The URL can be used to link to this page

Home My WebLink About36 Development Permit 326 Edelweiss Estates Ph 10aDRAINAGE STUDY FOR EDELWEISS ESTATES, PHASE 10-A COLLEGE STATION, BRAZOS COUNTY, TEXAS PREPARRT> FOR: BEGONIA CORPORATION 1901 San Jacinto Houston, TX 77002 NOVEMBER 14, 1995 PREPARED BY: McCtURE ENGINEERING, INC. 1722 Broadnwor, Suite 210 Bryan,: TX 77802 CERTIFICATION I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify that this report for the drainage design of EDELWEISS ESTATES, PHASE 10-A was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. INTRODUCTION: DRAINAGE STUDY FOR EDELWEISS ESTATES PHASE 10-A This drainage report is intended to show the adequacy of the designed drainage improvements for the proposed and future conditions of the EDELWEISS ESTATES DEVELOPMENT. The body of the report is general in nature , with specific computations shown as exhibits at the end of the report. GENERAL LOCATION AND DESCRIPTION: The project is a proposed phase of the EDEL WEISS ESTA TES development. This phase called Edelweiss Estates, Phase 10-A is located in southern College Station, west of the existing Welsh A venue and adjacent to the Elm Crest Subdivision (See Exhibit "A"). To the south is Rock Prairie Elementary School and a City of College Station Park. To the north is Southwood Valley Sections 24C and E. To the west is future development of Edelweiss Estates. All of the above mentioned subdivisions are single family residential. This phase of development is entirely within the Bee Creek Tributary "A" drainage shed as noted in the City of College Station Stormwater Management Plan and the Federal Emergency Management Agency, Flood Insurance Rate Maps for Brazos County, Texas and Incorporated Areas, Map No. 48041C0182 (See Exhibit "B"). The FEMA FIRM clearly shows that the site is not within a 100-year flood plain. Exhibit "A" shows the area of EDELWEISS ESTATES subdivision drainage to Bee Creek Tributary "A". Drainage areas for future EDELWEISS development are shown but no calculations are presented with this report. The development of this phase of EDELWEISS ESTATES entails grading, street, storm drain, and utility improvements. The improvements on the site will include the enlargement of the existing detention pond built with the Elm Crest Subdivision. Note that with the development of Elm Crest Subdivision, the drainage of the entire area was studied in detail (Drainage Study for Elm Crest, May, 1993 and Drainage Report Addendum for Elm Crest, September 03, 1993). The Drainage Study for Elm Crest shows that the culvert under Deacon Drive (a triple 30" R.C.P. culvert) has the capacity to pass flows less than the existing two-year storm event without water flowing over Deacon Drive. Note that this condition is severely inadequate by the current requirements of the City of College Station Drainage Ordinance. To improve the situation, "over-detention" of proposed flows is required in the EDELWEISS development. Hence the proposed flows are less than existing flows. This is desirable for several reasons: 1. With "over-detention", existing flooding problems downstream of the development should improve. Consequently, in no respect, can the downstream problems be attributed to development in EDELWEISS ESTATES. 2. By lessening the peak runoff to the existing undersized facilities (at Deacon Drive and/or Welsh Avenue), the flow conditions at the structures will be improved. DRAINAGE DESIGN CRITERIA: The streets and storm drains are designed in accordance with the City of College Station Drainage Policy and Design Standards (DPDS). The storm drains and inlets are sized to accommodate the ten-year storm (see Exhibit "C"). The rational method (Q=CIA) is used in the 2 design of all storm drains and inlets. The time of concentration for each area is computed based on published Soil Conservation Service (SCS) Technical Release #55 (TR-55) data. Street capacity is computed using the manning equation for open channel flow with an "n" value of 0.018. Inlets are sized based on the guide lines of the DPDS. Storm drains < 27" in diameter are sized to convey 1.25 times the actual flow (see Exhibit "C"). The over-flow section (see Section "C-C" on sheet 1 of the construction drawings) was sized to convey runoff from the 100- year frequency storm within the limits of the proposed easements and right-of-way. Calculations have been made using the manning equation for open channel flow with an "n" value of 0.030 (see Exhibit "E"). The detention pond design is based on the SCS Type II Storm (for precipitation data) with input data from the DPDS, SCS Unit Hydrograph (for spatial distribution), and SCS