The URL can be used to link to this page

Home My WebLink AboutDrainage ReportDrainage Report for South Hampton Subdivision Phase 2 College Station, Texas April 2006 Developer: Nantucket, Ltd. 1101 University Drive East, Suite 108 College Station, Texas 77840 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 lt?o'D ~I \'1 lDlu lO'.lO \))~ CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the drainage design for Phase 2 of the South Hampton Subdivision in College Station, Texas, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof, with the exception that storm water runoff detention is not being required for this project since it was determined during the development of Phase I of the subdivision that the site discharges into the TxDOT storm drainage system, which discharges into a tributary of Alum Creek. This tributary is a part of the Alum Creek primary system which is a part of the Lick Creek drainage basin. Nantucket Lake serves as a detention facility for the Alum Creek drainage basin, and with the South Hampton runoff discharging into this primary system downstream of the lake, the South Hampton peak runoff will have already passed before the peak discharge at Alum Creek, therefore resulting in no increase in the peak runoff in Alum Creek. -""'"'"'''' --'\'€:-OF / ,, -'\I>-•• • •••• ~...r '~ f0 .. ····*··· .. ;15' •• '* .. ·. * ,, ~*: .. *" 1· .. jas'[r;r·r~··sc-H·u·Lrz····~ ;!························ .. ···········~ l"IJ• 6 •Q:,,, ,.,.1l-.. -si 5889 ////I "to,(\•. ~G x,_Q. ~ ""' a ~;· •• ISTE\\···0, ,,,,, ,, us •······· ~ -\\~10NAL t::._a?' '''-~- TABLE OF CONTENTS SOUTH HAMPTON SUBDIVISION -PHASE 2 CERTIFICATION ................................................................................................................................................................. I TABLE OF CONTENTS ....................................................................................................................................................... 2 LIST OFT ABLES .................................................................................................................................................................. 2 INTRODUCTION .................................................................................................................................................................. 3 GENERAL LOCATION AND DESCRIPTION ................................................................................................................. 3 FLOOD HAZARD lNFORMATION ................................................................................................................................... 3 DEVELOPMENT DRAINAGE PATTERNS ...................................................................................................................... 3 DRAINAGE DESIGN CRITERIA ....................................................................................................................................... 3 STORM WATER RUNOFF DETERMINATION .............................................................................................................. 6 STORM SEWER DESIGN .................................................................................................................................................... 6 STORM WATER DETENTION .......................................................................................................................................... 7 CONCLUSIONS ..................................................................................................................................................................... 7 APPENDIX A ......................................................................................................................................................................... 