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Home My WebLink About28 DP Castlegate Sec 1 Ph 2 01-07 2270 Greens Prairie Rd. WDrainage Report for Castlegate Subdivision Section 1, Phase 2 College Station, Texas February 2001 Developer: Greens Prairie Investors , Ltd. By Greens Prairie Associates, LLC 5010 Augusta College Station, Texas 77845 (979) 693-7830 Prepared By: TEXCON General Contractors I 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR \ COt\~DI IANCE FEB 0 8 2001 COLLEGE STA 1'101\1 ENGlNEERlNG a4 CE RTIFICATION I, Joseph P . Schultz, Licensed Professional Engineer No . 65889 , State of Texas , certify that this report for the drainage design for the Castlegate Subdivision, Section 1, Phase 2 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. __ ,,,' --~~ O F /~\'' ti:~~ ····· ...... -!'_.., '• "' ~ .. ·· * ·· .. IS' •• '*.. ... *I. "*. ·*~ ~ .... : .............................. l f .. 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J ,~ .... ~ 65889 Q/&~ \'-0.<-~··f.91sre.~~··0· ~ '-'.$' .... •••••••• _,. -:".:_ \\u/ONAL <;;.;;" ·•·;::. ,,,~ .. ~.:.:·i:;-.-,... 2 -7--~ \. ~~ Ginger L.~h,~ TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 2 CERTIFICATION .................................................................................................................................................................. 1 TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OF TABLES .................................................................................................................................................................. 3 INTRODUCTION ................................................................................................................................................................... 4 GENERAL LOCATION AND DESCRIPTION .................................................................................................................. 4 FLOOD HAZARD INFORMATION .................................................................................................................................... 4 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 4 DRAINAGE DESIGN CRITERIA ...........................................•............................................................................................ 5 STORM WATER RUNOFF DETERMINATION ............................................................................................................... 5 DETENTION FACILITY DESIGN ...................................................................................................................................... 7 STORM SEWER DESIGN .................................................................................................................................................... 7 CONCLUSIONS ..................................................................................................................................................................... 8 APPENDIX A .......................................................................................................................................................................... 9 Storm Sewer Inlet Design Calculations APPENDIX B ........................................................................................................................................................................ 11 Storm Sewer Pipe Design Calculations APPENDIX C ........................................................................................................................................................................ 36 Storm Sewer Drainage Channel No. 2 Design Calculations EXJIIBIT A ............................................................................................................................................................................ 38 Of/site Infrastructure Plan for Castlegate Subdivision EXIllBIT B ............................................................................................................................................................................ 40 Post-Deve lopment Drainage Area Map 2 LIST OF TABLES TABLE 1 -Rainfall Intensity Calculations ........................................................................................................ 5 TABLE 2 -Post-Development Runofflnformation ........................................................................................... 6 3 DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 2 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 1, Phase 2 , and to verify that the proposed storm drainage system meets the requirements set forth by the City of College Station Drainage Policy and Design Standards. GENERAL LOCATION AND DESCRIPTION The project is located on a 162 acre tract located west of State Highway 6 along the north side of Greens Prairie Road in College Station, Texas . This report addresses Section 1, Phase 2 of this subdivision, which is made up of 26.01 acres. The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 312 to elevation 340. The general location of the project site is shown on the vicinity map in Exhibit B. FLOOD HAZARD INFORMATION The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. The site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated July 2 , 1992 , panel number 48041C0205-C. Zone X Areas are determined to be outside of the 500-year floodplain. LJA Engineering & Surveying, Inc. submitted a Request for Conditional Letter of Map Revision (CLOMR) to FEMA to outline a proposed 100-year floodplain area. This CLOMR No. 00-06-844R was approved by FEMA on 9/8/2000. The proposed floodplain area does not affect Section 1. Section 1 will continue to be in a Zone X Area. DEVELOPMENT DRAINAGE PATTERNS Prior to development, the storm water runoff for this tract flows in two general directions . A majority of the acreage flows toward the east boundary of the tract and into existing drainage. The northern portion of the acreage flows to the north and into existing drainage channels. Ultimately, the runoff for the entire acreage of Section 1, Phase 2 flows north to the proposed regional detention facility. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility . 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows: • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design. • Design Storm Frequency Storm Sewer system 10 and 100-year storm events • Runoff Coefficients Pre-development Post-development (single family residential) c = 0.30 c = 0.55 • Rainfall Intensity val ues for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table, and the intensities are calculated with the higher values where required. • Time of Concentration, tc -Due to the small sizes of the drainage areas, the calculated times of concentration, tc, are less than 10 minutes. Therefore, a minimum tc of 10 minutes is used in most cases to determine the rainfall intensity values. Where a longer time of concentration was necessary, it is noted and used accordingly. STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, 10, 25, 50, and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for post-development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2 . TABLE 1 -Rainfall Intensity Calculations Rainfall Intensity Values (in/hr) Storm t.:= Event 10 min Is 7 .693 110 8.635 125 9 .861 lso 11 .148 1100 11 .6 39 Brazos County: 5 y_ear storm 10 y_ear storm b = 76 b = 80 d = 8 .5 d = 8.5 e = 0 .785 e = 0 .763 I = b I (tc+d)e I = Rainfall Intensity (in/hr) tc = U(V*60) le= Time of concentration (min) L = Length (ft) V = Velocity (ft/sec) 25 y_ear storm 50 y_ear storm 100 y_ear storm b = 89 b = 98 b = 96 d = 8.5 d = 8 .5 d = 8 .0 e = 0.754 e = 0.745 e = 0.730 (Data taken from State Department of Highway_s and Public Transportation Hy_draulic Manual, page 2-16) 5 TABLE 2 -Post-Development Runoff Information A c Area# (acres) 8 0 .91 0 .55 9 2.20 0 .55 11 2.28 0.47 12 0 .87 0 .55 13 1.27 0 .55 14 0 .67 0.55 15 1 .63 0.55 16 1 .67 0.55 17 1.29 0.55 18 2.00 0 .55 19 1 .73 0.55 20 0.58 0.55 21 0.72 0 .55 22 0.41 0.55 23 0.55 0.55 24 0.63 0.55 25 0.59 0.55 26 0.45 0 .55 27 0.42 0 .55 28 0.48 0.55 29 0 .99 0 .55 30 1 .37 0 .55 31 0 .84 0.55 34 0 .46 0 .55 35 0 .88 0.55 37 1 .84 0 .55 38 2.27 0 .55 The Rational Method: Q =CIA Q =Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) tc Os 010 (min) (cfs) (cfs) 10 3 .85 4.32 10 9.31 10.45 10 8 .24 9.25 10 3 .68 4.13 10 5 .37 6.03 10 2 .8 3 3.1 8 10 6 .90 7 .74 10 7 .07 7 .93 10 5.46 6.13 10 8.46 9.50 10 7 .32 8 .22 10 2.45 2 .75 10 3.05 3.42 10 1 .73 1 .95 10 2 .33 2 .61 10 2 .67 2 .99 10 2.50 2 .80 10 1.90 2 .14 10 1 .78 1 .99 10 2.03 2 .28 10 4 .19 4 .70 10 5.80 6 .51 10 3 .55 3 .99 10 1 .95 2 .18 10 3 .72 4.18 10 7 .79 8 .74 10 9.60 10 .78 6 025 Oso 0100 (cfs) (cfs) (cfs) 4.94 5.58 5.83 11 .93 13.49 14.08 10.57 11 .95 12.47 4 .72 5 .33 5 .57 6 .8 9 7.79 8.13 3 .63 4.11 4.29 8 .84 9 .99 10.43 9 .06 10 .24 10 .69 7 .00 7.91 8 .26 10 .85 12.26 12 .80 9 .38 10 .61 11 .07 3 .15 3 .56 3.71 3.90 4.41 4 .61 2.22 2.51 2.62 2.98 3 .37 3 .52 3.42 3 .86 4.03 3.20 3 .62 3 .78 2.44 2 .76 2 .88 2.28 2 .58 2 .69 2 .60 2 .94 3 .07 5 .37 6 .07 6.34 7.43 8.40 8 .77 4.56 5 .15 5 .38 2.49 2 .82 2.94 4 .77 5.40 5 .63 9 .98 11 .28 11 .78 12 .31 13 .92 14.53 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site will be a regional facility designed by LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. The runoff from this project flows into existing drainages and then into Spring Creek. The detention facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. Some of the runoff drains into the storm sewer system constructed for Section 1, Phase 1, and then flows under Greens Prairie Road and through adjacent properties prior to reaching the detention facility. The increased runoff in this area has been previously addressed in the Drainage Report for Section 1, Phase 1. STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class ill pipe. The curb inlets and junction boxes will be cast-in-place concrete. Appendix A presents a summary of the storm sewer inlet design parameters and calculations. The inlets were designed based on a 10-year design storm. As per College Station guidelines, the capacities of inlets in sump were reduced by 10% to allow for clogging. Inlets were located to maintain a gutter flow depth of 5" or less, which will prevent the spread of water from reaching the crown of the road for the 10-year storm event. The runoff intercepted by the proposed storm sewer inlets was calculated using the following equations. The depth of flow in the gutter was determined by using the Straight Crown Flow equation. The flow intercepted by Inlets 108 thru 115 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 116 thru 119) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are summarized in Appendix A. Appendix B presents a summary of the storm sewer pipe design parameters and calculations. All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters, the cross- sectional area is reduced by 25%, as per College Station requirements. A summary of how this was achieved is shown in Appendix B as well. The pipes for the storm sewer system were designed based on the 10-year storm event; however, all will also pass the 100-year storm event without any headwater. Based on the depth of flow in the street determined for the 100-year storm event, this runoff will be contained within the street right-of-way until it enters the storm sewer system. