -68 J -68 J -70 J -71 J -71 J -73 J -73 J -75 J -74 J -74 J -76 J -77 J -77 J -79 J -79 J -81 J-7 J -5 J -22 J -82 J -25 J -6 J -27 J -28 J -29 J -30 J -32 J -31 J -33 J -34 J -36 J -44 J -37 J -39 J -38 J -46 J -40 J -2 J -43 J -42 J -54 J -44 J -3 J -41 J -37 J -46 J -45 J -48 J -49 J -52 J -50 J -51 J -53 J -47 J -54 J -55 J -56 J-57 J -60 J -75 J -63 J -61 J -59 J -58 J -62 J -61 J -64 J -41 J-66 J-67 J -70 J -69 J -71 J -68 J -73 J-72 J -70 J -74 J -65 J-76 J -77 J-75 J -76 J -78 J-20 J -80 J -15 VP -2 J -1 J-82 J -22 536 .77 409 .94 204 .34 257 .59 340 .34 499 .91 555 .88 543 .39 393 .38 347 .38 505 .94 1154 . 82 187 .25 358 .52 373 .59 402 . 72 385 .64 278 .57 155 .92 648 .35 358 .43 1388 .62 289 .55 481 .67 489 .23 165 .18 277 .47 2 65 . 68 368 .03 423 .40 411 .82 236 .99 375 .50 285 .62 556 .11 330 .19 289 .48 321 . 7 6 560 .38 165 .18 298 .39 492 .43 256 .11 323 .09 225 .60 191 .52 420 .85 414 .79 383 .26 242 .49 369 .10 386 .38 580 .44 331 .74 507 .34 196 .78 1084 .21 305 .25 1125 .64 490 .82 836 .49 197 .94 227 .45 272 . 88 189 .21 265 .82 300 .24 282 .03 1206 .43 324 .79 1163 .89 4.00 8 .00 6.00 4 .00 4 .00 8 .00 8 .00 4 .00 6.00 4.00 4 .00 12 .00 8 .00 8 .00 4 .00 8 .00 8 .00 12 .00 8 .00 8 .00 8 .00 8 .00 12 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8 .00 8.00 8 .00 8 .00 8 .00 8 .00 4.00 4 .00 8 .00 12 .00 8.00 6.00 8 .00 8 .00 4 .00 8 .00 4.00 12 .00 4 .00 4 .00 4 .00 4.00 8 .00 4 .00 8 .00 4.00 8 .00 8 .00 12 .00 8 .00 6.00 8 .00 8 .00 4.00 8 .00 4 .00 8 .00 8 .00 12 .00 6.00 6.00 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140.0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140.0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140.0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 140 .0000 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 P-100 J -72 J -1 P-101 VP-1 J -83 P-102 J -83 J-72 P U M P/L 0 S S E L E M E N T D A THERE IS A DEVICE AT NODE VP-1 HEAD FLOWRATE (ft) (gpm) 219 .23 0 .00 193 .85 1500 .00 127 .59 3000 .00 THERE IS A DEVICE AT NODE VP-2 HEAD FLOWRATE (ft) (gpm) 219 .23 0 .00 193 .85 1500 .00 127 .59 3000 .00 N 0 D E D A T A NODE NAME NODE TITLE EXTERNAL DEMAND (gpm) J-1 0 .00 J -2 0 .00 J -3 0 .00 J -4 0 .00 J -5 0 .00 J -6 4 .50 J -7 0 .00 J -8 0 .00 J -9 6 .00 J -10 15 .00 J -11 0 .00 J -12 18 .00 J -13 22 .50 J-14 19 .50 J-15 10 .50 J -16 6 .00 J -17 13 .50 J -18 6 .00 J -19 0 .00 J -20 0 .00 J -21 24 .00 J-22 18 .00 J -23 15 .00 J -24 13 . 50 J -25 24 .00 J -26 0 .00 J -27 0 .00 J -28 9 .00 J-29 10 .50 J -30 0 .00 J -31 12 .00 J -32 10 .50 J -33 7 .50 J -34 9 .00 J -35 0 .00 J-36 10 .50 1630 . 11 12.00 140 .0000 2228 .84 8 .00 140 .0000 688 .51 12.00 140 .0000 T A DESCRIBED BY EFFICIENCY ( % ) 75 .00 75 .00 75 .00 DESCRIBED BY EFFICIENCY (%) 75 .00 75 .00 75 .00 JUNCTION ELEVATION (ft) 300 .00 290 .00 310 .00 293 .00 298 .00 290 .00 306 .00 304 .00 300 .00 300 .00 300 .00 306 .00 300 .00 298 .00 306 .00 300 .00 304 .00 303 .00 295 .00 299.00 307 .00 302 .00 300 .00 309 .00 316 .00 305 .00 300 .00 300 .00 304 .00 290 .00 291 .00 293 .00 289 .00 284 .00 300 .00 280 .00 THE FOLLOWING DATA : THE FOLLOWING DATA : EXTERNAL GRADE (ft) 0 .00 0 .00 0 .00 (ID= 1) (ID= 2) J-37 0 .00 304 .00 J-38 15 .00 306.00 J-39 0 .00 312 .00 J -40 1012 .00 320 .00 J -41 0 .00 295 .00 J -42 30 .00 306.00 J -43 0 .00 324 .00 J -44 0 .00 309 .00 J -45 0 .00 310 .00 J -46 22 .50 310 .00 J -47 0 .00 317 .00 J -48 12 .00 315 .00 J -49 45 .00 306.00 J -50 24 .00 309 .00 J -51 4 .50 318 .00 J -52 9 .00 321 .00 J -53 12 .00 320 .00 J -54 0 .00 324 .00 J -55 0 .00 316 .00 J -56 15 .00 318 .00 J -57 18 .00 312 .00 J -58 10.50 315 .00 J -59 0 .00 308 .00 J -60 24 .00 313 .00 J -61 6.00 311.00 J -62 4.50 310 .00 J -63 0 .00 314 .00 J -64 18.00 305 .00 J -65 0 .00 311 . 00 J -66 12 .00 290 .00 J -67 12 .00 292 .00 J -68 9.00 286 .00 J -69 15.00 280 .00 J -70 12 .00 288 .00 J -71 27 .00 282 .00 J -72 0 .00 280 .00 J -73 27 .00 290 .00 J -74 0 .00 290 .00 J -75 0 .00 304 .00 J -76 0 .00 304 .00 J -77 0 .00 308 .00 J -78 0 .00 309 .00 J -79 12 .00 298 .00 J -80 12 .00 295 .00 J -81 10.50 310 .00 J -82 18 .00 299 .00 J -83 0 .00 288 .00 VP-1 295 .00 295 .00 VP-2 304 .00 304 .00 0 U T P U T OPTION D A T A OUTPUT SELECTION : ALL RESULTS ARE INCLUDED IN THE TABULATED OUTPUT MAXIMUM AND MINIMUM PRESSURES 5 MAXIMUM AND MINIMUM VELOCITIES 5 MAXI MUM AND MINIMUM HEAD LOSS/1000 5 S Y S T E M C 0 N F I G U R A T I 0 N NUMBER OF PIPES ................... (p) 102 NUMBER OF END NODES ............... (j) 83 NUMBER OF PRIMARY LOOPS ........... (1) 18 NUMBER OF SUPPLY NODES ............ (f) 2 NUMBER OF SUPPLY ZONES ............ (z) 1 Case : 0 RESULTS OBTAINED AFTER 8 TRIALS : ACCURACY 0 .00007 S I M U L A T I 0 N D E S C R I P T I 0 N (L A B E L ) P I P E L I N E STATUS CODE : P I P E N A M E P-1 P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 P-22 P-23 P-24 P-25 P-26 P-27 P-28 P-29 P-30 P-31 P-32 P-33 P-34 P-35 P-36 P-37 P-38 P-39 P-40 P-41 P-42 P-43 P-44 P-45 P-46 P-47 P-48 P-49 P-50 P-51 R E S U L T S XX -CLOSED PIPE NODE NUMBERS #1 #2 J -1 J -2 J -2 J -4 J -4 J -6 J -6 J -9 J -8 J -8 J -11 J -11 J -13 J -13 J -15 J -15 J -16 J -16 J -18 J -18 J -19 J -20 J -20 J -3 J -21 J -21 J -23 J -24 J -24 J -26 J -26 J -27 J -27 VP -1 J -30 J -32 J -32 J -33 J-33 J -35 J -35 J -37 J -37 J -39 J -39 J -41 J -40 J -40 J -43 J -43 J -44 J -59 J -35 J -4 J-30 J -19 J -9 J -13 J -18 J -11 J -10 J -16 J -12 J -81 J -14 J -8 J -14 J -9 J -17 J -7 J -21 J -26 J-19 J -22 J-5 J -23 J -24 J-79 J -23 J-25 J -6 J -27 J -28 J -29 J -30 J -32 J -31 J -33 J -34 J -36 J -44 J -37 J -39 J -38 J -46 J -40 J -2 J -43 J-42 J -54 J -44 J -3 CV -CHECK VALVE FLOW RATE (gpm) 334 .03 559 .54 -874 .00 -389 .74 -484 .26 -261.20 -61 .52 -444 .22 -139 .52 15 .00 -157 .52 18 .00 -66 .59 -17 .43 -124 .52 36 .93 -177 .02 13 . 50 -772 .26 322 .04 -298 . 72 185 .54 36 .00 -106 .37 212 .03 86 .01 245 .54 48 .51 24 .00 -318 .22 19 .50 9 .00 10 .50 439 .24 49 .50 12 .00 27 .00 9 .00 10 .50 148 .61 410 .92 272 . 94 15 .00 -209 .50 482 .44 -314 .46 -559 .56 30.00 -304 .57 -254 .99 -106 .37 HEAD MINOR LINE HL+ML/ LOSS LOSS VELO . 1000 (ft ) (ft) (ft/s) (ft /ft) 0 .09 0 .48 8 .49 1 .70 0 .86 0 .83 0 .07 0 .55 0 .19 0 .07 0 .18 0 .12 0 .06 0 .08 0 .13 0 .02 0 .15 0 .00 9 .80 1. 30 0 .55 0 .36 0 .01 0 .54 0 .51 0 .28 0 .35 0 .23 0 .25 0 .78 0 .01 0 .02 0 .03 1 .73 0 .03 0 .07 0 .03 0 .03 0 .05 0 .07 0 .57 0 .52 0 .07 0 .35 1 .59 0 .07 0 .85 0 .02 0 .63 1 .76 0 .01 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .95 1 .59 5 .58 2 .49 3 .09 1. 67 0 .39 2 .84 0 .89 0 .38 1 .01 0 .46 0 .42 0 .45 0 .79 0 .24 1 .13 0 .09 4 .93 2.06 1 .91 1 .18 0 .23 0 .68 1 .35 0 .98 1 .57 0 .55 0 .61 2 .03 0 .22 0 .23 0 .27 2 .80 0 .32 0 .31 0 .31 0 .23 0 .27 0 .42 2 .62 1 .74 0 .38 1 .34 3 .08 0 .89 3 .57 0 .19 1. 94 1. 63 0 .30 0 .29 0 .75 12 .41 2 .78 4 .16 1 .33 0 .09 3 .54 0 .41 0 .20 0 .52 0 .27 0 .11 0 . 26 0 .34 0 .04 0 .64 0 .01 9 .87 1 .95 1 .70 0 .70 0 .03 0 .25 0 .90 0 .69 1 .18 0 .24 0 .47 1 .91 0 .04 0 .08 0 .10 3 .47 0 .06 0 .13 0 .08 0 .08 0 .10 0 .06 3 .07 1. 44 0 .20 0 .88 4 .13 0 . 26 5 .43 0 .02 1 . 76 1. 27 0 .03 HL/ 1000 (ft/ft) 0 .29 0 .75 12 .41 2 .78 4 .16 1. 33 0 .09 3 .54 0 . 41 0 .20 0 .52 0 .27 0 .11 0 .26 0 .34 0 .04 0 .64 0 .01 9 .87 1. 95 1. 70 0 .70 0 .03 0 .25 0 .90 0.69 1.18 0 .24 0 .47 1. 91 0 .04 0 .08 0 .10 3 .47 0 .06 0 .13 0 .08 0 .08 0 .10 0 .06 3 .07 1 .44 0 .20 0 .88 4 .13 0 .26 5 .43 0 .02 1. 76 1. 27 0 .03 P-52 P-53 P-54 P-55 P-56 P-57 P-58 P-59 P-60 P-61 P-62 P-63 P-64 P-65 P-66 P-67 P-68 P-69 P-70 P-71 P-72 P-73 P-74 P-75 P-76 P-77 P-78 P-79 P-80 P-81 P-82 P-83 P-84 P-85 P-86 P-87 P-88 P-89 P-90 P-91 P-92 P-93 P-94 P-95 P-96 P-97 P-98 P-99 P-100 P-101 P-102 J-45 J -46 J -45 J -47 J -47 J -48 J -48 J -51 J-52 J -52 J -54 J -53 J -53 J -55 J-55 J -53 J-59 J-58 J-58 J -61 J -60 J -60 J -63 J -63 J -65 J -65 J-66 J -66 J -68 J -68 J -70 J -71 J -71 J -73 J -73 J-75 J -74 J -74 J -76 J -77 J -77 J -79 J -79 J -81 J -7 J-5 J -22 J -82 J -72 VP -1 J -83 J -41 J -37 J -46 J -45 J -48 J -49 J -52 J -50 J -51 J-53 J -47 J -54 J -55 J -56 J -57 J -60 J-75 J-63 J -61 J-59 J -58 J -62 J -61 J -64 J-41 J -66 J -67 J -70 J -69 J -71 J -68 J -73 J -72 J -70 J-74 J -65 J -76 J -77 J-75 J-76 J -78 J -20 J-80 J -15 VP -2 J -1 J -82 J-22 J -1 J -83 J -72 P U M P/L 0 S S E L E M E N T NPSH NAME Avail . (ft) VP-1 33 .2 VP-2 33 .2 INLET FLOW RATE HEAD (gpm) (ft) 961.24 0 .00 772 .26 0 .00 -350 .66 -122 .98 109 .02 -241 .64 59 .86 45 .00 2 .86 24 .00 28 .50 -34 .64 -181 .78 122 .79 33 .00 15 .00 18 .00 -202 .43 68 .59 -162 .16 -79 .28 -265 .43 -230 .93 4 .50 -180 .16 18 .00 36 .20 12.58 12.00 -11 .42 15.00 -28 .66 -4.66 25 .94 -81 .60 18.76 -19 .82 48 .78 -14 .79 -5.03 -19.82 -5 .03 0 .00 221 .54 12.00 -77 .09 -772 .26 -106.37 11.98 -6.02 440 .40 522 .00 522 .00 R E S U L T S 1 .10 0 . 16 0 .04 0 .32 0 .02 0 .02 0 .00 0 .01 0 .01 0 .01 0 .19 0 .18 0 .01 0 .06 0 .09 0 . 4 6 0 .00 0 .16 0 .29 0 .35 0 .34 0 .00 0 .13 0 .12 0 .00 0 .05 0 .03 0 .04 0 .08 0 .01 0.01 0 .01 0 .88 0 .01 0 .00 0 .01 0 .00 0 .00 0 .00 0 .00 0 .00 0 .18 0 .03 0 .04 2 .78 0 .04 0 .01 0 .01 0 .79 10 .65 0 . 46 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 2 .24 0 .78 0 .70 1. 54 0 .38 0 .29 0 .02 0 .15 0 .18 0 .22 1.16 0 .78 0 .21 0 .38 0 . 4 6 1 .29 0 .19 1. 03 0 .90 1. 69 1. 47 0 .11 1.15 0 . 4 6 0.10 0.32 0 .31 0 .29 0 .38 0 .18 0 .12 0 .17 2 .08 0 .12 0 .13 0 .14 0 .09 0 .06 0 .13 0 .03 0 .00 1.41 0 .31 0 .49 4 .93 0 .30 0 .14 0 .07 1 .25 3 .33 1 .48 2 .29 0 .33 0 .26 1.15 0 .09 0 .05 0 .00 0 .02 0 .02 0 .03 0 . 68 0 .33 0 .03 0 .20 0 .27 0 .83 0 .02 0 .55 0 .59 1 .37 1 .06 0 .02 0 .67 0 .27 0 .00 0 .14 0 .13 0 .12 0 .20 0 .02 0 .02 0 .02 4.49 0 .01 0 .01 0 .01 0 .01 0 .00 0 .01 0 .00 0 .00 0 .98 0 .13 0 .14 9 .87 0 .03 0 .02 0 .00 0 .48 4.78 0.66 2 .29 0 .33 0 .26 1 .15 0 .09 0 .05 0 .00 0 .02 0 .02 0 .03 0 .68 0 .33 0 .03 0 .20 0 .27 0 .83 0 .02 0 .55 0 .59 1 .37 1 .06 0 .02 0 .67 0 .27 0 .00 0 .14 0 .13 0 .12 0 .20 0 .02 0 .02 0 .02 4.49 0 .01 0 .01 0 .01 0 .01 0 .00 0 .01 0 .00 0 .00 0 .98 0 .13 0 .14 9 .87 0 .03 0 .02 0 .00 0 .48 4 .78 0 .66 OUTLET PUMP EFFIC-USEFUL INCREMTL TOTAL #PUMPS #PUMPS HEAD HEAD ENCY POWER COST COST PARALLEL SERIES (ft) (ft) (%) (Hp) ($) ( $) 208 .10 208 .1 75 .00 0 . 0 .0 0 .0 ** ** 211 .81 211 .8 75 .00 0 . 0 .0 0 .0 ** ** N 0 D E R E S U L T S NODE NODE EXTERNAL HYDRAULIC NODE PRESSURE NODE NAME TITLE DEMAND GRADE ELEVATION HEAD PRESSURE (gpm) (ft) (ft) (f t) (psi) ------------------------------------------------------------------------------ J -1 0 .00 491 .20 300 .00 191. 20 82 .85 J -2 0 .00 491 .17 290 .00 201. 17 87 .17 J -3 0 .00 490 .62 310 .00 180 .62 78 .27 J -4 0 .00 499 .66 293 .00 206 .66 89 .55 J -5 0 .00 491 .16 298 .00 193 .16 83 .70 J -6 4 .50 501 .85 290 .00 211. 85 91 .80 J -7 0 .00 513 . 02 306.00 207 .02 89 . 71 J -8 0 .00 502 .16 304 .00 198 .16 85 .87 J -9 6 .00 502 .68 300 .00 202 .68 87 .83 J -10 15 .00 502 .08 300 .00 202 .08 87 .57 J -11 0 .00 502 .35 300 .00 202 .35 87 .69 J -12 18 .00 502 .23 306 .00 196.23 85 .04 J -13 22 .50 501 .92 300 .00 201 .92 87 .50 J -14 19 .50 502 .01 298 .00 204 .01 88 .40 J -15 10 .50 502 .03 306 .00 196.03 84 .94 J -16 6 .00 502 .53 300 .00 202 .53 87 .76 J -17 13 . 50 502 .52 304 .00 198 .52 86.03 J -18 6 .00 503 .23 303 .00 200 .23 86.77 J -19 0 .00 500 .52 295.00 205 .52 89 .06 J -20 0 .00 500 .88 299 .00 201 .88 87 .48 J -21 24 .00 501 .93 307 .00 194 .93 84 .47 J-22 18 .00 500 .88 302 .00 198 .88 86. 18 J -23 15 .00 501 .42 300 .00 201 .42 87 .28 J -24 13 .50 501 .65 309 .00 192 .65 83 .48 J -25 24 .00 501 .40 316 .00 185 .40 80 .34 J -26 0 .00 501 .07 305 .00 196. 07 84 .96 J -27 0 .00 501 .06 300 .00 201 .06 87 .13 J -28 9 .00 501 .04 300 .00 201 .04 87 .12 J -29 10 .50 501.03 304 .00 197 .03 85 .38 J -30 0 .00 501 .36 290 .00 211 .36 91 .59 J -31 12 .00 501 .26 291 .00 210 .26 91 .11 J -32 10 .50 501 .33 293 .00 208 .33 90 .28 J -33 7 .50 501 .30 289 .00 212 .30 92 .00 J -34 9 .00 501 .27 284 .00 217 .27 94 .15 J -35 0 .00 490 .69 300 .00 190 .69 82 .63 J -36 10 .50 501 .25 280 .00 221 .25 95 .87 J -37 0 .00 490 .11 304 .00 186.11 80 .65 J -38 15 .00 490 .04 306 .00 184 .04 79 .75 J -39 0 .00 489 .60 312 .00 177 . 60 76 .96 J -40 1012 .00 488 .00 320 .00 168 .00 72 . 80 J -41 0 .00 491 .10 295 .00 196 .10 84 .97 J -42 30 .00 487 .99 306 .00 181 .99 78 .86 J -43 0 .00 488 .85 324 .00 1 64 .85 71 .44 J -44 0 .00 490 .61 309 .00 181 .61 78 .70 J -45 0 .00 489 .99 310 .00 179 .99 78 .00 J -46 22 .50 489 .95 310 .00 179 .95 77 . 98 J -47 0 .00 489 .68 317 .00 172 . 68 74 .83 J -48 12 .00 489.65 315 .00 174 .65 75 .68 J -49 45 .00 489.63 306 .00 183 .63 79 .57 J -50 24 .00 489.64 309 .00 180 .64 78 .28 J -51 4 .50 489 .65 318 .00 171 .65 74 .38 J -52 9 .00 489 .65 321 .00 168 .65 73 .08 J -53 12 .00 489 .66 320 .00 169 .66 73 .52 J -54 0 .00 489 .48 324 .00 165 .48 71 .71 J -55 0 .00 489 .65 316 .00 173 .65 75 .25 J -56 15 .00 489.60 318 .00 171 . 60 74 .36 J -57 18 .00 489.57 312 .00 177 .57 76.95 J -58 10 .50 490 .47 315 .00 175 .47 76.04 J -59 0 .00 491 .11 308 .00 183 .11 79 .35 J -60 24 .00 490 .13 313 .00 177 .13 76. 76 J -61 6 .00 490 .76 311 .00 179 .76 77 .90 J -62 4 .50 490 .12 310 .00 180 .12 78 .05 J-63 0 .00 490.63 314 .00 176 .63 76.54 J -64 18 .00 490 .52 J -65 0 .00 491 .10 J -66 12 .00 491 .04 J-67 12 .00 491 .01 J -68 9 .00 491 .09 J-69 15 .00 491.02 J -70 12 .00 491 .09 J -71 27 .00 491 .11 J -72 0 .00 491 .99 J -73 27.00 491 .10 J-74 0.00 491 .10 J-75 0 .00 491 .11 J -76 0 .00 491 .10 J -77 0 .00 491 .10 J -78 0 .00 491 .10 J -79 12 .00 501 .07 J -80 12 .00 501 .04 J -81 10 .50 501 .98 J -82 18 .00 500 .87 J -83 0 .00 492 .45 VP-1 503 .10 VP-2 515 .81 M A X I M U M A N D M I N I M U M V A L U E S P R E S S U R E S V E L JUNCTION NUMBER J -36 J-34 J-33 J -72 J -6 0 c I PIPE NUMBER P-3 P-19 P-96 P-47 P-101 T I E MAXIMUM PRESSURES (psi) 95 .87 94 .15 92 .00 91 .86 91 .80 s MAXIMUM VELOCITY (ft/s) 5 .58 4 .93 4 .93 3 .57 3 .33 H L + M L I 1 0 0 0 H L PI PE NUMBER P-3 P-19 P-96 P-47 P-101 I 1 0 PIPE NUMBER P-3 0 0 MAXIMUM HL+ML/1000 (ft/ft) 12 .41 9 .87 9 .87 5 .43 4 .78 MAXIMUM HL/1000 (ft/ft) 12 .41 JUNCTION NUMBER J-43 J-54 J-40 J -52 J -53 PIPE NUMBER P-58 P-91 P-89 P-99 P-18 PIPE NUMBER P-58 P-91 P-89 P-76 P-99 PIPE NUMBER P-58 305 .00 311 . 00 290 .00 292 .00 286 .00 280 .00 288 .00 282 .00 280.00 290 .00 290 .00 304 .00 304 .00 308 .00 309 .00 298 .00 295 .00 310 .00 299 .00 288 .00 295 .00 304 .00 MINIMUM PRESSURES (psi) 71 .44 71 .71 72. 80 73 .08 73 .52 MINIMUM VELOCITY (ft/s) 0 .02 0.03 0 .06 0 .07 0 .09 MINIMUM HL+ML/1000 (ft/ft) 0 .00 0 .00 0 .00 0 .00 0 .00 MINIMUM HL/1000 (ft/ft) 0 .00 185.52 80 .39 180.10 78 .04 201 .04 87 .12 199.01 86 .24 205 .09 88 .87 211 .02 91 .44 203 .09 88 .00 209.11 90 .61 211. 99 91 . 86 201 .10 87 .14 201 .10 87 .14 187. 11 81 .08 187.10 81 .08 183.10 79 .35 182.10 78 .91 203 .07 88 .00 206.04 89 .28 191.98 83 .19 201 .87 87 .48 204 .45 88 .59 208.10 90 .18 211 .81 91 .78 P-19 P-96 P-47 P-101 S U M M A R Y 0 F 9 .87 9 .87 5 .43 4 .78 I N F L 0 W S P-91 P-89 P-76 P-99 A N D (+) INFLOWS INTO THE SYSTEM FROM SUPPLY NODES (-) OUTFLOWS FROM THE SYSTEM INTO SUPPLY NODES NODE NAME VP-1 VP-2 NET SYSTEM INFLOW NET SYSTEM OUTFLOW NET SYSTEM DEMAND FLOWRATE (gpm) 961. 24 772 .26 1733.50 0 .00 1733.50 NODE TITLE 0 .00 0 .00 0 .00 0 .00 0 U T F L 0 W S ***** HYDRAULIC ANALYSIS COMPLETED ***** Exhibit E MISSION RANCH SUBDIVISION Sanitary Sewer Analysis Line From To GPO per Flow Calculations Average Daily Flows Infiltration (ADF) (10% ADF) Peaking Factor I 267 MH # MH # Lot GPO GPO CFS CFS I 2 3 4 5 6 4 4 5 5 IO 9 19 5,073 -5,073 0 00~~ 12 ___2J04_ --3,204 0.0050 l_O_ 2,670 ,_ -_,.