Curve Number loss rates as prescribed in the DPDS. Lag times are generated using the SCS Lag time equation (see Exhibit "F"). Exhibit "G" shows the drainage areas referenced in Exhibits "D" and "F". This technique generates the highest flows of the available techniques. By sizing the detention facility and modeling the downstream facilities for the higher flows, a more conservative evaluation is obtained. The intent of this drainage analysis and design is to clearly "point out" the precautions that have been taken to reduce the potential for downstream flooding due to the design of the detention pond. FUTURE CONDITIONS: Future phases of Edelweiss Estates will require more detention storage (volume) than is provided with this phase. The area provided (see Drainage Study for Elm Crest, May, 1993) 3 is adequate, however, the grading improvements required for future phases will not be done with this phase. SUMMARY: The peak flows at the STUDY points are given in Table One below. "ORIG." refers to the original flow before construction south of Southwood Valley Section 24 . "PROP." refers to the flow after the development of this phase of EDELWEISS ESTATES. This data is taken directly from Exhibit "D". Note that the "outlet" referenced is the combined flow at the outlet of the pond, the "culv" is the existing triple 30" R.C.P. culvert in Deacon Drive , and "Welsh" is the existing box culvert structure at Welsh Avenue. Note that at the outlet, the proposed detention facility reduces the peak discharge for all storms. TABLE ONE STUDY STORM 100 50 25 10 5 2 PT EVENT OUTLET ORIG. 277 238 205 160 122 71 OUTLET PROP. 277 233 195 140 92 44 CULV ORIG. 387 334 290 228 177 106 CULV PROP. 416 347 285 200 143 92 WELSH ORIG., 730 634 555 445 350 220 ; WELSH PROP. 761 650 553 417 319 207 4 CONCLUSION: The storm water detention facility proposed in this development successfully reduces the post-development peak discharge rate to less than or equal to the predevelopment rate for the 2 , 5, 10, 25, 50 and 100-year storm events. Future expansion of the detention facility will further improve the conditions downstream of the EDELWEISS development. 6 Edelweiss Estates Phase JOA Exhibit 'A " Drainage Area Map Phase 1 Boundary Drainage Area Lim its w/ Areo~lnlet 1.0 . - - - -Project Limits / ) Existing Contour Lines October, 1995 1"=300' r .... J ... ·. .• :-1 ·1 .. -f-~--:;.z • ..!. "'· ' . EXHIBIT ''B" EXCERpr F'ROO F.E.M.A., FIRM 48041C0182 C -EXHIBIT C PROPOSED DRAINAGE COMPUATIONS ACRES DRAINED OVERLAND GUTTER ~ re ~ ti: H ~ S· .. a .. "O u ~-~ ~ ~ ~ E-t u ~ Q ~ E-t ~ ~ H t!> i t!> i u 0 0 ~ fl) ~ ~ r-i 41 0 0 Ill Ill 0 0 g ~ ~ ~ Id Ill Ill Ill ...-1 ...-1 N N ...-1 ...-1 u 0 H OI H OI H OI H OI Ac. 0.40 0.55 0.87 CA I I I I min min "/hr cfa "/hr cfs 11/hr cfa 11/hr cfa 1 8.36 8.00 0.00 0.36 3.51 720 8 100 3 16.6 16.6 6.05 21.24 6.83 24.00 7.83 27.48 10.00 35.14 2 0.44 0.00 0.44 0.00 0.24 50 1 250 2 3.5 5.0 9.85 2.37 10.98 2.65 12.51 3.01 15.78 3.80 3 0.42 0.00 0.42 0.00 0.23 50 1 300 2 4.4 5.0 9.85 2.25 10.98 2.51 12.51 2.86 15.78 3.61 4 2.53 0.00 2.53 0.00 1. 39 230 4 470 6 7.6 7.6 8.57 11. 92 9.59 13.34 10.94 15.21 13.86 19.27 5 1. 96 0.00 1. 96 0.00 1. 08 140 2 550 6 7.6 7.6 8.57 9.23 9.59 10.33 10.94 11. 78 13.86 14.92 INLET SIZING PIPE SIZE COMPUTATIONS N= 0.014 ~ re Q s H H ... 0 ~ ~ rn ~ ~ ~ ~ ~ ~ : ~ z OI OI E-t E-t H H i Q .... ~ re H 8 ~ ~ a a ~ ~ ~ ~ § ~ a a u ~ .... l':il ~ OI s N z g g ~ re g g u g H H DESCRIPTION fl) fl) E-t ~fl) fl) II cfs/lf. I I min cfs % II cfs 1 3.5 24.0 LOW POINT INLET 39 1. 52% 7.1 2 12.0 15 1 3 3.51 16.6 24.0 2.03 24 30.0 2 0.2 2.6 RECESSED INLET ON GRADE 28 1. 30% 9.6 1. 5 1. 8 5 2 3 0.24 5.0 2.6 0.30 15 3.3 3 0.2 2.5 RECESSED INLET ON GRADE 28 1.30% 9.6 1. 5 1. 7 5 3 4 3.98 16.8 27.1 0.88 27 27.1 4 1. 4 13.3 RECESSED INLET ON GRADE 28 1. 30% 9.6 1. 5 8.9 10 4 5 5.37 18.1 35.1 0.84 30 35.1 5 1.1 10.3 LOW POINT INLET 28 1. 30% 9.6 2 5.2 10 5 HW 6.45 18.4 41. 8 0. 72 33 41. 8 * Capacity of storm drains <27" is increased by 25% ** See plans for actual slopes EXHIBIT C EXHIBIT D 1•········································ . ......•.•..•........•.••............... 1 FLOOD llYDROGRAPll PACXAGB (HBC -1) MAY 1991 VBRSION 4 . 0 .18 Lahey 1'77L-BM/32 veraion 5 .01 Dodson k A8aociatea, Inc . RON DATB 11/14/95 TIMB 10:43 :08 * ......................................... x x xxxxxxx x x x x x x XXlCXXXX xxxx x x x x x x x x xxxxxxx lCXXXX x x x x xxxxx x x x xxxxx x xx x x x x xxx U .S . ARMY CORPS OF llllGlNBBRS HYDROLOGIC llllGINBKRDIG CBNTKR 609 SBCOllD STRBBT DAVIS, CALIFORNIA 95616 (916) 551-1748 ............•••...•........