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second . As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 125. The maximum velocity for the pipe system in Section 1, Phase 2 will be 13.4 feet per second and will occur in Pipe No . 116. Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events. 7 The storm sewer design also involves a drainage channel, Channel 2. Channel 2 is a trapezoidal channel approximately 2.5 feet deep (includes 0.5 feet of freeboard) with 3: 1 side slopes. It has a bottom width of 4 feet, and receives water from Pipe 125. The channel will be seeded to establish grass cover, which allows a maximum velocity of 4.5 feet per second (College Station Drainage Policy & Design Standards, Table VII-2, page 60). The calculated velocity for this channel is well within this requirement. Refer to Appendix C for the channel calculations. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site. The proposed storm sewer system should adequately control the runoff and release it into existing drainages. Also, the regional detention facility and the proposed ponds in the park area should adequately reduce the peak post-development runoff to less than the pre-development runoff for the design storm event. This will prevent any impact on the properties downstream of this project. 8 APPENDIX A Storm Sewer Inlet Design Calculations 9 Castlegate Subdivis ion Section 1, Phase 2 Inlet Length Calculations Inlets In Sump Inlet# Length & Type Flow from Area# A (acres) Section 1/Phase 1 ·for informational purposes only 101 15' Standard 1 1.75 67 1.05 401 10· Standard 68 0 .49 70 1.18 102 s· Standard 2 0 .71 -66 0 .34 106 10' Standard 10 1.51 -12 0 .87 107 15' Standard ~ 2.2 13 1.27 121 10' Standard 31 0 .84 36 1.06 122 10' Standa rd 34 0 .48 35 0 .88 124 5' Standard 32 0 .37 33 0 .85 Sectio n 1/Phase 2 116 10· Standard 25 0 .59 22 0 .41 117 5' Standard 24 0.63 23 0.55 118 10' Standard 29 0.99 26 0.45 119 5' Standard 28 0 .48 27 0.42 c a,. a.: .. ., ...... (els) (els) fromlnlot# 0.55 8.31 0.55 4.99 0.55 2.33 ------ 0 .55 5.60 0.55 3.37 0.55 1.61 0.55 7.17 0 .84 103 0.55 4.13 0.55 10.45 0.55 8.03 0 .82 104,108,109 0.55 3.99 0.55 5.03 0.55 2 .18 0 .00 123 0.55 4.18 2.20 120 0.55 1.76 0 .55 3 .09 0 .55 2 .80 3.69 114 0 .55 1.95 2.02 115 0 .55 2 .99 0 .55 2 .61 0 .55 4 .70 0 .55 2 .14 0 .55 2.28 0 .55 1.99 10 year storm Q T•Uo l Q Tot.1+10'111 Y 10 ... ctu•I L ,,~.,.·11 L 11 .. ctuol (els) (els) (ft) (in) (ft) (ft) 8.3 1 9.14 0.342 4 .1 1 10.95 15 4 .99 5 .49 0 .283 3 .39 2 .33 2 .58 0 .2 12 2 .55 6 .53 10 5 .60 6 .16 0 .295 3 .54 3.37 3.71 0 .24 4 2 .93 4 .11 5 1.61 1.78 0 .185 2 .22 8.01 8.81 0 .337 4 .05 10.00 10 4 .13 4 .55 0 .263 3.16 10.45 11 .49 0 .373 4 .47 14.25 15 8.85 7.54 0 .318 3.82 3.99 4 .39 0 .260 3.12 7 .43 10 5.03 5 .54 0 .284 3.40 2.18 2.40 0 .207 2 .49 7.05 10 6.38 7.01 0 .310 3.72 1.76 1.93 0 .191 2.29 3.99 5 3 .09 3.40 0.238 2.83 6 .49 7.14 0.312 3.74 8.6 1 10 3 .96 4.36 0.259 3.11 2.99 ~ 0.233 ~ 4.62 5 2 .81 2.87 0.222 2.66 4 .70 5.17 0.276 3.32 5.83 10 2 .14 2.35 0.206 2.47 2.28 2 .51 0.211 2.53 3.52 5 1.99 2.19 0.200 2.40 UHllil y...., •7"•0.543' Inlets On Grade I 10 year storm Inlet# Length & Type Flow from y,. O pert.ot O u pac lty Area# (ft) (In) (ft) (els) Section 1/Phase 1 ·fo r Informati onal pu rpo se• only 103 S' Recessed 7 0 .257 3.09 0.55 2 .77 104 10' Recessed 8 0 .275 3.31 0.57 5.71 120 1 O' Recessed 37 0 .361 4.34 0.65 6 .54 123 1 O' Recessed 30 0 .359 4.30 0.65 6 .52 Section 1/Phase 2 110 1 O' Recessed 15 0 .363 4.38 0.66 6 .56 111 1 O' Recessed 16 0 .366 4 .40 0.66 6 .59 108 10' Recessed 14 0 .327 3.92 0.59 5 .66 109 10' Recessed 17 0 .406 4.87 0.66 6 .64 112 10' Recessed 18 0 .359 4.30 0.65 6 .52 113 10' Recessed 19 0.340 4.06 0.63 6 .33 114 5' Recessed 21 0.309 3.71 0.54 2 .71 115 5' Recessed 20 0 .274 3.29 0.52 2 .62 Transverse (Crown) slope (ft/ft )= 0 .038 Straigh t Crown Flow (S o lved to find actu al depth offlow, yl: a = o.s6 • (zin) • s 'n • y"'"' y = (Q / [0.56 • (zin) • s "'n"' n =Roughness Coefficient = 0 .0 18 z = Reciprocal of crown slope = 26 S = SlreeVGulter Slope (ft/ft) y = Deplh of now at inlet (ft) Capacity of Inlets on grade : 0c = 0.7 • [1/(H,-H2)] • [H,512 -H2 512] 0 0 =Flow capacity of inlet (els) H1 =a+ y H2 =a = gutter depression (2" Standard; 4 " Recessed) y = Deplh of now in approach gulter (ft) ab, ..... O uptu,.d (els) (els) 0 .84 2 .77 -1 .39 ~ 2 .20 6 .54 -0.01 6 .51 1.18 6 .56 1.34 6 .59 -2 .67 3 .18 -0.52 6 .13 2 .98 6 .52 1.89 6 .33 0 .71 2 .71 0 .13 2 .62 O unyner O i.ypotr.1 Qupl:Obl (els) from lnlett (els) (els) 0.84 2 .77 0 .00 4 .32 2 .20 6 .54 0 .00 8.51 1.18 8.58 1.34 8.59 1.18 110 0 .00 4 .36 1.34 111 0 .82 6.95 2 .98 8.52 1.89 6.33 2 .98 112 3.69 2.71 1.89 113 2.02 2.62 In lets In sumps Weir Flow: L = Q I (3 • y"') .:> y = (Q I 3L)"' L = Length of inlet opening (ft) Q =Flow at inlet (els) y = total depth of now on inlet (ft) max y for in let in sump = 7" = 0 .583' 0 10.Tottol (els) 3 .81 4 .32 8 .74 6 .51 7.74 7 .93 4 .36 7.77 9 .50 8.22 6 .40 4 .64 100 year storm a, .. a curyonr Q T.UI Q Tobil•10'!1o y, .. (els) (els) from lnl•lf (els) (els) (ft) (In) 11 .20 11 .20 12.32 0 .577 6.92 8 .72 8.72 7 .39 3.14 3.14 3.45 0 .538 6 .43 7.55 7 .55 8.31 4 .55 4 .55 5 .00 0.624 7.49 2.18 2 .18 2 .39 9.67 1.95 103 11.62 12 .78 0.735 8.82 5 .57 5 .57 8.13 14 .08 14.08 15.49 0.788 9.45 8.13 8.38 10-i,108,109 14.51 15.96 5 .38 5 .38 5.91 0.584 7.00 8.79 6 .79 7.46 2.94 1.83 123 4 .77 5.25 0 .878 8 .13 5.63 4.81 120 10 .44 11 .48 2.37 2 .37 2.6 1 0 .6 12 7.34 4.18 4 .18 4 .58 3 .78 7 .82 114 11 .40 12.54 0 .795 9 .54 2 .82 5 .3 1 115 7.94 8 .73 4 .03 4.03 4 .44 0 .874 8 .09 3 .52 3.52 3.87 6 .34 8.34 6 .97 0.485 5 .82 2 .88 2 .88 3.17 3.07 3 .0 7 3.38 0.563 6.76 2 .69 2 .69 2 .96 100 year storm y, .. Ope•'-" Ouptoclty Oi.y"" .. O uptur.c1 O urryowor Q brp-c.ota • O uptOtlll Q IOO ·Tot.I s L•CW•I (ft) (In) (ft) (els) (els) (e ls) (els) from ln!.tt (els) (els) (els) (ft/ft) (ft) 0.288 3.46 0 .5 8 2.92 1.95 2 .92 1.95 2.92 4 .87 0.0270 5 0.308 3 .70 0 .60 8.02 -0.20 5.83 0.00 5 .83 5 .83 0 .0270 ----;o 0.404 4 .85 0 .70 8.97 4 .81 6 .97 4 .81 6.97 11 .78 0 .0260 10 0.401 4 .81 0.69 8.94 1.63 6 .94 1.83 8.94 8 .77 0 .0150 10 0.406 4 .87 0.70 6 .99 3.44 6 .99 3.44 6.99 10.43 0 .0199 10 0.41 0 4 .92 0.70 7 .03 3.68 7 .03 3.66 7 .03 10.69 0 .0199 10 0 .399 4 .78 0.62 6 .19 -1.90 4 .29 3.44 110 ~ 5 .84 ~ 0 .0110 ----;o - 0.477 5 .72 0.71 7 .09 1.17 7 .09 3.66 111 4 .83 7 .09 11 .92 0 .0110 10 0 .40 1 4 .81 0.69 6 .94 5 .86 6 .94 5 .86 6 .94 12 .60 0.0319 ~ 0 .380 4 .58 0.67 6 .73 4 .35 6 .73 4.35 6 .73 11 .07 0.0319 ~ 0 .372 4 .48 0 .57 2 .85 1.78 2 .85 5.88 112 7.62 2 .85 10.47 0.0319 ~ 0 .337 4 .05 0 .55 2 .75 0 .97 2 .75 4.35 113 5.31 2 .75 8 .06 0 .0319 5 APPENDIXB Storm Sewer Pipe Design Calculations 11 Castlegate Subdivision Pipe Calculations -Section 1, Phase 2 Inlet Outlet 1 o year storm 100 year storm Pipe# Size Length Slope Invert Invert Elev Elev *Actual Flow Design Flow v,. % Full Travel Time , tr 11 *Actual Flow Design Flow V100 %Full Travel Time, t noo (in) (ft) (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) (sec) (min) 114 18 26 .8 1 .75 319.64 319.17 6 .59 10 .64 8.16 69.2 3 0 .05 7 .03 11 .35 8 .24 72 .8 3 0 .05 113 24 145.6 1.50 318.67 316.49 13.15 21 .24 9 .15 69 .3 16 0 .27 14 .02 22 .64 9 .24 72.8 16 0 .26 112 24 147.8 1 .50 316.39 314.17 13.15 2 1 .24 9 .15 69 .3 16 0 .27 14 .02 22 .64 9 .24 72.8 16 0 .27 110 27 42.3 0 .85 313.94 313.58 24.46 7 .57 75 .8 6 0 .09 26 .95 7 .60 83.5 6 0 .09 109 27 129.4 0 .85 313.48 312.38 24.46 7 .57 75.8 17 0 .28 26 .95 7.60 83.5 17 0 .28 108 27 112.9 0 .88 312.28 311 .29 24.46 7 .69 74 .6 15 0 .24 26 .95 7 .73 81 .9 15 0 .24 ~ 11 1 18 27 .1 2 .00 315.23 314.69 6 .95 11 .22 8 .70 68 .5 3 0 .05 7 .09 11 .45 8 .73 69 .5 3 0 .05 120 18 24 .0 1 .35 316.32 316.00 5 .60 9 .04 7 .12 67 .5 3 0 .06 7 .55 12.19 7 .10 93 .5 3 0 .06 115 18 26 .9 1 .10 323.9 5 323.65 6 .33 10.22 6 .60 81 .9 4 0 .07 6 .73 10.87 6 .52 89.4 4 0.07 116 18 117.6 4 .50 323.56 318.27 12.85 20 .75 13.35 82 .2 9 0 .15 13 .67 22.08 13 .15 90 .3 9 0 .15 ~ 117 24 93 .0 1 .10 317.77 316.75 12.85 20 .75 7 .98 77.2 12 0.19 13 .67 22 .08 7 .99 82.2 12 0 .19 118 27 27 .1 0.40 316.50 316.39 15.56 5 .14 71 .2 5 0 .09 16.52 5 .18 74 .7 5 0 .09 119 27 23 .8 0.40 316.29 316.19 18.18 5 .21 81 .9 5 0.08 19.27 5 .16 88.8 5 0 .08 119A 27 33.0 0.40 316 .10 315.97 18.18 5 .21 81 .9 6 0 .11 19.27 5 .16 88.8 6 0 .11 121 42 120 .1 0.40 314.72 314.24 34.23 6 .37 54.6 19 0 .31 46 .16 6 .79 66 .5 18 0 .29 122 42 90 .8 0.40 314.14 313.78 34.23 6 .37 54.6 14 0 .24 46 .16 6.79 66 .5 13 0 .22 123 42 144.7 0.40 313.68 313.10 34.23 6 .37 54.6 23 0 .38 46.16 6 .79 66 .5 2 1 0 .36 124 42 24.0 0 .40 313.00 312.90 41 .07 6 .63 61 .4 4 0 .06 55.38 6 .98 76 .8 3 0.06 125 42 120.0 0.40 312.80 312.32 45.34 6 .77 65.7 18 0 .30 61 .14 6 .98 85.5 17 0 .29 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mann ings Equation from page 48 of the College Station Drainage Policy & D e s ign Standards Manual : Q = 1.49/n *A * R213 * S 112 Q = Flow Capacity (cfs) 18" Pipe: Pipe size (inches)= 18 Wetted Perimete r W P· (ft) = 4 . 