____ 2,670 0.004 1 5 1,335 ~ ~ 9,612 0.0149 2 534 12,2_g__ 12,8 16 0.0198 8,0IO -8,010 0.0124 0.0008 0.0005 0.0004 -- 4.00 4.00 4.00 0.0015 4.00 0.0020 0.0012 4.00 4.00 Peak Flows CFS 0.03 0.02 0.02 0.06 Size Material (in.) 6 03034 -6 03034 6 03034 6 03034 Inside Diameter Inches 5.793 5.793 5.793 5.793 0.08 6 03034 5.793 0.05 Manning Friction Slope ADF % 0.0011 0.0005 0.0003 0.0041 Min. Design Slope ADF % 0.80 0.80 0.80 0.80 0.0072 0.80 0.0028 0.80 30 ---+---+----f- 6 03034 5.793 6 03034 5.793 6 03034 5.793 >---- - 8 9 +--2_7 __ , _ __c7,209 9 10 0 10 14 0 7,209 0.011 2 15,219__ 15,219 0.0235 28,0~-28,035 0.0434 0.0011 4.00 -- 0.0024 4.00 0.0043 4.00 1 __ 11_1--_12_+-_1_1_-1---'4,~53_9--1-----+--4~,5_3_9 +-o_.0_0_10--1-0.0001 _ 4.oo 12 14 9 2,403 4,539 6,942 0.0107 0.0011 4.00 1----+----+-----l----'--l----'---+---'---1----1--+---+ 13 14 _1_1 _ _}})37+-__ ---+-2,937 0.0045 0.0005_1--4_.o_o--+ 14 15 23 6,141 ~ 37,9!.i.__44,055 0.0682 ~ 0.0068 4.00 15 19 0 -44,055 44,055 0.0682 0.0068 4.00 --+---t------- 7 16 17 4,539 - 4,539 0.0070 0.0007 4.00 16 18 0 4,~-4,539 0.0070 0.0007 4.00 ,_1_7_1--_18_+-_4 __ 1---'l ,_06_8--1-__ -_+-_ 1,068 0.0017 0.0002 4.00 5,607 6,408 0.0099 ~-~ 0.0010 4.00 -18 19 3 80 1 --- 19 2 1 0 50,46~-50,463_ Jl o~ 0.0078 4.00 20 21 3 801 801 0.0012 0.0001 4.00 21 23 2 5~_5 1 ,_26_4-l-_5 1 ,798 0.0801 0.0080 4.00 0.05 0.10 0.18 8 03034 7.754 0.03 6 03034 5.793 ---+----+ 0.0023 0.80 -f-- 0.0102 0.80 0.0073 0.40 0.0009 0.80 f-0.04 6 03034 5.793 0.0021 0.80 ----+---f-----0.02 0.28 0.28 0.03 6 8 8 6 03034 03034 03034 03034 - 5.793 7.754 7.754 5.793 0.03 6 03034 5.793 0.01 6 03034 5.793 0.04 8 03034 7.754 0.32 8 03034 0.01 6 03034 0.33 8 03034 7.754 5.793 0.0004 0.80 ~ 0.0181 0.40 0.0181 0.40 0.0009 0.80 0.0009 0.80 0.0001 0.80 0.0004 0.40 0.0237 0.40 ~ 0.0000 0.80 1_2_2_+-_23_-+-_5 __ ~_~1,_33_5-+ -----1---1~,3_3_5+-0_.0_0_2_1 +--0_.0_0_02 4.00 O_O_I --~ 03034 7.754 0.0250 0.40 5.793 0.0001 0.80 ---+- 23 25 4 24 25 8 -- 25 27 5 26 27 6 ---- 27 29 5 28 29 4 1,068 53, 133 54,20 I 0.0839 0.0084 4.00 0.34 8 03034 7.754 t-----+-----t------t--~ 2,136 ---2,136 0.0033 0.0003 _,_'.!:_00 0.01 6 ~ 03034 5.793 7.754 I,~ 56,337 ______?7,672 __ 00892 _ 0.0089 ~ 4.00 ~ 0.37 1,602 -1,602 0.0025 ----------1,335 59,274 60,609 0.0938 1,068 -1,068 0.00 17 0.0002 4.00 0.0094 4.00 0.0002 4.00 0.01 0.38 0.01 8 03034 6 03034 5.793 8 03034 7.754 -f-- 6 03034 5.793 •--~--~---•----~--~- 0.0274 0.40 0.0002 0.80 0.0310 0.40 ~ 0.0001 0.80 0.0342 0.40 1- 0.0001 0.80 Pipe Calculations Ave. Daily Ave. Daily Flow Flow Velocity Depth fps 0.95 0.80 0.74 1.17 Inches 0.29 000 0.00 0.58 1.26 0.58 ---+--1.06 0.58 106 0.58 1.34 0.87 1.53 0.78 Manning Friction Slope Peak Flows % Min. Design Slope Peak Flows % 0.0039 0.80 - 0.0016 0.80 0.0011 0.80 f-- 0.0142 0.80 0.0252 0.80 0.0098 0.80 -f----- 0.0080 0.80 0.0355 0.80 0.0254 0.40 0.91 0.29 0.0032 0.80 -1---r----- 1.06 0.58 0.0074 0.80 ----+--- 0.80 0 00 0.0013 0.80 175 116 175 0.91 0.91 0.53 0.97 1.16 0.29 0.29 0.00 0.00 182 1 16 0.53 0.00 161 155 -t-- 0.53 0.00 1.66 1.55 0.74 0 00 0.0628 0.40 0.0628 0.40 -f- 0.0032 0.80 0.0032 0.80 0.0002 0.80 0.0013 0.40 0.0824 0.40 0.000 1 0.80 0.0868 0.40 0.0003 0.80 0.0950 0.40 0.0007 0.80 1.66 1.55 0.1076 0.40 1-- 0.65 0.00 0.0004 0.80 !-----1--- 170 155 0.1188 0.40 --t--- 0.53 0 00 0.0002 0.80 Actual Slope for Pipe Existing or Slope D _ d Check es1gne Systems % I I 1----+- 0.80 0.80 OK OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK Peak Flow Velocity fps Peak Flow Depth I Inches 1.44 0.87 1.22 0.58 1.1 7 0.58 172 1.1 6 -~ 186 1.45 164 1.1 6 155 1.1 6 198 174 2.26 194 ~ - 0.80 OK I--- 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.80 OK 0.55 OK 0.80 OK 0.55 OK ---~ 0.80 OK 0.55 OK 0.80 OK - 0.55 OK 0.80 OK 1.37 0.87 -1--- 155 I 16 1.22 0.58 2.60 2.71 2.60 2.71 - 1.37 0.87 1.37 0.87 0.86 0.00 -1--- 1.48 0.78 2.70 0.80 2.71 000 2.36 3.10 -f-- 0.95 0.29 2.39 349 1.06 0.58 2.44 3.49 0.99 0.29 2.47 349 0.86 0 00 I 0280005-Sewer.xls 2/23/2015 Ex hibit E H 31 2 534 61,677 62,211 0.0963 0.0096 31 4 1,068 1,068 0.0017 0.0002 66 5 1,335 63,279 64,614 0.1000 OOIOQ 35 36 22 5,874 5,874 0.0091 0.0009 36 38 0 5,874 5,874 0.0091 0.0009 37 38 27 7,209 7,209 0.0112 0.0011 38 39 0 13,083 13,083 0.0202 0.0020 39 43 4 1,068 13,083 14,151 0.0219 0.0022 I 40 42 4 1,068 1,068 00017 0.0002 41 42 8 2, 136 2, 136 0.0033 0.0003 42 48 12 3,204 3,204 6,408 0.0099 0.00 I 0 43 45 9 2,403 14,151 16,554 0.0256 0.0026 44 45 15 4,005 4,005 0.0062 0.0006 45 47 2 534 20,559 21,093 0.0326 0.0033 46 47 17 4,539 4,539 0.0070 0.0007 47 67 21 5,607 25,632 31,239 0.0483 0.0048 48 52 0 6,408 6,408 0.0099 0.0010 49 52 25 6,675 6,675 0.0103 0.0010 50 51 18 4,806 4,806 0.0074 0.0007 51 52 2 534 4,806 5,340 0.0083 0.0008 52 63 3 80 I 18,423 19,224 0.0297 0.0030 53 54 30 8,010 8,010 0.0124 0.0012 54 56 0 8,010 8,010 0.0124 0.0012 55 56 25 6,675 6,675 0.0 I 03 0.00 I 0 56 57 3 801 14,685 15,486 0.0240 0.0024 57 59 9 2,403 15,486 17,889 0.0277 0.0028 58 59 8 2, 136 2, 136 0.0033 0.0003 59 61 9 2,403 20,025 22,428 0.0347 0.0035 60 61 9 2,403 2,403 0.0037 0.0004 61 62 0 24,831 24,831 0.0384 0.0038 62 63 9 2,403 24,831 27,234 0.0421 0.0042 63 65 6 1,602 46,458 48,060 0.0744 0.0074 64 65 13 3,471 3,471 0.0054 0.0005 65 66 4 1,068 51,531 52,599 0.0814 0.0081 66 67 2 534 117,213 117,747 0.1822 0.0182 67 68 0 148,986 148,986 0.2305 0.0231 4.00 0.39 4.00 0.01 4.00 041 4.00 0.04 4.00 0.04 4.00 0.05 4.00 0.08 4.00 0.09 4.00 0.01 4.00 0.01 4.00 0.04 4.00 0.11 4.00 0.03 4.00 0.13 4.00 0.03 4.00 0.20 4.00 0.04 4.00 0.04 4.00 0.03 4.00 0.03 4.00 0.12 4.00 0.05 4.00 0.05 4.00 0.04 4.00 0.10 4.00 011 4.00 0.01 4.00 0.14 4.00 0.02 4.00 0.16 4.00 0.17 4.00 0.30 4.00 0.02 4.00 0.33 4.00 0.75 4.00 0.95 8 03034 6 03034 8 03034 6 03034 6 03034 6 03034 8 03034 8 03034 6 03034 6 03034 6 03034 8 03034 6 03034 8 03034 6 03034 8 03034 6 03034 6 03034 6 03034 6 03034 8 03034 6 03034 6 03034 8 03034 8 03034 8 03034 6 03034 8 03034 6 03034 8 03034 8 03034 8 03034 6 03034 8 03034 12 03034 12 03034 7.754 5.793 7.754 5.793 5.793 5.793 7.754 7.754 5.793 5.793 5.793 7.754 5.793 7.754 5.793 7.754 5.793 5.793 5.793 5.793 7.754 5.793 5.793 7.754 7.754 7.754 5.793 7.754 5.793 7.754 7.754 7.754 5.793 7.754 11.538 11.538 --0.0361 0.0001 0.0389 0.0015 0.0015 0.0023 0.0016 0.0019 0.0001 0.0002 0.0018 0.0026 0.0007 0.0041 0.0009 0.0091 0.0018 0.0020 0.0010 0.0013 0.0034 0.0028 0.0028 0.0004 0.0022 0.0030 0.0002 0.0047 00003 0.0057 0.0069 0.0215 0.0005 0.0258 0.0155 0.0248 ----040 0.80 040 0.80 0.80 0.80 040 040 0.80 0.80 0.80 040 0.80 040 0.80 040 0.80 0.80 0.80 0.80 040 0.80 0.80 040 040 040 0.80 040 0.80 040 040 040 0.80 040 0.25 0.25 1.70 0.53 1.74 0.99 0.99 1.06 1.07 1.07 0.53 0.74 0.99 1.12 0.86 1.23 0.91 1.38 0.99 0.99 0.95 0.95 1.18 1.06 1.06 0.87 1.12 1.18 0.74 1.27 0.74 1.31 1.35 1.56 0.86 1.61 1.59 1.71 1.55 0.00 1.55 0.29 0.29 0.58 0.78 0.78 0.00 000 0.29 0.78 0.00 0.78 0.29 1.16 0.29 0.29 0.29 0.29 0.78 0.58 0.58 000 0.78 0.78 000 0.78 0.00 1.16 1.16 1.55 000 1.55 2.31 2.88 0.1252 0.0002 0.1351 0.0053 0.0053 0.0080 0.0055 0.0065 0.0002 0.0007 0.0063 0.0089 0.0025 0.0144 0.0032 0.0316 0.0063 0.0068 0.0035 0.0044 0.0120 00098 00098 0.0014 0.0078 0.0104 0.0007 0.0163 0.0009 00199 0.0240 0.0747 00018 0.0895 0.0539 0.0862 040 0.80 040 0.80 0.80 0.80 040 040 0.80 0.80 0.80 040 0.80 040 0.80 040 0.80 0.80 0.80 0.80 040 0.80 0.80 040 040 040 0.80 040 0.80 040 040 040 0.80 040 0.25 0.25 0.55 0.80 0.55 0.80 0.80 0.80 0.55 0.55 0.80 0.80 0.80 0.55 0.80 0.55 0.80 0.55 0.80 0.80 0.80 0.80 0.55 0.80 0.80 0.55 0.55 0.55 0.80 0.55 0.80 0.55 0.55 0.55 0.80 0.55 0.30 0.30 OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK 248 349 0.86 0.00 ~50 3.88 I 149 0.87 I 49 0.87 1.55 1.16 1.61 1.55 1.61 1.55 0.86 0.00 1.06 0.58 149 0.87 1.70 1.55 1.34 0.87 1.84 1.94 1.37 0.87 2.04 2.33 149 0.87 1.55 0.87 I .37 0.87 144 0.87 1.77 1.94 1.64 1.16 1.64 1.16 1.31 I 16 1.66 1.55 1.74 1.55 1.06 0.58 1.88 1.94 1.12 0.58 1.94 1.94 1.97 2.33 2.31 3.10 1.26 0.58 2.37 3.10 2.32 5.19 246 5.77 I I 0280005-Sewer.xls 2/23/2015 Exhibit E DRAINAGE REPORT FOR MISSION RANCH Phase 1 College Station, Texas DECEMBER 2014 MBESI# 1028-0005 / McC L UR E & BRO\VNE ENG I NEERI NG /SU R VEY ING, INC. 1008 Woodcreek Dr., Suite 103 ·College Station. Tx. 77845 · (979) 693-3838 Engineer Reg. No. F-458 Survey Reg. No. 101033-00 Mission Ranch Phase 1 Stormwater Management Technical Design Summary Report MBESI #1053-0014 PART 1 -Executive Summary Report Section 1 -Contact Information: Project Designer: Project Developer: Submittal Date: McClure and Browne Engineering and Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, TX 77845 BCS Rock Prairie LP 1700 Research Pkwy College Station, TX 77845 December 2014 Section 2 -General Information: The Mission Ranch Subdivision is a master planned community to be constructed in west College Station. The total area of the development is approximately 109 acres with a total of 135 lots. The plan is based on the currently approved Preliminary Plat for this development. Section 3 -Project Location: The Mission Ranch Subdivision is located in west College Station near the intersection of Rock Prairie Road West and Holleman Drive. The entire project site is located within the city limits of College Station. The entire site is located within the Hopes Creek Drainage Basin. o portion of the site is shown to be within the 100-year floodplain. (FEMA Firm Map # 48041C0325E, May 16, 2012). Section 4 -Hydrologic Characteristics: The project site is mostly trees and underbrush with the heaviest concentrations of vegetation being near the creek. Spring Creek runs through the middle of the site. The site drains to Hopes Creek.. There are no existing drainage easements or ROW on the property. Section 5 -Stormwater Management: Stormwater will be conveyed by either curb and gutter to recessed inlets or open ditches to culverts or existing creeks. The stormwater will be discharged directly into the existing creek or one of the proposed detention ponds. Proper end treatments and riprap stabilization wi ll be used to prevent erosion. Detention Pond #1 is a dry pond formed on an existing creek by controlling the discharge under Cameron Oaks Drive. Detention pond #2 will be designed as retention type ponds with a constant water level. The following are the characteristics of each pond: Stormwater Management Technical Design Summary Report Mission Ranch Subdivision Pond #1 Pond #2 Water Surface Elevation = 307.0 Top of Berm= 312.0 Water Surface Elevation= 288.75 Top of Berm = 302.00 Discharge Spillway = 20 ' Trapezoidal Concrete Maximum Storage Volume = 9.90 ac-ft 100-year Volume= 8.30 ac-ft Discharge Spillway= 33' Trapezoidal Concrete Maximum Storage Volume = 18.1 ac-ft 100-year Volume = 15 .2 ac-ft Detention Pond Analysis Pond #1 Storm Event Q (cfs) W.S. Elevation 2-year 98.4 308.7 5-year 168.4 309.5 10-year 235.9 310.1 25-year 285.4 310.6 50-year 331.1 31 0.9 100-year 400.0 311.4 Study Point A Analysis Storm Event Ex. Point A (cfs) 2-year 5-year 10-year 25-year 50-year 100-year Section 6 -Coordination and Permitting: o coordination or permitting is required for this development. Section 7 -Reference: Report Exhibit A Exhibit B Exhibit C-l Exhibit C-2 Exhibit C-3 Exhibit D-1 Exhibit E-1 Exhibit E-2 Exhibit F Technical Design Summary Report Drainage Area Map (HEC-HMS) Drainage Area Map (Storm Drain) Rational Formula Drainage Area Calculations Inlet Computations Pipe Size Calculations Drainage Area Parameters Retention Pond #1 Design Calcu lations Retention Pond #2 Design Calculations HEC-HMS Results Stormwater Management Technical Design Summary Report Mission Ranch Subdivision Pond #2 Q (cfs) W.S. Elevation 140.5 289.1 240.5 289.3 337.0 289.4 407.7 289.8 470.9 290.1 547.3 291.0 Prop. Point A (cfs) SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY The Cities of Bryan and College Station both requ ire storm drainage design to follow these Unified Stormwater Design Guidelines. Paragraph C2 of Section Ill (Administration) requires submittal of a drainage report in support of the drainage plan (stormwater management plan) proposed in connection with land development projects, both site projects and subd ivisions. That report may be submitted as a traditional prose report, complete with applicable maps, graphs, tables and drawings, or it may take the form of a "Technical Design Summary". The format and content for such a summary report shall be in substantial conformance with the description in this Appendix to those Guidelines. In either format the report must answer the questions (affirmative or negative) and provide, at minimum , the information prescribed in the "Technical Design Summary" in this Appendix. The Stormwater Management Technical Design Summary Report shall include several parts as listed below. The information called for in each part must be provided as applicable. In addition to the requirements for the Executive Summary, this Appendix includes several pages detailing the requirements for a Technical Design Summary Report as forms to be completed. These are provided so that they may be copied and completed or scanned and digitized. In addition , electronic versions of the report forms may be obtained from the City. Requ irements for the means (medium) of submittal are the same as for a conventional report as detailed in Section Ill of these Guidelines. Note: Part 1 -Executive Summary must accompany any drainage report required to be provided in connection with any land development project, regardless of the format chosen for said report. Note: Parts 2 through 6 are to be provided via the forms provided in this Appendix. Brief statements should be included in the forms as requested, but additional information should be attached as necessary. Part 1 -Executive Summary Report Part 2 -Project Administration Part 3 -Project Characteristics Part 4 -Drainage Concept and Design Parameters Part 5 -Plans and Specifications Part 6 -Conclusions and Attestation STORMWATER MANAGEMENT TECHNICAL DESIGN SUMMARY REPORT Part 1 -Executive Summary This is to be a brief prose report that must address each of the seven areas listed below. Ideally it will include one or more paragraphs about each item. 1. Name, address, and contact information of the engineer submitting the report, and of the land owner and developer (or applicant if not the owner or developer). The date of submittal should also be included. 2. Identification of the size and general nature of the proposed project, including any proposed project phases. This paragraph should also include reference to STORMWATER DESIGN GUIDELINES Effective February 2007 Page 1 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY applications that are in process with either City: plat(s), site plans, zon ing requests , or clearing/grading permits, as wel l as reference to any application numbers or codes assigned by the City to such request. 3. The location of the project shou ld be described. This should identify th e Named Regulatory Watershed(s) in which it is located, how the entire project area is situated therein, whether the property straddles a watershed or basin divide, the approximate acreage in each basin, and whether its position in the Watershed dictates use of detention design. The approximate proportion of the property in the city limits and within the ET J is to be identified, including whether the property straddles city jurisdictional lines. If any portion of the property is in floodplains as described in Flood Insurance Rate Maps published by FEMA that should be disclosed. 4. The hydrologic characteristics of the property are to be described in broad terms: existing land cover; how and where stormwater drains to and from neighboring properties; ponds or wetland areas that tend to detain or store stormwater; existing creeks, channels, and swales crossing or serving the property; all existing drainage easements (or ROW) on the property, or on neighboring properties if they service runoff to or from the property. 5. The general plan for managing stormwater in the entire project area must be outlined to include the approximate size, and extent of use , of any of the following features: storm drains coupled with streets; detention I retention facilities; buried conveyance conduit independent of streets; swales or channels; bridges or culverts; outfalls to principal watercourses or their tributaries; and treatment(s) of existing watercourses. Also, any plans for reclaiming land with in floodplain areas must be outlined . 