•........... THIS PROGRAM RBPLACBS ALL PREVIOUS VBRSIONS OP HBC -1 ICNOtlN AS HBC1 (JAN 73), HBClGS, HBClDB, AND HBCllOI. THB DSFINITIONS OF VARIABLBS -RTIMP-AND -RTIOR-HAVB CllANGBD FROM THOSS USBD llITH THB 1973-STYLB INPUT STRUCTURB. THB DSFINITION OF -AMSl(l(-ON RM -CARD llAS CHANGBD KITH RBVISIONS DATBD 28 SSP 81 . THIS IS THB FORTRAN77 VBRSION NBll OPTIONS : DAMBRllA1': OUTFLOW SUBMBRGBNCll , SINGLB XVKN'I' DAMAGB CALCULATION, DS S :WRITB STAGS P'RBQUllNCY, DSS :RBAD TIMB SBRIBS AT DBSIRBD CALCULATION INTBRVAL LOSS RATB :GRBBN AND AMPT INFILTRATION XINllMATIC llAVB : NBll FINITB DIFFBRKNCB ALGORITHM HBC-1 INPUT PAGB LINB m ....... 1 .•..... 2 .•..... 3 ...••.. 4 ....... 5 .••.•.. 6 .....•. 1 •...... 8 ...••.• 9 ••.•.. 10 1 m BDBLllBISS BSTATBS PBASB 10-A 2 IT 2 Ol.A0095 0000 720 3 IO 5 0 0 4 JP 3 5 JR PRJIC 11 9 .8 8 .8 7 .4 6.2 4 .5 6 u: DA lPUTUR.11 PHASBS OF ROCX PRAIRIS SSTATBS 7 1CP 1 8 BA .0332 1 9 FB 1 10 IN 3 0 0 1A0095 0000 11 PC .0053 .0108 .0164 .0223 .0284 .0347 .0414 .0483 .0555 .0632 12 PC .0712 .0797 .0881 .0984 .1089 .120 3 .1328 .1467 .1625 .1808 13 PC .2042 .2351 .2833 .6632 .7351 .7724 .7989 .8197 .8380 .8538 14 PC .8676 .8801 .8914 .9019 .9115 .920 6 .9291 .9371 .9446 .9519 15 PC .9588 .9653 .9717 .9777 .9836 .9892 .9947 1.000 16 LS 0 75 0 17 OD .48 18 1(1( DA 2 BX . BLM CRBST 19 l\'.M PLAN 1 • UllDBVBLOPBD SLM CRBST, UllDBVBLOPBD RPS 20 1CP 1 21 BA .010 2 22 LS 0 75 0 23 OD . 3 24 l\'.M PLAN 2 • DBVBLOPBD BLM CRBST, UllDBVBLOPBD RPB 25 1CP 2 26 LS 0 84 0 27 OD .12 28 l\'.M PLAN 3 • DBVBLOPBD SLM CRBST, DBVBLOPBD RPB PRASS 0NB 29 1CP 3 30 LS 0 84 0 31 OD .12 32 u: BCPOllD 33 1CP 1 34 RN 35 1CP 2 36 RS 1 FLOW -1 37 SA 0 .0744 .2564 .3053 .3496 .3978 .4471 .5318 . 7 38 SB 299 300 301 302 303 304 305 306 307 39 SL 300 .7854 .7 .5 40 SS 304 .85 20 3 1.5 41 ST 305 8 3 1 .5 42 1CP 3 43 RN 44 1(1( DA 3 BDBLllBISS llSTATBS PHASB 10A 45 1CP 1 46 BA .0 356 47 LS 0 75 0 48 OD .48 49 1CP 3 50 LS 0 77 0 51 OD .22 HBC-1 INPUT PAGB 2 LINS ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 .....•. 6 ....... 7 ....... 8 ....... 9 ...... 10 52 1(1( POND 53 BC 2 54 1(1( NBll POND 55 1CP 1 ----------------- 56 RN 57 Ja> 58 RS 59 SA 60 SB 61 SL 62 SS 63 ST 6• n 65 Ja> 66 BA 67 LS 68 OD 69 Ja> 70 LS 7l. OD 72 Ja> 73 LS " OD 75 u 76 HC 77 ICIC 78 RD 79 RC 80 RX 8l. RY 82 u 83 BA 8• LS 85 OD 86 ICIC 87 HC 88 ICIC 89 BA 90 LS 9l. OD 92 ICIC 93 HC l. 3 l. PLOW -l. 0 .l.l.03 .'273 299 300 30l. 299 .76 • 785 .7 30• 10 3 305 5 3 DA ' UNCOllTROLLBD PLOllS l .0122 0 .22 2 0 .08 3 0 .08 OOTLBT 3 VBB .02 .001 300 DA 5 .0302 0 .15 CULV 2 DA 6 .0030 0 .11 CllA1Gf 2 75 8' 8' DITCH .OH 10 296 SWV 2' 8• DI DBACON DBACOll 8' 0 0 0 .02 23 29• 0 0 .6723 .7809 302 303 .5 l.5 l.5 BYPASSDG POND 700 25 293 .5 .015• 25 .1 293.5 HBC -l IllPOT .8626 30• 27 29' .9•85 305 •O 296 l..070 3 0 6 50 300 l..• 307 PAGB 3 LDOI ID •••••.. l. •••••• 2 ••.•••• 3 ••.•••.•..••••• 5 ••••••• 6 •••.•.• 7 •••..•• 8 ..•..•. 9 ...... 10 9• ICIC DA 6 CHURCH 95 BA .0699 96 LS 0 97 OD .19 98 ICIC llllLSH 99 HC 2 l.00 zz i••······································· . P'LOOD HYDROGRAPH PACICAGB (HBC-1) MAY 1991 VllRSION '. 0 .18 Lahey P77L-llM/32 version 5 .01 Dodson & Associates, Inc . RUN DATI 11/H/95 TIMB 10:'3 :08 .....................•................... 8' 0 BDBLllBISS BSTATSS PllASB 10-A 3 IO OOTPO'T CONTROL VAllIABLBS IPRNT 5 I PLOT 0 QSCAL 0 . IT HYDROGRAPH TIMB DATA PllINT . CONTROL PLOT CamtoL HYDROGRAPH PLOT SCALB NMIN IDATI IT I MB 2 1AIJG95 0000 720 1AIJG95 2358 19 MIIWl'BS DI COMPUTATION Iln'BRVAL STARTIIG DATB NQ NDDATB NDTIMB ICBllT STAltTillG TIMB ~ OP HYDROGRAPH ORDINATBS llllDDIG DATB llllllillG TIMB Cllln'tJRY !QIU: COMPUTATION INTBRVAL 0. 03 BOORS TOTAL TIMB BASB 23. 97 . BOORS BNGLISB UNITS DRAINllGB ARllA PRBCIPITATION DBPTB LBNGTB , BLBVATION PLOll STORAGB VOLOMll SUltPACB ARllA TBMPBRATURll MULTI-PLAN OPTION NP LAN SQUARB MILBS lllCBBS PBBT CUBIC PJ:BT . PIR SBCOND ACRB-PBBT • ACRBS DllGRBBS PABRllNHllIT lla'IBU OP PLANS Page2 U .S . ARMY CORPS OP BNGINBBRS HYDROLOGIC BNGINBBRING CBln'BR 609 SBCOND STRBBT DAVIS, CALIFORNIA 95616 (916) 551-17'8 Exhibit D JR MULTI-RATIO OPTION RATIOS OP PRECIPITATION 11 .00 9 .80 8 .80 7.40 6 .20 4.50 PSAJ: PLOW AND STAGB (BND-OP-PBRIOD) SlH'IARY POR MULTIPLB PLAN-RATIO BCONOMIC caa>tJTATIONS PLOllS IN CUBIC PBBT PBR SBCOND , ARBA IN SQUARB MILXS TIMB TO PllAlt IN HOURS RATIOS APPLIBD TO PRBCIPITATION OPBRATION STATION ARBA PLAN RATIO l RATIO 2 RATIO 3 RATIO 4 RATIO 5 RATIO 6 11.00 9.80 8 .80 7.40 6 .20 4 .50 KYDROGRAPH AT DA l 0 .03 l PLOll 101. 87 . 75 . 58. 44 . 26 . TIMB 11 .80 11.80 11.80 11.80 11.80 11.83 PLOW 101. 87 . 75 . 58 . 44 . 26 . TIMB 11 .83 11.83 11 .83 11 .83 11 .83 11.83 3 PLOW 101. 87 . 75 . 58. 44 . 