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Home My WebLink About67 The Veranda PDD 00-20 Henton Linclon Subd.Bridgette George -Re: The Veranda Page 1 ~ '"""'""~..-....-...-..-"""'"'...-----.-..-----------------,,,_-=-=-=="--~~~~~~--"'----' From: To: Date: Subject: Bob Mosley Bridgette George 5/7/01 8:37AM Re : The Veranda f)P OD -o21J No letters of complet ion have been issued for the water & sewer, however, I believe David provided a cash financial guarantee . There has been some damage to the water and sewer which a listing has been provided the contractor. There is no public street or drainage . »>Bridgette George 05/07/01 08:32AM »> David Scarmardo is requesting full building permits for the duplexes on Monte Carlo off of Lincoln Ave. Please let me know of any outstanding issues. Thank you! Bridgette George :o) Asst. Development Review Manager City of College Station (979) 764-3570 (979) 764-3496 {Fax} www.ci.college-station .tx.us .· Bridgette George -Re : The Veranda ~ From: To: Date: Subject: John Logan Bridgette George ; Jon Mies; Tony Michalsky 5/7/01 8:41AM Re : The Veranda I have given the Developer a list of repairs to be made for a Letter of completion/ acceptance on the infrastucture . Since all the streets are private we have no responsibility for those. Here is the list: Sanitary serwer cleanouts need to brought to grade and concreted, all manholes need to be cleaned out and piping needs to be removed from the end of line blowoffs on the waterlines and the brass plugs installed . These are all I have found but I have not done a complete walkthrough because they have not asked for a letter of completion . »> Bridgette George 05/07/01 08 :32AM »> David Scarmardo is requesting full building permits for the duplexes on Monte Carlo off of Lincoln Ave. Please let me know of any outstanding issues . Thank you! Bridgette George :o) Asst. Development Review Manager City of College Station (979) 764-3570 (979) 764-3496 {Fax} www.ci .colleqe-station.tx.us CC: Bob Mosley ; Jan Schwartz; Jerry Jones ; Natalie Ruiz ; Vern Wright Page 1 ~-~ COLLEGl STATION D EVEL OPMENT PERMIT PERMIT NO. 500020 DP-THE VERANDA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Henton Subdivision Richard Carter Survey, A-8 DATE OF ISSUE: 03/07 /01 OWNER: David Scarmardo 111FM2818 Bryan, Texas 77805 SITE ADDRESS: LINCOLN AVE DRAINAGE BASIN: Burton Creek VALIDFOR 12 CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans MONTHS All trees must be barricaded , as shown on plans, prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or ex isting 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 code s and ordinances of the City of College Station that apply. STAFF REVIEW COMMENTS No. 3 Project: HENTON-LINCOLN LOT 3 (FP)-FINAL PLAT (0-197) PLANNING 1. Reviewed by: Date : ENGINEERING 1. Final Plat is ok. 2 . Drainage Report is ok. Reviewed by: Date : 11/29/00 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans . Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review. Staff Review Comments Page 1of1 AMENDMENT TO THE DRAINAGE REPORT FOR The Veranda 3.51 Acres Richard Carter Survey, A-8 College Station, Brazos County, Texas November 17, 2000 REVIEWE . F R ~ co~~Pt '""·'CE ' NOV 2 9 2000 COLLEGE SlA 1 n.JN ENGINEERING DEVELOPED BY: Mr. David Scamardo 111F.M.2818 Bryan , Texas 77805 (409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue , Suite 212 Bryan, TX 77802 (409) 846-6212 PURPOSE: Amendment to the Drainage Report for The Veranda, 3.51 Acres Richard Carter Survey, A-8 College Station, Brazos County, Texas November 17, 2000 The purpose of this amendment is to document: 1 ) phased detention pond design/construction due to site development, 2) drainage patterns for storm water runoff based on final site layout and grading, 3) attenuation of excess storm water runoff based on 1 & 2 above. The Veranda development is part of a larger, planned, mixed use development originally presented as the "Henton-Lincoln Subdivisionn (refer to Appendix 1 a for vicinity map). A master drainage plan/report was prepared for this proposed development and approved by the City of College Station November 15, 1999. This report will be referred to in this amendment as well as excerpted portions included as appendices. The detention facility designed is to accommodate the entire subdivision development which proposes to include two hotels and multiple restaurant and retail users in addition to The Veranda. Currently, only The Veranda development is in progress. As such, a "phased• construction of the detention facility was proposed. DRAINAGE FACILITIES DESIGN: The ultimate detention pond design remains unchanged. Proposed phased construction consists of utilization of the existing creek area above the 36" RCP culvert with minimal modifications. Modifications consist of excavating areas adjacent to the creek to near plan elevations, constructing a 4' high berm with a 24" RCP culvert as an outlet device, and lining the downstream section with rock rubble (refer to Appendix 1 b for schematic). The construction of a concrete pilot channel will be postponed until further development. Disturbed areas will be seeded for establishment of vegetation . Ultimate construction of the design pond will occur as Henton-Lincoln project develops. Detention Requirement: The pre-development drainage area to the existing 36" RCP was defined in the November, 1999 report to be 15.026 acres (refer to Appendix 2 -excerpts of Appendices 4 & 5 of the Nov. '99 report). Allowable release rates from the pond were determined in the Nov. '99 report to be as follows: 2 yr -19.37 cfs 5 yr -22.32 cfs 25 yr -26.51 cfs 50 yr-29.11 cfs (refer to table on page 5 of Nov. '99 report) 10 yr -24.17 cfs 100 yr -29.90 cfs The Veranda -Amendment to the Drainage Report -Page 2 Post development