6. Coordination and permitting of stormwater matters must be addressed. This is to include any special ized coordination that has occurred or is planned with other entities (local, state, or federal ). This may include agencies such as Brazos County government, the Brazos River Authority, the Texas A&M University System, the Texas Department of Transportation , the Texas Commission for Environmental Quality, the US Army Corps of Engineers, the US Environmental Protection Agency, et al. Mention must be made of any permits, agreements, or understandings that pertain to the project. 7. Reference is to be made to the full drainage report (or the Technical Design Summary Report) which the executive summary represents. The principal elements of the main report (and its length), including any maps, drawings or construction documents, should be itemized. An example statement might be: "One __ -page drainage report dated one set of construction drawings ( __ sheets) dated , and a ___ -page specifications document dated comprise the drainage report for this project." STORMWATER DESI GN GUIDELINES Effective February 2007 Page 2 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Start (Page 2.1) Enaineerina and Desian Professionals Information Engineering Firm Name and Address: Jurisdiction McClure & Browne Engineering/Surveying, Inc. City: Bryan 1008 Woodcreek Dr., Ste. 103 x College Station College Station, Tx 77845 Date of Submittal: Dec 2014 Lead Engineer's Name and Contact lnfo.(phone, e-mail, fax): j Other: Jeffery Robertson, PE , PH: 693-3838, FX: 693-2554, jeffr@mcclurebrowne.com Supporting Engineering I Consu lting Firm(s): Other contacts: Developer I Owner I Applicant Information Developer I Applicant Name and Address: Phone and e-mail: BCS Rock Prairie GP, LLC PH: 260-7000 1700 Research Pkwy, College Station, Tx 77845 ccooper@caldwellcos.com Property Owner(s) if not Developer I Applicant (&address): Ph one and e-mail: Project Identification Development Name: Mission Ranch , Phase 1 Is subject property a site project, a single-phase subdivision, or part of a multi-phase subdivision? Yes If multi-phase, subject pro perty is phase 1 of Legal description of subject property (phase) or Project Area: (see Section II, Paragraph B-3a) If subject property (phase) is second or later phase of a project, describe general status of all earlier phases. For most recent earlier phase Include submittal and review dates. General Location of Project Area, or subject property (phase): Holleman Drive, Rock Prairie Road West, and Great Oaks Subdivision In City Limits? Bryan: acres. College Station: 101.9 acres. STORMWATER DESIGN GUIDELINES Effective February 2007 Extraterritorial Jurisdiction (acreage): Bryan: College Station : Acreage Outside ET J: Page 3 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.2) Project Identification (continued) Roadways abutting or within Project Area or Abutting tracts, platted land, or built subject property: developments: Rock Prairie Road West Great Oaks Subd ivision Holleman Drive Quail Run Subdivision University Heights Subdivision Named Regulatory Watercourse(s) & Watershed(s): Tributary Basin(s): Whites Creek Plat Information For Project or Subject Property (or Phase) Preliminary Plat File#: Final Plat File #: Date: Name: Status and Vol/Pg: If two plats, second name: File#: Status: Date: Zoning Information For Project or Subject Property (or Phase) Zoning Type: PD Existing or Proposed? Case Code: Case Date Status: Existing Zoning Type: Existing or Proposed? Case Code: Case Date Status: Stormwater Management Planning For Project or Subject Property (or Phase) Planning Conference(s) & Date(s): Participants: Preliminary Report Required? Submittal Date Review Date Review Comments Addressed? Yes --No --In Writing? When ? Compliance With Preliminary Drainage Report. Bri efly describe (or attach documentation explaining) any deviation(s) from provisions of Preliminary Drainage Report, if any. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 4 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 2 -Project Administration I Continued (page 2.3) Coordination For Project or Subject Property (or Phase) Note: For any Coordination of stormwater matters indicated below, attach documentation describing and substantiating any agreements, understandings, contracts, or approvals. Coordination Dept. Contact: Date: Subject: With Other Departments of Jurisdiction City (Bryan or College Station) Coordination With Summarize need(s) & actions taken (include contacts & dates): Non-jurisdiction City Needed? Yes No X ---- Coordination with Summarize need(s) & actions taken (include contacts & dates): Brazos County Needed? Yes --No -25__ Coordination with Summarize need(s) & actions taken (include contacts & dates): TxDOT Needed? Yes No X -- Coordination with Summarize need(s) & actions taken (i ncl ude contacts & dates): TAMUS Needed? Yes No x ---- Permits For Project or Subject Property (or Phase) As to stormwater management, are permits required for the proposed work from any of the entities listed below? If so, summarize status of efforts toward that objective in spaces below. Entity Permitted or Approved ? US Army Crops of Engineers No x Yes --- US Environmental Protection Agency No x Yes --- Texas Commission on Environmental Quality No X Yes -- Brazos River Authority No X Yes - STORMWATER DESIGN GUIDELINES Effective February 2007 Page 5 of 26 Status of Actions (include dates) APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQerty Characteristics I Start (Page 3.1) Nature and Scope of Proposed Work Existing: Land proposed for development currently used, includ ing extent of impervious cover? Land is currently oak covered pasture land and open hay fields. Site __ Redevelopment of one platted lot, or two or more adjoining platted lots. Development __ Bu ilding on a single platted lot of undeveloped land. Project __ Bu ilding on two or more platted adjoining lots of undeveloped land. (select all __ Bu ilding on a single lot, or adjoining lots, where proposed plat will not form applicab le) a new street {but may include ROW dedication to existing streets). __ Other (explain): Subdivision __ Construction of streets and uti lities to serve one or more platted lots. Development _X __ Construction of streets and utilities to serve one or more proposed lots on Proj ect lands represented by pending plats. Site projects: building use(s), approximate floor space, impervious cover ratio. Describe Subdivisions: number of lots by general type of use, linear feet of streets and Nature and drainage easements or ROW. Size of 140 Lots -Single Family Residential Pro~osed Streets -11 ,400 LF Proj ect -Is any work planned on land that is not platted If yes , explain: or on land for which platting is not pending? x No Yes ---- FEMA Floodplains Is any part of subject property abutting a Named Regul atory Watercourse I No ~ Yes __ (Section II , Paragraph B 1) or a tributary thereof? Is any part of subject property in floodplain I No ~ Yes Rate Map _ 48041 C0325E area of a FEMA-regulated watercourse? -- Encroachment( s) Encroachment purpose(s): __ Building site(s) __ Road crossing(s) into Floodplain areas planned? __ Utility crossing(s) __ Other (explain): No x -- Yes -- If floodplain areas not shown on Rate Maps, has work been done toward amending the FEMA- approved Flood Study to define allowable encroachments in proposed areas? Explain. STORMWATER DESIGN GU IDELINES Effective February 2007 Page 6 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~ert:x: Characteristics I Continued (Page 3.2) Hydrologic Attributes of Subject Property (or Phase) Has an earlier hydrologic analysis been done for larger area including subject property? Yes Reference the study (&date) here, and attach copy if not already in City files. -- Is the stormwater management plan for the property in substantial conformance with the earlier study? Yes No If not, explain how it differs. No If subject property is not part of multi-phase project, describe stormwater management x plan for the property in Part 4. -If property is part of multi-phase project, provide overview of stormwater management plan for Project Area here. In Part 4 describe how plan for subject property will comply therewith. Do existing topographic features on subject property store or detain runoff? __ No x Yes --Describe them (include approximate size, volume, outfall , model, etc). Existing Stock Pond Approximately 5 Acres with open spillway for outfall Any known drainage or flooding problems in areas near subject property? -X _ No --Yes Identify: Based on location of study property in a watershed, is Type 1 Detention (flood control) needed? (see Table B-1 in Appendix B) --25.._ Detention is required . --Need must be evaluated. __ Detention not required. What decision has been reached? By whom? If the need for Detention is provided with Phase 1. Type 1 Detention How was determination made? must be evaluated: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 7 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -Pro~e rt~ Characteristics I Continued (Page 3.3) Hydrologic Attributes of Subject Property (or Phase) (continued) Does subject property straddle a Watershed or Basin divide? x No Yes If yes, --describe splits below. In Part 4 describe desiqn concept for handlinq this. Watershed or Basin Larger acreage Lesser acreage Above-Project Areas(Section II, Paragraph 83-a) Does Project Area (project or phase) receive runoff from upland areas? __ No --Yes Size(s) of area(s) in acres: 1) x 2) x 3) 4) Flow Characteristics (each instance) (overland sheet, shallow concentrated, recognizable concentrated section(s), small creek (non-regulatory), regulatory Watercourse or tributary); Case 1 -Overland flow from tracts along Holleman Drive Case 2 -Creeks entering property from Quail Run and Great Oaks Flow determination: Outlin e hydrologic methods and assumptions: HEC-HMS used for all offsite areas entering site. D"0 '> storm runoff drain from public easements or ROW onto or across subject property? ~No __ Yes If yes, describe facilities in easement or ROW: Are changes in runoff characteristics subject to change in future? Explain Possible. Some of the areas are undeveloped . Conveyance Pathways (Section II, Paragraph C2) Must runoff from study property rlrain across lower properties before reaching a Regulatory Watercourse or tributary? x No Yes Describe length and characteristics of each conveyance pathway(s). Include ownership of property(ies ). STORMWATER DESIGN GUIDELINES Effective February 2007 Page 8 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 3 -ProQert~ Characteristics I Con tinued (Page 3.4) Hydrologic Attributes of Subject Property (or Phase) (continued) Conveyance Pathways (continued) Do drainage If yes, for what part of length? % Created by? __ plat, or easements in strument. If instrument(s), describe their provisions. exist for any -- part of pathway( s )? No -- Yes -- Where runoff must cross lower properties, describe characteristics of abutting lower property(ies). (Existing watercourses? Easement or Consent aquired?) Pathway Areas Describe any built or improved drainage facilities existing near the property (culverts, bridges, lined channels, buried conduit, swales, detention ponds, etc). Nearby Drainage Do any of these have hydrologic or hydraulic influence on proposed stormwater Facilities design? --No --Yes If yes, explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 9 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Start (Page 4.1) Stormwater Management Concept Discharge(s) From Upland Area(s) If runoff is to be received from upland areas, what design drainage features will be used to accommodate it and insure it is not blocked by future development? Describe for each area, flow section, or discharge point. Case 1 drains into an existing low area within common area in Phase 1. No development is proposed in that area. Case 2 drains into existing creek channels. The creeks will remain as-is with the development of Mission Ranch. Discharge(s) To Lower Property(ies) (Section II , Paragraph E1) Does project include drainage features (existing or future) proposed to become public via platting? --No --Yes Separate Instrument? No Yes Per Guidelines reference above, how will __ Establishing Easements (Scenario 1) runoff be discharged to neighboring __ Pre-development Release (Scenario 2) property(ies )? Combination of the two Scenarios -- Scenario 1: If easements are proposed, describe where needed, and provide status of actions on each . (Attached Exhibit# ) Scenario 2: Provide general description of how release(s) will be managed to pre-development conditions (detention, sheet flow, partially concentrated , etc.). (Attached Exhibit# ) Combination: If combination is proposed , explain how discharge will differ from pre- development conditions at the property line for each area (or point) of release. If Scenario 2, or Combination are to be used, has proposed design been coordinated with owner(s) of receiving property(ies)? No --Yes Explain and provide documentation. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 10 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage ConceQt and Design Parameters I Continued (Page 4.2) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project Identify gaining Basins or Watersheds and acres shifting: Will project result in shifting runoff between Basins or between What design and mitigation is used to compensate for increased runoff Watersheds? from gain ing basin or watershed? x No -- Yes -- How will runoff from Project 1. __ With facility(ies) involving other development projects. Area be mitigated to pre-2. __ Establishing features to serve overall Project Area. development conditions? Select any or all of 1, 2, 3. ~On phase (or site) project basis within Project Area. and/or 3, and explain below. 1. Shared facility (type & location of facility; design drainage area served; relationship to size of Project Area): (Attached Exhibit# ) 2. For Overall Project Area (type & location of facilities): (Attached Exhibit# ) 3. By phase (or site) project: Describe planned mitigation measures for phases (or sites) in subsequent questions of this Part. Are aquatic echosystems proposed? --No --Yes In which phase(s) or project(s)? C'-· "O (l) Cf) c (l) c >-Are other Best Management Practices for reducing stormwater pollutants proposed? (\J 0::: No Yes Summarize type of BMP and extent of use: ----Cf) c Ol ·u; (l) 0 0 z Jxl If design of any runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explain in later questions. (l) --Detention elements --Conduit elements --Channel features ~ Swales Ditches Inlets __ Valley gutters __ Outfalls ------ --Culvert features __ Bridges Other STORMWATER DESIGN GUIDELINES Effective February 2007 Page 11 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.3) Stormwater Management Concept (continued) Within Project Area Of Multi-Phase Project (continued) Will Project Area include bridge(s) or culvert(s)? __ No _L_ Yes Identify type and general size and In which phase(s). Cameron Oaks Drive culvert and detention structure -2-5x5 Box Culverts Feather Run Culvert - If detention/retention serves (will serve) overall Project Area, describe how it relates to subject phase or site project (physical location, conveyance pathway(s), construction sequence): Detention will be provided with the proposed retention pond and upstream of the Cameron Oaks Drive culvert. Additional detention may be needed with future phases. Within Or Serving Subject Property (Phase, or Site) If property part of larger Project Area , is design in substantial conformance with earlier analysis and report for larger area? __ Yes No, then summarize the difference(s): Identify whether each of the types of drainage features listed below are included, extent of use, and general characteristics. C'-· Typical shape? V-Shape I Surfaces? Grass Lined "O (1) IJJ Steepest side slopes: Usual front slopes: Usual back slopes: IJJ ::J (1) IJJ >-4:1 4:1 4:1 i xl Flow line slopes: least Typical distance from travelway: typical 1.5% greatest 2.3% (Attached Exhibit # ) (1) 0 :g IJJ z "O I Cll e ArA longitudinal culvert ends in compliance with B-CS Standard Specifications? (1) X Yes No , then explain: 4: IJJ At intersections or otherwise, do valley gutters cross arterial or collector streets? .0 (1) _x_ No Yes If yes explain: :; ('-· >--- u "O I Q.' :E !!:X ::: ;:::_ Are valley gutters proposed to cross any street away from an intersection? Cf) (1) --(1) :=; 0 x No Yes Explain: (number of locations?) ~ OlZ ---- (j) "O I (1) c ..