26. TIMB 11 .83 11.83 11 .83 11 .83 11.83 11.83 KYDROORAPH AT DA 2 0 .01 PLOW 39 . 33. 29 . 22 . 17 . 10. TIMB 11.63 11 .63 11 .63 11 .63 11.63 11.67 PLOll 51. 45 . 40 . 32. 26 . 17 . TIMB 11 .50 11.50 11 .50 11.50 11.50 11 .50 PLOW 51. 45 . 40 . 32. 26. 17 . TIMB 11.50 11.50 11 .50 11.50 11.50 11.50 ROUI'BD TO BCPOND 0 .01 PLOW 39 . 33 . 29 . 22. 17. 10 . TIMB 11.63 11 .63 11.63 11.63 11.63 11 .67 PLOll 26. 12 . 9 . 8 . 8. 6. TIMB 11 .67 11 .80 11.83 11 .80 11. 77 11 . 73 PLOW 51. 45 . 40. 32 . 26. 17 . TIMB 11.50 11.50 11 .50 11.50 11 .50 11 .50 PBAJ: STAGBS IN PBBT 1 STAGB 0.00 0 .00 0 .00 0 .00 o.oo 0 .00 TIMB o.oo 0 .00 0.00 0.00 0 .00 0 .00 STAGll 305 .21 304.95 304 .46 303 . 67 302 .97 301 .96 TIMB 11 .67 11.80 11.83 11.80 11. 77 11 . 73 STAGB 0.00 o.oo 0.00 0 .00 0 .00 0.00 TIMB 0 .00 0.00 o.oo o.oo o.oo 0 .00 KYDROORAPH AT DA 3 0 .04 l PLOW 108. 93. 80. 62. 48. 28 . TIMB 11 .80 11.80 11 .80 11.80 11.80 11 .83 2 PLOll 108. 93 . 80 . 62 . 48. 28 . TIMB 1.1 .83 11.83 11.83 11.83 11 .83 11.83 3 PLOW 152. 132 . 115 . 91 . 70 . 43 . TIMB 11.57 11.57 11 .57 11 .57 11 .57 11 .60 2 CC»GIINBD AT + POND 0 .05 l PLOll 141 . 121. 105 . 82 . 62. 36 . TIMB 11. 73 11 . 73 11. 73 11. 73 11.77 11 . 77 2 PLOW 129 . 105. 89 . 71. 55. 34. TIMB 11. 73 11.80 11.80 11 .80 11.80 11.83 PLOll 202 . 175 . 153 . 122. 95. 59 . TIMB 11.53 11.53 11 .53 11.53 11 .53 11 .57 ROUTBD TO 11BW PO 0 .05 l PLOll 141. 121. 105 . 82. 62 . 36 . TIMB 11 .73 11 .73 11 . 73 11. 73 11. 77 11 . 77 PLOll 129 . 105 . 89 . 71 . 55 . 34 . TIMB 11 . 73 11 .80 11 .80 11.80 11 .80 11.83 PLOll 165 . 137 . 111 . 73 . 41 . 9. TIMB 11 .67 11.67 11.70 11 . 73 11 .83 12 .37 PBAJC STAGBS IN PBBT 1 STAGB 0 .00 0 .00 o.oo o.oo 0 .00 0 .00 TIMB 0 .00 0 .00 0 .00 0.00 0 .00 0 .00 STAGll 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 TIMB 0 .00 0.00 0 .00 0 .00 o.oo 0 .00 STAGB 306 .58 306 .28 306 .00 305 .53 305 .03 304 .00 TIMB 11 .67 11.67 11.70 11. 73 11 .83 12 .37 KYDROQllAPH AT DA 4 0 .01 1 PLOll 51. 44 . 38 . 30. 23. 14 . TIMB 11.57 11.57 11 .57 11.57 11.57 11.60 PLOW 62 . 55 . 48 . 40. 32 . 21. TIMB 11.50 11.50 11 .50 11.50 11.50 11.50 3 PLOll 62 . 55 . 48 . 40. 32. 21 . TIMB 11.50 11.50 11 .50 11.50 11.50 11.50 3 CC»GIINBD AT OOTLBT 0 .09 1 PLOll 277 . 238 . 205 . 160 . 122 . 71 . TIMB 11 . 70 11. 70 11. 70 11. 73 11. 73 11. 73 2 PLOll 243 . 202 . 174 . 137 . 106 . 64. TIMB 11 .73 11 .80 11. 80 11.80 11 .80 11.80 PLOW 277 . 233 . 195 . 140. 92 . 44 . TIMB 11 .63 11 .67 11 . 70 11. 77 11 .83 11.53 ROUTBD TO VBB 0.09 1 PLOW 27 7 . 238 . 205. 160. 122 . 71 . TIMB 11. 73 11 . 73 11 . 73 11. 73 11 . 73 11 . 77 PLOW 243 . 202. 174. 137 . 106 . 64 . TIMB 11. 77 11.80 11 .80 11.80 11.83 11.83 PLOll 277 . 233. 194 . 140. 92 . 43 . TIMB 11 .63 11. 70 11 . 73 11 . 77 11.83 11 .57 KYDROORAPH AT Page 3 Exhibit D DA 5 0.03 l 3 2 COMBINl!D AT CULV 0 .12 l 2 BYDROGRAPH AT DA 6 0 .00 1 2 3 2 COMBINlID AT CHl\NN 0 .12 BYDROGRAPH AT + DA 6 0 .07 2 COMBINJ!D AT + 0 .19 1 2 3 l ISTAQ OT (HIN) POR PLAN • l RATIO• 0 . 00 VBB MANB 1 .01 FLOW 149 . 131. 115 . 94. 76 . TIMB 11.50 1 1.50 ll.53 11.53 11.53 PLOtl 149 . 131 . 115 . 94 . 76 . TIMB 11 .53 11 .53 ll.53 11 .53 11.53 FLOW 149. 131 . 115 . 94. 76 . TIMB ll.53 ll.53 11.53 11 .53 11 .53 PLOtl 387. 334 . 290 . 228 . 177. TIMB ll.60 ll.60 11.60 11 .60 11 .60 PLOtl 361. 313 . 274 . 219 . 172 . TIMB 11 .57 11.57 11 .57 11.57 11 .57 PLOlf 416 . 347 . 285 . 200 . 143 . TIMB 11.57 ll.57 11.60 ll.60 ll.53 PLOlf 1S . 13. 12 . 10 . 8 . TIMB 11.SO 11 .SO 11.SO 11.SO 11.SO FLOW lS . 13 . 12 . 10 . 8 . TIMB 11.SO 11.SO 11 .SO 11.50 11.SO PLOW lS. 13 . 12 . 10 . 8 . TIMB 11.SO 11 .SO 11 .50 11 .50 11.SO FLOW 398 . 344 . 298 . 236 . 182. TIMB 11 .60 ll.60 11 .60 11 .60 11 .60 FLOW 37S . 32S. 284 . 227 . 179 . TIMB 1l.S7 ll.57 ll.S7 11 .S7 ll .S7 FLOW 429 . 3S9 . 296 . 208 . 1Sl. TIMB 11.S7 ll.S7 11.S7 ll.S7 11.S3 FLOW 334 . 293 . 2S9 . 210 . 1 69 . TIMB 1l.S 3 ll.S3 ll.S3 ll.S3 11 .53 FLOW 334. 293 . 2S9 . 210 . 169. TIMB ll.S7 ll.S7 11 .S7 ll.S7 ll.S7 FLOW 334 . 293 . 2S9. 210. 169 . TIMB 11 .S7 ll.S7 ll.57 11.S7 11.S7 PLOW 730. 634 . SSS . 44S. 350 . TIMB ll.57 ll.57 11 .57 11.57 11 .S7 FLOW 707 . 617. S42 . 437 . 347. TIMB 11 .S3 J.l .S3 1l.S3 ll.S3 ll.57 FLOW 761 . 6SO . 553 . 417 . 319 . TIIGI 11 .57 l.l.57 J.l .57 ll.57 l.1.SJ salMARY OF ICillllMATIC llAVB -MUSlt~-CIJIC8 ROOI'n«:l ( !'LOii IS DIRJICT RIJllOFP llITllOl1l' BAS8 PLOW) INTBRPOLATBO TO OlMPl1l'ATION INTBRVAL PBAlt TIMB TO VOL0411 OT PBAlt TIMB TO PBAlt PBAlt (CFS) (HIN) (IN) (HIN) (CFS) (HIN) 277 .37 703 .61 7 . 79 2 .00 277 .19 704 .00 50. 11.53 50 . 11.53 50 . 11.53 106 . 11 .60 108 . 11 .57 92 . 11 .53 s . 11.SO s . ll.50 s . 11 .SO 110 . ll.60 112 . 11 .S7 98 . ll.53 110 . 