drainage areas were defined for The Veranda based on final site layout and grading which are graphically depicted in Appendix 3 of this report. There were minor adjustments to the drainage areas as a result of final plan grades. The following table summarizes and compares runoff rates leaving the project area for both existing and post development conditions . Existing conditions runoff rates are taken from EXISTING CONDITIONS POST DEVELOPMENT CONDITIONS STORM Discharge• Cedar Creek 2 Lincoln Total (DA-1)- RETURN f/36. Condo. Place Discharge clvUpond Parking lot Channel f/36. clvUpond (cfs) (cfs) (cfs) (cfs) (cfs) 2YR 19.37 3 .01 0.89 23.3 11 .09 5YR 22.32 3.66 1.08 27.1 13.05 10YR 24.17 4 .11 1.21 29.5 14.33 25YR 26.51 4.69 1.38 32~6 15.87 50YR 29.11 5 .31 1.56 36.0 17.34 100YR 29.90 5.54 1.63 37.1 17.80 (* refer to Appendix 2 for existing conditions routing calculations) (-refer to Appendix 4 for post development routing calculations) (DA-3) Cedar Creek Condo. Parking lot (cfs) 0 .35 0.43 0.48 0 .54 0.62 0.64 Runoff calculations for pre and post developed conditions can be found in Appendix 4 . (DA-2 & 4) Total 2 Lincoln Place Channel (cfs) (cfs) 3 .31 14.8 4.03 17.5 4.52 19.3 5 .17 21.6 5.84 23.8 6 .10 24.5 Overall site runoff is calculated to decrease as a result of the phased pond construction . Runoff to the Lincoln place channel slightly increased from numbers reported in the origina l drainage report for the Veranda development (less than 1 cfs at the 100 year event). CONCLUSIONS: The interim design and phased construction of the detention pond meets site attenuation requirements . Drainage patterns for the Veranda development remained relat ive ly unchanged from the original report. "I hereby certify that this report for the drainage design of The Veranda. 3 .51 Acres was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof." The Veranda -Drainage Report -Page 3 APPENDICES 1 a) Vicinity Map 1 b) Schematic of Phased Pond Construction 2) Excerpts of Appendices 4 & 5 of the November, 1999 Master Drainage Report 3) Post-Development Drainage Areas 4) Post-Development Hydrologic and Routing Calculations APPENDIX 1a Vicinity Map Type •••• Tc Cales ljame •••• TC=14 File •••• E:\PROJECTS\HENTON\PONDPACK\HENTON.PPK Title ••• 14 MIN. TIME OF CONCENTRATION Page 1.01 ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 MIN. TIME OF CONCENTRATION Segment #1: Tc: User Defined Segment #1 Time: 14.00 min =====s•===•••=••~•••••••• Total Tc: 14.00 min ========================= S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C()ll'1Jte Time: 17:29:59 Date: 09-20-1999 Type •••• C and Area Name •••• PRE .le •••• E:\PROJECTS\HE NTON\PONDPACK\HENTON.PPK Title ••• PRE·DEVELPED AREA Fla.JING TO 36 11 CULVERT RATIONAL C COEFFICIENT DA TA Page 2.01 ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PRE·DEVELPED AREA Fla.JING TO 36 11 CULVERT Area C x Area Soil/Surface Description c acres acres ------------------------------------------------------------ GRASS .3500 15.026 5.259 WEIGHTED c & TOTAL AREA ---> .3500 15.026 5.259 ......................................................................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . S/N: HOMOL0863131 KLI NG ENGINEERING Pond Pack Ver: 8·01·98 (6 1) C~te Time: 17:29:59 Date: 09·20-1999 Type •••• Rational Peak O's Name •••• PRE Page 2.02 .le •••• E:\PROJECTS\HENTON\PONDPACK\HENTON.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; llhere Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IOQ RATIONAL Tag Freq File IDF Curve ---------------------------- 2 YR 2 BRAZOS.IOQ e = .8060 b = 65.0000 d = 8.0000 5 YR 5 BRAZOS.IOQ e = .7850 b = 76.0000 d = 8.5000 10 YR 10 BRAZOS. IOQ e = .7630 b = 80.0000 d = 8.5000 25 YR 25 BRAZOS.IOQ e = .7540 b = 89.0000 d = 8.5000 50 YR 50 BRAZOS.IOQ e = .7450 b = 98.0000 d = 8.5000 100 YR 100 BRAZOS.IOQ e = .7300 b = 96.0000 d = 8.0000 Tc = 14.00 min ----------------------------- Tag Freq c c adj c Area Peak Q (years) factor I final in/hr acres I cfs l·····························I ---------- 2 YR 2 .350 1.000 I .350 5.3817 15.026 I 28.54 5 YR 5 .350 1.000 I .350 6.5971 15.026 I 34.98 . YR 10 .350 1.000 I .350 7.4366 15.026 I 39.44 _;; YR 25 .350 1.000 I .350 8.5083 15.026 I 45.12 50 YR 50 .350 1.000 I .350 9.6350 15.026 I 51.09 100 YR 100 .350 1.000 I .350 10.0532 15.026 I 53.31 ----------------------------- N: HOMOL0863131 KLING ENGINEERING Pack Ver: 8·01·98 (61) Carpute Time: 17:29:59 Date: 09·20·1999 Type •••• Mod. Rational Grand SUll'll8ry Name •••• PRE .le •••• E:\PROJECTS\HENTON\PONDPACK\HENTON.PPK Page 2.03 ************************************************************************ ******************************'"'**************************************** • • • • • MODIFIED RATIONAL METHOD • • ----Grand SUll'll8ry For All Storm Frequencies • • • • * **************************************************************** .. ****** ********************************************************************** .. o = CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600) Area = 15.026 acres Tc = 14.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Freq. Adjusted Duration years 'C' min in/hr Opeak Allowable! cfs cfs I VOLi.MES Inflow ac·ft Storage ac-ft ------------------------------------------------------1--------------------- 2 ,J 25 50 100 .350 .350 .350 .350 .350 .350 S/N: HOMOL0863131 14.00 14.00 14.00 15.00 16.00 16.00 5.3817 6.5971 7.4366 8.2339 9.0427 9.4345 28.54 34.98 39.44 43.66 47.95 50.03 KLING ENGINEERING 19.00 I 22.00 24.00 I I 26.00 I 28.00 29.00 I I ond Pack Ver: 8·01-98 (61) C~te Time: 17:29:59 .550 .675 .760 .902 1.057 t. 103 • 184 .251 .298 .370 .449 .473 Date: 09-20-1999 APPENDIX 3 Post-Development Drainage Areas APPENDIX4 Post-Development Hydrologic and Routing Calculations RUN-OFF COEFFICIENT CC-VALUE) CALCULATIONS C-VALUES LAND 0 .35 IMP 0 .90 Post-Develooed Conditions AREA DA LAND IMP TOTAL C-VALUI 1 0 .805 1.458 2 .263 0 .70 2 0 .232 0 .202 0.435 0.61 3 0.050 0 .042 0.092 0.60 4 0.284 0.179 0.463 0 .56 SI It: 3 .252 0 .67 where : C = (0.35 *LAND+ 0 .90 * IMP)/TOTAL AREA PEAK FLOW CALCULATIONS Post-Developed Conditions DA TC C-VALUE AREA Q2 QS Q10 1 10 0 .70 2 .2627 10.08 12 .26 13 .76 2 10 0.61 0.4348 1.67 2.03 2 .28 3 10 0 .60 0 .0917 0 .35 0 .43 0 .48 4 10 0.56 0.4626 1.65 2 .00 2 .25 TOTAL 13 .75 16.71 18 .76 d' Existina Con 1tions DA TC C-VALUE AREA Q2 QS Q10 36" clvt 14 0.35 15.0260 28 .29 34 .71 39 .13 Cedar Creek Condo. 