__ Cll <( STORMWATER DESIGN GUIDELINES Effective February 2007 Page 12 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.4) Stormwater Management Concept (continued) Within Or Servi ng Subject Property (Phase, or Site) (continued) Gutter line slopes: Least 0.60% Usual 2.0% -Greatest _ 6.69% Are inlets recessed on arterial and collector streets? x Yes No If "no'', ----identify where and why. Will inlets capture 10-year desiqn stormflow to prevent flooding of intersections (arterial with arterial or col lector)? x Yes --No If no, explain where and why not. C'-· ""O Q) (/) Will inlet size and placement prevent exceeding allowable water spread for 10-year ::J '--design storm throughout site (or phase)? x Yes No If no, explain. Q) ~ ---- ::J OJ ""O ~ c ""O x Ctl Q) Sag curves: Are inlets placed at low poi nts? Yes No Are inlets and .J:.::l § ---- '--·-conduit sized to prevent 100-year stormflow from ponding at greater than 24 inches? ::J -(.) c x Yes No Explain "no" answers. 0 .s::; (.) ------"§: (/) a.; ~ (/) Q) Will 100-yr stormflow be contained in combination of ROW and buried conduit on 4: whole length of all streets? x Yes No If no, describe where and why. -- Do designs for curb, gutter, and inlets comply with B-CS Technical Specifications? x Yes --No If not, describe difference(s) and attach justification. Are any 12-inch laterals used? x No Yes Identify length(s) and where -- --used. C'-· ""O Pipe runs between system I Typical _ 60' Longest 262' Q) (/) (/) access points (feet): -::J Q) E >-x ~x J Are junction boxes used at each bend? --Yes --No If not, explain where and why. (/) c ·-0 ~z ""O I § 0 Are downstream soffits at or below upstream soffits? Least amount that hydraulic u; .!!J. Yes _lS_ No __ If not, explain where and why: grade line is below gutter line (system-wide): STORMWATER DESIGN GUIDELINES Effective February 2007 Page 13 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.5) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) ~ Describe watercourse(s), or system(s) receiving system discharge(s) below en (include design discharge velocity, and angle between converging flow lines). Q) Ll c 1) Watercourse (or system), velocity, and angle? C1l u; SD-1, 4.3 fps, 60 deg . c ~ ~o al E 2) Watercourse (or system), velocity, and angle? :::i ..__ c 0 SD-3, 5.8 fps , 90 deg. ·--c . 0 .2 ~-~ E a> ~ a> E 3) Watercourse (or system), velocity, and angle? -C1l C1l ~en t SD-4, 5.6 fps, 90 deg. en a> :::i c :!2 0 ·-> ~ e "O D.. E-For each outfall above, what measures are taken to prevent erosion or scour of ..__ Q) 0 Q) receiving and all facilities at juncture? -.c Cl) en Q) 1) SD-1 -Rock rip-rap at end of headwall. "§ C1l 2) SD-2 -Rock rip-rap at end of headwall. D.. Q) en c 3) SD-3 -Rock rip-rap at end of headwall. ~ Are swale(s) situated along property lines between properties? __ No --Yes Number of instances: For each instance answer the following questions. Surface treatments (including low-flow flumes if any): ('-· en w ~ en -Q) Flow line slopes (minimum and maximum): ~ >-~ I al 0 enz Outfall cha racteristics for each (velocity, convergent angle, & end treatment). :::i ~x i en Q) 4: Will 100-year design storm runoff be contained within easement(s) or platted drainage ROW in all instances? --Yes --No If "no" explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 14 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Concegt and Design Parameters I Continued (Page 4.6) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Ul Are roadside ditches used? __ No _ X _Yes If so, provide the following: al Is 25-year flow contained with 6 inches of freeboard throughout? _ X _Yes No ..c. -- .8 Are top of banks separated from road shoulders 2 feet or more? _ x Yes No Ci --- al Are all ditch sections trapezoidal and at least 1.5 feet deep? -x -Yes --No -0 For any "no" answers provide location(s) and explain: Ul -0 ctl 0 a: If conduit is beneath a swale, provide the following information (each instance). Instance 1 Describe general location, approximate length: Ul al Is 100-year design flow contained in conduit/swale combination? Yes No >----- lw If "no" explain: c Space for 100-year storm flow? ROW Easement Width 0 ctl z u; Swale Surface type, minimum Conduit Type and size, minimum and maximum x i~ and maximum slopes: slopes, design storm: 0 C'· :e -0 Ul -0 Qi ctl Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): c >, c ctl c ..c. ctl u L.. 0 c -al c Access Describe how maintenance access is provided (to swale, into conduit): Cl. 0 0 ~ -0 § ::J .Q! 0 --c c Instance 2 Describe general location, approximate length: al -0 E al ctl Ul Ul ::J Ul al Is 100-year design flow contained in conduit/swale combination? c -0 Yes No ·:;; ----0 If "no" explain: ~ e c Cl. :.a al Space for 100-year storm flow? ROW E al Easement Width 0 ..c. u Ul Swale Surface type, minimum Conduit Type and size, minimum and maximum -al ::J "§ and maximum slopes: slopes, design storm: -0 c ctl 0 Cl. u al Inlets Describe how conduit is loaded (from streets/storm drains, inlets by type): --Ul ~ c ctl ~ ~ Ul al Access Describe how maintenance access is provided (to swale, into conduit): ~ STORMWATER DESIGN GUIDELINES Effective February 2007 Page 15 of 26 APPEND IX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.7) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) If "yes " provide the following information for each instance: Instance 1 Describe general location, approximate length, surfacing: c .!!l E Cl.. x 0 w .:= :t= ui Is 100-year design flow contained in swale? --Yes --No Is swale wholly 0 Cll within drainage ROW? Yes No Explain "no" answers: c ~I 2 ---- Cll > 'Qi Access Describe how maintenance access is provide: (.) ~ 0 ...... z :::i )xi Instance 2 Describe general location , approximate length, surfacing: Cll ·;::: C'· :::i en .0 c :; aJ 0 E £ aJ en Is 100-year design flow contained in swale? Yes No Is swale wholly ·~ (tl ----aJ within drainage ROW? __ Yes No Explain "no" answers: en ...._ --Cll 0 ro s $: en 0 ~ a::: Access Describe how maintenance access is provided: .S2 .0 :::i Cl.. Instance 3, 4, etc. If swales are used in more than two instances, attach sheet providing all above information for each instance. "New" channels: Will any area(s) of concentrated flow be channelized (deepened, widened, or straightened) or otherwise altered? No Yes If only sl ightly -- --shaped, see "Swales" in this Part. If creating side banks, provide information below. C'· "O c Will design replicate natural channel? Yes No If "no", for each instance Cll -----en .!!l describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year 0 Cl.. Cl.. x design flow, and amount of freeboard : 0 w ...._ Cl.. Instance 1: en en c Cll aJ >- E I aJ > Instance 2: 0 ...._ Cl.. E 0 z 1 x I Instance 3: u STORMWATER DESIGN GUIDELINES Effective February 2007 Page 16 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DE SIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.8) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Existing channels (small creeks}: Are these used? --No --Yes If "yes" provide the information below. Will small creeks and their floodplains remain undisturbed? __ Yes No How many disturbance instances? Identify each planned location: For each location, describe length and general type of proposed improvement (including floodplai n changes): For each location, describe section shape & area, flow line slope (min. & max.), surfaces, and 100-year design flow. ~ -a Q) ::::i c ~ Watercourses (and tributaries}: Aside from fringe changes, are Regulatory 0 Watercourses proposed to be altered? __ No Yes Explain below. ~ -- CJ) Submit full report describing pro posed changes to Regulatory Watercourses. Address c Q) existing and proposed section size and shape, surfaces, alignment, flow line changes, E Q) length affected , and capacity, and provide full documentation of analysis procedures > 0 and data. Is full report submitted? Yes No If "no" explain: '---0.. E - 03 c c ro All Pro12osed Channel Work: For all proposed channel work, provide information ..c u requested in next three boxes. If design is to replicate natural channel, identify location and length here, and describe design in Special Design section of this Part of Report. Will 100-year flow be contained with one foot of free board? --Yes --No If not, identify location and explain: Are ROW I easements sized to contain channel and required maintenance space? --Yes --No If not, identify location(s) and explain: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 17 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.9) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) How many facilities for subject property project? 2 For each provide info. below. For each dry-type facilitiy: Facility 1 Facility 2 Acres served & design volume + 10% 121 Ac 18 Ac-Ft 75 Ac 8 Ac-Ft 100-yr volume: free flow & plugged 15.4 A-F 16.2 A-F 6.2 A-F 8 A-F Design discharge (10 yr & 25 yr) Spillway crest at 100-yr WSE? x _yes no __ yes x no ----- Berms 6 inches above plugged WSE? x _yes no __ yes x no ----- Explain any "no" answers: No spillway on pond #2 since it is a roadway culvert. en (!) >- xi For each facility what is 25-yr design Q, and design of outlet structure? 0 Facility 1: z I Facility 2: Do outlets and spillways discharge into a public facility in easement or ROW? C'· Facility 1: ~Yes No Facility 2: x Yes No "O ------ (!) If "no" explain: en 0 Cl.. e Cl.. en For each, what is velocity of 25-yr design discharge at outlet? & at spillway? (!) :E Facility 1: & Facility 2: _ & ·c:; C'Cl Are energy dissipation measures used? No X Yes Describe type and LL ---c location : 0 ~ Rock Rip-Rap Channel Lining (!) at end of box culverts. a; 0 (!) ~ For each, is spillway surface treatment other than concrete? Yes or no, and describe: Facility 1: No Facility 2: No spillway For each, what measures are taken to prevent erosion or scour at receiving facility? Facility 1: Rock Rip-Rap Facility 2: Rock Rip-Rap If berms are used give heights, slopes and surface treatments of sides. Facility 1: Facility 2: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 18 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHN ICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.10) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Do structures comply with B-CS Specifications? Yes or no, and explain if "no": Faci lity 1; Yes (/) Q) :E = s-al Q) Facility 2: Yes LL :i c c:.;::; 0 c :.;::; 0 c u Q) -a; For additional facilities provide all same information on a separate sheet. 0 Are parking areas to be used for detention? _ x -No --Yes What is maximum depth due to required design storm? Roadside Ditches: Will culverts serve access driveways at roadside ditches? --No --Yes If "yes", provide information in next two boxes. Will 25-yr. flow pass without flowing over driveway in all cases? --Yes --No Without causing flowing or standing water on public roadway? --Yes --No Designs & materials comply with B-CS Technical Specifications? __ Yes --No Explain any "no" answers: C'-· (/) OJ c (/) Are culverts parallel to public roadway alignment? Yes No Explain: (/) 0 ----u (/) Q) Q) ro >- > I ·;:: Creeks at Private Drives: Do private driveways, drives, or streets cross drainage Cl. ro ways that serve Above-Project areas or are in public easements/ ROW? "O 0 No Yes If "yes" provide information below. Q) z ----~x / How many instances? Describe location and provide information below. Q) Location 1: ~ :i u Q) Location 2: ,__ <t: Location 3: For each location enter va lue for: 1 2 3 Design year passing without toping travelway? Water depth on travelway at 25-year flow? Water depth on travelway at 100-year flow? For more instances describe location and same information on separate sheet. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 19 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.11) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) Named Regulatorv Watercourses {&Tributaries}: Are culverts proposed on these facilities? _x_ No __ Yes, then provide full report documenting assumptions, criteria, analysis, computer programs, and study findings that support proposed design(s). Is report provided? __ Yes --No If "no", explain: Qi Arterial or Major Collector Streets: Will culverts serve these types of roadways? (]) __ No _X __ Yes How many instances? For each identify the .c (JJ (]) location and provide the information below. (JJ Cii Instance 1: Feather Run Culvert near Deacon Drive (]) ..... >-~ x i~ Instance 2: Instance 3: c 0 0 :g Yes or No for the 100-year design flow: 1 2 3 z E Ii Headwater WSE 1 foot below lowest curb top? Yes Spread of headwater within ROW or easement? Yes E ('-· co Is velocity limited per conditions (Table C-11 )? N/A (JJ (JJ g1-o Explain any "no" answer(s): ·-c ~ co 0 c ..... 0 u:;::; >-co co u ~ _Q "O (]) co .0 Minor Collector or Local Streets: Will culverts serve these types of streets? 0 ·-.......... u u No x Yes How many instances? for each identify the ·-(JJ -(]) ----.g "O location and provide the information below: Q_ (]) -Q_ Instance 1: Cameron Oaks @ Feather Run co c "O >-Instance 2: Cameron Oaks @ Cameron Oaks (]) c ~ co -Instance 3: (JJ 0 t:'. (JJ (]) (]) For each instance enter value, or "yes" I "no" for: ..2: u 1 2 3 :::J c u co Design yr. headwater WSE 1 ft. below curb top? Yes Yes (]) Ul ..... c <( ·-100-yr. max. depth at street crown 2 feet or less? Yes Yes ~ 0 Product of velocity (fps) & depth at crown (ft)= ? Yes Yes E ..... 0 Is velocity limited per conditions (Table C-11 )? Yes Yes :::, Limit of down stream analysis (feet)? 