11.57 110 . 11.S7 110 . 11 .S7 220 . ll.S7 222 . ll.S7 207 . 11 .53 VO LOMB (IN) 7 . 79 CONTINUITY StlM'IARY (AC-FT) -INFLOW•0 .37918+02 BXCBSS•0 .00008+00 OUTFLOW•0 .37908+02 BASIN STORAG8•0 .11658-01 PBRCBNT BRROR• 0 .0 POR PLAN • l. RATIO• 0 . 00 VB8 MANB l..04 238 . 05 703 . 86 6 .67 2 .00 237 . 98 704 .00 6 .67 CONTINUITY Sll*ARY (AC-FT) -INFLOW•O . 32478+02 BlCCBSS•O . 00008+00 OOTPLOll•O . 32468+02 BASIN STORAG8•0 .10608-0l. PBRCBNT BRROR• 0 . 0 POR PLAN • l. RATIO• 0.00 VBI MANB 1. 07 20S .40 704 .35 S .75 2 .00 205 .33 704 .00 5.75 CONTillUITY sui.IARY (AC-FT) -INFLOW•0 .27998+02 BlCCBSS•0 .00008+00 OOTPLOll•0 .27988+02 BASIN STORAG8•0 .9892B-02 PBRCBNT BRROR• 0 .0 POR PLAN • l. RATIO• 0 . 00 VBB MANB l..12 160 .20 704 .l.7 4 .49 2 .00 160 .l.S 704 .00 4 .49 CONTINUITY SUMHARY (AC-FT) -INFLOW•0 .218S8+02 BXCBSS•0 .00008+00 OOTPLOll•0 .21848+02 BASIN STORAGB•0 .88108-02 PBRCBNT BRROR• 0 .0 POR PLAN • l. RATIO• 0 . 00 VB8 MANB 1 .l.8 122 .l.6 704 .20 3 .44 2 .00 122 .10 704 .00 3 .44 CONTillUITY sui.IARY (AC -FT) -INFLOW•O . l.6758+02 BXCBSS•O. 00008+00 OOTPLOll•O . l.6758+02 BASIN STORAG8•0 . 77028-02 PBRCBNT BRROR• 0 . 0 POR PLAN • l. RATIO• 0 . 00 VBB MANB l. 2 9 70 .89 70S . 78 2 .041 2 .00 70 .87 706 .00 2 .04 CONTINUITY SIMIARY (AC-FT) -INFLOW•O . 99438+01 BXCBSS•O . 00008+00 OOTPLOll•O . 99398+01 BASIN STORAG8•0 . Sl.928-02 PBRCBNT BRROR• 0 . 0 POR PLAN • 2 RATIO• 0 . 00 VB8 MANB 1 .04 242 .S7 706 .36 8 .10 2 .00 242 .S6 706.00 8.10 CONTINUITY SUMMARY (AC-FT) -INFLOW•0 .39418+02 BXCBSS•0 .00008+00 Otl'l'PLOll•0.39408+02 BASIN STORAG8•0 .1090B-Ol PBRCBNT 8RROR• 0 .0 Page4 Exhibit D POR PLAN • 2 RAT I O• 0 .00 Vlll! MANB 1 • 07 202 .40 708 .28 6 .97 2 .00 202 .31 708 .00 6 .97 CO!l'TINUITY SUMMARY (AC-PT) -INl'LOll·O . JJ908+02 BXCBSS•O . 00008+00 OOTPLOlf•O . JJ898+02 BASIN STORAG8•0 .10138-01 PBRCBNT BRROR• 0 . 0 POR PLAN • 2 RATIO• 0 . 00 VH8 MANB 1.10 174 .13 708 .14 6 .0J 2 .00 174 .08 708 .00 6 .OJ CONTINUITY StlHMARY (AC -PT) -INl'LOll•0 .29J68+02 BXCBSS•0 .00008+00 OtTl'PLOW•0.2 9J58+02 BASIN STORAG8·0 .9J518 -02 PBRCBNT BRROR• 0 .0 POR PLAN• 2 RATIO• 0.00 Vlll! MANB 1. 16 137 .J8 708 .J7 4 . 75 2 .00 137 . 2 7 708 .00 4 .75 CO!l'TINUITY S~Y (AC-PT) -INl'LOll•O . 2Jl18+02 BXCBSS•O . 00008+00 OU'l'l"LOlll•O . 2J108+02 BASIN STORAG8•0 . 82988 -02 PBRCBNT BRROR • 0 . 0 POR PLAN • 2 RAT I O• 0 . 00 VH8 MANB 1 .2 1 106 . J7 709 .0 0 J .6 8 2 .00 1 06 . 22 710 .0 0 J .68 CONTINUITY S~Y (AC -PT) -INFLOll•0 .17898+02 BXCBSS•0 .00008+00 OtTl'PLOW •0 .17898+02 BAS I N STORAG8•0 . 70718 -0 2 P8RCBNT BRROR• 0 .0 POR PLAN • 2 RATIO• 0 . 00 VH8 MANB 1. J 2 64 .06 709 . 6J 2 .24 2 .00 64 .05 710 .00 2 .24 CONI'INUITY S~Y (AC -PT) -INFLOll•O .10888+02 11'.XCBSS•O. 00008+00 OU'l'l"LOlll•O .10888+02 BASIN STORAG8•0 . 46148-0 2 PBRCBNT BRROR • 0 . 0 POR PLAN • J RATIO• 0 .00 VH8 MANB 1 . 01 277 .49 698 . 58 8 .12 2 .00 2 7 7 .44 698 .00 8 .12 CONTINUITY SUMMARY (AC -PT) -INFLOll•O.J9548+02 BXCBSS•0 .00008+00 OOTP'LOK•O .J95 28+0 2 BASIN STORAG8•0 .18J98-01 PBRCBNT BRROR • 0 .0 P0R PLAN • J RATIO-0 . 00 Vlll! MANB 1 . 05 2J2 .89 701.60 7 .OJ 2 .00 2J2 .75 702 .00 7 .0J COllTINUITY StlHMARY (AC-PT) -INFLOll•O .J4228+02 BXCBSS•O .OOOOB+OO OtTl'PLOW•O .J4218+02 BASIN STORAG8•0 .16448-01 PBRCBNT BRROR• 0 .0 FOR PLAN • J RATIO• 0 .00 VH8 MANB 1.08 194 .65 70J .15 6 .1 2 2 .00 194 .44 704 .00 6 .12 CONTINUITY StlHMARY (AC -PT) -INPLOll•0.29818+02 BXCBSS•0 .00008+00 OtTl'PLOW •0 .29798+02 BASIN STORAG8 •0 .14208-01 PBRCBNT BRROR• 0 .0 POR PLAN • J RATIO-0 . 00 VH8 MANB 1 .15 1J9 . 77 706 .12 4 .86 2 .00 139 . 72 70 6 .00 4 .86 CONTINUITY SUMMARY (AC-PT) -INPLOll•O .2J678+02 BXCBSS•O . 00008+00 OUTPLOK•O . 2J668+02 BAS I N STORAG8·0 . 95908-02 PBRCB!l'T BRROR• O. O POR PLAN • J RATIO• 0 . 00 VH8 MANB 1 .2J 92.17 711 .11 J .79 2 .00 92 .1 2 710 .00 J. 79 CONTINUITY SUMMARY (AC -PT) -INFLOll•0 .18448+02 BXCBSS•0 .00008+00 OOTPLOlf•0 .18448+02 BASIN STORAG8•0.68J88-02 PBRCBNT BRROR• 0 .0 POR PLAN • J RATIO• 0 .00 Vlll! MANB 1. 42 69J .4J 2 .J 2 2 .00 4J .05 694 .00 2 .J2 CONTINUITY SUMMARY (AC-PT) -INPLOll•0 .11298+02 BXCBSS•0 .00008+00 OOTl'LOll•0.11288+02 BASIN STORAG8•0.29958-02 PBRCB!l'T BRROR• 0 .0 PLAN 2 ............... INITIAL VALUB SPILLWAY CRBST TOP OP DAM BLBVATIOK J00 .00 J04. 85 J05 .00 STORAG8 o. 2 . 2 . OOT1'LOlf 0 . 10 . 13 . RATIO MAXIMllM MAXIMllM MAXIMIJM MAXIMllM DURATION TIMB OP TIMll OP OP RBSBRVOIR DBPTR STORAG8 OtTl'PLOW OVllR TOP MAX OUTFLOW PAILORB PMP K.S .BLBV OVBR DAM AC-PT CPS HOURS HOURS HOURS 11 .00 J05 .21 ;0 .21 2 . 2 6 . 0 .J7 11.67 0 .00 9 .80 J04 .95 ! 0 .00 2 . 1 2 . 0.00 11 .80 0.00 8 .80 J04 .46 0.00 1. 9 . 0.00 11.8J 0.00 7 .40 JOJ . 67 0 .00 1. 8 . 