10 0 .35 1.3600 3 .01 3 .66 4 .11 Two Lincoln Place Ditch 10 0 .35 0 .4000 0.89 1.08 1.21 TOTAL 32.19 39.45 44.45 where : Q = C-Value *Area * I I -is found in •intensity Calculations• and corresponds to the appropriate Tc and frequency . Q25 QSO Q100 15 .71 17.76 18 .55 2.60 2 .94 3 .07 0.54 0.62 0.64 2.57 2 .90 3 .03 21 .43 24 .22 25.29 Q25 QSO Q100 44 .75 50.65 52 .85 4 .69 5 .3 1 5 .54 1 .38 1.56 1.63 50 .83 57 .51 60 .02 Type •••• Tc Cales Name •••• TC=14 Page 1.01 File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplc Title ••• 14 MIN. TIME OF CONCENTRATION ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . TIME OF CONCENTRATION CALCULATOR ........................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 MIN. TIME OF CONCENTRATION Segment #1: Tc: User Defined Segment #1 Ti me: 14.00 min ========================= Total Tc: 14;00 min ========================= S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8·01·98 (61) C~te Time: 10:38:26 Date: 11 -17-2000 Type •••• C and Area Name •••• VERANDA File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• PRE-DEVELPED AREA FLOWING TO 36 11 CULVERT_+_ POST DEVELOPED VERANDA FLOWS RATIONAL C COEFFICIENT DATA Page 2.01 ......................................................................... ......................................................................... PRE-DEVELPED AREA FLOWING TO 36 11 CULVERT _+_ POST DEVELOPED VERANDA FLOWS Area C x Area Soil/Surface Description c acres acres ----------------------------------------------------·------- OFF-SITE, GRASSED AREAS .3500 12.764 4.467 LOT 7-THE VERANDA·DA-1, IMPERVIOUS .9000 1.457 1.311 LOT 7-THE VERANDA·DA-1, LANDSCAPED .3500 .805 .282 ~EIGHTED C & TOTAL AREA ---> .4033 15.026 6.060 ......................................................................... ......................................................................... S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 10:38:26 Date: 11-17-2000 Type •••• Mod. Rational Grand SLl!lllllry Name •••• VERANOA ·FINAL File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplc Page 2.02 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOO * * ----Grand Siirmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Area = 15.026 acres Tc = 14.00 min ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Freq. Adjusted Duration years 'C' min in/hr Qpeak Allowable! cfs cfs I VOLUMES Inflow ac·ft Storage ac·ft ------------------------------------------------------1--------------------- 2 5 10 25 so 100 .403 .403 .403 .403 .403 .403 S/N: HOMOL0863131 14.00 14.00 14.00 14.00 14.00 14.00 5.3817 6.5971 7.4366 8.5083 9.6350 10.0532 32.88 40.31 45.44 51.99 58.87 61.43 KLING ENGINEERING 32.70 I 40.20 I 45.20 I 51.80 58.70 I I 61.20 I Pond Pack Ver: 8-01-98 (61) C~te Time: 10:38:26 .634 .m .876 1.003 1.135 1.185 .004 .002 .005 .004 .004 .005 Date: 11-17-2000 Type •••• Rational Peak Q's Name •••• VERANDA-FINAL Page 2.03 File .••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk SUMMARY OF RATIONAL METHCX> PEAK DISCHARGES Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve ---------------------------- 2 YR 2 BRAZOS. IDQ e = .8060 b = 6S.OOOO d = 8.0000 S YR s BRAZOS. IDQ e = .78SO b = 76.0000 d = 8.SOOO 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.SOOO 2S YR 2S BRAZOS.IDQ e = .7540 b = 89.0000 d = 8.SOOO SO YR so BRAZOS.IDQ e = .74SO b = 98.0000 d = 8.SOOO 100 YR 100 BRAZOS. IDQ e = .7300 b = 96.0000 d = 8.0000 Tc = 14.00 min ----------------------------- Tag Freq c c adj I c Area I Peak Q (years) factor I final in/hr acres I cf s 1-----------------------------1 ---------- 2 YR 2 .403 1.000 I .403 S.3817 1S.026 I 32.88 S YR s .403 1.000 I .403 6.S971 1S.026 I 40.31 10 YR 10 .403 1.000 I .403 7.4366 1S.026 I 4S.44 2S YR 2S .403 1.000 I .403 8.S083 1S.026 I S1.99 SO YR so .403 1.000 I .403 9.63SO 1S.026 I S8.87 100 YR 100 .403 1.000 I .403 10.0S32 1S.026 I 61.43 ----------------------------- S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 10:38:26 Date: 11-17-2000 Table of Contents Table of Contents **************** PONO VOLUMES **************** Vol: Elev-Area PRE-DUG OUT SOME 1.01 ************** OUTLET STRUCTURES ************* C~site Rating Curve 24"CULVERT • • • • • • • • • • • • • • • • • • • • • • • • • 2.01 outlet Input Data 24 11 CULVERT 2.02 **************** PONO ROUTING **************** Pond E-V-Q Table VERANDA FINAL •••••••••••••••••••••• 3.01 Pond Routing Sunnary VERANDA FINAL 10 YR ••••••••••••• 3.02 VERANDA FINAL 100 YR •••••••••••• 3.03 VERANDA FINAL 2 YR •••••••••••••• 3.04 VERANDA FINAL VERANDA FINAL VERANDA FINAL 25 YR ••••••••••••• 3.05 5 YR • • • • • • • • • • • • • • 3.06 50 YR ••••••••••••• 3.07 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C0111XJte Time: 10:42:09 Date: 11-17-2000 Type •••• Vol: Elev-Area Name •••• PRE-DUG CllT SOME File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplc Title ••• 299.44 Elevation (ft) 299.44 300.00 301 .00 302.00 303.00 Planimeter (sq. in> Area A1+A2+sqr(A1*A2) Volune (acres) (acres) (ac-ft) .0000 .0000 .000 .0893 .0893 .017 .3897 .6655 .222 .6200 1.5012 .500 .7142 1.9996 .667 POND VOLUME EQUATIONS Page 1-. 