50 ft 50 ft --Explain any "no" answers: STORMWATER DESIGN GUIDELINES Effective February 2007 Page 20 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce12t and Design Parameters I Continued (Page 4.12) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, or Site) (continued) All Proposed Culverts: For all proposed culvert facilities (except driveway/roadside ditch intersects) provide information requested in next eight boxes. Do culverts and travelways intersect at 90 degrees? x Yes ---No If not, identify location(s) and intersect angle(s), and justify the design(s): Does drainage way alipnment change within or near limits of culvert and surfaced approaches thereto? _ x No --Yes If "yes" identify location(s), describe change(s), and justification: Are flumes or conduit to discharge into culvert barrel(s)? . X -No --Yes If yes, identify location(s) and provide justification: -Are flumes or conduit to discharge into or near surfaced approaches to culvert ends? "O (!) No x Yes If "yes" identify location(s), describe outfall design treatment(s): :J c --- ~ Rock Rip-Rap 0 u (/) t (!) .2 :J Is scour/erosion protection provided to ensure Iona term stability of culvert structural u components, and surfacing at culvert ends? x Yes No If "no" Identify ---locations and provide justification(s): Will 100-yr flow and spread of backwater be fully contained in street ROW, and/or drainage easements/ ROW? _ x Yes --No if not, why not? Do appreciable hydraulic effects of any culvert extend downstream or upstream to neighboring land(s) not encompassed in subject property? -x -No --Yes If "yes" describe location(s) and mitigation measures: Are all culvert designs and materials in compliance with B-CS Tech. Specifications? x -Yes --No If not, explain in Special Design Section of this Part. STORMWATER DESIGN GUIDELINES Effective February 2007 Page 21 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUM MARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.13) Stormwater Management Concept {continued) Within Or Serving Subject Property {Phase, or Site) {continued) Is a bridge included in plans for subject property project? x No Yes -- --If "yes" provide the following information. Name(s) and functional classification of the roadway(s)? What drainage way(s) is to be crossed? ~ (/) ~ OJ 'O ·;:: CD A full report supporting all aspects of the proposed bridge(s) (structural, geotechnical, hydrologic, and hydraulic factors) must accompany this summary report. Is the report provided? --Yes --No If "no" explain: Is a Stormwater Provide a general description of planned techniques: £ Pollution Prevention An erosion control drawing has been included with C1l Plan (SW3P) the plans . The SW3P will be the responsibility of :::i a established for '--project construction? the contractor. Q) cu x s --No --Yes Special Designs -Non-Traditional Methods Are any non-traditional methods (aquatic echosystems, wetland-type detention, natural stream reolication, BMPs for water quality, etc.) proposed fo r any aspect of subject property project? x No Yes If "yes" list general type and location below. ---- Provide full report about the proposed special design(s) including rationale for use and expected benefits. Report must substantiate that stormwater management objectives will not be compromised, and that maintenance cost will not exceed those of traditional design solution(s ). Is report provided? STORMWATER DESIGN GUIDELINES Effective February 2007 Yes ---- Page 22 of 26 No If "no" explain: APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 SECTION IX APPENDIX D -TEC HNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.14) Stormwater Management Concept (continued) Within Or Serving Subject Property (Phase, o r Site) (continued) Special Designs -Deviation From 8-CS Technical Specifications If any design(s) or materi al(s) of traditional runoff-handling facilities deviate from provisions of B-CS Technical Specifications, check type facility(ies) and explai n by specific detail element. Detention elements __ Drain system elements Channel features ---- Culvert features Swales Ditches Inlets Outfalls ---------- __ Valley gutters __ Bridges (explain in bridge report) In table below briefly identify specifi c element, justification for deviation(s). Specific Detail Element Justification for Deviation (attach add itional sheets if needed) 1) 2) 3) 4) 5) Have elements been coordinated with the City Engineer or her/his designee? For each item above provide "yes" or "no", action date, and staff name: 1) 2) 3) 4) 5) Design Parameters Hydrology x Yes No Is a map(s) showing all Design Drainage Areas provided? -- -- Briefly summarize the range of applicati ons made of the Ra ti onal Formula: Determination of flow rates for inlets and pipes along the roadway. What is the size and location of largest Design Drainage Area to which the Rational Formula has been applied? acres STORMWATER DESIGN GU IDELINES Effective February 2007 Location (or identifier): Page 23 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.15) Design Parameters (continued) Hydrology (continued) In making determinations for time of concentration, was segment analysis used? x No Yes In approximately what percent of Design Drainage Areas? % As to intensity-duration-frequency and rain depth criteria for determining runoff flows , were any criteria other than those provided in these Guidelines used? _ x -No --Yes If "yes" identify type of data, source(s), and where applied: For each of the stormwater management features listed below identify the storm return frequencies (year) analyzed (or checked ), and that used as the basis for design. Feature Analysis Year(s) Design Year Storm drain system for arterial and collector streets 10, 100 10, 100 Storm drain system for local streets 10, 100 10, 100 Open channels N/A N/A Swale/buried conduit combination in lieu of channel NIA N/A Swales N/A N/A Roadside ditches and culverts serving them N/A N/A Detention facilities: spillway crest and its outfall N/A N/A Detention facilities: outlet and conveyance structure(s) N/A N/A Detention facilities: volume when outlet plugged N/A N/A Culverts serving private drives or streets N/A N/A Culverts serving public roadways N/A N/A Bridges: provide in bridge re port. N/A N/A Hydraulics What is the range of design flow velocities as outlined below? Design flow velocities; Highest (feet per second) Lowest (feet per second) Streets and Storm Drain Systems Roughness coefficients used: For conduit type(s) RCP STORMWATER DESIGN GUIDELINES Effective February 2007 Gutters Conduit Culverts Swales Channels ------------------ ------------------ Provide the summary information outlined below: For street gutters: _ HOPE Page 24 of 26 0.018 Coefficients: 0.014 0.014 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TECHNICAL DESIGN SUMMARY Part 4 -Drainage Conce~t and Design Parameters I Continued (Page 4.16) Design Parameters (continued) Hydraulics (continued) Street and Storm Drain Systems (continued) For the following, are assumptions other than allowable per Guidelines? Inlet coefficients? x No Yes Head and friction losses x No Yes ---- -- -- Explain any "yes" answer: In conduit is velocity generally increased in the downstream direction? x Yes No ---- Are elevation drops provided at inlets, manholes, and junction boxes? x Yes No ---- Explain any "no" answers: Are hydraulic grade lines calculated and shown for design storm? x Yes No ---- For 100-year flow conditions? x Yes No Explain any "no" answers: ---- What tailwater conditions were assumed at outfall point(s) of the storm drain system? Identify each location and explain: 100 year water surface elevations in existing creeks. Open Channels If a HEC analysis is utilized, does it follow Sec Vl.F.5.a? x Yes No ---- Outside of straight sections, is flow reg ime within li mits of sub-critical flow? x Yes No ----If "no" list locations and expla in: Culverts If plan sheets do not provide the following for each culvert, describe it here. For each design discharge, wil l operation be outlet (barrel) control or inlet control? Entrance, friction and exit losses: Bridges Provide all in bridge report STORMWATER DESIGN GUIDELINES Effective February 2007 Page 25 of 26 APPENDIX. D: TECH. DESIGN SUMMARY As Revised February 2008 SECTION IX APPENDIX D -TE CHNICAL DESIGN SUMMARY Part 4 -Drainage Concept and Design Parameters Conti nued (Page 4.17) Design Parameters (continued) Computer Software What computer software has been used in the analysis and assessment of stormwater management needs and/or the development of facility designs proposed for subject property project? List them below, being sure to identify the software name and version, the date of the version, any applicable patches and the publisher Microsoft Excel Spreadsheet HEC-HMS Part 5 -Plans and Specifications Requirements for submittal of co nstruction drawings and specifications do not differ due to use of a Technical Design Summary Report. See Section Ill, Paragraph C3. Part 6 -Conclusions and Attestation Conclusions Add any concluding information here: Attestation Provide attestation to the accuracy and completeness of the foregoing 6 Parts of this Technical Desi n Summar Draina e Re ort b si nin and sealin below. "This report (plan) for the drainage design of the development named in Part B was prepared by me (or under my supervision) in accordance with provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improve ents have b n issued or fall under applicable general p'f!/it}flS."" _..,.,,,,,, ,,,._. --OFi \\ (Affix Seal} ,.· ,,,:-"-~:..~ ........ !!" i...A h . ""'(;;,.·· ·• • .J' j ,,, .· ·. ' . ,,,. , ... * .;'J,y 'l I' * ... ... .. J L . I'*: ~*J IC f••·•·••· .. •••••••••••••00•••••··1 I JEFF~RY L. ROBERTSON; "''/7J1/ ,,, .... :: .... 08° '4' •• 7. ·~· "5' .... ": ••• ·: State of Texas PE No. C ~ T~ f ·~\ ·· :' ll:-"" ? ... ''"' ··<") ••• ~.; STORMWATER DESIGN GUIDELINES Effective February 2007 Page 26 of 26 , b'•.~'-••• ~ -\\ <."S,., ........... ,i;:, -\ !ONA\..~,. --\"''-'-'_.-- APPENDIX. D: TECH. DESIGN SUMMARY As Revised Februarv 2008 < s: w Cl 0 et:: w ....I ....I < < a.. < u. w 0 I-Cl w et:: i= z < (!) ....I z < < w z w u < :i: ....I > w ::!! ....I ....I I-z < W< Cl w < et::(!) ~ Cii I-Cl w > I-Wz 0 z et:: w < 0 >w Cl I-:::i < et:: a.. I-0 ....I NO. AC. 0.4 0.55 0.9 ft. 1 1.67 0.00 1.67 0.00 0.92 225.0 2 1.81 0.00 1.81 0.00 1.00 225.0 2.1 0.00 0.00 0.00 0.00 0.00 1.0 3 1.19 0.00 1.19 0.00 0.65 225.0 4 1.47 0.00 1.47 0.00 0.81 225.0 5 1.34 0.00 1.34 0.00 0.74 225.0 6 1.68 0.00 1.68 0.00 0.92 225.0 6 0.00 0.00 0.00 0.00 0.00 1.0 7 1.72 0.00 1.72 0.00 0.95 225.0 8 2.34 0.00 2.34 0.00 1.29 225.0 8.1 0.00 0.00 0.00 0.00 0.00 1.0 9A 0.62 0.00 0.62 0.00 0.34 225.0 98 0.67 0.00 0.67 0.00 0.37 225.0 10.0 1.58 0.00 1.58 0.00 0.87 225.0 11.0 1.63 0.00 1.63 0.00 0.90 225.0 12.0 1.13 0.00 1.13 0.00 0.62 225.0 13.0 0.90 0.00 0.90 0.00 0.50 225.0 14.0 0.64 0.00 0.64 0.00 0.35 225.0 14.1 0.00 0.00 0.00 0.00 0.00 1.0 14.2 0.00 0.00 0.00 0.00 0.00 1.0 15.0 2.21 0.00 2.21 0 00 1.22 225.0 16.0 0.76 0.00 0.76 0.00 0.42 225.0 17.0 1.52 1.00 0.52 0.00 0.69 225.0 20.0 2.70 0.00 2.70 0.00 1.49 225.0 21.1 0.00 0.00 0.00 0.00 0.00 1.0 Offsite 13.01 0.00 13.01 0.00 7.16 1.0 21.0 1.76 0.00 1.76 0.00 0.97 225.0 22A 0.69 0.00 0.69 0.00 0.38 225.0 228 2.37 0.00 2.37 0.00 1.30 225.0 23A 0.33 0.00 0.33 0.00 0.18 225.0 238 1.48 0.00 1.48 0.00 0.81 225.0 30.0 2.06 0.00 2.06 0.00 1.13 225.0 31A 2.07 0.00 2.07 0.00 1.14 225.0 318 1.31 0.00 1.31 0.00 0.72 225.0 40 4.20 0.00 4.20 0.00 2.31 225.0 41 1.96 0.00 1.96 0.00 1.08 225.0 50 2.02 0.00 2.02 0.00 1.11 225.0 60 1.93 0.00 1.93 0 00 1 06 225.0 61 0.53 0.00 0.53 0.00 0.29 225.0 62 1.62 0.00 1.62 0.00 0.89 225.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Mission Ranch Phase 1 s: 0 s: s: ....I u. 0 0 Cl ....I ....I u. u. >-z < et:: :i: et:: I-() ....I w I-w (3 I-() et:: ....I I-(!) I-....I 0 I-0 w ....I I-z I-....I ....I w >< :::i w :::i < w c;; (/) N "' 0 u. (!)....I (!) u. > u :::i £:! 0 "' 0 ft. ft. ft. ftls min min In/Hr cfs In/Hr cfs 35.0 1.0 1.0 2.8 1.3 10.0 6.33 5.8 7.7 7.1 2.5 134.0 2.0 1.0 6.0 10.0 6.33 6.3 7.7 7.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 4.1 7.7 5.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.1 7.7 6.2 2.5 134.0 2.0 1.0 6.0 10.0 6.33 4.7 7.7 5.7 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.8 7.7 7.1 1.0 1.0 1.0 10.4 0.0 10.0 6.33 00 7.7 0.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 6.0 7.7 7.3 2.5 134.0 2.0 1.0 6.0 10.0 6.33 8.1 7.7 9.9 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.2 7.7 2.6 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.3 7.7 2.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.5 7.7 6.7 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.7 7.7 6.9 2.5 134.0 2.0 1.0 6.0 10.0 6.33 3.9 7.7 4.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 3.1 7.7 3.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.2 7.7 2.7 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 0.0 1.0 1.0 1.0 10.4 0.0 10.0 6.33 00 7.7 0.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 7.7 7.7 9.4 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.6 7.7 3.2 2.5 134.0 2.0 1.0 6.0 10.0 6.33 4.3 7.7 5.3 2.5 134.0 2.0 1.0 6.0 10.0 6.33 9.4 7.7 11.4 1.0 1.0 1.0 10.4 0.0 10.0 6.33 0.0 7.7 00 1.0 1.0 1.0 10.4 0.0 10.0 6.33 45.3 7.7 55.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 6.1 7.7 7.4 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.4 7.7 2.9 2.5 134.0 2.0 1.0 6.0 10.0 6.33 8.2 7.7 10.0 2.5 134.0 2.0 1.0 6.0 10.0 6.33 1.1 7.7 1.4 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.1 7.7 6.3 2.5 134.0 2.0 1.0 6.0 10.0 6.33 7.2 7.7 8.7 2.5 134.0 2.0 1.0 6.0 10.0 6.33 7.2 7.7 8.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 4.6 7.7 5.5 2.5 134.0 2.0 1.0 6.0 10.0 6.33 14.6 7.7 17.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 6.8 7.7 8.3 2.5 134.0 2.0 1.0 6.0 10.0 6.33 7.0 7.7 8.5 2.5 134.0 2.0 1.0 6.0 10.0 6.33 6.7 7.7 8.2 2.5 134.0 2.0 1.0 6.0 10.0 6.33 1.8 7.7 2.2 2.5 134.0 2.0 1.0 6.0 10.0 6.33 5.6 7.7 6.9 0 0 "' 0 0 0 0 0 "' N 0 "' 0 0 :!: N 0 "' 0 ..... In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 8.6 7.9 9.9 9.1 11.1 10.2 12.5 11.5 8.6 8.6 9.9 9.8 11.1 11.1 12.5 12.5 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 8.6 5.7 9.9 6.5 11.1 7.3 12.5 8.2 8.6 7.0 9.9 8.0 11.1 9.0 12.5 10.1 8.6 6.4 9.9 7.3 11.1 8.2 12.5 9.2 8.6 8.0 9.9 9.1 11.1 10.3 12.5 11.6 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 8.6 8.2 9.9 9.3 11.1 10.5 12.5 11.8 8.6 11.1 9.9 12.7 11.1 14.3 12.5 16.1 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 8.6 2.9 9.9 3.4 11.1 3.8 12.5 4.3 8.6 3.2 9.9 3.6 11.1 4.1 12.5 4.6 8.6 7.5 9.9 8.6 11.1 9.7 12.5 10.9 8.6 7.7 9.9 8.8 11.1 10.0 12.5 11.2 8.6 5.4 9.9 6.1 11.1 6.9 12.5 7.8 8.6 4.3 9.9 4.9 11.1 5.5 12.5 6.2 8.6 3.0 9.9 3.5 11.1 3.9 12.5 4.4 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 8.6 0.0 9.9 0.0 11.1 0.0 12.5 0.0 8.6 10.5 9.9 12.0 11.1 13.5 12.5 15.2 8.6 3.6 9.9 4.1 11.1 4.7 12.5 5.2 8.6 5.9 9.9 6.8 11.1 7.6 12.5 8.6 8.6 12.8 9.9 14.6 11.1 16.6 12.5 18.6 8.6 00 9.9 0.0 11.1 0.0 12.5 0.0 8.6 61.8 9.9 70.6 11.1 79.8 12.5 89.6 8.6 8.4 9.9 9.5 11.1 10.8 12.5 12.1 8.6 3.3 9.9 3.7 11.1 4.2 12.5 4.8 8.6 11.3 9.9 12.9 11.1 14.5 12.5 16.3 8.6 1.6 9.9 1.8 11.1 2.0 12.5 2.3 8.6 7.0 9.9 8.0 11.1 9.1 12.5 10.2 8.6 9.8 9.9 11.2 11.1 12.6 12.5 14.2 8.6 9.8 9.9 11.2 11.1 12.7 12.5 14.3 8.6 6.2 9.9 7.1 11.1 8.0 12.5 9.0 8.6 19.9 9.9 22.8 11.1 25.8 12.5 28.9 8.6 9.3 9.9 10.6 11.1 12.0 12.5 13.5 8.6 9.6 9.9 11.0 11.1 12.4 12.5 13.9 8.6 9.2 9.9 10.5 11.1 11.8 12.5 13.3 8.6 2.5 9.9 2.9 11.1 3.2 12.5 3.7 8.6 7.7 9.9 8.8 11.1 9.9 12.5 11.2 12/23/2014 10280005-dra.xls Exhibit C-1 < ~ w 0 0 o::'. w ..J ..J < < c.. < LL w w 0 j:: I-0 C> o::'. ..J z < z < w z w u <:z: < w ..J > ::!: ..J ..J I-z < W< 0 w < o::'. C> ~ en I-ow > I-Wz 0 z o::'. w < 0 >w 0 I-:::> < o::'. c.. I-0 ..J NO. AC. 0.4 0.55 0.9 ft. 63 1.27 0.00 1.27 0.00 0.70 225.0 64 0.66 0.00 0.66 0.00 0.36 225.0 65 0.74 0.00 0.74 0.00 0.41 225.0 Cul 1 2.54 0.00 2.54 0.00 1.40 225.0 Cul 2 2.58 0.00 2.58 0.00 1.42 225.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations Mission Ranch Phase 1 ~ 0 ~ ~ ..J LL 0 0 0 ..J ..J z LL LL >-< o::'. I o::'. I-(3 u ..J w I-w I-u o::'. ..J I-C> I-..J 0 I-~ w ..J I-z I-..J ..J w >< :::> w :::> < w "' (/) N "' 0 LL C> ..J C) LL > u :::> £:! 0 !!? 0 ft. ft. ft. ft/s min min In/Hr cfs In/Hr cfs 2.5 134.0 2.0 1.0 6.0 10.0 6.33 4.4 7.7 5.4 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.3 7.7 2.8 2.5 134.0 2.0 1.0 6.0 10.0 6.33 2.6 7.7 3.1 2.5 134.0 2.0 1.0 6.0 10.0 6.33 8.8 7.7 10.7 2.5 134.0 2.0 1.0 6.0 10.0 6.33 9.0 7.7 10.9 0 0 "' 0 0 0 0 0 "' N 0 "' 0 0 !: £:! 0 !!? 