0 .00 11.80 0 .00 6 .20 J02 .97 0 .00 1. 8 . 0 .0 0 11 . 77 0 .00 4 .50 JOl.96 :o.oo 0 . 6 . 0 .00 11 . 73 0 .00 PLAN J ............... INITIAL VALUB SPILLWAY CRBST TOP OP DAM 8LBVATION 299 . 76 J04 . 00 J OS. 00 STORAG8 0 . 2 . J . OITl'l"LOlll 0 . 9 . 40 . Page 5 Exhibit D RATIO MAXIMCM MAXIMUM MAXIMUM MAXIMUM DURATION TIMB OP TIMB OP OP RBSBRVOilt DBPTB STORAGB Otrl'PLOll OVBR TOP MAX OtrrPLOll PAILUIUI PMP lf.6.BLBV OVllR. DAM AC-PT CPS HOURS HOURS HOURS 11.00 306.58 1.58 5. 165. 1.03 11.67 0.00 9.80 306.28 1.28 5. 137. 0.93 11.67 o.oo 8.80 306. 00 1.00 4. 111. 0.80 11. 70 o.oo 7.40 305.53 0.53 4. 73. 0.57 11. 73 o.oo 6.20 305. 03 0.03 3. 41. 0.13 11.83 0.00 4.50 304.00 0.00 2. 9. 0.00 12.37 0.00 ••• NORMAL END OP HKC-1 ••• Page6 Exhibit D TRAPEZOIDAL CHANNEL ANALYSIS NORMAL DEPTH COMPUTATION October 25, 1995 EXHIBIT E EDELWEISS ESTATES PHASE 10 ===================================================~===============~ PROGRAM INPUT DATA: DESCRIPTION Flow Rate (cubic feet per second) •••••••••••..•••••••••• Channel Bottom Slope (feet per foot) ••.••.....•••..•.•.• Manning's Roughness Coefficient (n-value) •••.••••••.•••. Channel Side Slope -Left Side (horizontal/vertical) ... . Channel Side Slope -Right Side (horizontal/vertical) .. . Channel Bottom Width (feet) ••.•••••••••.••••..•••••••... VALUE 17.0 0.0070 0.0300 4.00 4.00 6.0 ==========z=======================x================================= PROGRAM RESULTS: DESCRIPTION Normal Depth (feet) •...•••••••••••••••••••...•••••..•••. Flow Velocity (feet per second) •••.••••••••...•••..•..•. Froude Number (Flow is Sub-Critical) •••••••......••..•.• Velocity Head (feet) •..••••.••••.. .-•.•.••••..••••••••... Energy Head ( feet ) •••..•••••••••••••••••••••.••••.•.•••• Cross-Sectional Area of Flow (square feet) .......•....•. Top Width of Flow (feet) ••••••••..•••••.••••...•••.••••. VALUE 0. 71 2.71 0.653 0 .11 0.82 6.26 11. 67 ==================================================================== TRAPEZOIDAL CHANNEL ANALYSIS COMPUTER PROGRAM, Version 1.3 (c) 1986 Dodson & Associates, Inc., 7015 w. Tidwell, t107, Houston, TX 77092 (713) 895-8322. A manual with equations & flow chart is available. EXHIBIT ''E" Exhibit F Computation of Lag Times .... l"zi ~ ...:i ..... 0 ..... ~ t: ~ ~ u tll ~ ~ ~ ....... ~ dP I~ dP I~-u t: u ()I H ~ E--4 0 ~ ~ a a . ~-~ t: u tll ~ ~ ....... E--4 l"zi u ·o . H rz1 H re 2 2 5 tll ~ tll ~ 2 2 u tll E--4 ..... ~ 0 ~ ~ t: 3 ~ re s ~ u ~ ~ ~ ~ re s 't tll Poi - r:: l"zi Poi E--4 E--4 E--4 Future EE 32.8 0.0512 1900 32 0.017 75 0.48 0.67 84 75 0.62 38 0 .81 0 .18 0 .30 1. 76 Elm Crest 7 .5 0.0117 1100 19 0.017 75 0.30 0.51 0. 6.1 84 75 0.62 38 0.81 0.12 0.19 1. 59 Phase lOA 14.5 0.0227 1610 20 0.012 75 0.48 0 .81 0. 55 ' 84 50 0 .73 38 0 .81 0.22 0 .36 1. 24 Unc. EC 3 .0 0 .0047 620 8 0 .013 75 0 .22 0 .37 0 .47 84 75 0.62 38 0.81 0 .08 0.14 1. 23 swv 24 19 .3 0 .0302 1100 11 0.010 75 0 .40 0 .66 0 . 46 84 75 0.62 38 0.81 0.15 0.25 1. 21 De acon 1. 9 0.0030 900 12 0.013 75 0.29 0.49 0 .51 84 75 0.62 38 0.81 0 .11 0.19 1. 35 Church 44.7 0 .0699 1500 15 0.010 75 0 .5 1 0.85 0 .49 84 75 0 .62 38 0.81 0 .19 0 .32 1. 29 Exhibit F / SCALE: 1"=400' GANDY RD -0 .__---+---1?S ~>---~ "' ~ f-----i~ 1-------1----; ~f-----i CJ) --i "' ;o ~ "' 1-------l LEGENP Drainage Divide Ex . Contour (1 O' lnterv Drainage Area # Drainage Area # EXHIBIT "G" OVERALL DRAINAGE MAP EDELWEISS ESTATES BEE CREEK TRIB "A" BASIN November, 1995 DEVELOPMENT PERMIT PERMIT NO . 326 Edelweiss Estates Phase 10-A FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Edelweiss Estates Phase 10-A SITE ADDRESS: (not available at this time) OWNER: Begonia Corporation 1901 San Jacinto Houston, TX 77002 DRAINAGE BASIN: North Fork of Lick Creek, beyond Reach III TYPE OF DEVELOPMENT: This permit is valid for the construction of water, sanitary sewer, storm drainage, and streets according to the approved construction documents . Contractor shall prevent silt and debris from leaving the site in accordance with the City of College Station Drainage Policy and Design Criteria . Owner and/or contractor shall be responsible for any damage to existing city streets or infrastructure due to heavy machinery and/or equipment. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . ~~~ Administrator/Representative Dat~ ACCOUNT NO.----------------------- --·-·-·----· --·-··------:--·---·-------· . -.. --------. ·-. ---. - - THANK YOU ) I .i Figure XII Application Form Development Permit Inside/Outside Established Flood Haza1·d Areas City of College Station, Texas (re: Ordinance No. 1728) Site Legal Description: _-...::ED:::'.::EL::::::WE:::::::::I:::.:S:::,S::.....:'.:E~S~T:.::'Pi.:.:TE=SL, .....:P:...:HAS:.::.:::::E::......:1:...::0:_-.:..:A:..