01 Volune s~ (ac-ft) .000 .017 .239 .739 1.405 * Incremental volune c~ted by the Conic Method for Reservoir Volunes. Volune = (1/3) * CEL2 ·EL1) * (Area1 + Area2 + sq .rt.(Area1*Area2)) where: EL1, EL2 =Lower and upper elevations of the increment Area1,Area2 =Areas c~ted for EL1, EL2, respectively Volune = Incremental volune between EL1 and EL2 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 ·98 (61) C~te Time: 10:42:09 Date: 11 -17-2000 Type .••• C~site Rating Curve Name •••• 24 11 CULVERT File •••• E:\HAESTAO\PONDPACK\PPK6\VERANDA\HENTON.pplc Title ••• 24 11 CULVERT ***** COMPOSITE OUTFLOW SUMMARY **** IJS Elev, Total Q Notes ------------------------Converge ------------------------- Elev. Q TIJ Elev Error ft cfs ft +/-ft Contributing Structures ------------------------------------------ 299.44 .00 Free outfall None contributing 299.64 .15 Free outfall 1 299.84 .59 Free outfall 300.04 1.30 Free outfall 300.24 2.25 Free outfall 300.44 3.43 Free outfall 300.64 4.79 Free outfall 300.84 6.32 Free outfall 301.04 7.99 Free outfall 301.24 9.76 Free OUtfall 301.44 11.62 Free outfall 301.64 13.53 Free OUtfal l 301.84 15.46 Free outfall 302.04 17.27 Free outfall 302.24 18.86 Free outfall 302.44 20.60 Free OUtfal l 302.50 21.09 Free OUtfall 2 +1 302.64 28.48 Free outfall 2 +1 302.84 47.42 Free OUtfal l 2 +1 303.00 67.13 Free OUtfall 2 +1 S/N: HOMOL0863131 KLING ENGINEERING Page 2.01 Pond Pack Ver: 8-01-98 (61) C~te Time: 10:42:09 Date: 11-17-2000 Type •••• outlet Input Data Name •••• 24 11 CULVERT File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• 24 11 CULVERT REQUESTED POND WS ELEVATIONS: Min. Elev.= Increment = Max. Elev.= 299.44 ft .20 ft 303.00 ft Page 2.02 ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStre11111 to DnStream) <---Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. outfall E1, ft E2, ft ----------------------------------- Weir-Rectangular 2 ---> TW 302.500 303.000 Culvert-Circular ---> TW 299.440 303.000 TW SETUP, OS Chamel S/N: HOl40L0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 10:42:09 Date: 11·17-2000 Type •••• OUtlet Input Data Name .••• 24"CULVERT File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplc Title ••• 24 11 CULVERT OUTLET STRUCTURE INPUT DATA Structure ID Structure Type # of Openings Crest Elev. Weir Length Weir Coeff. = 2 = Weir-Rectangular = = 302.50 ft 40.00 ft = 3.000000 Page 2.03 Weir TW effects (Use adjustment equation) S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 -98 (61) C~te Time: 10:42:09 Date: 11-17-2000 Type •.•• outlet Input Data Name •••• 24 11 CULVERT File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• 24 11 CULVERT ClJTLET STRUCTURE INPUT DATA Structure ID Structure Type No. Barrels Barrel Diameter Upstream Invert Dnstre&111 Invert Horiz. Length Barrel Length Barrel Slope = 1 = Culvert-Circular = 2.0000 ft = 299.44 ft = 298.54 ft = 21.44 ft " 21.46 ft = .04198 ft/ft ClJTLET CONTROL DATA ••• Mannings n " .0130 Page 2.04 Ke • .5000 (forward entrance loss) Kb = .012411 (per ft of full flow) Kr = 1.0000 (reverse entrance Hll Convergence = .001 +/-ft INLET CONTROL DATA .•• Equation form = 2 Inlet Control IC = .5190 Inlet Control M " .6400 Inlet Control c = .02890 Inlet Control y = .9000 T1 ratio CHll/D) = 1.157 T2 ratio (Hll/D) = 1.341 Slope Factor = -.500 Use 1.nsubmerged inlet control Fonn 2 equ. below T1 elev. Use submerged inlet control Fonn 2 equ. above T2 elev. loss) In transition zone between 1.nsubmerged and submerged inlet control, interpolate between flows at T1 & T2 ••• At T1 Elev= 301.75 ft ---> Flow= 15.55 cfs At T2 Elev= 302.12 ft ---> Flow= 11.n cfs = Tll Structure ID Structure Type = Tll SETUP, OS Channel FREE ClJTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES ••• MaxilllAll Iterations= 30 Min. Tll tolerance = .01 ft Max. Tll tolerance = .01 ft Min. Hll tolerance = .01 ft Max . Hll tolerance = .01 ft Type •.•• Pond E·V·Q Table Name •••• VERANDA FINAL File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• HODEL FLOW THRCXJGH 24 11 CULVERT W/EXISTING CREEK STORAGE + BERM LEVEL POOL RCXJTING DATA HYG Dir • E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE·NMR.HYG ·VERANDA FINAL 10 YR outflow HYG file= DET·CXJT.HYG · DISCHARGE FINAL 10 YR Pond Node Data = PRE·DUG CXJT Pond Volune Data = PRE·DUG CXJT SOME Pond OUtlet Data • 24"CULVERT No Infiltration INITIAL CONDITIONS Starting WS Elev = 299.44 ft Starting Volune • .000 ac·ft Starting outflow • .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment • 1.86 min ·levation outflow Storage ft cfs ac·ft Area acres Inf il t. cf s Q Total cfs 299.44 .00 .000 .0000 .00 .00 299.64 .15 .001 .0114 .00 .15 299.84 .59 .006 .0456 .oo .59 300.04 1.30 .020 .0973 .00 1.30 300.24 2.25 .044 .1421 .00 2.25 300.44 3.43 .078 .1954 .00 3.43 300.64 4.79 .123 .25n .00 4.79 300.84 6.32 • 181 .3274 .00 6.32 301.04 7.99 .254 .3979 .00 7.99 301.24 9.76 .338 .4401 .00 9.76 301.44 11.62 .430 .4845 .oo 11.62 301.64 13.53 .532 .5310 .00 13.53 301.84 15.46 .643 .5796 .00 15.46 302.04 17.27 .764 .6236 .00 17.27 302.24 18.86 .890 .6420 .00 18.86 302.44 20.60 1.021 .6606 .00 20.60 302.50 21.09 1.060 .6663 .00 21.09 302.64 28.48 1.155 .6795 .oo 28.48 302.84 47.42 1.292 .6987 .00 47.42 303.00 67.13 1.405 .7142 .00 67.13 S/N: HOMOL0863131 KLING ENGINEERING Page 3.01 2S/t + 0 cfs .oo .75 5.34 17.23 36.75 64.16 100.75 147.79 206.48 273.65 347.66 428.82 517.40 613.54 713. 