0 !: In/Hr cfs In/Hr cfs In/Hr cfs In/Hr cfs 8.6 6.0 9.9 6.9 11.1 7.8 12.5 8.7 8.6 3.1 9.9 3.6 11.1 4.0 12.5 4.5 8.6 3.5 9.9 4.0 11.1 4.5 12.5 5.1 8.6 12.1 9.9 13.8 11.1 15.6 12.5 17.5 8.6 12.3 9.9 14.0 11.1 15.8 12.5 17.8 12/23/2014 10280005-dra.xls Exhibit C-1 EXHIBIT C-2 INLET COMPUTATIONS Mission Ranch Phase 1 0 ---~ ~ i.. ~ t ~ . i.. ..c . "O "O ~ QJ QJ = ..c i.. = ~ QJ-~ ~ QJ ~ • ~ i.. > >-I -00 >-I .J "O > Q. if! ·-:E '-"O ~ ~ 0 --o -QJ 0 QJ = > < ~ QJ QJ ~ ·-"O ~ • ~ ~ "O ~ ~ O"' 0 7: z 0 ~ ~ c 0 ~ ~ ~ 0 0 ~ "O ·;;;:: c "O ~ ~ i.. ~ < c = = i.. -·-z O"' 0 i.. QJ """" ~ ~ ~ i.. ·-·-~ -; t = ~ --; ~ ~ ,.,i.. ~ "O ~ ~ ~ ~ ~ ~ u -i.. O"' 0 QJ -~ """" """" u = _.... QJ QJ .... i.. i.. 0 QJ -0 DESCRIPTION ~ · · 0 """" i.. i.. ~< o~ ~ o E--oo ~oo ~ E--u ~ ~ o ~ u < < Curb Inlet Grate Inlet cfs cfs ft ft ft cfs sq-ft sq-ft 1 2.0 7.9 0.0 7.9 27 1.0% I 7.9 Recessed Inlet on Grade 0.62 12.83 10 1.8 2 na 8.6 1.8 10.3 27 1.8% 2 10.3 Recessed Low Point Inlet 2.33 4.43 5 0 2.1 na 0.0 0.0 0.0 28 0.0% 2.1 0.0 Junction Box 0 3 10.0 5.7 0.0 5.7 27 0.5% 3 5.7 Recessed Low Point Inlet 2.33 2.42 5 0 4 5.0 7.0 0.0 7.0 27 0.8% 4 7.0 Recessed Inlet on Grade 0.62 11.30 10 0.8 5 10.0 6.4 0.8 7.2 27 0.8% 5 7.2 Recessed Inlet on Grade 0.62 11.59 10 l 6 10.0 8.0 0.0 8.0 27 1.0% 6 8.0 Recessed Inlet on Grade 0.62 12.91 10 1.8 6.1 na 0.0 0.0 0.0 27 0.0% 6.1 0.0 Junction Box 0 7 9A 8.2 0.0 8.2 27 1.1% 7 8.2 Recessed Inlet on Grade 0.62 13.22 10 2 8 na 11.1 1.6 12.7 27 2.6% 8 12.7 Recessed Low Point Inlet 2.33 5.43 10 0 8.1 na 0.0 0.0 0.0 28 0.0% 8.1 0.0 Junction Box 0 N/A na 2.9 0.0 2.9 27 0.1% NIA 0 9 na 3.2 0.0 3.2 27 0.2% 9 3.2 Recessed Low Point Inlet 2.33 1.36 5 0 10 14.0 7.5 2.8 10.3 27 1.7% 10 10.3 Recessed Low Point Inlet 2.33 4.41 5 0 11 8.0 7.7 0.0 7.7 27 1.0% 11 7.7 Recessed Inlet on Grade 0.62 12.53 10 1.6 12 8.0 5.4 0.0 5.4 27 0.5% 12 5.4 Recessed Low Point Inlet 2.33 2.30 5 0 13 14.0 4.3 0.0 4.3 27 0.3% 13 4.3 Recessed Inlet on Grade 0.62 6.92 10 0 14 NA 3.0 0.0 3.0 27 0.2% 14 3.0 Recessed Low Point Inlet 2.33 1.30 5 0 14.1 NA 0.0 0.0 0.0 27 0.0% 14 0.0 Junction Box 0 14.2 NA 0.0 0.0 0.0 28 0.0% 14 0.0 Junction Box 0 15 na 10.5 0.0 10.5 27 1.8% 15 10.5 Recessed Low Point Inlet 2.33 4.50 5 0 16 na 3.6 0.0 3.6 27 0.2% 16 3.6 Recessed Low Point Inlet 2.33 1.55 5 0 17 na 5.9 0.0 5.9 27 0.6% 17 5.9 RecessedLowPointinlet 2.33 2.54 5 0 12/23/2014 10280005-dra.xls Exhibit C-2 EXHIBIT C-2 INLET COMPUTATIONS Mission Ranch Phase 1 0 ---~ ~ -~ ~ ~ . -.c . "O "O ~ QJ QJ =-= -= ~ QJ ..... ~ ~ QJ ~ . ...... -> ...... -00 ...... .J "O > Q. 1J) ·-:'5! '-'O "'"" ~ 0 --o -QJ 0 QJ = > < ::: QJ QJ ~ ·-"O "';' • ~ ~ "O ~ ~ O"' 0 '7. z 0 ';f ';f c 0 ~ ~ ~ 0 0 ~ "O ·;; c "O ~ ~ -~ < = = = --·-z O"' 0 -~ ~ ~ < ~ -·-·-~ -; ~ = ~ --; ~ ~ 1"1-~ "O ~ ~ ~ ~~ ~ ~ ~ U -i.. 0"'0 QJ -< ~ ..... U = < QJ QJ ~ < o ~ ~ o ~ 00 ~ 00 ;5 ~ DESCRIPTION u .J .J o ~ u < < Curb Inlet Grate Inlet cfs cfs ft ft ft cfs sq-ft sq-ft 20 22B 12.8 0.0 12.8 27 2.7% 20 12.8 Recessed Low Point Inlet 2.33 5.49 10 0 21.1 na 0.0 0.0 0.0 27 0.0% 21 0.0 Junction Box 0 Offsite na 61.8 0.0 61.8 27 62.4% Offsil 61.8 Recessed Low Point Inlet 2.33 26.47 10 38 21 na 8.4 0.0 8.4 27 1.1% 21 8.4 Recessed Low Point Inlet 2.33 3.58 5 0 NIA na 3.3 0.0 3.3 27 0.2% NIA 0 22 na 11.3 0.0 11.3 27 2.1% 22 11.3 RecessedLowPointinlet 2.33 4.82 5 0 NIA na 1.6 0.0 1.6 27 0.0% NIA 0 23 na 7.0 0.0 7.0 27 0.8% 23 7.0 Recessed Low Point Inlet 2.33 3.01 5 0 30 na 9.8 0.0 9.8 27 1.6% 30 9.8 Recessed Low Point Inlet 2.33 4.19 5 0 NIA na 9.8 0.0 9.8 27 1.6% NIA 0 31 na 6.2 0.0 6.2 27 0.6% 31 6.2 Recessed Low Point Inlet 2.33 2.67 5 0 40 na 19.9 0.0 19.9 27 6.5% 40 19.9 Recessed Low Point Inlet 2.33 8.54 10 0 41 na 9.3 0.0 9.3 27 1.4% 41 9.3 Recessed Low Point Inlet 2.33 3.99 5 0 50 na 9.6 0.0 9.6 27 1.5% 50 9.6 Recessed Low Point Inlet 2.33 4.11 5 0 60 na 9.2 0.0 9.2 27 1.4% 60 9.2 Recessed Low Point Inlet 2.33 3.93 5 0 61 na 2.5 0.0 2.5 27 0.1% 61 2.5 RecessedLowPointinlet 2.33 1.08 5 0 62 na 7.7 0.0 7.7 27 1.0% 62 7.7 Recessed Low Point Inlet 2.33 3.30 5 0 63 na 6.0 0.0 6.0 27 0.6% 63 6.0 Recessed Low Point Inlet 2.33 2.58 5 0 64 na 3.1 0.0 3.1 27 0.2% 64 3.1 Recessed Inlet on Grade 0.62 5.07 5 0 65 na 3.5 0.0 3.5 27 0.2% 65 3.5 Recessed Low Point Inlet 2.33 1.51 5 0 Cul 1 na 12.1 0.0 12.1 27 2.4% Cul · 12. l Recessed Low Point Inlet 2.33 5.17 10 0 Cul 2 na 12.3 0.0 12.3 27 2.5% Cul 12.3 Recessed Low Point Inlet 2.33 5.25 10 0 1212312014 10280005-dra.xls Exhibit C-2 I E 0 < 1-o E-< u 0 z ~ -rJJ E-< ~ ~ z < = ~ O.ll ...... E-< ~ ·;;; z 0 0 <.J ~ ...... E-< E-< E-< ~ # # Ac. min yr 1 2 0.9 10.0 10 2 2.1 1.9 10.1 10 2.1 3 1.9 10.2 11 3 6.1 2.6 10.2 10 4 5 0.8 10.0 10 5 6 1.5 10.1 10 6 6.1 2.5 10.2 10 6.1 10 5.0 10.3 10 7 8.1 0.9 10.0 10 8 8.1 1.3 10.0 10 8.1 98 2.2 10.1 11 9A 98 0.3 10.0 10 98 14.2 2.9 10.2 10 10 out 5.9 10.3 10 11 12 0.9 10.0 10 12 13 1.5 10.1 10 13 14 2.0 10.1 10 14 14.1 2.4 10.2 10 14.1 14.2 2.4 10.3 10 14.2 15 5.3 10.3 11 15 16 6.5 10.4 10 16 out 6.9 10.4 10 17 OUT 0.7 10.0 10 20 228 1.5 10.0 10 21.1 228 8.1 10.1 10 21 21.1 1.0 10.0 10 228 238 11.3 10.2 10 238 OUT 12.3 10.4 10 30 318 1.1 10.0 10 318 OUT 3.0 10.1 10 40 41 2.3 10.0 10 41 OUT 3.4 10.1 10 50 OUT 1.1 10.0 10 60 61 1.1 10.0 10 61 OUT 1.4 10.1 10 62 65 0.9 10.0 10 63 64 0.7 10.0 10 64 65 1.1 10.1 10 65 OUT 2.4 10.2 10 *Includes 33% Flow Increase for pipe sizes <27" dia. EXHIBIT C-3 PIPE SIZE CALCULATIONS Mission Ranch Phase 1 = O.ll ·;;; = .. ~ O.ll .. ~ ·;;; ~ ~ ~ Q.. Q.. "' 0 "O ~ ~ ii: ~ (;) -Q.. 1-o "' "O ii: = ~ ~ = . _, -..... i:i... 0 ~ i!:: "' .. 0 ·..: ~ .::, i!:: i!:: <.J N = 0 "O 0 0 0 ·c: ...... ~ fi: < fi: z fi: ~ rJJ cfs cfs # cfs •;. " 7.9 10.3 1 10.3 0.82 18 16.5 21.4 1 21.4 0.76 24 23.8 31.0 1 31.0 1.59 24 22.0 28.6 1 28.6 1.35 24 7.0 9.1 1 9.1 0.63 18 13.3 17.3 1 17.3 0.49 24 21.2 27.5 1 27.5 1.25 24 43.0 43.0 1 43.0 0.93 30 8.2 10.6 1 10.6 0.87 18 11.1 14.4 1 14.4 0.35 24 27.9 36.2 1 36.2 2.17 24 2.9 3.8 1 3.8 0.64 13 25.2 32.8 1 32.8 1.78 24 50.3 50.3 1 50.3 1.28 30 7.7 10.1 1 10.1 0.78 18 13.1 17.0 1 17.0 2.21 18 17.3 22.5 1 22.5 0.84 24 20.2 26.3 1 26.3 1.15 24 20.2 26.3 1 26.3 1.14 24 65.6 65.6 1 65.6 0.82 36 55.4 55.4 1 55.4 0.59 36 58.8 58.8 1 58.8 0.66 36 5.9 7.7 1 7.7 0.46 18 12.8 16.7 1 16.7 2.13 18 69.9 69.9 1 69.9 0.93 36 8.4 10.9 1 10.9 0.91 18 96.7 96.7 1 96.7 0.78 42 104.2 104.2 1 104.2 0.91 42 9.8 12.7 1 12.7 1.24 18 25.8 25.8 1 25.8 0.33 30 19.9 25.9 2 13.0 1.29 18 29.2 37.9 2 19.0 2.76 18 9.6 12.5 1 12.5 1.19 18 9.2 11.9 1 11.9 1.09 18 11.6 15.1 1 15.1 1.76 18 7.7 10.0 1 10.0 0.77 18 6.0 7.8 1 7.8 0.47 18 9.1 11.9 1 11.9 1.08 18 20.2 26.3 1 26.3 1.14 24 -See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) ~ E = E= E-< c.; ~ ,j z .... ~ ~ ~ 1-o > ~ E-< fps . min 5.8 30 0.09 6.8 30 0.07 9.9 30 0.05 9.1 30 0.05 5.1 30 0.10 5.5 30 0.09 8.8 30 0.06 8.8 30 0.06 6.0 30 0.08 4.6 30 0.11 11.5 30 0.04 4.1 13 0.05 10.4 30 0.05 10.2 30 0.05 5.7 30 0.09 9.6 30 0.05 7.1 30 0.07 8.4 30 0.06 8.4 30 0.06 9.3 31 0.06 7.8 30 0.06 8.3 30 0.06 4.4 30 0.11 9.4 30 0.05 9.9 30 0.05 6.1 30 0.08 10.0 30 0.05 10.8 30 0.05 7.2 30 0.07 5.2 30 0.10 7.3 30 0.07 10.7 30 0.05 7.1 30 0.07 6.7 30 0.07 8.6 150 0.29 5.7 30 0.09 4.4 30 0.11 6.7 30 0.07 8.4 30 0.06 "O E-< = ~ = ~ E-< @) ~ ...... <.J ~ ~ E-< = min . ' 10.09 10.16 10.21 10.26 10.10 10.19 10.25 10.32 10.08 10.11 10.15 10.05 10.20 10.37 10.09 10.14 10.21 10.27 10.33 10.39 10.45 10.51 10.11 10.05 10.13 10.08 10.26 10.48 10.07 10.16 10.07 10.11 10.07 10.07 10.37 10.09 10.11 10.19 10.25 12/23/2014 10280005-dra.xls Exhibit C-3 Wellborn Special Utili!)t District June 25, 2015 Jeffery L. Robertson, P.E. McClure & Browne Engineering/Surveying, Inc. 1008 Woodcreek Drive, Suite 103 College Station, Texas 77845 Re: Mission Ranch Subdivision Mr. Robertson: The Mission Ranch Subdivision is within the Wellborn Special Utility District service area. Wellborn Special Utility District will supply water service to the development. The proposed subdivision must complete a development agreement and comply with all District requirements including any off-site improvements necessary for serving the project. Please contact me if any additional information is needed. Regards, General Manager Wellborn Special Utility District P.O. Box 250 • 411 8 Greens Prairie Rd. •Wellborn. TX 77881 • 979.690.9799 • Fax 979.690.1260 ... Item# I l 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 MISSION RANCH PHASE 1 MBESI PROJ #: 1028-0001 Engineer's Preliminary Estimate of Project Costs March 4, 2015 Description Unit I Quantity Paving Construction Mobilization LS. 1.00 Clearing and Grubbing Acre 24.00 Remove Misc. Items (Fences, Power Poles, Etc.) LS. 1.00 Earthwork (Streets, includes all cut/fill operations, approx. 12, 162 CY Cut, 6,431 CY Fill, contractor responsible for verifying LS. 1 quantities prior to bid) Lake Earthwork (Lake Edge grading and adjacent lots, includes all cut/fill operations, approx. 18,038 CY Cut, 25,645 CY Fill, LS. 1 contractor responsible for verifying quantities prior to bid) Lake Silt Removal (contractor to remove approximately 8,300 CY of LS. 1 silt from upper end of lake after its drained (Scrapers can be used)) 611 Lime Stabilized Subgrade (6% bv weight) S.Y. 34 919 2" Hl\1AC S.Y. 11,396 611 Base S.Y. 9,038 811 Base S.Y. 2,3 58 611 Concrete S.Y. 1,722 811 Concrete S.Y. 15,498 Curb and Gutter S.Y. 8,467 4" Reinforced Concrete Sidewalk S.F. 49,238 Sidewalk Ramps EACH 12 Paving Subtotal Drainage System Construction 18" RCP, ASTM C76 CLIII L.F. 1 002 24" RCP, ASTM C76, CLIII L.F. 944 30" RCP, ASTM C76, CLIII LF. 463 36" RCP, ASTM C76, CLIII L.F. 382 42" RCP, ASTM C76, CLIII L.F. 97 5'x5' Box Culvert, ASTM C-789 L.F. 118 7'x3' Box Culvert, ASTM C-789 L.F. 74 5'x3' Box Culvert, ASTM C-789 L.F. 107 Concrete Spillway S.Y. 305 Cameron Oaks Culvert Structure LS. 1 Pond Outlet Structure LS. l 5' Rec. Inlet EACH 15 RCP Plug EACH 1 Junction Box EACH 6 36" S.E.T. EACH 1 42" S.E.T. EACH 3 5x5 Parallel Headwall EACH 1 7x3 Parallel Headwall EACH 2 5x3 Flared Headwall EACH 1 Rock Rip Rap S.Y. 175 TV Inspection L.F. 2,888 Drainage System Subtotal 1 of2 Unit Price Total $50,000.00 $50,000 .00 $2,200.00 $52,800 .00 $5,000.00 $5,000.00 $65,000.00 $65 ,000 .00 $110,000.00 $110,000 .00 $15,000.00 $15 ,000.00 $4.50 $157,135.50 $12.50 $142,450 .00 $13.00 $117,494.00 $15.00 $35,370.00 $35.00 $60,270.00 $42.00 $650,916.00 $12.00 $101 ,604.00 $3.85 $189,566.30 $750.00 $9,000.00 $1,761,606 $52.00 $52 104.00 $60.00 $56,640.00 $80.00 $37 040.00 $100.00 $38 200.00 $130.00 $12 ,610.00 $400.00 $47,200.00 $500.00 $37 000.00 $380.00 $40,660.00 $60.00 $18,300.00 $10,000.00 $10,000.00 $8,000.00 $8,000.00 $2,800.00 $42,000.00 $250.00 $250.00 $3,500.00 $2100000 $3,500.00 $3 500.00 $4,500.00 $13 ,500.00 $10 000.00 $10,000.00 $12,000.00 $24,000.00 $10,000.00 $10,000.00 $40.00 $7,000.00 $3.00 $8,664.00 $497,668 Item # 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 MISSION RANCH PHASE 1 MBESI PROJ #: 1028-0001 Engineer's Preliminary Estimate of Project Costs March 4, 2015 Description Unit Quantity Water System Construction 8" PVC C900 Cl 200, Water Line L.F. 8,187 8" Restrained Joint Pipe L.F. 1,325 6" PVC C900 Cl 200, Water Line L.F. 943 4" PVC C900 Cl 200, Water Line L.F. 397 4" Restrained Joint Pipe L.F. 50 8" PVC Casing (includes spacers, end caps, and fittings) L.F. 50 16" PVC Casing (includes spaces, end caps, and fittings) L.F. 540 16" Steel Casing installed by bore(includes spaces, end caps, and fitt L.F. 155 Fire Hydrant Assembly EACH 2 12"x8" Tanning Sleeve & Valve EACH 1 8"x8" M.J. Tee EACH 11 8"x8" M.J. Cross EACH 1 8" M.J. Gate Valve EACH 24 4" M.J. Gate Valve EACH 1 8"xl3" M.J. Anchor Couoling EACH 25 4"xl3" M.J. Anchor Couoling EACH 1 8" M.J. Bend EACH 14 6" M.J. Bend EACH 6 8"x4" Reducer EACH 1 8"x6" Reducer EACH 1 2" Blow Off Valve Assembly EACH 4 Connect to Existing Waterline EACH 3 Water Service, l" Type K Cooner Short Side (<20') EACH 3 Water Service, 1.5" Type K Copper Short Side (<20') EACH 4 Water Service, l" Type K Cooner Long Side (>20') EACH 1 Water Service, 1.5" Type K Conner Long Side (>20') EACH 12 Water System Subtotal Sewer System Construction 12" PVC, D-3034 SDR 26 L.F. 452 8" PVC, D-3034 SDR 26 L.F. 1 817 6" PVC, D-3034 SDR 26 L.F. 2,147 Trenching and Backfill (5'-8' Depth). Non-Structural L.F. 565 Trenching and Backfill (8'-10' Depth) Non-Structural L.F. 938 Trenching and Backfill (10'-12' Depth), Non-Structural L.F. 946 Trenching and Backfill (12'-14' Deoth), Non-Structural L.F. 501 Trenching and Backfill (5'-8' Deoth), Structural L.F. 165 Trenching and Backfill (8'-10' Deoth), Structural L.F. 695 Trenching and Backfill (10'-12' Depth), Structural L.F. 30 Connect to Wet Well L.S. 1 Standard Manhole 0-6 ft. deep EACH 21 Extra Depth for Std. Manhole V.F. 86.5 Short Side 4" Sewer Service(< 20') EACH 15 Long Side 4" Sewer Service (>20') EACH 15 TV Inspection L.F. 4,416 Trench Safetv (sewer) L.F. 4,416 Sewer Svstem Subtotal 2 of2 Unit Price Total 22.00 180,114 30.00 39,750 18.00 16,974 18.00 7,146 22.00 1,100 40.00 2,000 100 .00 54,000 280 .00 43 ,400 3,200.00 6,400 2,500.00 2,500 400.00 4,400 600.00 600 1, 100.00 26,400 800.00 800 200 .00 5,000 150.00 150 420.00 5,880 350.00 2,100 200.00 200 200.00 200 900 .00 3,600 750.00 2,250 600 .00 1,800 750.00 3,000 1,100.00 1,100 1,300.00 15,600 $426,464 16 .00 7,232 7.00 12,719 6.00 12,882 15 .00 8,475 18.00 16,884 25 .00 23,650 30.00 15,030 22.00 3,630 28 .00 19,460 35.00 1,050 1,250.00 1,250 2,250.00 47,250 100.00 8,650 500.00 7,500 1,250.00 18,750 2.50 11,040 1.00 4,416 $2 19,868 Item# 80 81 82 83 84 85 86 87 88 MISSION RANCH PHASE 1 MBESI PROJ #: 1028-0001 Engineer's Preliminary Estimate of Project Costs March 4, 2015 Description Unit Quantity Lift Station Construction 6" PVC FORCE MAIN, C909 Cl 200 Water Line, Non-Str. Backfill L.F. 4,800 6" PVC FORCE MAIN, C909 Cl 200 Water Line, Str. Backfill L.F. 250 6" Gravel access road S.Y. 903 Chain Link Fencing L.F. 128 Connect to Existing Manhole EACH 1 Install wet well, coating interior of proposed wet well, access hatch, EACH 1 etc. Install yard piping and associated appurtenances EACH 1 Install submersible pumps, piping, rails and associated EACH 1 aoourtennaces Install electrical system (includes panel and wiring, etc.) EACH 1 Unit Price 17.00 24.00 38.00 45.00 1,000.00 32,000.00 7,000.00 95,000.00 10,000.00 Lift Station and Force Main Subtotal Erosion Control Construction Erosion Control Plan & Sedimentation Control (per Item 106) 89 (includes silt fencing, construction exits, straw bale barriers, inlet L.S. l protection, grass seeding, and any other sedimentation co ntrol devices) Erosion Control Subtotal TOTAL CONSTRUCTION COST I The above construction estimate is based on the engineer's preli minary opinion of probable construction costs. This estimate constitutes our best judgment at this time. Please note that the engineer does not have any control over contractor or supplier 3 of2 25 ,000 Total 81,600 6,000 34,314 5,760 1,000 32,000 7,000 95,000 10,000 272,674 25,000 $25,000 $3,203,280 ~ MBMl;H McCLURE & BROWNE ENGINEERING/SURVEYING, INC. I r ~ 1008 Woodcreek Dr., Suite 103 ·College Station, Tx. 77845 · (979) 693-3838 Engineer Reg. No. F-458 Survey Reg. No. 101033-00 December 23 , 2015 Erika Bridges, EIT, CFM City of College Station RE: Mission Ranch Subdivision Preliminary Plan Comments College Station Job Number: 14-900012 MBESI Job umber: 1028-0005 Dear Erika, The following comments and actions are the responses to your comments on the Mission Ranch Subdivision Construction Plans. COMMENT #1: Provide an Electrical Plan, Traffic Control Plan, Striping Plan (FYI. .. bikelanes needed on Deacon), a Service Agreement from BTU, a Letter oflntent to Serve from Wellborn SUD, an Engineer 's Cost Estimate, and a Letter of Acknowledgement. ACTION #1: See attached. We would like to set up a meeting to discuss the bikelane on Deacon. COMMENT #2: Plat -The boundary illustrated on the final plat does not close. Additionally, the field notes on Page 5 of the plat do not match all the calls and distances illustrated on P.2-5. ACTION #2: See revised plat. CO MME T #3: Plat -Please provide the curve and line tables. ACTION #3: See revised plat. CO MME T #4: Plat -ote #2 should reference the current FEMA Map 48041 C0305F. ACTION #4: See revised plat. COMMENT #5: Plat, P.2-5 -Please provide 20-ft rear lot PUEs on all lots, taken 10-ft from each side of the property line. ACTION #5: See revised plat. COMMENT #6: Plat, P.2-5 -Please provide match lines. ACTION #6: Se e revised plat. COMMENT #7: Plat -Provide a minimum 25-ft ROW chamfer at all intersections. ACTION #7: See revised plat. COMMENT #8: Water Report -Please include the preliminary fire flow test from Wellborn SUD that Page 1 of 3 , was used as a basis for model. ACTION #8: See attached. CO MME T #9: Water Report -The report should include maps of the water and sanitary sewer with Nodes/Lines/Manholes clearly labeled. ACTION #9: See revised report. COMMENT #10: Sewer Report-It appears that our minimum velocity of 2 fps is not being met. A CTI ON # 10: See revised report. COMMENT #11: Cl .1 -Please include the mo st current public street sign detail. A CTI ON # 11 : See revised plans. COMME T #12: Cl.1 -The street name sign locations and block ranges need to be updated. ACTION #12: Waiting on Block information from City. CO MME T # 13: C 1.1 -Please update General Construction ote # 11 with the correct FEMA map numbers. ACTION #13: See revised plans. COMMENT #14: Cl .1 -It looks like there are several areas where overlapping text needs to be cleaned up. ACTION #l4: See revised plans. CO MME T # 15: C 1.2 -At this scale it is difficult to see the proposed inlets, but inlet protection needs to be specified at each inlet. ACTION #15: See revised plans. COMMENT #16: C2.1 -Label the ADA sidewalk ramps ACTION #16: See revised plans. COMMENT #17: C2.1 -Why isn't there a sidewalk on the east side of Haskell Hollow Dr.? ACTION #17: Th e preliminary plan does not show one on that side of the street per the approved waiver request. COMMENT # 18 : C2.1 -Grades of intersecting streets should not be more than 2% within the first 25- ft. A CTI ON # 18: See revised plans. COMME T #19: C2.3 -Why does the flowline of the ditch suddenly end? A CTI ON # 19: See revised plans. COMME T #20: C2.5 -Is the pull-out area on Collin Mills Rd. for the mailbox cluster? Please label. ACTION #20: See revised plans. COMMENT #21: C2.5 -Please label the End of Road signs (OM4-1) per TMUTCD standards using TxDOT's sign foundation "Wedge Anchor System." ACTION #21: See revised plans. Page 2 of 3 COMMENT #22: C2.7 -Around knuckles and culdesac bulbs, please label spot elevations every 20-ft. ACTION #22: See revised plans. Please let me know if you have any questions or need additional information regarding any of these items. Regards, ~L~f::: v' VP-Engineering Page 3 of 3 Erika Bridges From: Shane Sullivan Sent: Friday, January 29, 2016 3:37 PM Erika Bridges To: Subject: Mission Ranch Drainage Erika, Here's what I got. Mission Ranch Phase 1 Generalized Drainage Report/Design Comments* 1. FYI as it is designed now, the pond embankment and outfall do not qualify as a dam. So TCEQ submittals/permitting will not be required. Since there will not be a TCEQ review, we will be conducting a review of the retention pond in accordance with Section Vl.E of the BCS Stormwater Design Guidelines. 