8 Time of Concentration Data & Calculations APPENDIX B ........................................................................................................................................................................ 11 Storm Inlet Design Data & Calculations APPENDIX C ....................................................................................................................................................................... 14 Storm Pipe Design Data & Calculations EXHIBIT A ........................................................................................................................................................................... 20 Post-Development Drainage Area Map LIST OF TABLES TABLE 1 -Rainfall Intensity & Runoff Data ........•.................•............•...•...•.•.......•.....•.................................... 5 TABLE 2-Time of Concentration (tc) Equations .............................•.•............................................................. 5 TABLE 3 -Post-Development Drainage Data -Revised .••.•.•...•.•••..•..•.•.•.•.•.••••••..............•..............................•. 6 DRAINAGE REPORT SOUTH HAMPTON SUBDIVISION -PHASE 2 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of Phase 2 of the South Hampton Subdivision, and to show that the storm water runoff will be controlled in such a manner so as to have minimal offsite or downstream impact. GENERAL LOCATION AND DESCRIPTION The project is located on a 7.7 acre tract located in College Station, Texas. The site is wooded with areas of open land with grass. The existing ground elevations range from Elevation 259' to 270'. The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION The project site is located in the Alum Creek Drainage Basin, which is a part of the Lick Creek Drainage Basin. No portion of the site is located in a Special Flood Hazard Area according to the Flood Insurance Rate Map (FIRM) prepared by the Federal Emergency Management Agency for Brazos County, Texas and incorporated areas dated February 9, 2000, panel number 48041C0205-D. DEVELOPMENT DRAINAGE PATTERNS Prior to development, storm water runoff from the site generally flows in a northwesterly direction toward Nantucket Drive where it is intercepted by the roadside ditch. From there it flows eastward to a culvert under Nantucket Drive and from there it flows to the Nantucket Lake discharge spillway area. After development, a significant portion of the runoff will be intercepted by Ebbtide Cove Drive where it will flow down the gutter to one of the inlets and then conveyed through the proposed and existing underground storm sewer system to an outfall in the SH6 right-of-way. The post-development drainage area boundaries are shown on Exhibit A. 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 • Runoff Coefficients Single Family Residential Undeveloped 10 and 100-year storm events c = 0.50 c = 0.30 • Rainfall Intensity equations and values for Brazos County can be found in Table 1. • Time of Concentration, tc -Calculations are based on the method found in the TR-55 publication. Refer to Table 2 for the equations and Appendix A for calculations. The runoff flow paths used for calculating the times of concentration are shown in Exhibit A. For smaller drainage areas, a minimum 4: of 10 minutes is used to determine the rainfall intensity values. TABLE 1 -Rainfall Intensity & Runoff Data Rainfall Intensity Values (in/hr) Storm Event l5 '10 l2s lso 1100 Brazos County: t.:= 10 min 7.693 8.635 9.861 11 .148 11.639 I = b I (tc+d)8 I = Rainfall Intensity (in/hr) tc = U(V*60) t: = Time of concentration (min) L = Length (ft) V = Velocity (ft/sec) 5 year storm 10 year storm 25 year storm 50 year storm 100 year storm b= 76 b= 80 b= 89 b= 98 b= 96 d= 8.5 d= 8.5 d= 8.5 d= 8.5 d= 8.0 e= 0.785 e= 0.763 e= 0.754 e= 0.745 e= 0.730 (Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16) TABLE 2 -Time of Concentration (tc) Equations The time of concentration was determined using methods found in TR-55, "Urban Hydrology for Small Watersheds." The equations are as follows: Time of Concentration: For Sheet Flow: Tc= T !