71 Cross-Sectional Area A , (ft2 ) = 1 .766 Reduced Area A R, (tt2) = 1 .325 Hydraulic Radius R =A/W P, (ft)= 0 .375 Reduced Hydr Radius R R = A R/W p, (ft)= 0 .281 Roughness Coefficient n = 0 .014 Friction Slope of Conduit S r. (ft/ft) = 0 .01 Example Calculation: Slope Flow Capacity Reduced Flow Capacity % Difference s Q Oreduced O red uce d/Q 0 .005 6 .91 4 .28 0.619 0 .006 7 .57 4 .69 0.619 0 .007 8 .18 5 .06 0.619 24" Pipe: Pipe size (inches) = 24 Wetted Perimeter W P, (ft)= 6 .28 Cross-Sectional Area A , (tt2) = 3 .14 Reduced Area A R, (tt2 ) = 2.3 55 Hydraulic Radius R =A/WP, (ft)= 0 .5 Reduced Hydr Radius R R = A R/W P, (ft)= 0 .375 Roughness Coefficient n = 0 .014 Friction Slope of Conduit S r. (ft/ft) = 0 .01 Example Calculation: Slope Flow Capaci ty Reduced Flow Capacity % Difference s Q O reduced O reducei Q 0 .005 14 .89 9 .22 0.619 0 .006 16.31 10 .1 0.619 0 .007 17.61 10.9 0.619 Conclusion: Multiply a ctual Q in 18" & 24" pipes by 1.615 to refl e ct a 25% reduction in the cross-sec t ional area called for on page 47 , parag raph 5 of the College Station Drainage Policy & Design Standards manual. Inlet 113 1 6 .33 J, Pipe 1151 6 .33 J, Inlet 112 1 6 .52 J, Pipe 1161 12 .85 J, June Box 104 J, Pipe 1171 12 .85 J, Inlet 114 1 2 .71 J, P ipe 1181 15 .56 J, Inlet 115 1 2 .62 J, Pipe 1191 18 .1 8 J, June Box 104A J, Pipe 119A I 18.18 J, Inlet 116 1 10.45 J, Pipe 121 I 34 .23 J, June Box 105 J, Pipe 1221 34.23 J, June Box 106 J, Pipe 1231 34 .23 J, Inlet 118 1 6 .84 J, Pipe 1241 41 .07 J, Inlet 119 1 4 .27 J, llPipe 1251 45 .34 II 7' Castlegate Subdivision Section 1, Phase 2 -Pipe Flow Diagram 010 (cfs) lnlet117 / 5.60 i Pipe 1201 5.60 Pipe 125 flows into Channel No. 2 and then into an existing drainage channel. Inlet 111 I 6 .59 i Pipe 1141 6 .59 J, Inlet 110 1 6.56 i Pipe 1131 13 .15 J, June Box 103 J, Pipe112I 13 .15 J, Inlet 108 1 4 .36 J, Pipe 11 OI 24.46 i June Box 102 J, Pipe 1091 24.46 J, June Box 101 J, Pipe 1081 24.46 J, into Sect 1, Ph 1 Inlet 109 1 6.95 J, Pipe 111 I 6 .95 Inlet 113 1 6 .73 J, Pipe 1151 6 .73 J, Inlet 112 1 6.94 J, P ipe 1161 13 .67 J, Ju ne Box 104 J, Pipe 1171 13.67 J, Inlet 114 1 2.85 J, Pipe 1181 16 .52 J, Inle t 1151 2 .75 J, Pipe 1191 19.27 J, June Box 104A J, Pipe 119A I 19 .27 J, lnlet 116 I 19.34 J, Pipe 121 1 46 .16 J, June Box 105 J, Pipe 1221 46 .16 J, Jun e Box 106 J, Pipe 1231 46 .16 J, Inlet 118 1 9 .22 J, Pipe 1241 55.38 J, Inlet 119 1 5.76 J, jlPipe125I 61 .1411 /I Castlegate Subdivision Section 1, Phase 2 -Pipe Flow Diagram 0 100 (cfs) Inlet 117 1 7 .55 J, Pipe 1201 7.55 Pipe 125 flows into Channel No. 2 and then into an existing drainage channel. Inlet 111 I 7 .03 J, P ipe 1141 7 .03 J, Inlet 110 1 6 .99 J, Pipe 1131 14.02 J, June Box 103 J, Pipe 1121 14 .02 J, Inlet 108 1 5 .84 J, Pipe 1101 26 .95 J, June Box 102 J, Pipe 1091 26 .95 J, June Box 101 J, Pipe 1 OB I 26 .95 J, into Sect 1, Ph 1 Inlet 1091 7 .09 J, Pipe 111 I 7 .09 Pipe 108 -10 Year Storm Manning P i pe Calculator Giv en Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radi us ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 24.4600 cfs 0 .0088 ft /ft 0.0140 20.1511 in 3.9761 ft2 3.1827 ft2 56.3209 in 84 .8230 in 7.685 4 fps 8 .1373 in 74 .6338 % 26.9775 cfs 6.7850 fps Pipe 108 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circul a r Depth of Flow 27.0000 in 26.9500 cfs 0.0088 ft/ft 0.0140 22.1049 in 3.9761 ft2 3.4843 ft2 61.07 1 7 in 84.8 2 30 in 7.7346 fps 8.2157 i n 81 .8 7 00 % 26 .9775 cfs 6.7850 fps Cast l egate Subdiv ision, Section 1, Phase 2 College Station, Tex as Pipe 109 -1 0 Yea r Storm Manning Pipe Calculator Giv en Input Data : Shape .......................... . Solv ing for .................... . Di ameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Resu l ts : Depth .......................... . Area ....................... · ... · Wetted Area .................... . Wetted Perime t er ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 24.4600 cfs 0.0085 ft/ft 0 . 0140 20 .4559 in 3.9761 ft2 3 .2320 ft2 57 .0265 in 84 .8230 in 7.5681 fps 8.1613 in 75 .7624 % 26.5137 cfs 6 .6683 fps Pipe 109 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Peri meter ............... . Perimeter ...................... . Velocity ....................... . Hy drauli c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 26 .9500 cfs 0.0085 ft/ft 0. 0140 22.5538 in 3.9761 ft2 3.5480 ft2 62 .2589 in 84 .8230 i n 7 .5958 fps 8 .2062 in 83 .53 2 6 % 26 .5137 cfs 6.6683 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 110 -10 Year Storm Manning P i pe Calcul ator Giv en Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . F lowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circul ar Depth of Flow 27.0000 in 24.4600 cfs 0.0085 ft/ft 0.014 0 20.4559 in 3.9761 ft2 3.2320 ft2 57.0265 in 84.8230 in 7.5681 fps 8.1613 i n 75 .7624 % 26 .5137 cfs 6 .6683 fps Pipe 110 -100 Year Storm Manning Pipe Calculator Giv en I nput Data: Shape .......................... . Solv ing for .................... . Di ameter ....................... . F l owrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Ar ea ........................... . Wetted Area .................... . Wetted Pe r imeter ............... . Pe r imete r ...................... . Velocity ....................... . Hy draulic Radius ............... . Pe r cent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 26.9500 cfs C .0085 ft/ft 0 . 0140 22.5538 in 3 .976 1 ft2 3.5480 ft2 6 2 .2 589 in 84.8230 in 7.5958 fps 8.2 06 2 i n 83.53 2 6 % 26 .513 7 cfs 6.6683 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Tex as Pipe 111 -10 Year Storm Manning Pipe Calcul ator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 11.2200 cfs 0.0200 ft /ft 0.0140 12.3284 in 1.7671 ft2 1.2899 ft2 35 .0931 in 56 .5487 in 8.6981 fps 5.2931 in 68.4912 % 13.7943 cfs 7.8060 fps Pipe 111 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Comp u ted Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Fu l l flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 11.4500 cfs 0.0200 ft/ft 0. 0140 12.5176 in 1. 7671 ft2 1.3118 ft 2 35.5022 in 56.5487 in 8.7284 fps 5 .3208 in 69.5422 % 13 .794 3 cfs 7.8060 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station , Tex as Pipe 1 1 2 -1 0 Year Storm Manning Pipe Calcul ator Giv en I nput Data: Shape .......................... . Solv ing for .................... . Di ameter ....................... . F l owrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draul i c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24 .0000 in 21 .2400 cfs 0.0150 ft /ft 0.0140 16 .6 21 9 in 3.141 6 ft2 2 .3 2 1 6 ft2 47.1883 in 75 .398 2 in 9.1488 fps 7 .0847 in 69 .2581 % 25 .7 2 76 cfs 8.1894 fps Pipe 11 2 -100 Year Storm Manning Pipe Calcul ator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy d r au li c Rad i us ............... . Percent Full ................... . Full flow Flowrate ............. . Full fl ow v elocity ............. . Circul a r Depth o f Flow 24 .0000 in 22 .6400 cfs 0 .015C ft/ft 0.0140 17 .47 2 3 in 3.1416 ft 2 2 .450 2 ft2 49.06 37 in 75.39 8 2 in 9.240 2 fps 7 .1 911 i n 72.80 12 % 25.7276 cfs 8.18 94 fps Castlegate Subdiv ision, Section 1, Ph ase 2 College Station, Tex as Pipe 113 -10 Year Storm Manning Pipe Calculator Gi ven Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perime t er ............... . Perimeter ...................... . Velocity ....................... . Hy drau lic Ra di us ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Circular Depth of Flow 24.0000 in 21.2400 cfs 0.0150 ft/ft 0. 0140 16.6219 in 3.1416 ft2 2.3216 ft2 47.1 883 in 7 5 .3982 in 9.1488 fps 7.0847 i n 69 .2581 % 25 .7276 cfs 8.1894 fps Pipe 113 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . F l owrate ....................... . Slope .......................... . Manning ' s n .................... . Co mputed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24.0000 in 22.6400 cfs 0 .0150 ft/ft 0 . 0140 1 7.4723 in 3 .1416 ft2 2.450 2 ft2 49.0637 in 75.3982 in 9.240 2 fps 7.1911 in 72.8012 % 2 5 .72 7 6 cfs 8.1894 fps Ca s t lega t e Subdiv ision, Section 1 , Phase 2 College S t a t ion , Texas Pipe 114 -10 Year Storm Manning P i pe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18 .0000 in 10.6400 cfs 0.0175 ft/ft 0 .0140 12.4553 in 1.7671 ft2 1.3046 ft2 35.3670 in 56.5487 in 8.1556 fps 5. 3119 in 69 .1961 % 12 .9034 cfs 7.3018 fps Pipe 114 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18 .0000 in 11.3500 cfs 0.0175 ft/ft 0 .0140 13.0997 in 1.7671 ft 2 1.3777 ft 2 36.7876 in 56.5487 in 8.2383 fps 5.3929 in 72.7761 % 12 .9034 cfs 7.3018 fps Castlegate Subdivision, Sect i on 1, Phase 2 College Station, Texas Pipe 115 -10 Year Storm Manning Pipe Calculator Given I nput Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrat e ............. . Full flow velocity ............. . Ci rcular Depth of Flow 18.0000 in 10.2200 cfs 0. 0110 ft/ft 0.0140 14.7371 in 1. 7671 ft2 1.5486 ft2 40 .7158 in 56 .5487 in 6 .5993 fps 5.4771 in 81.8728 % 10.2301 cfs 5.7891 fps Pipe 115 -100 Year S t orm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Co mputed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Ci rcular Depth of Flow 18 .0000 in 10 .8700 cfs 0.0110 ft/ft 0 . 0140 16 .0865 in 1.7671 ft2 1.6665 ft2 44.5925 in 56.5487 in 6.5225 fps 5.3817 i n 89.3695 % 10.2301 cfs 5 .7891 fps Ca stlegate Subd ivision, Section 1 , Phase 2 College Station, Texas Pipe 1 1 6 -10 Year Storm Manning Pipe Calcu l ator Giv en Input Data : Shape .......................... . Solv ing fo r .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 20.7500 cfs 0 .0450 ft/ft 0 .0140 14.8002 in 1. 7671 ft2 1.554 7 ft2 40.8802 in 56 .5487 in 13.3467 fps 5.4764 in 82.2234 % 20.6914 cfs 11.7089 fps Pipe 116 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draul i c Rad i us ............... . Percent Full ................... . Full flow F l owrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 22.0800 cfs 0.0450 ft/ft 0.0140 16.2503 in 1.7671 ft2 1.6789 ft2 45.1 3 45 in 56.548 7 in 13.1512 fps 5.3566 in 90.2 7 9 7 % 2 0.69 1 4 cfs 11 .7089 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Tex as Pipe 117 -10 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wet ted Area .................... . Wet ted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 24.0000 in 20.7500 cfs 0. OllO ft/ft 0. 