2. Please reconcile the differences in pipe length on the plans to the length used in the pipe sizing spreadsheet calculations. 3. Please show the proper proposed grades in profile and ensure that the pipes daylight under the proposed grading conditions 4. Please provide the details associated with the precast structures and related cast-in place items that will be used throughout the project, (arch span culverts, precast headwalls, railing and footings.) 5. Please ensure that the elevations used in the outfall structure are consistent, between the details shown, the calculations and other various callouts. 6. The BCS Stormwater Design Guidelines call for the velocity of the stormwater to be at a minimum of 2.5 fps and 15 fps. Please check that the slopes shown in profile don't create velocities outside of this range. 7. Please provide callouts that detail the equivalency point in station numbers at the intersection of the various storm systems. 8. Please provide estimations for the amount of stormwater contributed to this system from the future phases, this is critical information for lines that have stub-outs to the future phases. 9. Please provide calculations that prove, the roadside ditches of the open channel cross-section are sufficient. Please optimize the depth of these ditches, so that they are as shallow as possible and still conform to the requirements of BCS Stormwater Design Guidelines Section Vl.D.4. 10. Please provide slope arrows and percentages, detailing the proposed grading of the pond. 11. Please ensure that the discharge velocities from the outfall structure are within the prescribed range and that the erosion control treatment in the natural water course are sufficient. 12. Please include and label utility crossings in profile, (water, sanitary sewer, and sanitary sewer services) to ensure that conflicts do not exist. 13. Please provide the storage volume required and the storage volume provided for each design storm. *These comments are not an exhaustive list of things that have to be modified for approval, but an overview of the major areas that need to be finalized in terms of design, details and/or drafting, before further review. Shane Sullivan Graduate Engineer City of College Station 1101 Texas Ave. College Station, Texas 77842 1 979-764-3748 ssu lliva n@cstx.gov CITY or: Cou.EGE STATION 2 Mission Ranch FP First Round 1. Provide an updated application including only the lots and area proposed in Phase 1. Please also update the title blocks on the plat and the information in the general notes to reflect only this phase. Please add a total lot count to the title block. 2. Parkland dedication in the amount of $51,701 will be BY BED NOW? due prior to the filing of the plat. 3. l=he n:ietes anEI '3ei,rnels of tile proposed final plat DO rWT CLOSE. Please also tie to a known College Station horizontal control monument. 10s+ ecd d-~OB lo..tel 4. Add the following callouts to the line and curve tables: sheet 2, I do not see L13, please label or remove from table; sheet 3, add L13-L15, C7, C20, C23-C24, C29 -C32; sheet 4, add L13, C23-C24, C29, and C58. 5. Label sheet 1 as "Index Sheet" to reduce confusion once filed. 6. Remove the Certificate of the City Planner and Certificate of Approval, and complete the Certificate of Ownership and Dedication to include the subdivision name (currently states "Lot/Block Subdivision Name"). 7. Provide unique names for all common areas according to Preliminary Plan, as these become part of the legal description of the property once platted. 8. Provide cluster information as done on Preliminary Plan. 9. Please provide labels for lot square footage on each lot. 10. Provide a note for single-family parking option used. 11. Provide one table for abbreviations and legends, symbols currently conflict. Please also remove symbols for items not used in this phase such as conservation easements. 12. POB?? 13. Check abutting property owner info 14. "???" appears in a number of places throughout the plat document. Please remove. 15. Label street projection off Haskell Hollow Dr. 16. A temporary turnaround is required at the dead end of Concho Rio Dr. and Mission Ranch Drive for Fire and Sanitation services: • An Easement Dedication Sheet and all necessary attachments must be submitted for review prior to the final plat being scheduled for a P&Z meeting; • The Temporary Turnaround Easement must be filed at the courthouse and the recording information included on the Final Plat prior to the plat being filed at the courthouse. CHECK WITH ERIKA 17. Please note that you may be required to submit paid tax certificates if they are not current prior to the filing of your plat. 'O detUl\ t,s ~ i::?e If> ~ 6 Cf P£:x.;:> 'Pue 'PA£ ecrnoo~ ENGINEERING COMMENTS NO. 1 1. Please submit Engineer's Cost Estimate, Striping Plan, and Letter of Acknowledgement. FYI. .. All plans, reports , etc. will need to be sealed prior to approval. 2. Traffic Control Plan -Please include the applicable standard TMUTCD details. 3. Traffic Control Plan -Where is parking proposed to be removed and for what period of time? FYl. .. Any temporary or permanent parking removal will require City Council approval. 4. Site Plan -Where will the construction staging area be located? 5. Site Plan -Please label the relocation location for existing signage temporarily being moved by the site . 6. 7. Please provide verification from private utilities that they are okay with the prescriptive easement being removed . FYI. .. Exh ibit No.3 from our abandonment application can be used to verify this. 8. Please show and label the Public Access Easement for the public sidewalk outside of the right-of-way. FYI ... The easement dedication application needs to be submitted prior to site plan approval. 9. Since portions of the street will need to be removed for water and storm utilities, please specify street repairs. 10. A pedestrian path needs to be maintained throughout construction. Please show and note on plans. 11 . Please provide a plan for construction staging . Will there need to be any street closures or parking removal? 12. C-01 -It looks like there needs to be a turnaround on the west side of the bollards so cars will not have to back up onto Wellborn Rd . (or the bollards may be removed). Also , there should be signage at the entrance warning drivers that this is a dead-end, no trucks allowed, etc. 13. C-01 -Note #10 needs to be completed. 14. C-01/02 -Label all existing and proposed easements. 15. C-01/05 -It is our understanding that if the sanitary sewer line is enlarged, the prescriptive easement is no longer valid . A public utility easement will be needed for the sanitary sewer and waterline along the rear of those lots effected. 16. C-01 -Verify that awnings, etc. do not overhang PUE or right-of-way. 17. C-02 -Please label the required ribbon curb with fire lane striping on both sides of the grasscrete fire lane. 18. C-02 -Please show the Public Utility Easement for electrical infrastructure. FYI ... Private street lights will not be allowed to encroach in PU Es . 19. C-02 -The driveway connections to public streets should meet our minimum 25-ft curb radius standards. This includes the grasscrete driveway connection . 20. C-02 -The trees located within 30' of intersections may block driver visibility. Please add a note stating that these trees need to be trimmed so the lowest branches start at a height of 9'. 21 . C-02 -Please add note on the plans that the fire suppression line shall have a lockable lid on the isolation valve . The lockable lid shall supply the same protection as the AMP or USA, LL562 Locking Lid at a minimum. An alternate lockable lid shall be approved by College Station Utilities Director or his designee. 22. C-02 -Please indicate which standard detail corresponds to each proposed ramp. Also, the ramp at the corner of the Wellborn/private drive intersection needs to be per our details and include a receiving ramp on the other side of the drive. 23. C-02 -The public sidewalks should be built per the Site Design Standards. Structural sidewalks must designed if recommending alternative to CU soil. 24. C-02/05 -The 2-inch water meter should be located outside of the sidewalk ramp area but still at least 10-ft away from the building. 25. C-05 -Please show and label the isolation valve on the fire line. 26 . C-05 -Please indicate how the existing 6-inch water and sanitary sewer line will be abandoned . 27 . C-05/06 -Please provide at least 5-ft separation between the storm and electric. 28. C-05 -It looks like there may be a conflict between the street trees and the gas/electric utility locations. 29 . C-06 -Show and label the required storm drain for the street trees. 30. L 1.01 -Canopy trees should be at least 10-ft from water and sanitary sewer lines, otherwise a root barrier or alternative shielding the tree roots from those utilities should be provided. 31 . Sanitary Letter -Please clarify the need for the 12-inch sanitary sewer line tying into the existing 10-inch line. Also, please verify the downstream capacity of the 10-inch main. 32 . Sanitary Letter -The letter specifies a different pipe slope from that shown on the plans. The velocity in the line should also be noted. 33. FYl. .. Additional Development Permit Fee in the amount of 1% of the total public infrastructure cost will be required. Reviewed by: Erika Bridges Date: 11 /25/15 FOR OFFICE USE ONLY CASE NO.: \L\ :3\4 CrrY OF Cm.LEGE STATION Home o/Texas A&M Univmiry' DATE SUBMITTED: fd-.-3}--\L_\ TIME: l0\2X) STAFF: -~-=..:"'"""'-------- FINAL PLAT APPLICATION (Check one) D Minor ($700) D Amending ($700) ~Final ($932) D Vacating ($932) D Replat ($932) Is this plat in the ET J? D Yes ~ No Is this plat Commercial 0 or Residential ~ MINIMUM SUBMITTAL REQUIREMENTS: $700-$932 Final Plat Application Fee (see above). $233 Waiver Request to Subdivision Regulations Fee (if applicable). $600 (minimum) Development Permit Application I Public Infrastructure Review and Inspection Fee. Fee is 1 % of acceptable Engineer's Estimate for public infrastructure, $600 minimum (if fee is > $600, the balance is due prior to the issuance of any plans or development permit). Application completed in full. This application form provided by the City of College Station must be used and may not be adjusted or altered. Please attach pages if additional information is provided. Six (6) folded copies of plat. (A signed mylar original must be submitted after approval.) Two (2) copies of the grading, drainage, and erosion control plans with supporting drainage report. Two (2) copies of the Public infrastructure plans and supporting documents (if applicable). Copy of original deed restrictions/covenants for replats (if applicable). Title report for property current within ninety (90) days or accompanied by a Nothing Further Certificate current within ninety (90) days. The report must include applicable information such as ownership, liens, encumbrances, etc. J ~ Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. ~ The attached Final Plat checklist with all items checked off or a brief explanation as to why they are not. NOTE: A mylar of the approved preliminary plan must be on file before a final plat application will be considered complete. If the mylar is submitted with the final plat application, it shall be considered a submittal for the preliminary plan project and processed and reviewed as such. Until the mylar has been confirmed by staff to be correct, the final plat application will be considered incomplete. Date of Optional Preapplication or Stormwater Management Conference NAME OF PROJECT Mission Ranch Phase 1 ADDRESS SPECIFIED LOCATION OF PROPOSED PLAT: Near the intersection of Holleman Drive and Deacon Drive APPLICANT/PROJECT MANAGER'S INFORMATION (Primary contact for the project): Name BCS Rock Prairie Road LP E-mail ccooper@caldwellcos.com Street Address 1700 Research Pkwy Ste 110 City College Station Zip Code 77845 ------State Tx ~--------- Phone Number 979-260-7000 Fax Number ~---------------~ Revised 4/14 Page 1 of 9 '• PROPERTY OWNER'S INFORMATION (All owners must be identified. Please attach an additional sheet for multiple owners): Name Same as Owner Street Address City Phone Number ARCHITECT OR ENGINEER'S INFORMATION: E-mail State Zip Code Fax Number Name McClure & Browne Engineering (Jeff Robertson) E-mail jeffr@mcclurebrowne.com ~-----------------~ Street Address 1008 Woodcreek City College Station Zip Code _7_78_4_5 ____ _ Phone Number 979-693-3838 Fax Number ------------------ Do any deed restrictions or covenants exist for this property? D Yes ~No Is there a temporary blanket easement on this property? If so, please provide the Volume ____ and Page No. __ _ Total No. of Lots 135 Total Acreage 101 .9 ------R-0-W Acreage 21 .2 -----------------~ Existing Use Open ~-------------~ Proposed Use Single Family Residential Number of Lots By Zoning District 135 RS Average Acreage Of Each Residential Lot By Zoning District: 0.297 I RS Floodplain Acreage _o ___________________________________ _ Is there Special Flood Hazard Area (Zone A or Zone AE on FEMA FIRM panels) on the property? I Yes fX No This information is necessary to help staff identify the appropriate standards to review the application and will be used to help determine if the application qualifies for vesting to a previous ordinance. Notwithstanding any assertion made, vesting is limited to that which is provided in Chapter 245 of the Texas Local Government Code or other applicable law. Is this application a continuation of a project that has received prior City platting approval(s) and you are requesting the application be reviewed under previous ordinance as applicable? I Yes I No If yes, provide information regarding the first approved application and any related subsequent applications (provide additional sheets if necessary): Project Name: City Project Number (if known): Date I Timeframe when submitted: Revised 4/14 Page 2 of 9 A statement addressing any differences between the Final Plat and Preliminary Plan (if applicable): Requested waiver to subdivision regulations and reason for same (if applicable): Regarding the waiver request, explain how: 1. There are special circumstances or conditions affecting the land involved such that strict application of the subdivision requlations will deprive the applicant of the reasonable use of his land. 2. The waiver is necessary for the preservation and enjoyment of a substantial property right of the applicant. 