(sheet flow)+ T !(concentrated sheet flow) where: Ti =Travel Time, minutes where: T1 = travel time, hours n =Manning's roughness coefficient L = flow length, feet P2 = 2-year, 24-hour rainfall = 4.5" s = land slope, ft/ft For Shallow Concentrated Flow: T1 = LI (60*V) Refer to Appendix A for calculations. 5 where: Ti =travel time, minutes V =Velocity, fps (See Fig 3-1, App. A) L = flow length, feet STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, I 0, 25 , 50, and I 00-year storm events. The runoff coefficients for post-development calculations are based on the future development of this tract, and the peak runoff values determined for the post-development condition are shown in Table 3. TABLE 3 -Post-Development Drainage Data 5 year storm 1 O year storm 25 year storm 50 year storm 100 year storm Area tc Area# c Is Os 110 010 l2s 025 lso Oso 1100 0100 (acres) (min) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) 6 2.20 0.5 18.8 5.668 6.23 6.416 7.06 7.354 8.09 8.342 9.18 8.704 9.57 ------14 0.38 0.5 10 7.693 1.46 8.635 1.64 9.861 1.87 11.148 2.12 11 .639 2.21 15 0.24 0.5 10 7.693 0.92 8.635 1.04 9.861 1.18 11 .148 1.34 11 .639 1.40 16 0.31 0.5 10 7.693 1.19 8.635 1.34 9.861 1.53 11 .148 1.73 11 .639 1.80 ---- 17 0.30 0.5 10 7.693 1.15 8.635 1.30 9.861 1.48 11 .148 1.67 11.639 175 --18 0.15 0.5 10 7.693 0.58 8.635 0.65 9.861 0.74 11 .148 0.84 11 .639 0.87 . - 19 0.41 0.5 10 7.693 1.58 8.635 1.77 9.861 2.02 11 .148 2.29 11 .639 2.39 The post-development drainage areas are shown on Exhibit A. Even though the runoff coefficient for the developed conditions increases the runoff, the storm sewer system conveys the runoff directly to a tributary of Alum Creek downstream of Nantucket Lake. The runoff into the Nantucket Drive right-of-way will be less than the pre-development condition because the runoff from approximately one-half of the drainage area has been captured by the proposed storm sewer system for Phase 2. STORM SEWER DESIGN The storm sewer piping for this project has been selected to be High Density Polyethylene Pipe (HOPE) meeting the requirements of AASHTO 294 Type S. The curb inlets will be cast-in-place concrete. Appendix B 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. Refer to Appendix B for a summary of the gutter flow depths at various locations. 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 capacities for the inlets in sump (Inlets 4, 5 & 6) 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 B. There are no proposed inlets on grade for this phase of the development. The area between the right-of-way and the curb line of the streets will be filled as necessary to provide a minimum of 6" of freeboard above the curb line. This will ensure that the runoff from the 100-year storm event will remain within the street right-of-way. Appendix C presents a summary of the storm sewer pipe design parameters and calculations. All pipes are 18" in diameter or larger. The pipes for the storm sewer system were designed based on the I 0-year storm event; however, all will also pass the I 00-year 6 storm event without any headwater. 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 9. Appendix C contains a summary of the Manning pipe calculations for the storm sewer system for the l 0 and 100-year events. The maximum velocity for the pipe system occurs in Pipe 9 (7.0 fps and 7.6 fps for the 10 & 100 yr events respectively). The storm sewer pipe system is capable of carrying the 100-year storm event runoff; therefore, no overland flow is anticipated. The storm sewer pipe system discharges into an existing storm drain inlet. This inlet is a 1 O' inlet in a sump, and the gutter depth at this inlet is 2. 