0140 18.5240 in 3 .1 416 ft2 2 .60 19 ft2 51.4943 in 7 5.3 982 in 7.9750 fps 7.2760 in 77.1833 % 22.0318 cfs 7.0129 fps Pipe 117 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solvi ng for .................... . Diame ter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Pe rimeter ............... . Perimete r ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 24.0000 in 22.0800 cfs O.OllO ft/ft 0.0140 19 .7193 in 3 .1 416 ft2 2.7621 ft2 54.4696 in 7 5.3982 in 7.9940 fps 7 .3020 in 82.1638 % 22.0318 cfs 7.0129 fps Cast legate Subdiv ision, Section 1, Phase 2 Coll ege Station, Texas Pipe 118 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diame te r ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 15.5600 cfs 0.0040 ft /ft 0.0140 19.2184 in 3 .9761 ft2 3.0273 ft2 54.2213 in 84.8230 in 5.1400 fps 8.0397 in 71.1793 % 18.1882 cfs 4.5744 fps Pipe 118 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 16.5200 cfs 0.0040 ft/ft 0. 0140 20.1814 in 3.9761 ft2 3 .187 6 ft2 56.3906 in 84.8230 in 5 .1826 fps 8 .1399 in 74.7461 % 18.1882 cfs 4.5744 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 119 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 18.1800 cfs 0.0040 ft/ft 0. 0140 22.1188 in 3 .9761 ft2 3 .4863 ft2 61 .1079 in 84 .8230 in 5.2146 fps 8 .2155 in 81. 9216 % 18.1882 cfs 4.5744 fps Pipe 119 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 19.2700 cfs 0 .0040 ft/ft 0.0140 23.9846 in 3.9761 ft2 3.7328 ft2 66 .4230 in 84.8230 in 5.1624 fps 8.0924 in 88.83 20 % 18 .1882 cfs 4.5744 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 119A -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velo city ............. . Circular Depth of Flow 27.0000 in 18.18 00 cfs 0.0040 ft/ft 0. 0140 22 .1188 in 3.9761 ft2 3.4863 ft2 61.1079 in 84.8230 in 5.2146 fps 8.2155 in 81.9216 % 18.1882 cfs 4.5744 fps Pipe 119A -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 19.2700 cfs 0.0040 ft/ft 0. 0140 23.9846 in 3.9761 ft2 3.7328 ft2 66.4230 in 84 .8230 in 5.1624 fps 8.0924 in 88.8320 % 18.1882 cfs 4.5744 fps Castlegate Subdiv ision, Sect ion 1, Phase 2 College Station, Texas Pipe 1 2 0 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 9.0400 cfs 0.0135 ft/ft 0 .0140 12.1525 in 1.7671 ft2 1.2694 ft2 34.7159 in 56.5487 in 7 .1214 fps 5.2655 in 67.5138 % 11.3332 cfs 6.4133 fps Pipe 120 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 12.1900 cfs 0. 0135 ft/ft 0. 0140 16 .8226 in 1.7671 ft2 1.7180 ft2 47.2382 in 56.5487 in 7.0956 fps 5.2370 in 93.4592 % 11.3332 cfs 6.4133 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 1 21 -10 Year Storm Manning Pipe Calcul ator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 42.0000 in 34.2300 cfs 0.0040 ft/ft 0. 0140 22.9444 in 9. 6211 ft2 5.3769 ft2 69.8679 in 131 .9469 in 6.3661 fps 11.0819 in 54.6296 % 59.0861 cfs 6 .1413 fps Pipe 121 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 42.0000 in 46 .160 0 cfs 0.0040 ft/ft 0.0140 27.93 2 0 i n 9. 6211 ft2 6.7951 ft2 80.10 24 in 131.94 69 in 6 .7932 fps 12.2155 in 66.50 47 % 59.08 61 cfs 6.141 3 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 1 22 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 42.0000 in 34.2300 cfs 0.0040 ft/ft 0.01 40 22.9444 in 9. 6 211 ft2 5 .3769 ft2 69.8679 in 131.9469 in 6.3661 fps 11 .0819 in 54.6296 % 59.0861 cfs 6.1413 fps Pipe 122 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 42.0000 in 46.1600 cfs 0.0040 ft/ft 0.0140 27 .9320 in 9. 6211 ft2 6.7951 ft2 80.10 24 in 131.9469 in 6 .793 2 fps 12 .21 55 in 66 .504 7 % 59.0861 cfs 6 .1 413 fps Castlegate Subdivi sion, Section 1, Phase 2 College Station, Tex as Pipe 123 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 42 .0000 i n 34.2300 cfs 0.0040 ft/ft 0.0140 22.9444 in 9 . 6211 ft2 5.3769 ft2 69.8679 in 131.9469 in 6.3661 fps 11.0819 in 54.6296 % 59.0861 cfs 6.1413 fps Pipe 123 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 42.0000 in 46.1600 cfs 0.0040 ft/ft 0.0140 27.9320 in 9 . 6211 ft2 6 .7951 ft2 80.10 24 in 131.9469 in 6.793 2 fps 12 .21 55 in 66.504 7 % 59.0861 cfs 6 .1413 fps Castlegate Subdiv ision, Section 1, Phase 2 College Station, Texas Pipe 124 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 41.0700 cfs 0.0040 ft/ft 0. 0140 25. 7713 in 9 . 6211 ft2 6 .1901 ft2 75.6000 in 131.9469 in 6.6348 fps 11.7907 in 61.3601 % 59.0861 cfs 6.1413 fps Pipe 124 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . We tted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 55.3800 cfs 0.0040 ft/ft 0.0140 32.2740 in 9 .6211 ft2 7.9332 ft2 89.7753 in 131.9469 in 6.9808 fps 12. 7249 in 76.8430 % 59.0861 cfs 6.141 3 fps Castlegate Subdivision, Section 1, Phase 2 College Station, Texas Pipe 125 -10 Ye ar Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 45.3400 cfs 0.0040 ft/ft 0. 0140 27.5775 in 9. 6211 ft2 6.6972 ft2 79 .3537 in 131 .9469 in 6.7700 fps 12.1531 in 65.6608 % 59 .0861 cfs 6.1413 fps Pipe 125 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .............. : ........... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 42.0000 in 61.1400 cfs 0.0040 ft/ft 0. 0140 35.9047 in 9. 6211 ft2 8.7585 ft2 99.1172 in 131.9469 in 6.9806 fps 12.7246 in 85.4873 % 59.0861 cfs 6 .1413 fps Castlegate Subdivision, Sect i on 1, Phase 2 College Station, Texas APPENDIXC Storm Sewer Drainage Channel No. 2 Design Calculations 36 Drainage Channel No. 2 -10 Year Storm Channel Calculator Giv en Input Data: Shape .......................... . Solvi ng for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezo i dal Depth of Flow 45.3400 cfs 0.00 4 0 ft/ft 0.0300 24 .0 000 in 48.0000 in 0.3300 ft/ft (V/H) 0 .330 0 ft/ft (V/H) 19.4255 in 3.1451 fps 71.1918 cfs 14.4160 ft2 171.9752 in 12.0710 in 165 .7 304 in 20 .1212 ft2 201.1699 in 80.9396 % Drainage Channel No. 2 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 61.1400 cfs 0 .0040 ft/ft 0 .0300 24.0000 in 48 .0000 in 0 .3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 22.3620 in 3 .4010 fps 71.1918 cfs 17.977 2 ft2 190.7163 in 13.5736 in 183 .5275 i n 20 .1212 ft2 201.1699 in 93.1751 % Castlegate Subdivision, Section l, Phase 2 College Station, Texas EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 38 Cf W COLLEGl STATION DEVELOPMENT PERMIT PERMIT NO . 100007 DP-CASTLEGA TE SUB SEC 1 PH 2 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SUBDIVISION SECTION 1, PHASE 2 DATE OF ISSUE: MARCH 02, 2001 OWNER: WALLACE PHILLIPS GREENS PRAIRIE INVESTORS, LDT . 5010 AUGUSTA COLLEGE STATION, TEXAS 77845 SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT 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 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. ~A:zt~~ Owner/ Agent/Contractor Date (?j·PZ-o/ Date , • ,,.,.. TEXCON GENERAL CONTRACTORS 2 6 -Feb -0 1 CONSTRUCTION COST ESTIMATE CASTLEGATE SUBDIVISION COLLEGE STATION, TEXAS SECTION 1, PHASE 2 -74 LOTS Item Estimated Unit Estimated No . Description Quantity Price Cost Sitework 1 Mobilization/Layout (entire phase two) 1.0 LS $10 ,000.00 $10 ,000 2 Erosion Control/Seeding 1 LS $12,000 .00 $12,000 3 Site Preparation 5.0 AC $3 ,000 .00 $15,000 4 Topsoil Stripping & Replacement 1,500 CY $4.00 $6 ,000 5 Excavation/Grading 4 ,500 CY $3 .50 $15 ,750 6 Lime Stabilized Subgrade 10,380 SY $3 .00 $31, 140 7 Concrete Laydown Curb 6,620 LF $7 .00 $46,340 8 Base Material -6" depth 8,150 SY $5 .75 $46 ,863 9 Asphalt Paving - 1 1/2" depth 8,150 SY $4 .25 $34,638 10 Concrete Aprons 960 SF $5 .00 $4 ,800 Subtotal $222,530 Storm Drainage 11 Drainage Pipe -18" RCP -structural 105 LF $36 .00 $3 ,780 12 Drainage Pipe -18" RCP -non -structural 118 LF $26 .00 $3 ,068 13 Dra i nage Pipe -24" RCP -structural 0 LF $42 .00 $0 14 Dra inage Pipe -24" RCP -non -structural 387 LF $32 .00 $12 ,384 15 Drainage Pipe -27" RCP -structural 84 LF $46 .00 $3~~64 16 Drainage Pipe -27" RCP -non -structural 285 LF $36 .00 $.10~260 17 Drainage Pipe -42" RCP -structural 24 LF $105 .00 $2,520 18 Dra i nage Pipe -42" RCP -non-structural 476 LF $85 .00 ., $40,460 19 Inlets 5' wide/j unc"tion boxes 11 EA $2,400 .00 $26,400 20 Inlets 1 O' wide 8 EA $3 ,200 .00 $25,600 21 Headwalls -42" RCP EA $3,500 .00 $3 ,500 Subtotal $131,836 · Water Lines 22 6" Water PVC CL200 (C900) structural 170 LF $26 .00 $4,420 23 6" Water PVC CL200 (C900) non-structural 1,330 LF $18 .00 $23,940 24 8" Water PVC CL200 (C900) structural 75 LF $30 .00 $2 ,250 25 8" Water PVC CL200 (C900) non -structural 1,425 LF $20 .00 $28 ,500 26 Gate Valves -6" 2 EA $500 .00 $1 ,000 27 Gate Valves -8" 3 EA $600 .00 $1 ,800 28 M.J. Bends -6" 1 EA $275.00 $2 75 29 M.J. Tees -6" 2 EA $275 .00 $550 30 M.J. Bends -8" 11 EA $300.00 $3,300 31 M.J. Tees -8" 7 EA $300 .00 $2 ,100 32 W ater Servi ce s REVIE\/\/ED F:._;r-1 40 EA $700.00 $28 ,000 33 Water Tie-in at existin ~stub out 2 EA $200 .00 $400 ' f\ I .) ill' ~ .. 34 2" Blow off Assem ~ ( '·· 11 }")I ~ ;.; :-.. ! 11_,,. E: 2 EA $400 .00 $800 35 Fire Hydrant Assembly MA R 0 9 2001 5 EA $2 ,000 .00 ~10,000 Subtotal $107,335 COLj L 1 -· .. : ·-, \ ,, . L.. .. .... '-·· '··~' ., ~ ·, ' : ... -.' ~ ENGINEERING Page 1of2 Sanitary Sewer Lines 36 6" ASTM 2261 pressure pipe -structural 5 LF $30 .00 $150 37 6" ASTM 2261 pressure pipe -non-struct. 35 LF $22.00 $770 38 6" SOR 26 Pipe -structural 345 LF $25 .00 $8,625 39 6" SOR 26 Pipe -non-structural 1,600 LF $20 .00 $32,000 40 Sewer Services 31 EA $700 .00 $21,700 41 Sewer Services -Finish to exist. line 9 EA $500 .00 $4 ,500 42 Manholes -average depth 8' 9 EA $2,000 .00 $18 ,000 43 Sewer Tie-in at existing line/manhole 2 EA $400 .00 $800 44 Modify & tie-in to existing manhole 2 EA $800 .00 $1,600 Subto tal $88,145 Total Sitework $222,530 Total Sto rm Drainage $131,836 Total Water $107,335 To ta l Sa nitary Sew er 88145 TOT A L CO NSTRUCTION $549,846 Eng ineering an d S u rvey@ 5% $27,492 Conti n gency@ 5% $27,492 TOTAL I $6 04,831 I Page 2 of 2 (f W COLllGl STATION DEVELOPMENT PERMIT PERMIT NO. 100007 DP-CASTLEGA TE SUB SEC 1 PH 2 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGA TE SUBDIVISION SECTION 1, PHASE 2 DATE OF ISSUE: MARCH 02 , 2001 OWNER: WALLACE PHILLIPS GREENS PRAIRIE INVESTORS , LDT. 5010 AUGUSTA COLLEGE STATION, TEXAS 77845 SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT 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 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 respon si ble for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, si ltation 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. Owner/ Agent/Contractor Date <2..S-t?Z-v/ Date ' Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 1, Phase 2 College Station, Texas February 2001 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR CO~-~p1 I.ANGE FEB 0 8 2001 COLLEGE STATION ENG IN EE~ "'1:2o,.. o 1-0 i 2-2-fJ/ f 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Castlegate Subdivision, Section 1, Phase 2, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 3,370 feet of sanitary sewer line. The line will service the proposed development of the Castle gate Subdivision, Section 1, Phase 2, and tie into the existing lines constructed during the development of Section 1, Phase 1. 