91 817.35 848.91 929.85 1056.37 1164.31 Pond Pack Ver: 8·01·98 (61) Coq:x.ite Time: 10:42:09 Date: 11-17-2000 Type •••• Pond Routing Si.nnary Name •••• VERANDA FINAL Tag: 2 YR File •••• E:\HAESTAO\PONDPACK\PPK6\VERANDA\HENTON.ppk Title. • • MOOEL FLOW THRCXJGH 24 11 CULVERT IJ/EX I STING CREEK STORAGE + BERM LEVEL POOL RCXJTING SUMMARY HYG Dir • E:\HAESTAO\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE·NMR.HYG • VERANDA FINAL 2 YR outflow HYG file= DET-Cl.IT.HYG -DISCHARGE FINAL 2 YR Pond Node Data = PRE-DUG Cl.IT Pond Voll.Ille Data = PRE·DUG Cl.IT SOME Pond OUtlet Data = 24 11 CULVERT No Infiltration INITIAL CONDITIONS Starting IJS Elev = 299.44 ft Starting Voll.Ille = Starting OUtf low • Starting Infiltr. = Starting Total Qout= Time Increment = .000 ac-ft .00 cfs .00 cfs .00 cfs 1.86 min INFLOW/Cl.ITFLOW HYDROGRAPH Sll4MARY ======szasz::ss:z•••=•••••••==•••==•======•========== Peak Inf low Peak OUtflow Peak Elevation Peak Storage = .. = 32.87 cfs 11.09 cfs = 301.38 ft .403 ac-ft at at 14.01 min 23.31 min ========================================··=========== HASS BALANCE (ac -ft) + Initial Vol = .000 + HYG Vol IN = .634 -Infiltration= .000 -HYG Vol OUT = .634 -Retained Vol = .000 Page 3.04 Unrouted Vol = -.000 ac-ft (.002X of Inflow Vol1.111e) IJARNING: Inf low hydrograph trlil<:ated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C°"""'te Time: 10:42:09 Date: 11-17-2000 Type •••• Pond Routing Sunnary Name •••• VERANDA FINAL Tag: 5 YR File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• MODEL FLOW THRClJGH 24" CULVERT W/EXISTING CREEK STORAGE + BERM LEVEL POOL RClJTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE-N14R.HYG -VERANDA FINAL 5 YR outflow HYG file= DET-ClJT.HYG -DISCHARGE FINAL 5 YR Pond Node Data = PRE-DUG ClJT Pond Volune Data z PRE-DUG ClJT SOME Pond OUtlet Data " 24"CULVERT No Infiltration INITIAL CONDITIONS Starting WS Elev • 299.44 ft Starting Volune " .000 ac:-ft Starting OUtflow = .00 c:fs Starting lnfiltr. = .00 c:fs Starting Total Qout= .00 c:fs Time Increment = 1.86 min INFLOW/ClJTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak OUtflow Peak Elevation Peak Storage = = 40.29 c:fs 13.05 c:fs = 301.59 ft .505 ac:-ft at at 14.01 min 23.31 min ===================================================== MASS BALANCE (ac:-ft) + Initial Vol = .000 + HYG Vol IN = .777 -lnfi l tration = .000 · HYG Vol ClJT .777 · Retained Vol = .000 Page 3.06 Unrouted Vol = -.000 ac:-ft (.001X of Inflow Volune) WARNING: Inflow hydrograph truncated on left side. S/N: HOl40L0863131 KLING ENGINEERING Pond Pac:k Ver: 8-01-98 (61) C~te Time: 10:42:09 Date: 11-17·2000 Type •••• Pond Routing Sllllllllry Name •••• VERANDA FINAL Tag: 10 YR File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplc Title ••• MODEL FLOW THROUGH 24" CULVERT W/EXISTING CREEK STORAGE + BERM LEVEL POOL ROUTING SlMMARY HYG Dir s E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE-NMR.HYG -VERANDA FINAL 10 YR OUtflow HYG file= DET-OUT.HYG • DISCHARGE FINAL 10 YR Pond Node Data = PRE-DUG OUT Pond Volune Data = PRE-DUG OUT SOME Pond OUtlet Data ,. 24"CULVERT No Infiltration INITIAL CONDITIONS Starting WS Elev = 299.44 ft Starting Volune z Starting OUtf low = Starting lnfiltr. = Starting Total Qout= Time Increment = .000 ac-ft .00 cfs .00 cfs .00 cfs 1.86 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inf low Peak outflow Peak Elevation Peak Storage = = 45.42 cfs 14.33 cfs = 301.n ft .sn ac-ft at at 14.01 min 23.31 min ===================================================== MASS BALANCE (ac-ft) + Initial Vol z .000 + HYG Vol IN = .876 -Infiltration= .000 -HYG Vol OUT = .876 -Retained Vol = .000 Page 3.02 Unrouted Vol = -.000 ac-ft (.001X of Inflow Volune) WARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 10:42:09 Date: 11-17-2000 Type •••• Pond Routing Sl.lllllllry Name .••• VERANDA FINAL Tag: 25 YR File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.pplt Title ••• MOOEL Fla.I THROUGH 24 11 CULVERT I.I/EXISTING CREEK STORAGE + BERM LEVEL POOL ROUTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file = PRE·NMR.HYG -VERANDA FINAL 25 YR outflow HYG file= DET-OUT.HYG -DISCHARGE FINAL 25 YR Pond Node Data = PRE-DUG OUT Pond Volune Data = PRE-DUG OUT SOME Pond OUtlet Data = 24"CULVERT No lnfil tration INITIAL CONDITIONS Starting I.IS Elev ,. 299.44 ft Starting Volune " .000 ac-ft Starting OUtf low .. .00 cfs Starting lnfiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.86 min INFLOW/OUTFLOIJ HYDROGRAPH SUMMARY ======·=···====··=====·=·==·=·=========·================ Peak Inf low Peak outflow Peak Elevation Peak Storage = = = 51.97 cfs 15.87 cfs = 301.89 ft .669 ac·ft at at 14.01 min 23.31 min ===================================================== MASS BALANCE (ac·ft) + Initial Vol = + HYG Vol IN ,. -Infiltration= -HYG Vol OUT = -Retained Vol = .ooo 1.002 .000 1.002 .000 Page 3.05 Unrouted Vol = -.000 ac-ft (.001X of Inflow Voll.Jlle) IJARNING: Inf low hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01-98 (61) C~te Time: 10:42:09 Date: 11-17-2000 Type •••• Pond Routing SL111118ry Name •••• VERANDA FINAL Tag: so YR File •••• E:\HAESTAD\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• MODEL FLOW THRCXJGH 24 11 CULVERT IJ/EXISTING CREEK STORAGE + BERM LEVEL POOL ROOTING SUMMARY HYG Dir = E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE-NMR.HYG -VERANDA FINAL SO YR outflow HYG file= DET·CXJT.HYG -DISCHARGE FINAL SO YR Pond Node Data = PRE-DUG CXJT Pond Volune Data = PRE-DUG CXJT SOME Pond Outlet Data = 24 11 CULVERT No Infiltration INITIAL CONDITIONS Starting IJS Elev = 299.44 ft Starting Vol1.111e • Starting OUtflow = Starting lnfiltr. = Starting Total Qout= Time Increment = .000 ac-ft .00 cfs .00 cfs .00 cfs 1.86 min INFLOW/CXJTFLOW HYDROGRAPH SUMMARY =====•==·····==·····=·===·====···==····=======·====== Peak Inflow Peak OUtflow Peak Elevation Peak Storage = a S8.8S cfs 17.34 cfs = 302.0S ft .769 ac -ft at at 14.01 min 23.31 min ===================================================== MASS BALANCE (ac -ft ) + Initial Vol = .000 + HYG Vol IN • 1.13S -Infiltration= .000 -HYG Vol CXJT = 1.13S -Retained Vol .000 Page 3.07 Unrouted Vol = -.000 ac-ft (.001X of Inflow Volume) IJARNING: Inflow hydrograph truncated on left side. S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 8-01 -98 (61) C~te Time: 10:42:09 Date: 11-17-2000 Type •••• Pond Routing Sunnary Name •••• VERANDA FINAL Tag: 100 YR File •••• E:\HAESTAO\PONDPACK\PPK6\VERANDA\HENTON.ppk Title ••• MODEL FLOW THROUGH 24" CULVERT W/EXISTING CREEK STORAGE + BERM LEVEL POOL ROUTING SlJlll4ARY HYG Df r s E:\HAESTAD\PONDPACK\PPK6\VERANDA\ Inflow HYG file= PRE-NMR.HYG -VERANDA FINAL 100 YR OUtflow HYG file= DET-OUT.HYG -DISCHARGE FINAL 100 YR Pond Node Data = PRE·DUG OUT Pond Volune Data = PRE-DUG OUT SOME Pond outlet Data = 24 11 CULVERT No Infiltration INITIAL CONDITIONS Starting WS Elev ,. 