74" for the 10-year storm event, and 3.06" for the 100-year storm event. This storm inlet discharges into 2 existing 30" storm sewer pipes which were designed and constructed with Phase 1 of the subdivision. STORM WATER DETENTION The storm water runoff detention is not being required for this project since it was determined during the development of Phase 1 of the subdivision that the site discharges directly into the TxDOT storm drainage system, which discharges into a tributary of Alum Creek. This tributary is a part of the Alum Creek primary system, which is a part of the Lick Creek drainage basin. Nantucket Lake serves as a detention facility for the Alum Creek drainage basin, and with the South Hampton runoff discharging into this primary system downstream of the lake, the South Hampton peak runoff will have already passed before the peak discharge at Alum Creek, therefore resulting in no increase in the peak runoff in Alum Creek. CONCLUSIONS The construction of this project will increase the storm water runoff from this site; however, it should not have a significant impact on the surrounding property. No flood damage to downstream or adjacent landowners is expected as a result of this development. 7 APPENDIX A Time of Concentration Data & Calculations 8 Drainage Area No. 6 Sheet Flow: L= n= P= 0.007(L*nt0 = (P)os*(S)o4 Concentrated Flow1 : V= L= 125 U(60*V) = Gutter Flow 1: V= L= 300 U(60*V) = Tc Calculations -Post-Development ' 0:15· (dense grass) : A.5 Elev1= 0.254 hours= 2;751 fps (unpaved) Elev1= 0.8 min · ·.1.8 fps (paved) Elev1= 2.8 min 18.8 min 15.2 min Slope= 0.027 Slope= 0.030 Slope= 0.008 3-2 . 50 - .20 - .10 C1J a. .06 0 "' <1J r .o4 -::s 0 u '-Cll ..., "' :JC . 02 - .01 - .005 I 1 J ... J I • I I ' J " ' J . b q_, L~ b I ~ q_, 'ti-~, ~~ Q...'tl-j j I ' 7 2 ~ i. I 4 I ' I i I I I 6 [J i ' i i Average velocity, ft/sec (2 10-Vl-TR-55. Second Ed .. June !98Gl I I I I I ., I I 10 I J I I I I 20 APPENDIXB Storm Inlet Design Data & Calculations II South Hampton Subdivision Phase 2 Depth of Flow in Street Gutter Gutter A c Location (acres) B1 2.20 0.5 B2 0.31 0.5 C1 0.31 0.5 C2 2.44 0.5 C3 0.41 0.5 C4 0.15 0.5 01 0.38 0.5 Transverse (Crown) slope (ft/ft) for 27' streets = 0.0330 Slope (ft/ft) 0.0080 0.0080 0.0080 0.0080 0.0080 0.0080 0.0080 10-year storm a,o Y10-octu•I (cfs) (ft) (in) 7.06 0.394 4.73 1.34 0.211 2.54 1.34 0.211 2.54 7.83 0.410 4.92 1.77 0.235 2.82 0.65 0.161 1.93 1.64 0.228 2.74 (5" max.) Straight Crown Flow (Solved to find actual depth of flow in gutter, y): Q = 0.56 • (z/n) • S112 • y813 q y ={QI [0.56 • (z/n) • S112]}318 n = Roughness Coefficient = 0.018 S = StreeUGutter Slope (ft/ft) y = Depth of flow at inlet (ft) z = Reciprocal of crown slope: for 27' streets = 30 100-year storm C100 Y100 (cfs) (ft) (in) 9.57 0.442 5.31 1.80 0.237 2.84 ---t-------- --r------------ 1.80 0.237 2.84 ~-~- 10.62 0.460 5.52 ·-- 2.39 0.263 3.15 0.87 0.180 2.16 -· -- 2.21 0.255 3.06 South Hampton Subdivision Phase 2 Inlet Length Calculations Inlets In Sump Flow from A Inlet# Length Area# (acres) 17 0.30 4 5' - - 5 10' 6, 15 2.44 19 0.41 6 5' 16 0.31 18 0.15 c 0.5 - 0.5 0.5 0.5 0.5 Transverse !Crown) slope (ft/ftl for 27' streets = 0.033 010 Qearry over (cfs) (cfs) from Inlet# 1.30 - -- 7.83 - 1.77 - 1.34 - 0.65 - Straight Crown Flow !Solved to find actual depth of flow, yl: Q = 0.56 • (z/n) • S112 • y813 ¢ y ={QI [0.56 • (z/n) • S112]}318 n = Roughness Coefficient= 0.018 S = Street/Gutter Slope (ft/ft) y = Depth of flow at inlet (ft) 10 year stonn Orotal Orotal+10% (cfs) (cfs) 1.30 1.42 -0.00 7.83 8.61 1.77 1.95 1.34 1.47 0.65 0.71 100 year stonn Y10 .. ctual L10-Raq'd . L10-actual 0100 Ccarry over Orotal Orota1+10'• (ft) (In) (ft) (ft) (cfs) (cfs) from Inlet# (cfs) (cfs) 0.166 1.99 1.07 5 