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-D3034 . The proposed manholes are 4' diameter . manholes, and vary from 6' to 17' in depth, with sewer line slopes ranging from 1.16% to 5.00%. The maximum distance between manholes is less than 500 feet, as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33% and 0.50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5, which results in the adjusted daily flow. This value is then multiplied by 3.0 to determine the peak hourly flow. The velocities for the lines were calculated using Manning's Equation . According to the TNRCC, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. • TABLE 1 -SEWER LINE FLOW DATA 0 Manhole No . of Units From Cumulat ive Average Percent 50% Full z Size Length Slope Peak Flow Q) Number Dwell ing Unit Merging Dwelling Daily Flow Full Flow Velocity c :.J From To (in) (ft) (%) Services Lines Units (gpm) (cfs) (cfs) (%) (cfs) Existing Development to Manhole 111 26 -26 5.42 0 .0121 •: 0 .0543 -- 111 110 8 187.90 0.40 4 -30 6.25 0.0139 . 0.0626 19.4 0 .3841 .. ·110 109 8 206.30 0.40 4 -·~ ~ 34 '.7.08 0.0158 0 .0710 20.6 0.3841 ..... '109 108 8 365 .70 0.40 5 .. 22(S1-6) 61 12.71 0'.0283.~ 0:1274 27 .6 0.3841 . . ..... . . ;. 0 . .1712 ., en 108 .. 107 8 145.80 0.40 1 20(S1-5) 82 '17.08 0.0380 -32.2 0.3841 ~.107 :,.106 8 .,; "134.34 . -0.40 3 . .. 85 'r-17 .71 0 .0394 · • 0.1775 32.8 0.3841 106 105 8 . 167.63 0.40 2 -87 . '18.12 0 .0404 · '0.1817 33 .2 0 .3841 105 •. 104 8 182.62 0.40 1 7(S1-4) 95 ,. 19.79 0 ~0441 . 0 .1984 34 .8 0.3841 ~ Shaded area has been previously submitted for Section 1, Phase 1, and is included for informational purposes only. '7 ..... 122 121 6 196.80 2.20 8 -8 1.67 0 .0037 0.0167 9.8 0.4161 en "'t ..... 123 105 6 168 .00 5.00 7 -7 1.46 0 .0032 0.0146 7.6 0 .6273 en 126 125 6 237 .20 1.16 8 -8 1.67 0 .0037 0 .0167 11 .4 0 .3022 If 125 124 6 276 .00 3.50 8 16 3.33 0.0074 0 .0334 ..... -12 .2 0 .5249 en 124 108 6 249 .70 2 .00 4 -20 4.17 0.0093 0 .0418 15.6 0 .3968 130 129 6 215.40 3.60 8 -8 1.67 0 .0037 0 .0167 8.7 0 .5323 <£? 129 128 6 360 .90 1.80 6 -14 2.92 0 .0065 0 .0292 13 .5 0 .3764 ..... en 128 127 6 117 .80 1.50 6 -20 4 .17 0 .0093 0.0418 16 .7 0 .3436 127 109 6 157 .60 2.09 2 -22 4.58 0 .0102 0 .0459 15 .4 0.4056 n = 0.013 Refer to construction drawings for manhole locations . 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer line will provide sufficient capacity for the anticipated wastewater flows generated by this development. 2 (fps) - 2 .2 2 .2 2.2 2 .2 2 .2 • 2.2 2.2 4 .2 6.4 3.1 5 .3 4 .0 5 .4 3 .8 3 .5 - 4.1 TEXCON GENERAL CONTRACTORS 26-Feb-0 1 CONSTRUCTION COST EST IMATE CASTLEGATE SUBDIVISION COLLEGE STATION , TEXAS SECTION 1, PHASE 2 -74 LOTS Item Estimated Unit Estimated No . Description Quantity Price Cost Sitework Mobilization/Layout (entire phase two) 1.0 LS $10 ,000.00 $10,000 2 Erosion Control/Seeding 1 LS $12,000 .00 $12,000 3 Site Preparation 5.0 AC $3,000.00 $15 ,000 4 Topsoi l Stripping & Replacement 1,500 CY $4 .00 $6,000 5 Excavation/Grading 4,500 CY $3 .50 $15 ,750 6 Lime Stabilized Subgrade 10,380 SY $3 .00 $31, 140 7 Concrete Laydown Curb 6,620 LF $7 .00 $46,340 8 Base Material -6" depth 8, 150 SY $5.75 $46 ,863 9 Asphalt Paving -1 1 /2" depth 8,150 SY $4 .25 $34,638 10 Concrete Aprons 960 SF $5 .00 $4,800 Subtotal $222,530 Storm Drainage 11 Drainage Pipe -18" RCP -structural 105 LF $36 .00 $3,780 12 Drainage Pipe -18" RCP -non-structural 118 LF $26 .00 $3,068 13 Drainage Pipe -24" RCP -structural 0 LF $42 .00 $0 14 Drainage Pipe -24" RCP -non-structural 387 LF $32.00 $12,384 15 Drainage Pipe -27" RCP -structural 84 LF $46 .00 $3,864 16 Drainage Pipe -27" RCP -non-structural 285 LF $36 .00 $10 ,260 17 Drainage Pipe -42" RCP -structural 24 LF $105.00 $2,520 18 Drainage Pipe -42" RCP -non-structural 476 LF $85 .00 $40,460 19 Inlets 5' wide/junction boxes 11 EA $2,400 .00 $26,400 20 Inlets 10' wide 8 EA $3,200 .00 $25 ,600 21 Headwalls -42" RCP EA $3,500 .00 $3,500 Subtotal $131,836 Wate r Lines 22 6" Water PVC CL200 (C900) structural 170 LF $26 .00 $4,420 23 6" Water PVC CL200 (C900) non-structural 1,330 LF $18 .00 $23,940 24 8" Water PVC CL200 (C900) structural 75 LF $30 .00 $2,250 25 8" Water PVC CL200 (C900) non-structural 1,425 LF $20 .00 $28,500 26 Gate Valves -6" 2 EA -$500 .00 $1,000 27 Gate Valves -8" 3 EA $600 .00 $1,800 28 M.J. Bends -6" 1 EA $275 .00 $275 29 M.J. Tees -6" 2 EA $275.00 $550 30 M.J . Bends -8" 11 EA $300 .00 $3,300 31 M.J. Tees -8" 7 EA $300.00 $2 , 100 32 Water Services RE V IE VV ED 1-..: C• r·) 40 EA $700 .00 $28 ,000 33 Water Tie-in at existin~stub ou1t 1 ·~· , r-· 2 EA $200 .00 $400 34 2" Blow off Assem(iY ( "!\ 11 P .. ~ u , 7\1C1::: 2 EA $400 .00 $800 35 Fire Hydrant Assembly MA R O 9 2001 5 EA $2,000 .00 ~10,000 Subtotal $107,335 COLL.U.:·· .. ::"; ':.,, !' _,.,. ENGI NEERING Page 1of2 ... ;- 36 37 38 39 40 41 42 43 44 Sanitary Sewer Lines 6" ASTM 2261 pressure pipe -structural 6" ASTM 2261 pressure pipe -non-struct. 6" SOR 26 Pipe -structural 6" SOR 26 Pipe -non-structural Sewer Services Sewer Services -Finish to exist. line Manholes -average depth 8' Sewer Tie-in at existing line/manhole Modify & tie-in to existing manhole 5 LF $30.00 $150 35 LF $22 .00 $770 345 LF -$25 .00 $8,625 1,600 LF $20 .00 $32,000 31 EA $700 .00 $21,700 9 EA $500.00 $4,500 9 EA $2,000 .00 $18,000 2 EA $400.00 $800 2 EA $800.00 $1,600 Subtotal $88,145 Total Sitework $222,530 Total Storm Drainage $131,836 Total Water $107,335 Total Sanitary Sewer 88145 TOT AL CONSTRUCTION $549,846 Engineering and Survey@ 5% $27,492 Contingency@ 54Yo $27,492 TOTAL I $604,831 I Page 2 of 2 ~ ,,, _,,./ . ,.,. TEXCON GENERAL CONTRACTORS 26-F eb-0 1 CONSTRUCTION COST ESTIMATE CASTLEGATE SUBDIVISION COLLEGE STATION, TEXAS SECTION 1, PHASE 2 -7 4 LOTS Item Estimated Unit Estimated No . Description Quantity Price Cost Sitework 1 Mobilization/Layout (entire phase two) 1.0 LS $10 ,000 .00 $10,000 2 Erosion Control/Seeding 1 LS $12,000 .00 $12 ,000 3 Site Preparation 5.0 AC $3 ,000 .00 $15,000 4 Topsoil Stripping & Replacement 1,500 CY $4 .00 $6,000 5 Excavation/Grading 4 ,500 CY $3 .50 $15 ,750 6 Lime Stabilized Subgrade 10,380 SY $3 .00 $31 , 140 7 Concrete Laydown Curb 6,620 LF $7 .00 $46,340 8 Base Material -6" depth 8,150 SY $5.75 $46,863 9 Asphalt Paving -1 1 /2" depth 8, 150 SY $4 .25 $34,638 10 Concrete Aprons 960 SF $5.00 $4,800 Subtotal $222,530 Storm Drainage 11 Drainage Pipe -18" RCP -structural 105 LF $36 .00 $3 ,780 12 Drainage Pipe -18" RCP -non-structural 118 LF $26 .00 $3,068 13 Drainage Pipe -24" RCP -structural 0 LF $42 .00 $0 14 Drainage Pipe -24" RCP -non -structural 387 LF $32.00 $12 ,384 15 Drainage Pipe -27" RCP -structural 84 LF $46 .00 $3 ,864 16 Drainage Pipe -27'' RCP -non-structural 285 LF $36 .00 $10 ,260 17 Drainage Pipe -42" RCP -structural 24 LF $105.00 $2 ,520 18 Drainage Pipe -42" RCP -non-structural 476 LF $85 .00 $40,460 19 Inlets 5' wide/junction boxes 11 EA $2,400 .00 $26,400 20 Inlets 1 O' wide 8 EA $3,200 .00 $25,600 21 Headwalls -42" RCP EA $3 ,500 .00 $3,500 Subtotal $131,836 Water Lines 22 6" Water PVC CL200 (C900) structural 170 LF $26.00 $4,420 23 6" Water PVC CL200 (C900) non-structural 1,330 LF $18.00 $23,940 24 8" Water PVC CL200 (C900) structural 75 LF $30 .00 $2 ,250 25 8" Water PVC CL200 (C900) non-structural 1,425 LF $20 .00 $28 ,500 26 Gate Valves -6" 2 EA $500 .00 $1,000 27 Gate Valves -8" 3 EA $600 .00 $1,800 28 M.J . Bends -6" EA $275 .00 $275 29 M.J . Tees -6" 2 EA $275 .00 $550 30 M.J . Bends -8" 11 EA $300 .00 $3 ,300 31 M.J. Tees -8" 7 EA $300 .00 $2,100 32 Water Services REVIEWED Fur. 40 EA $700 .00 $28 ,000 33 Water Tie-in at existin stub out 2 EA $200.00 $400 34 f':\ r"1p1 lllr\.ICE 2 EA $400 .00 $800 2" Blow off Assem I , 35 Fire Hydrant Assembly MAR O 9 2001 5 EA $2 ,000.00 ~10 .000 Subtotal $107,335 COLLI::\.;~ L:'. ~ I;, j !Vi" ENGINEERING Page 1of2 ,. ... .. ,, Sanitary Sewer Lines 36 6" ASTM 2261 pressure pipe -structural 37 6" ASTM 2261 pressure pipe -non-struct. 38 6" SOR 26 Pipe -structural 39 6" SOR 26 Pip e -non-structural 40 Sewer Services 41 Sewer Services -Finish to exist. line 42 Manholes -average depth 8' 43 Sewer Tie-in at existing line/manhole 44 Modify & tie-in to existing manhole 5 35 345 1,600 31 9 9 2 2 LF LF LF LF EA EA EA EA EA $30 .00 $22.00 $25 .00 $20.00 $700 .00 $500 .00 $2,000 .00 $400 .00 $800.00 Subtotal $150 $770 $8,625 $32,000 $21,700 $4 ,500 $18,000 $800 $1,600 $88,145 Total Sitework $222,530 Total Storm Drainage $131,836 Total Water $107,335 Total Sanitary Sewer~_-""='=8,,,.8'=1=45.., TOT AL CONSTRUCTION $549,846 ~---~ Engineering and Survey@ 5% $27,492 Contingency@ 5% $27,492 TOTAL~, -$-6-04-,8-3~1 j Page 2 of 2 TEXCON GENERAL CONTRACTORS 26-F eb-0 1 CONSTRUCTION COST ESTIMATE CASTLEGATE SUBDIVISION COLLEGE STATION , TEXAS SECTION 1, PHASE 2 -74 LOTS Item Estimated Unit Estimated No . Description Quantity Price Cost Sitework Mobilization/Layout (entire phase two) 1.0 LS $10 ,000 .00 $10 ,000 2 Erosion Control/Seeding 1 LS $12 ,000 .00 $12,000 3 Site Preparation 5.0 AC $3 ,000 .00 $15 ,000 4 Topsoil Stripping & Replacement 1,500 CY $4 .00 $6,000 5 Excavation/Grading 4,500 CY $3 .50 $15,750 6 Lime Stabilized Subgrade 10,380 SY $3 .00 $31,140 7 Concrete Laydown Curb 6,620 LF $7 .00 $46,340 8 Base Material -6" depth 8,150 SY $5 .75 $46,863 9 Asphalt Paving -1 1 /2" depth 8,150 SY $4 .25 $34 ,638 10 Concrete Aprons 960 SF $5 .00 $4,800 Subtotal $222,530 Storm Drainage 11 Drainage Pipe -18" RCP -structural 105 LF $36 .00 $3,780 12 Drainage Pipe -18" RCP -non-structural 118 LF $26 ,00 $3,068 13 Drainage Pipe -24" RCP -structural 0 LF $42 .00 $0 14 Drainage Pipe -24" RCP -non-structural 387 LF $32 .00 $12,384 15 Drainage Pipe -27" RCP -structural 84 LF $46 .00 $3,864 16 Drainage Pipe -27" RCP -non-structural 285 LF $36 .00 $10,260 17 Drainage Pipe -42" RCP -structural 24 LF $105 .00 $2,520 18 Drainage Pipe -42" RCP -non-structural 476 LF $85.00 $40,460 19 Inlets 5' wide/junction boxes 11 EA $2,400 .00 $26,400 20 Inlets 1 O' wide 8 EA $3 ,200 .00 $25,600 21 Headwalls -42" RCP EA $3,500 .00 $3.500 Subtotal $131,836 Water Lines 22 6" Water PVC CL200 (C900) structural 170 LF $26.00 $4,420 23 6" Water PVC CL200 (C900) non-structural 1,330 LF $18 .00 $23,940 24 8" Water PVC CL200 (C900) structural 75 LF $30 .00 $2,250 25 8" Water PVC CL200 (C900) non -structural 1,425 LF $20 .00 $28,500 26 Gate Valves -6" 2 EA $500.00 $1,000 27 Gate Va lves -8" 3 EA $600.00 $1,800 28 M.J. Bends -6" EA $275 .00 $275 29 M.J. Tees -6" 2 EA $275 .00 $550 30 M .J. Bends -8" 11 EA $300 .00 $3,300 31 M.J. Tees -8" 7 EA $300 .00 $2, 100 32 Water Services 40 EA $700 .00 $28 ,000 33 Water Tie-in ate · f u ED FOH 2 EA $200.00 $400 34 2" Blow off Asse 2 EA $400 .00 $800 35 ""Pl fl\, ICE 5 EA $2 ,000 .00 ~10,000 Subtotal $107,335 MA R 0 9 2001 COLL EUL ~!A 1 IUl\J ENGINEER IN G Page 1of 2 Sanitary Sewer Lines 36 6" ASTM 2261 pressure pipe -structural 5 LF $30 .00 $150 37 6" ASTM 2261 pressure pipe -non-struct . 