299.44 ft Starting Volune • Starting OUtf low ,. Starting lnfiltr. ,. Starting Total Qout= Time Increment = .DOO ac-ft .00 cfs .00 cfs .00 cfs 1.86 min INFLOW/OUTFLOW HYDROGRAPH SlJlll4ARY ===================================================== Peak Inflow Peak OUtflow Peak Elevation Peak Storage = = = 61.40 cfs 17.80 cfs .. 302.11 ft .806 ac -ft at at 14.01 min 23.31 min ==========================================z========== MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1.184 · lnfi l tration = .000 -HYG Vol OUT = 1.184 -Retained Vol = .000 Unrouted Vol = ·.000 ac-ft (.001X of Inflow Volune) WARNING: Inf low hydrograph trl.llCated on left side. S/N: HOMOL0863131 KLING ENGINEERING Page 3.03 Pond Pack Ver:· 8-01-98 (61) C~te Time: 10:42:09 Date: 11-17-2000 ~ ( ~'J'~oj~O ---rl "f' --./,,~ i'-ru ~"°7'?7?,A"' ;v'/10' o /\:)oTG--' ;1,, 5-ero ~· r~v1~ Con{.-k.vc..)_ 2"'-/;= P-,;71 d n ,-.) o 1-L,,.._, 5,:4-, ,,,,.--, 4 o0 ""~ ,Pit>~. ,_,-/._, cf,_~ ~,,!__ ~ 4r~· No cP"" ~~ A~ v.j; -;., h-- IL I ~/JJP ~-~ COLLEGE STATION DEVELOPMENT PERMIT PERMIT NO. 500020 DP-THE VERANDA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Henton Subdivision Richard Carter Survey, A-8 DATE OF ISSUE: 02 /06/01 OWNER: David Scarmardo 111 FM2818 Bryan, Texas 77805 SITE ADDRESS: LINCOLN AVE DRAINAGE BASIN: Burton Creek VALIDFOR 12 CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans MONTHS All trees must be barricaded , as shown on plans , prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be l ' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and /or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and /or equipment as well as erosion, siltation or sedimentation resulting from the permitted work . Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets , or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All 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 Date Owner/ Agent/ Contractor Date Cf'1 COlllGl ~TATION DEVELOPMENT PERMIT PERMIT NO. 500020 DP-THE VERANDA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Henton Subdivision Richard Carter Survey, A-8 DATE OF ISSUE: 01111101 OWNER: David Scarmardo 111FM2818 Bryan, Texas 77805 SITE ADDRESS: LINCOLN AVE DRAINAGE BASIN: Burton Creek VALIDFOR 12 CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans MONTHS All trees must be barricaded , as shown on plans , prior to any construction. Any trees not barricaded will not count towards landscaping points . Barricades must be l' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay ba les used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion , siltation or sedimentation resu lting from the permitted work. An y trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outs ide 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 Date Owner/ Agent/ Contractor Date .J...J..I UO I UV .1.U • U'f: 217 LF 2 96 LF 3 114 LF 4 322 LF 5 225 LF 6 233 LF 7 22 LF I\LJ.l 'lj\.J" J;,l ,UJ.l ~.&...i LJ.\..l.J , -, 'i '··"''"''-'~ • ._.._ ........................... . ·u ·., I" O'tU o.:.J.i:. ------------------------- ENGINEER'S ESTIMATE . FOR REPLAT OF LOT 3 -HENTON SUBDIVISION WATER LINE & SANITARY SEWER LINE CONST November 8, 2000 \€..~ Furnish and Install 12" PVC Water Main (AWWA C-900, DR 14, Pre$Sure Class 200) -Standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. Furnish and Install 12" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200} -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. Furnish and Install 12" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Extra Depth-8'-10' Bury complete and in place for Dollars and Cents per linear foot. Furnish and Install 8" PVC Water Main (AWWA C-900 , DR 14, Pressure Class 200) -Standard Depth-4'-6' Bury complete and In place for Dollars and Cents per linear foot. Furnish and Install 6" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Standard Depth-4'-6' Bury complete and in place for Dollars and Cents per linear foot. Furnish and Install 6" PVC Water Main (AWWA C-900, DR 14, Pressure .Class 200) -Extra Depth-6'-8' Bury complete and in place for Dollars and Cents per linear foot. Furnish and Install 6" PVC Water Main (AWWA C-900, DR 14, Pressure Class 200) -Extra Depth ... 8'-10' Bury complete and in place for Dollars and Cents per linear foot. $29.00 $6,293.00 $31 .00 $2,976.00 $33 .00 $3 ,762.00 $21.25 $6,842 .50 $21 .12 $4,752 .00 $23.00 $5 ,359 .00 $25.00 $550.00 ...,..., ......... . ................. ----· -·-· . .L.i./VO /VV .&.\.L..i .&.l ,U .&. .. U ,U .&.l ,L..iU.&.,.&..I., • • • U-''"' o .. v o '~"-'---------------------------- 8 1 LS Furnish and Install 12" 45 Bend , Valve and Valve Box and 4" Blow-off Valve as detailed on sheet W-1 In Inset complete and in place for Dollars $3,100.00 $3,100.00 and Cents per lump sum. 9 1 EA Furnish and Install Tapping Sleeve and 12" Gate Valve on Existing 16" Water Line to include all necessary thrust blocking complete and in place for Dollars $3,750.00 $3 ,750.00 and Cents per each. 10 1 EA Furnish and Install Tapping Sleeve and 6" Gate Valve on Existing 16" Water Line to include all necessary thrust blocking complete and In place for Dollars $2,542 .00 $2 ,542 .00 and Cents per each . 