1.75 ---- 0.326 3.91 7.91 10 10.62 0.187 2.24 2.39 0.168 202 1.64 5 1.80 0.128 1.54 0.87 •using Ymu: = T' = 0.583' z = Reciprocal of crown slope for 27' streets = 30 Inlets in sumps, Weir Flow: L = QI (3 * y312) ¢ y = (QI 3L)213 L = Length of inlet opening (ft) Q = Flow at inlet (cfs) y = total depth of flow on inlet (ft) max y for inlet in sump= 7" = 0.583' 1.75 1.92 -0.00 10.62 11.68 2.39 2.62 -1.80 1.98 -0.87 0.96 Y100 (ft) (in) 0.254 3.05 0.610 7.32 0.338 4.05 APPENDIXC Storm Pipe Design Data & Calculations 14 South Hampton Subdivision Phase 2 Pipe Calculations Inlet Outlet 10 year storm 100 year storm Pipe# Size Length Slope Invert Elev Invert Elev *Actual Flow Design Flow V10 %Full Tnivel Time, Im *Actual Flow Design Flow V100 (In) (ft) (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) 9 30 64.0 1.00 253.49 252.85 12.80 7.0 39.9 9 0.15 17.36 10 30 149.0 0.80 254.78 253.59 10.62 6.1 38.3 24 0.41 14.41 11 30 287.8 0.80 257.19 254.88 10.62 6.1 38.3 47 0.79 14.41 12 18 30.6 0.80 258.43 258.19 1.99 3.21 4.6 42.0 7 0.11 2.57 4.14 *These values reflect the actual flow for the 18" & 24" pipes. The design flow for these pipe sizes reflects a 25% reduction in pipe area. (Refer to attached calculation for specific information.) 7.6 6.7 6.7 4.9 %Full 47.4 45.4 45.4 48.5 Travel Time, Imo (sec) (min) 8 0.14 22 0.37 43 0.72 6 0.10 EXHIBIT A Post-Development Drainage Area Map 20 Pipe 9 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solv i n g for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Ma nning 's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wett ed Perime t er ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow vel ocity ............. . Circular Depth of Flow 30 .0000 in 12.8000 cfs 0 .0100 ft/ft 0 .0 1 40 11.9821 in 4 . 9087 ft2 1.8299 ft2 41.0466 in 94 .2478 in 6 .994 9 fps 6.4197 in 39 .9404 % 38 .0873 cfs 7.7 591 f ps Pipe 9 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimete r ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percen t Full ................... . Full flow Fl o wrate ............. . Full flow veloci ty ............. . South Hampton Subdivisio n -Phase 2 College St ation , Texas Circular Depth of Flow 30.0000 in 17 .3600 cfs 0 .0100 f t /ft 0 .0140 14 .2126 in 4 .9087 ft2 2.2904 ft2 45 .5 484 in 94.2 47 8 in 7 .57 95 fps 7 .2411 i n 47 .3753 % 38 .087 3 cfs 7 .7591 f p s Pipe 10 -1 0 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manni ng 's n .................... . Computed Results : Depth .......................... . Area ........................... . Wett ed Area .................... . Wett ed Perimet er ............... . Peri meter ...................... . Velocity ....................... . Hydrau lic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow vel ocity ............. . Circular De p th of Flow 30 .0000 in 10.6200 cfs 0 .0080 ft/ft 0 .0140 11 .5025 in 4.9087 ft2 1.7324 ft2 40 .0638 in 94.2478 in 6.1303 fps 6 .2266 in 38 .3416 % 34.0664 cfs 6 .9399 fps Pipe 10 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Resu lts : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perime t e r ............... . Perime t er ...................... . Velocity ....................... . Hydraulic Radiu s ............... . Percen t Full ................... . Full f l ow Fl owrate ............. . Full f l ow veloci ty ............. . South Hampton Subdivision -Phase 2 College Station, Texas Circular Depth of Fl ow 30 .0000 i n 14 .4100 cfs 0 .0080 ft/ft 0 .0140 13 .6184 i n 4 .9087 ft2 2 .1669 ft2 44.3568 i n 94 .2478 in 6 .6499 fps 7 .0348 in 45 .3947 % 34.0 6 64 cfs 6 .9399 fps Pipe 11 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . We tted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Ful l flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 30 .0000 in 10. 