__ ________________ _ at southwest end of Mint Avenue Site Address:----------~----------------------~-- Owner: BEGONIA CORPORATION 1901 San Jacinto Address: Houston, TX 77002 Telephone No.: ( 713) 654-0060 1722 Broadmoor, Suite 210 Architect/ Michael R. McClure, P.E., R.P.L.S.· Address: B:r:yan, TX 17802 Engineer: __ McCL __ URE __ EN_G_INEER ___ I_N_G..:...,_I_N_c_. ________ Telephone No.: _ _!.7....!.7~6.::.-6~7~0~0~----- P .O. Box 456 Contractor: _A--"--.L_._HEIMCAMP ___ _,_, _IN_C_. ___________ Address: Buffalo. TX 75831 Telephone No.: __ · ________ _ Date Application Filed:----------------Approved:------------ Application is hereby made for the following specific waterway alterations: Subdivision construction along Bee Creek Tributary A Attached as part of this application: Ill Application Fee !XI Signed Certificate O Site and Construction Plans, with supporting document:1ti on : two (2) copies of each O Other: ~-~~~----~~---~--~~ ACKNOWLEDGEMENTS: 1, Jim Crowell, Pres. BEGONIA CORP~s owner, hereby acknowledge or affirm that: The above Drainage Plan and supporting documents complies wiht the requirements of Ordinance No. 1728, and · o'/ fl.+~.~ Ow r · 7 Page 1of2 .. Figure XII Continued CERTIFICATIONS: A I, certify that any nonresidential structure on or proposed to be on this site as part of this application meets flood-proofing requirements as set out in Section of Ordinance No. 1728 Architect/Engineer Date B. I, certify that the finished floor level of the lowest floor, including any basement, of any residential structure as part of this application is or proposed to be at or· above the base flood elevation as established in the latest Federal Insurance Administration flood hazard study and maps, as amended. Architect/Engineer Date Architect/Engineer Date· REVIEWED FOR APPROVAL: ~---------------Flood p 1 a in Administrator Date APPROVAL: Special conditions or comments as part of approval: __________ _ ,.; '·. ENGINEER'S CONSTRUCTION COST ESTIMATE ,EDELWEISS ESTATES, PHASE 10-A DECEMBER 11, 1995 ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION Erosion & Sedimentation Control LS. $6.000.00 $6.000.00 2 Clearing & Grubbing Ac. 4.25 2.000.00 8.500.00 3 Excavation (Roadway) C.Y. 1.915 3.00 5,745.00 4 Excavation (Detention Area) C.Y. 2,872 5.00 14.360.00 5 Re-Vegetation Ac. 0.8 800.00 640.00 6 6" Lime Stab. Subgrade (53 Lime) S.Y. 4,186 2.25 9.418.50 7 Extra Lime Ton 28 75.00 2.100.00 8 6" Flexible Base Crushed Stone S.Y. 3.499 5.50 19,244.50 9 11.h'' Hot Mix Asphaltic Concrete (Type DJ S.Y. 3.499 3.60 12,596.40 10 Reinforced Concrete Curb & Gutter LF. 1.960 6.75 13,230.00 11 Reinf. Concrete Sidewalk S.F. 6,075 2.15 13,061 .25 STREET CONSTRUCTION SUBTOTAL $104,89 5.65 DRAINAGE CONSTRUCTION 12 15' RCP (C76, Cl. Ill) LF. 31 25.00 $775.00 13 24" RCP (C76, Cl. Ill) L.F. 65 36.00 2,340.00 14 27' RCP (C76. Cl. Ill) L.F. 564 39.00 21,996.00 15 30" RCP (C76, Cl. Ill) LF. 108 41.00 4.428.00 16 33" RCP (C76, Cl. Ill) LF. 144 45.00 6.480.00 17 5 ' Recessed Cone. Inlet Ea. 4 1.600.00 6.400.00 18 15' Recessed Cone. Inlet Ea. 3.000.00 3.000.00 19 Concrete Sloped Headwall (4:1, 33" Pipe) & 140 Sq. Ft. Reinf. Cone. Flume LS. 1,500.00 1,500.00 DRAINAGE CONSTRUCTION SUBTOTAL $46,919.00 SEWER LINE CONSTRUCTION 20 6''. PVC (SDR-26, D3034)(6' to 8' depth) L.F. 562 15.00 8,430.00 21 6" PVC (SDR-26, D3034)(8' to 10' depth) LF. 290 16.50 4.785.00 22 Standard Sewer Manhole(< 8' depth) Ea. 2 1,200.00 2.400.00 23 Standard Sewer Manhole (8' to 1 O' depth) Ea. 2 1.350.00 2.700 .00 24 Connect to Existing Manhole LS. 500.00 500.00 25 6''.Cap Ea. 1 75.00 75.00 26 4•i Service Line (Type 1)(23' Avg.) Ea. 5 700.00 3,500.00 27 4" Service Line (Type 11)(44.7' Avg.) Ea. 2 800.00 1,600 .00 28 Trench Safety (Sewer System) LF. 840 1.00 840.00 SEWER LINE CONSTRUCTION SUBTOTAL $24,830.00 Page 1 ITEM NO. ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 10-A DECEMBER 11, 1995 DESCRIPTION UNIT QUANTITY UNIT COST WATER LINE CONSTRUCTION 29 6" PVC (C900, Cl. 200) L.F. 713 14.50 30 8" PVC (C900. Cl. 200) L.F. 312 17.50 31 Rre Hydrant Assembly (Type I) Ea. 1,600.00 32 Connect to Existing 8" A.C. Line LS. 1 350.00 33 6" M.J. Gate Valve Ea. 2 350.00 34 8" M.J. Gate Valve Ea. 500.00 35 Z' Blow-off Assembly with 6" Cap Ea. 400.00 36 'l' Blow-off Assembly with 8" Cap Ea. 410.00 37 8" X 8" X 6" M. J. Tee Ea. 240.00 38 6" X 221h 0 M.J. Bend Ea. 2 175.00 39 6" X 11 1/. 