11 1 EA Furnish and Install 12" x 12" M.J . Tee to Include all necessary thrust blocking complete and in place for Dollars $800 .00 $800.00 and Cents per each. 12 4 EA Furnish and Install 12" x 6" M.J . Tee to include all necessary thrust blocking complete and in place for Dollars $800.00 $3 ,200.00 and Cents per each . 13 1 EA Furnish and Install 12" x 6" M.J . Reducer to include all necessary thrust blocking complete and in place for Dollars $750.00 $750.00 and Cents per each. 14 5 EA Furnish and Install 12" M.J . 45 Bend to include all necessary thrust blocking complete and in place for Dollars $750 .00 $3 ,750.00 and Cents per each . 15 1 EA Furnish and Install 12" Gate Valve and Box to Include all necessary thrust blocking complete and in place for Dollars $1,500 .00 $1,500.00 and Cents per each . 16 1 EA Furnish and Install 8" M.J . 90 Bend to include all necessary thrust blocking complete and In place for Dollars $300 .00 $300 .00 and Cents per each . --________________ ........ 11 /Ul:S /UU 17 2 18 2 19 8 20 6 21 1 22 1 lo:uo KLlNli hNll l NhhK ll ->-H vUv~ v ULl\/ Jll UKu i\l~ EA Furnish and Install 6" M .J. 90 Bend to include all necessary thrust blocking complete and In place for ________________ .Dollars and Cents per each. EA Furnish and Install 6" M.J. 45 Bend to include all necessary thrust blocking complete and in place for Dollars and Cents per each . EA Furnish and Install 6" Gate Valve and Box to include all necessa..Y thrust blocking complete and in place for Dollars and Cents per each. EA Furnish and Install M.J. Plug on 6" Line include all necessary thrust blocking complete and In place for ________________ .Dollars and Cents per each. EA Furnish and Install 2" Blow-off Valve on 8" Water Line to include all necessary thrust blocking complete and in place for Dollars and Cents per each. EA Furnish and Install Std . City of College Station Fire Hydrant w/appurtenances including all necessary tees, valves and thrust blocking complete and in place for ________________ Dollars and Cents per each . WATER LINE· SUB-TOTAL 1 Items( 1-22 ) $200.00 $190.00 $500.00 $295.00 $350.00 $1,825.00 $400.00 $380.00 $4,000.00 $1,770.00 $350.00 $1,825.00 $58,951.50 ~VVv nLl ~~ n ~~1 n nc n ~n ·-------------~---lti: U I 1 1/UIS /UU 23 101 LF Furnish and Install 8" PVC Sanitary Sewer Main (SOR 26, ASTM 2241, CLASS 160)-Standard Depth-4'-6' Bury complete and in place for Dollars $19 .50 $1,969.50 and Cents per linear foot. 24 442 LF Furnish and Install 8" PVC Sanitary Sewer Main (SOR 26, ASTM 2241 , CLASS 160) -Extra Depth-6'-8 ' Bury complete and in place for Dollars $20.80 $9,193.60 and Cents per linear foot. 25 138 LF Furnish and Install 8" PVC Sanitary Sewer Main (SOR 26, ASTM 2241, CLASS 160) -Extra Depth-8'-1 O' Bury complete and In place for Dollars $23.60 $3,256.80 and Cents per linear foot. 26 86 LF Furnish and Install 12" PVC Sanitary Sewer Main (SOR 26, ASTM 2241, CLASS 160)-Extra Depth-6'-8' Bury complete and in place for Dollars $30.00 $2,580.00 and Cents per linear foot. 27 127 LF Furnish and Install 12" PVC Sanitary Sewer Main (SOR 26, ASTM 2241, CLASS 160) -Extra Depth-8'-10' Bury complete and in place for Dollars $33.00 $4,191 .00 and Cents per linear foot. 28 89 LF Furnish and Install 4" PVC Sanitary Sewer Service (SOR 26, ASTM 2241, CLASS 160) -Standard Depth-4'-6' Bury complete and in place for Dollars $18.00 $1,602 .00 and Cents per linear foot. 29 63 LF Furnish and Install 4" PVC Sanitary Sewer Service {SOR 26 , ASTM 2241, CLASS 160) -Extra Depth-6'-8' Bury complete and In place for Dollars $20.00 $1 ,260.00 and Cents per linear foot. 30 5 EA Furnish and Install 8" x 4· Wye complete and in place for Dollars $50.00 $250 .00 and Cents per each. 31 2 EA Furnish and Install 8" x 4" Double Wye complete and in place for Dollars $75.00 $150.00 and Cents per each. 11 /UIS /UU 115: UIS l\LlNli ~Nlill'i~~Kll'i -+-+-+ 1,,u1,,;, VULI\/ lll UKl.>i\J'i ~UUb 32 3 EA Furnish and Install 4" x 4" Double Wye complete and in place for Dollars $50.00 $150.00 and Cents per each. 33 1 EA Furnish and Install 12" x 4" Double Wye complete and in place for Dollars $50.00 $50.00 and Cents per each. 34 3 EA Furnish and Install standard City of College Station Manhole -Extra Depth-8'-10' complete and In place for Dollars $1,800.00 $5,400.00 and Cents per each. 35 2 EA Furnish and Install standard City of College Station Manhole -Extra Depth-10'-12' complete and In place for Dollars $1,950.00 $3,900.00 and Cents per each. 36 1 EA Furnish and Install Standard City of College Station Manhole in existing line-Extra Depth-8'-10' complete and in place for Dollars $2,000.00 $2,000.00 and Cents per each . 37 2 EA Furnish and Install Standard City of College Station 8" 0.1.P . Drop Connection complete and in place for Dollars $1,270.00 $2,540.00 and Cents per each. 38 1 EA Furnish and Install Standard City of College Station 4" D .l.P. Drop Connection complete and In place for Dollars $1,000.00 $1 ,000 .00 and Cents per each. 39 1 EA Furnish and Install Standard City of College Station 8" D .l.P. Drop Connection on Existing Manhole complete and in place for Dollars $1,270.00 $1,270.00 and Cents per each. 40 1 EA Furnish and Install Standard City of College Station 4" 0.1.P. Drop Connection on Existing Manhole complete and in place for Dollars $1 ,000.00 $1 ,000.00 and Cents per each. -..v ."' ...,, ..... ...,, .......... 41 2 EA Tie New sanitary sewer line Into Existing Manhole complete and in place for Dollars $700.00 $1,400.00 and Cents per each. 42 156 LF Grout fill and abandon Existing 8" Sanitary Sewer line complete and in place for Dollars $10.90 $1,700.40 and Cents per each. SANITARY SEWER LINE· SUB-TOTAL 2: $44,863.30 Items (23-42) 43 1 LS Provide Contractor red-lines As -Built Drawings within 7 days of project completion and closeout complete for Dollars $350.00 $350.00 and Cents per lump sum. 44 1 LS Furnish and Install all necessary Barricades, Signs and Traffic Control Devices complete and in place for Dollars $500.00 $500.00 and Cents per lump sum . 