35 LF $22 .00 $770 38 6" SOR 26 Pipe -structural 345 LF $25 .00 $8,625 39 6" SOR 26 Pipe -non-structural 1 ,600 LF $20.00 $32,000 40 Sewer Services 31 EA $700 .00 $21,700 41 Sewer Services -Finish to exist. line 9 EA $500 .00 $4,500 42 Manholes -average depth 8' 9 EA $2,000 .00 $18,000 43 Sewer Tie-in at existing line/manhole 2 EA $400 .00 $800 44 Modify & tie-in to existing manhole 2 EA $800.00 $1.600 Subtotal $88,145 Total Sitework $222,530 Total Storm prainage $131,836 Total Water $107,335 Total Sanitary Sewer i881145 TOT AL CONSTRUCTION I $549,8461 Engineering and Survey@ 5% $27,492 Contingency@ 5% $27,492 TOTALj $604,831 I Page 2 of 2 TEX CON G enera l Co ntra ctors D iv. of CDS Enterp ri ses , Inc . 1707 Graham Rd. • College Station , TX 77845 • 979-690-7711 • Fax: 979-690-97 97 February 26 , 2001 Ted Mayo, P .E . Asst. City Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Castlegate Subdivision, Section 1, Phase 2 -College Station, Texas Dear Mr. Mayo: Attached are two (2) revised copies of the Engineer 's Cost Estimate . Corrections were made as per our phone conversation. If you have any questions or need additional information, please do not hesitate to give me a call at (979) 690-7711. Sincerely Yours , Jo Schultz, P .E. Civil Engineer Attachments Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 1, Phase 2 College Station, Texas February 2001 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR cn~~PI l.Af\JCE FEB 0 8 2001 COLLEGE STATION ENG IN EE~ er""' v... .., '"'-c:.J I 9:2oMt o t-o 7 1--2 -fJ/ 1.0 INTRODUCTION & DESCRIPTION The purpos e of this report is to provide a description o f the proposed sanitary sew er to b e constructed with the Castlegate Subdivision, Section 1, Phase 2 , and to provide the criteria used in the design of this sanitary sewer system . The project will include the construction of approximately 3 ,370 feet of sanitary sewer line. The line will service the proposed development of the Castlegate Subdivision, Section 1, Phase 2 , and tie into the existing lines constructed during the development of Section 1, Phase 1. 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26 , PVC pipe which meets the requirements of ASTM-D3034. The proposed manholes are 4 ' diameter manholes , and vary from 6' to 17' in depth, with sewer line slopes ranging from 1.16% to 5.00%. The maximum distance between manholes is less than 500 feet, as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33% and 0 .50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5 , which results in the adjusted daily flow. This value is then multiplied by 3.0 to determine the peak hourly flow. The velocities for the lines were calculated using Manning's Equation. According to the TNRCC, the minimum velocity for sewer systems flowing full is 2 .0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. TABL E 1 -S EWER LINE FLOW DAT A 0 Manhole No. o f Uni ts From Cumula tive Average Perc e nt 50% Full z Size Length Slope Peak Flow QI Number Dwe lling Un it Merging Dw elling Daily Flow Full Flow Velocity c ..J From To (in) (ft) (%) Servic es Lines Units (gpm) (cfs) (cfs) (%) (cfs) (fps) Existing Development to Manhole 111 26 - 26 5.42 0.0121 0 .0543 --- 111 110 8 187 .90 0.40 4 -30 6 .25 0 .0139 0.0 626 19.4 0 .3841 2 .2 110 109 8 206 .30 0.40 4 -34 7.08 0 .0158 0 .0710 20 .6 0 .3841 2 .2 '7 109 108 8 365 .70 0.40 5 22(51-6) 61 12 .71 0 .0283 0.1274 27 .6 0.3841 2 .2 ..- (/') 108 107 8 145 .80 0.40 1 20(51-5) 82 17 .08 0 .0380 0.1712 32.2 0 .3841 2 .2 107 106 8 134.34 0.40 3 -85 17.71 0 .0394 0 .1775 32 .8 0.3841 2 .2 106 105 8 167 .63 0.40 2 -87 18.12 0 .0404 0 .1817 33 .2 0 .3841 2.2 105 104 8 182 .62 0.40 1 7(51-4) 95 19.79 0 .0441 0 .1984 34 .8 0 .3841 2.2 Shaded area has been previously submitted for Section 1, Phase 1, and is included for informational purposes only. C? ...... 122 12 1 6 196.80 2.2 0 8 -8 1.6 7 0.003 7 0.0167 9.8 0.416 1 (/') ..., ...... 123 105 6 168 .00 5 .00 7 -7 1.4 6 0 .0032 0 .0 14 6 7.6 0 .6273 (/') 126 125 6 23 7.2 0 1.16 8 -8 1.6 7 0 .003 7 0 .0 167 11.4 0.3022 'f 12 5 124 6 27 6 .00 3 .50 8 16 3.33 0.0074 0 .033 4 12 .2 0 .52 4 9 ...... - (/') 124 108 6 249.70 2.00 4 -20 4.17 0.0 093 0 .04 18 15.6 0.3968 130 129 6 215.40 3.6 0 8 -8 1.67 0 .0037 0.01 67 8.7 0.5323 <9 129 128 6 36 0 .90 1.80 6 -14 2 .92 0 .0065 0 .0292 13 .5 0 .3764 ...... (/') 128 127 6 117 .80 1.50 6 -20 4 .17 0 .0 093 0 .04 18 16.7 0 .3436 127 10 9 6 157 .60 ?..0 9 2 -22 4 .58 0.010 2 0 .0459 15 .4 0.4056 n = 0 .01 3 R e fer to co n struction drawings fo r m a nhole loca ti o n s. 4.0 CONCLUSIONS It is our d e te rminati o n b ased on the crite ria and d ata d e velop ed that th e prop osed sew e r lin e will provid e suffici e nt capa city for the anticip ate d wastewater flow s ge nerated b y thi s d e velopm e n t. 2 4.2 6.4 3 .1 5.3 4 .0 5.4 3.8 3.5 4 .1 ) Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 1, Phase 2 College Station, Texas February 2001 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR CO~.~Pf IANCE FEB 0 8 2001 COLLEGE STAflON ENGINEERING A 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Castlegate Subdivision., Section 1, Phase 2 , and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 3,370 feet of sanitary sewer line. The line will service the proposed development of the Castlegate Subdivision, Section 1, Phase 2, and tie into the existing lines constructed during the development of Section 1, Phase 1. 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-D3034. The proposed manholes are 4' diameter manholes , and vary from 6' to 17' in depth, with sewer line slopes ranging from 1.16% to 5.00%. The maximum distance between manholes is less than 500 feet , as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33% and 0.50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5 , which results in the adjusted daily flow . This value is then multiplied by 3 .0 to determine the peak hourly flow. The velocities for the lines were calculated using Manning's Equation. According to the TNRCC, the minimum velocity for sewer systems flowing full is 2.0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore, the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. TABLE I -SEWER LINE FLOW DATA 0 Manhole No . of Units From Cumula tive Average Percen t 50% Full z Size L eng th Slope Peak Fl ow QI Number Dwelling Unit Merging Dwelling Daily Flow Full Flow Velocity c ...J From To (in) (ft) (%) Services Lines Units (gpm) (cfs) (cfs) (%) (cfs) (fps) Existing Development to Manhole 111 26 -26 5.42 0 .0121 0.0543 --- 111 110 8 187 .90 0.40 4 -30 6 .25 0.0139 0 .0626 19 .4 0 .384 1 2.2 110 109 8 206 .30 0 .4 0 4 -34 7.08 0 .0158 0 .0710 20.6 0 .384 1 2.2 "";" 109 108 8 365 .70 0.40 5 22(S1-6) 61 12.71 0 .0283 0.1274 27.6 0 .3 841 2.2 ...... CJ) 108 107 8 145 .80 0.40 1 20(51-5) 82 17 .08 0 .0380 0 .1712 32.2 0 .384 1 2 .2 107 106 8 134.34 0.40 3 -85 17.71 0.0394 0.1775 32 .8 0 .3841 2.2 106 105 8 167 .63 0.40 2 -87 18.12 0.0404 0.1817 33.2 0 .3841 2 .2 105 104 8 182 .62 0.40 1 7(S1-4) 95 19.79 0 .0441 0.1984 34.8 0 .384 1 2.2 Shaded area has been previously submitted for Section 1, Phase 1, and is included for informational purposes only. '? ...... 122 12 1 6 196 .80 2.20 8 -8 1.67 0.0037 0.0167 9 .8 0.4161 CJ) 'i" ...... 123 105 6 168 .00 5.00 7 - 7 1.46 0.0032 0 .0 14 6 7.6 0 .6273 CJ) 126 125 6 23 7.20 1.16 8 -8 1.6 7 0.0037 0.0167 11.4 0 .3022 'f 125 ...... 124 6 276.00 3.50 8 -16 3.33 0 .0074 0.0334 12.2 0 .5 249 CJ) 124 10 8 6 249.70 2.00 4 -20 4 .17 0.0093 0.04 18 15.6 0 .3968 130 129 6 2 15.40 3.60 8 -8 1.67 0 .0037 0.0167 8 .7 0 .5323 'f 129 128 6 360 .90 1.80 6 -14 2.92 0.0065 0.0292 13 .5 0 .3764 ...... ~ ----------- CJ) 128 127 6 117 .80 1 SQ 6 -20 4 .17 0 .0093 0.0418 16 .7 0 .3436 --- 127 109 6 157 .60 2 09 2 -22 4 .58 0.0102 0 .0 459 15.4 0.4056 n =0 .013 Refer to construction drawin gs for m a nhol e location s. 4.0 CONCLUSIONS It is our d etermination based on the cri teria and data deve loped that th e proposed sewer line will pro v ide s u fficient capac it y fo r the a nti cipate d wastewater t1ow s gen erated by this developm ent. 2 4 .2 6.4 ' 3.1 5.3 4 .0 5.4 3.8 -- 3.5 4 .1 - ::P.0,1-07 ~ ~----t71 -r 'f ~ -ifJllA. SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION ~plication is hereby made for the following development specific site/waterway alte rations : ?UJ?D\VL?Lo.;> .:Plft:As-relAlJV~ ~Tf)J.Lnw--J ACKNOWLEDGMENTS: L ~ VW\L-Ll'PS , design engineer/o~ hereby acknowledge or affinn that: The infonnation and conclusions contained in the above plans and supporting docwnents 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 a condition of approval of this permit application, I agree to construct the improvements proposed in this application according tc these documents and~the req~n of ~I.apter 13 of the College Station City Code. U A ~ ~c _\\n"'+t--L tt-----"-~p~~~---- Property Owner(s) Contra~~ CERTIFICATIONS: (for proposed alterations within designated flood ha7.ard areas.) A. L certify that any nonresidential structure on or proposed to be on this site as part of this application is desi~:ted to prevent damage to the structure or its contents as a result of flooding from the l 00 year storm. Engineer Date L , certify that the finished floor elevation of the lowest floor, including any ..ement, of any residential structure, proposed as part of this application is at or above the base flood el~ · in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. '~"'"i~ ....... 7'"~-r:''" ;<::> •• ··*·· .. -<; 't "* .