0 M.J. Bend Ea. 1 170.00 40 11/:z" Type K Copper Service (46' Avg. Length] Ea. 4 715.00 41 Trench Safety (Water Line) L.F. 495 1.00 WATER LINE CONSTRUCTION SUBTOTAL TOTAL ESTIMATED COST OF CONSTRUCTION Page 2 AMOUNT $10,338.50 5.460.00 1.600.00 350.00 700.00 500.00 400.00 410.00 240 .00 350.00 170.00 2.860.00 495.00 $23.873.50 $200,518.15 D RAINAGE STUDY .. ,FQR EDELWEISS ESTATES, PHASE 10-A ., COLLEGE STATION~ BRAZOS COUNTY, TEXAS . ~ PREPARED FOR: BEGONIA CORPORATION 1901 San Jacinto Houston, TX 77002 NOVEMBER 14, 1995 r\. iY .£) \J'\D l\,p I v:, /~!V No . . r (:;ff~ ,,' Jovl I p\ (fa~ ('\ {1 ~(ts ~~ 1 A~~, 1,-t+-c 5Nt5i~~ f\f!0·rJ. it V\ (' e-J. it ' .. PREPARED BY: McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 21 0 Bryan, TX 77802 DATE: TO: ATTN: 12/29/95 McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 FAX 776-6699 TRANSMITTAL LETTER Mrs. Veronica Morgan, P.E. Assistant City Engineer CITY OF COLLEGE STATION ATTACHED PLEASE FIND: RE: EDELWEISS ESTATES, PHASE 10-A 1. 'IWo (2) sets of red-lined construction plans 2. One (1) set of construction plans revised per red-lined plans 3. 'IWo (2) copies of ENgineer's Construction Cost Estimate We will deliver more revised sets when you have confirmed the revisions-please call! THESE ARE TRANSMITTED TO YOU FOR THE FOLLOWING REASON: xx For Approval Your Use Revisions Made As Requested For Review and Comment Returned after Loan to Us RECEIVED BY: DATE: SIGNED BY: MICHAEL R. McCLURE, P.E., R.P.L.S. ~ ENGINEER'S CONSTRUCTION COST ESTIMATE / EDELWEISS ESTATES, PHASE 10-A DECEMBER 11, 1995 ITEM DESCRIPTION UNIT QUANTITY UNIT AMOUNT NO. COST STREET CONSTRUCTION 1 Erosion & Sedimentation Control LS. 1 $6 ,000.00 $6,000.00 2 Clearing & Grubbing Ac. 4.25 2,000.00 8,500.00 3 Excavation (Roadway) C.Y . 1,915 3.00 5,745.00 4 Excavation (Detention Area) C.Y . 2,872 5.00 14,360 .00 5 Re-Vegetation Ac. 0.8 800.00 640.00 6 6" Lime Stab. Subgrade (53 Lime) S.Y. 4.186 2.25 9,418 .50 7 Extra Lime Ton 28 75.00 2,100.00 8 6" Flexible Base Crushed Stone S.Y. 3.499 5.50 19,244.50 9 11h'' Hot Mix Asphaltic Concrete (Type D) S.Y. 3,499 3.60 12,596.40 10 Reinforced Concrete Curb & Gutter LF. 1,960 6.75 13 .230.00 11 Reinf. Concrete Sidewalk S.F. 6,075 2.15 13,061.25 STREET CONSTRUCTION SUBTOTAL $104,895.65 DRAINAGE CONSTRUCTION 12 15' RCP (C76, Cl. Ill) LF. 31 25.00 $775.00 13 24" RCP (C76, Cl. Ill) LF. 65 36.00 2,340.00 14 27' RCP (C76, Cl. Ill) LF. 564 39 .00 21,996.00 15 30" RCP (C76, Cl. Ill) LF. 108 41 .00 4,428.00 16 33" RCP (C76, Cl. Ill) LF. 144 45.00 6,480.00 17 5' Recessed Cone. Inlet Ea . 4 1,600 .00 6,400.00 18 15' Recessed Cone. Inlet Ea. 3,000.00 3,000.00 19 Concrete Sloped Headwall (4:1, 33" Pipe) & 140 Sq. Ft. Reinf. Cone. Flume LS . 1,500.00 1,500.00 DRAINAGE CONSTRUCTION SUBTOTAL $46 ,919.00 SEWER LINE CONSTRUCTION 20 6" PVC (SDR-26, D3034)(6' to 8' depth) LF. 562 15.00 8,430.00 21 6" PVC (SDR-26 , D3034) (8' to 1 O' depth) LF. 290 16.50 4,785.00 22 Standard Sewer Manhole (< 8' depth) Ea . 2 1,200.00 2,400.00 23 Standard Sewer Manhole (8' to 1 O' depth) , Ea. 2 1,350.00 2,700.00 24 Connect to Existing Manhole ' LS . 500.00 500.00 25 6"Cap Ea . 1 75.00 75 .00 26 4" Service Line (Type 1)(23 ' Avg.) Ea . 5 700.00 3 ,500.00 27 4" Service Line (Type 11)(44.7' Avg.) Ea. 2 800.00 1,600.00 28 Trench Safety (Sewer System) LF. 840 1.00 840.00 SEWER LINE CONSTRUCTION SUBTOTAL $24,830.00 Page 1 ITEM NO. ENGINEER'S CONSTRUCTION COST ESTIMATE EDELWEISS ESTATES, PHASE 10-A DECEMBER 11, 1995 DESCRIPTION UNIT QUANTITY UNIT COST WATER LINE CONSTRUCTION 29 6" PVC (C900, Cl. 200) L.F . 713 14.50 30 8" PVC (C900, Cl. 200) L.F. 312 17 .50 31 Fire Hydrant Assembly (Type I) Ea. 1,600.00 32 Connect to Existing 8" A.C. Line LS. 1 350.00 33 6" M.J. Gate Valve Ea . 2 350.00 34 8" M.J. Gate Valve Ea . 500.00 35 2" Blow-off Assembly with 6" Cap Ea. 400.00 36 Z' Blow-off Assembly with 8" Cap Ea. 410.00 37 8" X 8" X 6" M. J. Tee Ea. 1 240.00 38 6" X 221h 0 M.J . Bend Ea. 2 175.00 39 6" X 11 1.4° M .J. Bend Ea. 1 170.00 40 11h" Type K Copper Service (46' Avg. Length) Ea. 4 715.00 41 Trench Safety (Water Line) L.F. 495 1.00 WATER LINE CONSTRUCTION SUBTOTAL TOTAL ESTIMATED COST OF CONSTRUCTION Page 2 AMOUNT $10,338.50 5.460.00 1,600.00 350.00 700.00 500 .00 400.00 410.00 240.00 350.00 170.00 2,860.00 495 .00 $23.873.50 $200,518.15 DATE: TO: ATTN: 1 /30/96 McCLURE ENGINEERING, INC. 1722 Broadmoor, Suite 210 Bryan, Texas 77802 (409) 776-6700 FAX 776-6699 TRANSMITTAL LETTER Ms. Veronica Morgan, P.E. Assistant City Engineer CITY OF CDLLEGE STATION ATTACHED PLEASE FIND: 1. Two (2) copies each of five (5) easement field note descriptions needed for . the Edelweiss Estates, Phase 10 ~A project. THESE ARE TRANSMITTED TO YOU FOR THE FOLLOWING REASON: For Approval xx Your Use Revisions Made As Requested For Review and Comment Returned after Loan to Us RECEIVED BY: DATE: SIGNED BY: MICHAEL R. McCLURE, P.E., R.P.L.S.