45 1321 LF Furnish and Install all necessary Trench Safety complete and in place for Dollars $2.50 $3,302.50 and Cents per linear foot. INCIDENTALS -SUB-TOTAL 3: $4, 162.50 Items (43-45) .l.l / U(S / UU .l b : .LU ENGINEER'S ESTIMATE FOR REPLA T OF LOT 3 -HENTON SUBDIVISION WATER LINE & SANITARY SEWER LINE CONSTRUCTION November 8 , 2000 WATER LINE -SUB-TOTAL 1: SANITARY SEWER LINE -SUB-TOTAL 2: INCIDENTALS -SUB-TOTAL 3: TOTAL: 10% CONTINGENCY: ~vv u $58,951.60 $44,863.30 $4,152.60 $107,967.30 $10,796.73 $118 ,764.03 Cf W COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO . 500020 DP-THE VERANDA FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 3, Henton Subdivision Richard Carter Survey, A-8 DATE OF ISSUE: 12/05/00 OWNER: David Scarmardo 111 FM2818 Bryan, Texas 77805 SITE ADDRESS: LINCOLN AVE DRAINAGE BASIN: Burton Creek VALID FOR 4 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: CLEARING AND ROUGH GRADING ONLY SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees must be barricaded , as shown on plans , prior to any construction. Any trees not barricaded will not count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and /or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of an y silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and /or Contractor shall be responsible for an y damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area outside the special flood hazard area. All 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. Date Owner/ Agent/ Contractor Date SITE PLAN APPLICATION FORO CASE NO. DATE SUBMITI'ED ~~.,,,;,...:;1--1\- MINIMUM SUBMITTAL REQUIREMENTS \, Site plan application completed in full. ~ $100.00 Application Fee. ~ $100.00 Development Permit Application Fee. ~ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public \. waterline, sewerline, sidewalk, street or drainage fucilities is involved.) ~ Ten (10) folded copies of site plan. ~ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. APPLICATION DATA NAME OF PROJECT The Veranda ----------------------------~ ADDRESS n/a -"----------------------------------~ LEGAL DESCRIPTION Lot 7 of Henton-Lincoln Subdivision Rep lat APPLICANT (Primary Contact for the Project): Name David Scamardo Street Address _1_1_1 _F_M_· _28_1_8 ___________ City _B_r ...... y_a_n _________ _ State TX Zip Code 77805 E-Mail Address ------------ Phone Nwnber ( 409) 779-7209 Fax Nwnber ( 409) 822-1763 PROPERlY OWNER'S INFORMATION: Name David Scarmardo StreetAddress _l_l_l_F_M_28_1_8 ___________ City __.B ...... r-.1-y .... an....__ ________ _ State TX Zip Code 77805 E-Mail Address ------------ Phone N wn be r (409) 779-7209 FaxNwnber (409) 822-1763 ARCIDTECT OR ENGINEER'S INFORMATION: Name Kling Engineering and Surveying Street Address 4103 Texas Ave. Suite 212 City Bryan Zip Code __ 7_7_8_02__ E-Mail Address kl ing@tca.net TX State ---- PhoneNwnber (409) 846-6212 FaxNwnber (409)846-8252 ---------- OTIIER CONTACTS (Please specify type of contact, i.e. project manager, potential buyer, local contact, etc .) Name none StreetAddress ---------------City------------- State Zip Code _____ E-Mail Address ------------ Phone Nwnber Fax Number ________________ _ SITE PLAN APPUCA TION SITEAPP.DOC 0312.5199 1 of3 CURRENTZONING R-4, R-IA ----------- PRES ENT USE OF PROPER1Y va PROPOSED USE OF PROPER1Y Multi Family and Single Family Dwelling llnits V ARIANG~)-REQmlSIBD AND-REASON(S)-- FY I: Owner is currently in the process of rezoning property to POD : #OF PARKING SPACES REQUIRED __ 7_8 _ #OF PARKING SPACES PROVIDED 108 ·~ MULTI-FAMILY RESIDENTIAL Total Acreage 3 · 2 5 Floodplain Acreage 0 Housing Units 28 #of l Bedroom Units # of 2 Bedroom Units 2 8 # of 3 Bedroom Units # of 4 Bedroom Units FOR 2 BEDROOM UNITS ONLY __ # Bedrooms ~ 132 sq. ft. __ # Bedrooms < 132 sq. ft. 0 COMMERCIAL Total Acreage Building Square Feet ---- Floodplain Acreage ___ _ ---- The applicant has prepared this application and certifies that the facts stated herein and exhibits attached eto true and co"ect. March 13, 2000 Date SITE PLAN APPLICATION 2of3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION .\pplication is hereby made for the following development specific waterway alterations: n/a ACKNOWLEDGMENTS: I, David Sca rmard o , design engineer/owner, hereby acknowledge or affirm that: 1be information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As condition of approval of · s permit appli ·on, I agree to construct the improvements proposed in this application according to these and the req · ments of C r 13 of the College Station City Code. Contractor CERTIFICATIONS: (for proposed alterations within designated flood ha7.ard areas.) A. I, certify that any nonresidential structure on or proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. I, certify that the finished floor elevation of the lowest floor, including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Ha7.ard Study and maps, as amended. Engineer Date C . I, certify that the alterations or development covered by this permit shall not diminish the flood~ng capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . Engineer Date D . I, do certify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the lat.est Federal Insurance Administration Flood Ha7.ard Study. Engineer Date Conditions or comments as part of approval:--------------------------- 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 . ' hereby grant this permit for development All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project All of the applicable codes and ordinances of the City of College Station shall apply . SITE PLAN APPLICATION SITEAPP.DOC 03/2 S/99 3 of3