·· \IS' ., ---------~"* .. ·. * ~ E . D 1;i!l• .............. *~ ngmeer ate JOSEPH .P ................... i •••••••••••••••• ~ •• SCHULTZ j C. L 1, b?ef~ ? . ~~ l=t:; , certify that the alterations or development cove j}~-... {;;ji.'i:i J diminish the flood-anying capacity of the waterway adjoining or crossing this permitted site and that"i~~¥~~'l deYelopment are consistent with requirements of the City of College Station City Code, Chapter 13 con~~~ of ~::~:is.~ -z. -l-t\\ "--- Enginee;r=v Date D. L j 0 ?eytt 7. $~".C:. , do certify that the proposed alterations do not raise the level of the 100 year flood above elevation establis in the test Federal Insurance Administration Flood Hazard Study. P. 7__-I -D l Date Conditions or comments as part of approval:--------------------------- .::cordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris rrom construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply . FINAL PLAT APPLICATION FNLPAPP .DOC Jn5199 3 of3 l / .. ·, ;' . ' FOR OFFICE USE ONL\' P&Z CASE NO.:~ -=st ATE SUBMITTED: -5.-0 tf: 21> /df\ FINAL PLAT APPLICATION (check one) Minor _Amending /Final _Vacating _Replat 1be following items must be submitted by an established filing deadline date for P & Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ~Filing Fee of $200.00. ~Development Permit Application Fee of$100 .00 (if applicable). ~Infrastructure Inspection Fee of $300.00 (applicable if any public infrastructure is being constructed.). ~Application completed in full. ~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) -=-One (I) copy of the approved Preliminary Plat and/or one (I) Master Plan (if applicable). L_ Paid tax certificates from City of College Station, Brazos County and College Station I.S.D. ~A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. v Two (2)copies of public infrastructure plans associated with .this plat (if applicable). APPLICATION DATA -\ME OF SUBDMSION lhn. .. e~&re SA2121111$1 oN , Se:Gn oA) I) Pfftbe-2-- jECIFIED LOCATION OF PROPOSED SUBDMSION /Jo@H Of~ fPhelE: °eD, > W$C oF :ate P~f'1JZM2 snrrc: rh&Hw1tt .fO. APPLICANf/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name ~ 'PeAieu~. IiJ~~TOeb, L..112. -~ --P+t1w.ps Street Address 5b I 0 h.v.r,u ill y gU.E.-City {QUG6z£;. Sr'lfl7 o,<J State TX Zip Code J-ZCf>4? E-MailAddress ----------- PhoneNumber 11'1-b13 -7'0?o FaxNumber 11'l-fR'lO-I ff;o PROPER1Y OWNER'S INFORMATION: ~·{p: 'f1&/-l::>-S-44-b'7 Name ~ Perue\E .TJJV~ng.~ ~T'{). I StreetAddress 5blo MiUSV\' (Jef..tL City CotLH;:£.. 5~ State n Zip Code {I. Mr:;-E-Mail Address ----------- Phone Number 'TJj ... f.d1?-1f'fi"PD Fax Number Cf11-~?O -14-W ARCHITECT OR ENGINEER'S INFORMATION: Name rGU.PkJ -( \oe Scwt.-r.'.b, p.e-. Street Address (1o1 G~ J?J). City Cnc1A%1-e SJfrWt.1 Zip Code 11<6 f:S E-Mail Address j Of sdi,u.Jf 1:-@ feu.on . nef Phone Number q1~ -"'fQ-/JI / Fax Number Cf 11-(p Cf O -'J' 79 7 State rt FINAL PLAT APPLICATION FNLPAPP J)()(' in~/QQ l oC3 TOTAL ACRES OF SUBDMSION 2'-'.0\ R-0-W ACREAGE 4 -1~ TOTAL# OF LOTS --...J7.._4L--__ TUMBER OF LOTS BY ZONING DISTRICT 14 I PJ2D11' I ! __ AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: 0. 2.~ I JQ2--K' I I / __ FLOODPLAIN ACREAGE () PARKLAND DEDICATION ACREAGE f OR FEE AMOUNT ____ _ *~ 'C€DlCAiloN 1~ ~oN I / Pt-I-. I ~ ~ 2.1 fH-1. A STATEMENT ADDRESSING ANY DIFFERENCES BETWEEN TIIE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): ()~ REQUESTED VARIANCES TO SUBDMSION REGULATIONS & REASON FOR SAME ______ _ ~~ 11? WD-H wt-?1~ SnttJ"QAeDS REQUESTED OVERSIZE PARTICIPATION O(fs-2171£ LJ~tJe kp,_j{;. tJog..itf. 1l...-o--V\\ of f%QPC?l£i2 satre tbGUWkt 4o TOTAL LINEAR FOOTAGE OF PROPOSED: -~?~\ Z.:~$~' _STREETS 0 SIDEWALKS -~-----=2.o;..;::;__:;"2..!"-"~"-'_SANITARY SEWER LINES 3obl' WATERLINES -----__ ---""z.._c::,_•_CHANNELS -~\~4~1~1-'_STORMSEWERS zzA·o 1 BIKE LANES / PA ms --=------'--='---- NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, co"ect and complete. The undersigned hereby requests approval by the City of College Station of the above identified final plat. ~L0~~ Agnature and Title ,2'-tt//-oj Date FINAL PLAT APPLICATION 2 of3 SUBMIT APPLICATION AND Tll: LIST CHECKED OFF WITH ] FOLDED COPIES OF PLAT FOR REVIE' FINAL PLAT MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MEl) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: (Requirements based on field survey and marked by monuments and markers.) l. Drawn on 24 " x 36" sheet to scale of 100 ' per inch or larger. 2. Vicinity map which includes enough of surrounding area to show general location of subject property in relationship to College Station and its City Limits . No scale required but include north arrow . 3. Title Block with the following information: ~ Name and address of subdivider, recorded owner, planner, engineer and surveyor. CTV Proposed name of subdivision . (Subdivision name & street names will be approved through Braz.os County 911.) (Replats need to retain original subdivision name .) C3"" Date of preparation. a" Engineer's scale in feet . liJ" Total area intended to be developed . ca"' 4 . North Arrow . tJ/A o 5 . Subdivision boundary indicated by heavy lines . 6 . If more than l sheet, an index sheet showing entire subdivision at a scale of 500 feet per inch or larger. 7 . All applicable certifications based on the type of final plat. ~ Ownership and Dedication 13"' Surveyor and/or F.ngineer C3"' City .Engineer (and City Planner, if a minor plat) C9"" Planning and Zoning Commission (delete if minor plat) [!( Braz.os County Clerk D Brazos County Conunissioners Court Approval (ETJ Plats only) 8. Paid tax certificates . 9 . If submitting a replat where there are existing inlprovements , submit a survey of the subject property showing the improvements to ensure that no encroachments will be created . 10. If using private septic systems, add a general note on the plat that no private sewage facility may be installed on any lot in this subdivision without the issuance of a license by the Braz.os . County Health Unit under the provisions of the private facility regulations adopted by the Commissioner 's Court of Brazos County, pursuant to the provisions of Section 21.004 of the Texas Water Code . 11 . Location of the l 00 Year Floodplain and flood way , if applicable, according to the most recent available data . 12 . Lot comer markers and survey monuments (by symbol) and clearly tied to basic survey data. flNAL PLAT CHECKLIST l oC2 m.IJ llr'V rvV' /\'! I'> < .lnO av' 13. Matches the approved preliminary plat and/or master development plan . 14 . The location and description with accurate dimensions, bearings or deflection angles and radii, area, center angle, degree of curvature, tangent distance and length of all curves for all of the following : (Show existing items that are intersecting or contiguous with the boundary of or forming a boundary with the subdivision, as well as, those within the subdivision). Existing Proposed NOTE: c:sY' C9' Streets . Continuous or end in a cul-de-sac, stubbed out streets must end into a temp . tum around unless they are shorter than 100 feet. ~ Public and private RO.W. locations and widths. (All existing and proposed RO .W.'s sufficient to D D D D D meet Thoroughfare Plan.) ~ Street offsets and/or intersection angles meet ordinance . D tJ/f. Alleys. (g'" Easements. o:r ~ A number or letter to identify each lot or site and each block. Greenbelt area/park linkages/parldand dedication ( All proposed dedications must be reviewed by the Parks and Recreation Board prior to P & Z Conunission consideration.) 15. Construction documents for all public infrastructure drawn on 24" x 36" sheets and properly sealed by a Licensed Texas Professional F.ngineer that include the following: ur1 Street, alley and sidewalk plans, profiles and sections. One sheet must show the overall street, alley and/or sidewalk layout of the subdivision. (may be combined with other utilities). [gl' Sanitary sewer plan and profile showing depth and grades . One sheet must show the overall sewer layout of the subdivision. (Utilities of sufficient size/depth to meet the utility master plan and any ,/ future growth areas.) 0 Water line plan showing fire hydrants, valves, etc. with plan and profile lines showing depth and grades. One sheet must show the overall water layout of the subdivision. (Utilities of sufficient size/depth to meet the utility master plan and any future growth areas .) ~ Storm drainage system plan with contours, street profile, inlets, storm sewer and drainage channels, with profiles and sections . Drainage and runoff areas, and runoff based on 5, 10, 25, 50 and 100 year rain intensity. Detailed drainage structure design, channel lining design & detention if used. One sheet must show the overall drainage layout of the subdivision. ~ Detailed cost estimates for all public infrastructure listed above sealed by Texas P .E. ~ Drainage Report. ~ Erosion Control Plan (must be included in construction plans). 16 . All off-site easements necessary for infrastructure construction must be shown on the final plat with a volume and page listed to indicate where the separate instrument easements were filed. . Separate instrument easements must be filed prior or concurrently with Final Plat. 17. Are there impact fees associated with this development? lilX es O No Impact fees for R-1, R-2, & R-3 mned final plats, must be paid prior to filing. 18. Will any construction occur in TexDOT rights-of-way? o Yes ~o If yes, TexDOT permit must be submitted along with the construction documents . 1. We will be requesting the corrected Final Plat to be submitted in digital form if available prior to filing the plat . at the courthouse. 2. If the construction area is greater than 5 acres, EPA Notice of Intent (NOQ must be submitted prior to issuance of a development permit. FINAL PLAT CHECKUST 2 of2 r ,-r--- :) : ~;. \ .· . ; hi.:·~ c~:r i.:i . f i.•::.:, i :·:: i .:~:;1 .J (:d i>y 1.i;·:nr11 .1; 1 .. ( r~tJliO'o') ~-.JINN . •.) r-1.. h (': i .. (;" i. r1 ~! (-: i°I t j t .i (~ f ; : f; r · •'i 7. () f: l : ~· l I l 1 t y ( G :I ) Col l ege ~t~tion City (C2j ,. :1 r ci u ~!I 1 :~ 0 '°' '' i ;·; 1-; ··,' "' ;--; t c <• 1. J (~ ~1 (~ ::'. i .. ;,; t .i (; r1 T '.;_; u ( ~; 2 ) ------------------------ · i· o p ~: t t y ~I [J ; I: :i 0 / 7 .1 ": Ci'.·.' n t~ r J 0 : l G o f : f, 5 1 c <.: i> u 11 t: N u 111 ; '' ~) G <I 0 1. · 0 0 0 ::~ · 0 0 2 0 ~005401 H S TE'/[N::::ON ( TC'l.). TFU~CT ·~ :~, GfiEEN:~ r:-un:n:1 ~ TN\/E STO:I::> LTD s010 AllGusrr~ crn C 0 I. I. ::. G f~ ~; T :), T t 0 N , T ;; 7 7 8 <l ~- .