3. The granting of the waiver will not be detrimental to the public health, safety, or welfare, or injurious to other property in the area, or to the City in administering subdivision regulations. 4. The granting of the waiver will not have the effect of preventing the orderly subdivision of other land in the area in accordance with the provisions of the Unified Development Ordinance. Fee in lieu of sidewalk construction is being requested because of the following condition (if applicable): 1. I An alternative pedestrian way or multi-use path has been or will be provided outside the right-of-way; 2. I The presence of unique or unusual topographic, vegetative, or other natural conditions exist so that strict adherence to the sidewalk requirements of the UDO is not physically feasible or is not in keeping with the purposes and goals of the UDO or the City's comprehensive Plan; 3. I A capital improvement project is imminent that will include construction of the required sidewalk. Imminent shall mean the project is funded or projected to commence within twelve (12) months; 4. r Existing streets constructed to rural section that are not identified on the Thoroughfare Plan with an estate I rural context; 5. f:" When a sidewalk is required along a street where a multi-use path is shown on the Bicycle, Pedestrian, and Greenways Master Plan ; Revised 4/14 Page 3 of 9 " 6. I The proposed development is within an older residential subdivision meeting the criteria in Platting and Replatting within Older Residential Subdivisions Section of the UDO; or 7. I The proposed development contains frontage on a Freeway I Expressway as designated by Map 6.6, Thoroughfare Plan -Functional Classification, in the City's Comprehensive Plan. Detailed explanation of condition identified above: NOTE: A waiver to the sidewalk requirements and fee in lieu of sidewalk construction shall not be considered at the same time by the Planning & Zoning Commission. Total Linear Footage of Proposed Public: f!J,~o Streets 10,J!'o Sidewalks 1£,71oSanitary Sewer Lines l~.~-=h> Water Lines --•--Channels ,, Vf o Storm Sewers ___....Bike Lanes I Paths Parkland Dedication due prior to filing the Final Plat: ACREAGE: ___ No. of acres to be dedicated + $ ____ development fee ___ No. of acres in floodplain No. of acres in detention --- ___ No. of acres in greenways OR FEE IN LIEU OF LAND: __ No. of SF Dwelling Units X $ = $ --------- (date) Approved by Parks & Recreation Advisory Board ----- NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct, and complete. IF THIS APPL/CAT/ON IS FILED BY ANYONE OTHER THAN THE OWNER OF THE PROPERTY, .this application must be accompanied by a power of attorney statement from the owner. If there is more than one owner, all owners must sign the application or the power of attorney. If the owner is a company, the application must be accompanied by proof of authority for the company's representative to sign the application on its behalf. LIEN HOLDERS identified in the title report are also considered owners and the appropriate signatures must be provided as described above. Date Revised 4/14 Page 4 of 9 CERTIFICATIONS REQUIRED FOR ALL DEVELOPMENT Owner Certification: 1. No work of any kind may start until a permit is issued. 2. The permit may be revoked if any false statements are made herein. 3. If revoked, all work must cease until permit is re-issued. 4. Development shall not be used or occupied until a Certificate of Occupancy is issued. 5. The permit will expire if no significant work is progressing within 24 months of issu1=mce. 6. Other permits may be required to fulfill local, state, and federal requirements. Owner will obtain or show compliance with all necessary State and Federal Permits prior to construction including NOi and SWPPP. 7. If required, Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction. 8. Owner hereby gives consent to City representatives to make reasonable inspections required to verify compliance. 9. If, stormwater mitigation is required, including detention ponds proposed as part of this project, it shall be designed and constructed first in the construction sequence of the project. 10. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that all debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. 11 . The information and conclusions contained in the attached plans and supporting documents will comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and associated BCS Unified Design Guidelines Technical Specifications, and Standard Details. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 12. Release of plans to (name or firm) is authorized for bidding purposes only. I understand that final approval and release of plans and development for construction is contingent on contractor signature on approved Development Permit. 13. I, THE OWNER, AGREE TO AND CERTIFY THAT ALL STATEMENTS HEREIN, AND IN ATTACHMENTS FOR THE DEVELOPMENT PERMIT APPLICATION, ARE, TO THE BEST OF MY KNOWLEDGE, TRUE, AND ACCURATE. Q Pro~e«i() DJ.~.I~ Engineer Certification: 1. The project has been designed to ensure that stormwater mitigation, including detention ponds, proposed as part of the project will be constructed first in the construction sequence. 2. I will obtain or can show compliance with all necessary Local, State and Federal Permits prior to construction including NOi and SWPPP. Design will not preclude compliance with TPDES: i.e., projects over 10 acres may require a sedimentation basin. 3. The information and conclusions contained in the attached plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and associated BCS Unified Design Guidelines. All development has been designed in accordance with all applicable codes and ordinances of the City of College Station and State and Federal Regulations. 4. I, THE ENGINEER, AGREE TO AND CERTIFY THAT ALL STATEMENTS HEREIN, AND IN ATTACHMENTS FOR THE DEVELOPMENT PERMIT APPLICATION, ARE, TO THE BEST OF MY KNOWLEDGE, TRUE, AND ACCURATE. fl , ; LL.~1 Date Revised 4/14 Page 5 of 9 .--... _ The following CERTIFICATIONS apply to development in Special Flood Hazard Areas. Required for Site Plans, Final Plats, Construction Plans, Fill/ Grading Permits, and Clearing Only Permits:* A. I, Jeffery L. Robertson certify, as demonstrated in the attached drainage study, that the alterations or development covered by this permit, shall not: (i) increase the Base Flood elevation; (ii) create additional areas of Special Flood Hazard Area; (iii) decrease the conveyance capacity to that part of the Special Flood Hazard Area that is not in the floodway and where the velocity of flow in the Base Flood event is greater than one foot per second. This area can also be approximated to be either areas within 100 feet of the boundary of the regulatory floodway or areas where the depth of from the BFE to natural ground is 18 inches or greater; (iv) reduce the Base Flood water storage volume to the part of the Special Flood Hazard Area that is beyond the floodway and conveyance area where the velocity of flow in the Base Flood is equal to and less than one foot per second without acceptable compensation as set forth in the City of College Station Code of Ordinances, Chapter 13 concerning encroachment into the Special Flood Hazard Area; nor (v) increase Base Flood velocities. :"Jkho;~ ~"/J:mpted by ocdinance in Section 5.11 3:~ptec 13 Code of Ocdinances Initial D * If a platting-status exemption to this requirement is asserted, provide written justification under separate letter in lieu of certification. Required for Site Plans, Final Plats, Construction Plans, and Fill/ Grading Permits: B. I, , certify to the following: (i) that any nonresidential or multi-family structure on or proposed to be on this site as part of this application is designed to prevent damage to the structure or its contents as a result of flooding from the 1 DO-year storm. Engineer Date Additional certification for Floodway Encroachments: C. I, ----------------·'certify that the construction, improvement, or fill covered by this permit shall not increase the base flood elevation. I will apply for a variance to the Zoning Board of Adjustments. Engineer Date Revised 4/14 Page 6 of 9 Required for all projects proposing structures in Special Flood Hazard Area (Elevation Certificate required). Residential Structures: D. I, , certify that all new construction or any substantial improvement of any residential structure shall have the lowest floor, including all utilities, ductwork and any basement, at an elevation at least one foot above the Base Flood Elevation. Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre-pour) and post construction. Engineer I Surveyor Date Commercial Structures: E. I, _________________ , certify that all new construction or any substantial improvement of any commercial, industrial, or other non-residential structure are designed to have the lowest floor, including all utilities, ductwork and basements, elevated at least one foot above the Base Flood Elevation Engineer I Surveyor Date OR I, , certify that the structure with its attendant utility, ductwork, basement and sanitary facilities is designed to be flood-proofed so that the structure and utilities, ductwork, basement and sanitary facilities are designed to be watertight and impermeable to the intrusion of water in all areas below the Base Flood Elevation, and shall resist the structural loads and buoyancy effects from the hydrostatic and hydrodynamic conditions. Required Elevation Certificates will be provided with elevations certified during construction (forms at slab pre- pour) and post construction. Engineer I Surveyor Date Conditions or comments as part of approval: Revised 4/14 Page 7 of 9 Existing ~ FINAL PLAT MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: (Requirements based on field survey and marked by monuments and markers.) ~ Drawn on 24" x 36" sheet to scale of 100' per inch. ~ Vicinity map which includes enough of surrounding area to show general location of subject property in relationship to College Station and its City Limits. No scale required but include north arrow. ~ Title Block with the following information: ~ Name and address of subdivider, recorded owner, planner, engineer and surveyor. ~ Proposed name of subdivision. (Subdivision name & street names will be approved through Brazos County 911 .) ~ Date of preparation. ~ Engineer's scale in feet. ~ Total area intended to be developed. ~ North Arrow. ~ Subdivision boundary indicated by heavy lines. ~ If more than 1 sheet, an index sheet showing entire subdivision at a scale of 500 feet per inch or larger. ~ All applicable certifications based on the type of final plat. ~ Ownership and Dedication ~ Surveyor and/or Engineer D City Engineer (and City Planner, if a minor plat) D Planning and Zoning Commission (delete if minor plat) ~ Brazos County Clerk D Brazos County Commissioners Court Approval (ET J Plats only) ~ If submitting a replat where there are existing improvements, submit a survey of the subject property showing the improvements to ensure that no encroachments will be created . D If using private septic systems, add a general note on the plat that no private sewage facility may be installed on any lot in this subdivision without the issuance of a license by the Brazos County Health Unit under the provisions of the private facility regulations adopted by the Commissioner's Court of Brazos County, pursuant to the provisions of Section 21.084 of the Texas Water Code. ~ Location of the 100-Year Floodplain and floodway, if applicable, according to the most recent available data. ~ Lot corner markers and survey monuments (by symbol) and clearly tied to basic survey data. ~ Matches the approved preliminary plan or qualifies as minor amendments (UDO Section 3.3.E.2). ~ The location and description with accurate dimensions, bearings or deflection angles and radii, area, center angle, degree of curvature, tangent distance and length of all curves for all of the following: (Show existing items that are intersecting or contiguous with the boundary of or forming a boundary with the subdivision , as well as, those within the subdivision). Proposed ~ Streets. Continuous or end in a cul-de-sac, stubbed out streets must end into a temp turn around unless they are shorter than 100 feet. Public and private R.O.W. locations and widths. (All existing and proposed R.O.W.'s sufficient to meet Thoroughfare Plan.) Street offsets and/or intersection angles meet ordinance. Revised 4/14 Page 8 of 9 .. Existing 0 0 0 0 Proposed 0 0 0 0 Alleys. Easements. A number or letter to identify each lot or site and each block (numbered sequentially). Parkland dedication/greenbelt area/park linkages. All proposed dedications must be reviewed by the Parks and Recreation Advisory Board and documentation of their recommendation provided prior to being scheduled for P&Z Commission consideration. 0 Construction documents for all public infrastructure drawn on 24" x 36" sheets and properly sealed by a Licensed Texas Professional Engineer that include the following : 0 Street, alley and sidewalk plans, profiles and sections. One sheet must show the overall street, alley and/or sidewalk layout of the subdivision. (may be combined with other utilities). 0 Sewer Design Report. 0 Sanitary sewer plan and profile showing depth and grades. One sheet must show the overall sewer layout of the subdivision. (Utilities of sufficient size/depth to meet the utility master plan and any future growth areas.) 0 Water Design Report and/or Fire Flow Report. 0 Water line plan showing fire hydrants, valves, etc. with plan and profile lines showing depth and grades. One sheet must show the overall water layout of the subdivision. (Utilities of sufficient size/depth to meet the utility master plan and any future growth areas.) 0 Storm drainage system plan with contours, street profile, inlets, storm sewer and drainage channels, with profiles and sections. Drainage and runoff areas, and runoff based on 5, 10, 25, 50 and 100 year rain intensity. Detailed drainage structure design, channel lining design & detention if used. One sheet must show the overall drainage layout of the subdivision. 0 Detailed cost estimates for all public infrastructure listed above sealed by Texas P.E. 0 Letter of completion for public infrastructure or guarantee I surety in accordance with UDO Section 8.6. 0 Drainage Report with a Technical Design Summary. 0 Erosion Control Plan (must be included in construction plans). ~ All off-site easements necessary for infrastructure construction must be shown on the final plat with a volume and page listed to indicate where the separate instrument easements were filed. Separate instrument easements must be provided in recordable form to the City prior to being scheduled for P&Z Commission consideration. 0 Are there impact fees associated with this development? D Yes 0 No Impact fees must be paid prior to building permit. ~ Will any construction occur in TxDOT rights-of-way? D Yes 0 No If yes, TxDOT permit must be submitted along with the construction documents. NOTE: 1. We will be requesting the corrected Final Plat to be submitted in digital form if available prior to filing the plat at the Courthouse. 2. If the construction area is greater than 5 acres, EPA Notice of Intent (NOi) must be submitted prior to issuance of a development permit. Print Form J Revised 4/1 4 Page 9 of 9