·hi.:; <:lo ··:um H ni ... ·;::. t·;,) (:G rti.fy th,')t .. ;fi:c r· ,:; c,:;1 ·;~-fu l. c h ;)(::·( <Jf t h =~ t.:;1< r ·e ·~or ·d :.: .. :' th j :.:: ('ff i l.: t~ , i..l 1 ~': f c• 11 ow j ti g c t 1t .. , .. <Hll~ o r de Li n q u en t t. <; x e s , pen .:11. tie~: , ;:: n d 'nLerc:>t. are du;~ on t h e prop::irt.y f•)t" ·t h e td:<.ing enti.ti.<!::~ descr .ibed .:i:)ov .::: .. ntity Yenr St~te m e nt TDx Out: Di se:. /P0iJ r~tt. fee Tot .:;l [Ju(: ·r i) t ."; l IJ I.I >">. () n f\ l 1. f-l '· l_ l_ '3 ! $0.0 0 C2 T <~>:es !) 1. Taxe :::; S2 Tr;xes Pc id for f> a i.. d f <) r · p ·" i cJ .:: C• r-' 2000 ;~ CH}C~ 2 00 0 : : : :~3.268.74 $ 3. 1 ;~ '.3. 1 4 :n2 . ~iL1s. 4 2 This certificate is issued on real estate only. It does not includ e minerals and/ or personal prop erty. SPECIAL CONDmONS EXIST ON THIS ACCOUNT , SEE BELOW · *** End of T~x Certi..fi..cat o ~*~ f appli..cablc, th e a bove described pr ope rty i..s recei..vi..ng 3pebial v~luatlon ·~sed un Jts us~. Additional rollback taxes whic h mDy become due b~sed on he provisions of tho '3pecial valuation are not i n dic ated ln t~ls document. his certifJcate does not cleBr ~buse of granted exemptions ~s defined in . .::: c t i. o n 1. 1. • 4 :3 , :> ·'1 r .~ g r .:i p h ( i. ) o f th 0 r '~ x d s P r o p c r t y T a x C o')(J c . 8 quested by GREENS PR AIRIE ·, .. f8(:: collected . Date of Issue: 01/25/0 ~ THIS FORM REPLACES PREVIOUS FORM 3510-6 (8-98) See Reverse for Instructions Form Approved . OMB No. 204-0-0188 NP DES FORM &EPA United States Environmental Protection Agency Washington, DC 20460 Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of this Notice of Intent constitutes notice that the party identified in Section I of this form intends to be authorized !)'/ o NPDES permit Issued for storm water discharges associated with construction activity in the Statallndian Country Land identified in Section II of this form. Submission of this Notice of Intent also constitutes notice that the party identified in Section I of this form meets the eligibility requirements in Part l.B. ol the general permit (including those related to protection ol endangered species determined through the procedures in Addendum A ol the general permit), understands that continued authorization lo discharge Is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pol1ution Prevantion Plan required under Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO OBTAIN AUTHORIZATION, ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM . SEE INSTRUCTIONS ON BACK OF FORM . I. Owner/Operator (Appllcanl) Information Name : 1Gr 1~ 1c 1"1s1 ,Ar,~,; ,r, ,·,e., 1frrqvp·1s1-bo1r1S1 1L1f-icli I Address: I s; 0 I ( I 0 I 1 ft1 (( I ~ I u I ..S I t1 QI I ~ / I r I '-I f 1 e I I I I I I I I I I I City: 1C.101l1l1t.1j1e1 1.S1+1~1t1,.101"-1 I I I I I I I State:~ Phone : I I I Status of Owner/Operator : II. Project/Site Information Is the facility located on lncfian Country Lands? P<aioct Name o 11'.'.1•151b / 1~1~'+1e 1 151Q1h1J,i1•1i1s11' 1• 1• 1 I 1 1 1 1 1 1 I v,. D No[]"' ProjectAddressllocation:IN1 101 1 1{,1r1~1e1"1s1 1P1r1111l1r1:1~1 1~d1 1l1.1D1 1Mc.:1 1W l"P-.f/{£, City: "101'd1~1~1e1 1S1±Jc.qt1; I' 1"'1 I I I I I I I I State: lZlKJ ZipCode: !?171811,51 -1 I I I I Latitude :l3101311101ul Longitude : I 1'161 MolJ10I Coun1y:IB1r1a1z.101j1 I I I I I I I I I I 1 1 I Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared? Yes ~ No 0 Optional : Address of location ol SWPPP for viewing ~ress in Section I above 0 Address in Section II above 0 Other address (ii known) below: SW PPP Phone: Address: I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I City: I I I I I I I I I I I I I I I I I I I I I I I State: LLJ Zip Code: I I I I I 1-1 I I ' I I I I Name ol Receiving Water : l._~_14f""""'l._r-'1._1-'. 1L..:.n.LI1 ...... ~,_.1.___,1._~__._r_,1._~_1._~_l.._,~__.l.__l.__l.__l.._,l.___,l.._,l.._,l.._,l.._,l.._,I.__.__. 0 't 11Qt1l161Z10101ol 10ij13101yo,01/l Month Day Year Month Day Year Estimated Construction Start Date Estimated Completion Date Estimate ol area to be disturbed (to nearest acre): I I I I I 21.51 Estimate ol Likelihood ol Discharge (choose only one): 1. 0 Unlikely 3. (!j"Once per week 5. 0 Continual 2. 0 Once per month 4 . 0 Once per day Ill. Certification Based on instruction prOYided in Addendum A ol the permit, are there any listed endangered or threatened species, or designated critical habitat in the project area? Yes 0 No[{)" I have satisfied permit eligibility with regard to protection of endangered species through the incficated section ol Part l.B .3.e.(2) ol the permit (check one or more boxas): ca1Wi"blO (c)O (dl0 I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gather and evaluate the inlormation submitted. Based on my inquiry ol the person or persons who manage this system, or those persons directly responsible lor gathering the information, the information submitted is, to the best o1 my knowledge and belief, true, accurate, and complete . I am aware that there are signilicant penalties for submitting lalse information, including the possibility ol fine and imprisonment !or knowing violations . Date : 10111111 I 0101 EPA Form 3510 ·9 replaced 3510~ (8-98) IBIS FORM REPU\CES PREVIOUS FORM 3510-6 (8-98) Form Approve d . OMB No. 2040-0166 See Reverse fo r Ins truc tions OEPA United States E nvironmental Protection Agoro; NP DES Wash ington. DC 20460 FORM Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPDES General Permit Submission of this Notice of Intent constitutes notice that the party identified in Section I of this f0<m intends to be authorized by a NPDES permit Issued lo< storm water <fischarges associated with construction activity in the State/lndian Country Land identified in Section II of this f0<m . Submission of this Notice of Intent also constitutes notice that the party identified in Section I of this form meets the eligibllity requirements in Part 1.8. of the general permit (including those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continued authorization to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution Prevention Plan required under Part IV of the general permit will begin at the time the permittee commences work on the construction project identified in Secion II below. IN ORDER TO OBTAIN AUTHORIZATION. ALL INFORMATION R E QUESTED MUST BE INCLUDED ON THIS FORM. SEE INSTRUCTIONS ON BACK O F FOAM. t. Owner/Operator (Applicant) Information Name: 1l1f1/\1l101f\li I(, 1/E 1rJ 1~1~ ft-il-1 1l101N1T 1i<i-A1L 1Tio1.li.)1 I I I Phone : 111112161q101]1]1f1l I Address: 11 i11 0 I JI lbl~I ~f:ii/t1~ 1f2.101A1P1 Status of fEJ I I I I I I I I I I I I I I I I Owner/Operator : C ity: I LI 01 L-i f....1 &"1(,If1 1.5"1"'f1A1f1Lu1~ 1 I I I I I I I State: l.LJl9 Zip Code: 17171S14151 -1 I I ~ I II . Project/Site Information Is the lacility located on Indian Country Lands? Project Name: 1~A,.s ,1, ~f1 G1A1T1if1 l..sl (.(1G1D I Ii v, Xi.S 1I1!.)1tv1 I I I I I I I I Yes O No~ Project Address/Location: 1N I() I ( rh~ I 1~1t1 I~ 1f IC ~ I"-~ I 1e1r1~1i I f11' 1 c1 d!1 0 rfit {)_ I I I I • I 0 I~ . lJl . Q f JH f, City: 1ti c::i L, i,c 1 ~,~ i51!1Ai r1r~ ,N, I I I I I I I I State: ([rLJ Zip Code: 17171\~ll 4-1f1 -I I I I I I er 0 l 0 County: J31R.1A.1Z.101S1 Latitude: 13 I() (3 ~ Im I {)I Longitude : I I ~1fo I I 1f>1 l1 ()I I I I I I I I I I I I I I Has the Storm Water Pollution ~revention Plan {SWPPP) bee n prepared ? Ye s ~ NoQ Optional: Addre ss of location of ~ress in Section I above SWPPP lo< viewing 0 Address in Section II above 0 Other address {ii known) below: SWPPP Phone : Address: I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 'I I City: I I I I I I I I I I I I I I I I I I I I I I I State: LLJ Zip Code: I I I I I 1-1 I I I l 1~151 Pi B-r1 f.11 Gi 1G&£1~1K'1 I Name of Receiving Water: I I I I I I I I I I 1/101od1~010101 101'l 1JP 1~10101 l l Based on instruction provided in Addendum A of the permit. are Month Day )Mr Month Day Year there any ~sted endange<ed 0< threatened species. or designated Estimated Construction Start Date Estimated Completion Date critical habitat in the project area? Estimate ol area to be disturbed {to nearest acre): I I I I 121S1 Yes EJ No~ Estimate of UkeUhood of Discharge {choose only one): I have satisfied permit eligl.>ifity with regard to protection of 3 . ~Once per w eek endangered species thrC>Ugl the indicated section of Part l.B.3 .eo .(2) 1. 0 Unlikely 5 . 0 Continual of 1he permit {c heck one or more boxe s ): 2 . 0 Onca per month 4 . 0 O nce per da y 1ai~bl O i c i O (d)o Ill. Certification t certify under penalty of law thal this document and all attac hments were prepared unde r my dtr ect ion or supervision in accordanc e with a syst em designed to assure that qualified personnel properly qather and evaluate the information submitted . Ba sed on my inquiry of the person or persons who manage this system . °' those persons directly responsible for gathering the information. the inl0<mation submitted is , to the bes t of my knowledge and belief. true. accurate , and complete . I am aware that there a re si gnificant penalties 10< submitting fa ls e inlormation. including the possibilit y of line and 1mpcisooment lor knowing violalions . Print Name: 1(ift1 ~ ~ Y1_ ..1\ 15:1ML'"Ctii I I I I I I I I I I I I I I I I I Date : ID1j1 l1Jl 0 1ol Signature : 17-~ /) (JS-$ ------. ----·--· ------ E PA For m 3510 -9 replaced 3510-6 (6-98) • DEVELOPMENT SERVICES TRANSMITTAL LETTER Name/Finn: Date: 1 -CS -7.-oo l Address: Phone: CllO -7 7 I I Fax: fttlo -17Tl We are transmitting the following for Development Services to review and comment: (Check all that apply.): 0 Master Development Plan 0 Preliminary Plat B Final Plat D FEMA CLOMA/CLOMR/LOMNLOMR 0 Site Plan 0 Grading Plan 0 Landscape Plan 0 Irrigation Plan 0 Building Construction Documents w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ D Redlines w/ 0 Redlines .FRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete set: 0 Waterline Construction Documents w/ D Redlines G Sewerline Construction Documents w/D Redlines ~ Drainage Construction Documents w/ D Redlines 8' Street Construction Documents w/ D Redlines r:3" Easement application with metes & bounds decsription G:t Drainage Letter or Report w/ D Redlines D Fire Flow Analysis w/ D Redlines l!:'.J Development Permit App. 0 Conditional Use Permit D Rezoning Application D Variance Request D Other -Please specify D Tx.DOT Driveway Permit D Tx.DOT Utility Permit D Other -Please specify Special Instructions : TRANSMrIT AL LETIER TRANSMff.DOC 03123199 loft .·