6200 cfs 0 .0080 ft/ft 0.0140 11 .5025 in 4.9087 ft2 1.7324 ft2 40 .0638 in 94 .2478 in 6.1303 fps 6.2266 i n 38.3416 % 3 4.0664 cfs 6 .9399 fps Pipe 11 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wett e d Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . South Hampton Subdivision -Phase 2 College Station, Texas Circular Depth of Flow 30.0000 in 14 .4100 cfs 0 . 0080 ft/ft 0 .0140 13.6184 in 4.9087 ft 2 2 .1669 ft2 44 .3568 in 94 .2 478 i n 6 .6499 fps 7.0348 in 45 .3947 % 34.0664 cfs 6 .9399 fps Pipe 12 -10 Year St orm Manning Pipe Calculator Gi ven Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manni ng 's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . We tte d Perime t er ............... . Perimeter ...................... . Veloci ty ....................... . Hydraul ic Radius ............... . Percent Full ................... . Full f l ow Flowrate ............. . Full f l ow vel ocity ............. . Circul ar De pth of Flow 18 .0000 in 3 .2100 cfs 0 .0080 ft/ft 0 . 0140 7 .5567 i n 1.7671 ft2 0 .7039 f t 2 25 .3752 in 56.5487 i n 4.5601 f p s 3 .9947 i n 41.9816 % 8 . 7243 c f s 4 .9369 f p Pi p e 1 2 -1 00 Year Storm Ma nning Pi pe Calculator Given I nput Data : Sha p e .......................... . Solving for .................... . Diame t er ....................... . Fl owrate ....................... . Slope .......................... . Ma nning 's n .................... . Computed Results : Depth .......................... . Area ........................... . We tted Area .................... . We tted Pe rimete r ............... . Perimete r ...................... . Ve l ocity ....................... . Hydraulic Radius ............... . Percent Ful l ................... . Full flo w Flowrate ............. . Fu ll f l ow v e loc i ty ............. . South Hampton Subdivision -Phase 2 College Sta tion, Texas Circula r Depth of Flow 18 .0000 in 4 .1400 cfs 0 .0080 ft/f t 0 . 0140 8 .728 9 in 1. 7 671 ft2 0 .84 97 ft2 27 .7320 in 56 .5487 in 4 .8724 fps 4 .4120 i n 48 .4937 % 8 .7243 cfs 4 .9369 fps FOR OFFICE USE ONLY P&Z CASE NO.: _Q~• -~~-j,____ __ _ DATE SUBMITTED: L\ \ \'1 1 DLQ CITY OF Co LI.EGE STATION f'lm111ing er De1,elopmr111 Semien FINAL PLAT APPLICATION (Check one) 0 Minor ($300.00) Is this plat in the ET J? 0 Yes 0 Amending ($300.00) ~o 0 Final ($400.00) D Vacating ($400.00) 10-.:ft [!? Replat ($600.00)* *Includes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SU BM ITT AL REQUIREMENTS: _:t:_ Filing Fee (see above) NOTE: Multiple Sheets -$55.00 per additional sheet vi~ Variance Request to Subdivision Regulations -$100 (if applicable) V Development Permit Application Fee of $200.00 (i f applicable). -V Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed) ----V-Application completed in full. tJ/A-Copy of original deed restrictions/covenants for replats (if applicable). V Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) --V One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). v Paid tax certificates from City of College Station, Brazos County and College Station l.S.D. v 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). __L Parkland Dedic~tion requirem~nt appr?ved by the Parks & Recreation Board, please provide proof of approval (if applicable). f r r ev. ,., •• 1...., 0... ()[)(\)I.)<' ~ ' \ !\ I I • Date of Preapplication Conference: uc..,\llio<:..r bl L OCJ 3 NAME OF SUBDIVISION :;· 0 v...~ \-\ ~"'-\ ~,, ~ {)h_c;;e_ '2- APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name f\) (\"~v.ck~\ I. L+~-~ 8h't\V5 tic~HV\·~ . . . . Street Address ~ '0 \ U..Y\.-"\j ~-~"bl _ D (I " e fG 1.+ -k lk re '6 City . ~ Ll ese. J +...--t< ~ '" . State f '/... Zip Code { l S q.o E-Mail Address f )\~\\,5 e.. brtz;S (nJro-Jl .. tc.~"" Phone Number ~4 ~ -)l j S Fax Number 6 4-b ~ DbS'L PROPERTY OWNER 'S INFORMATION (ALL owners must be identified Please attach an additional sheet for multiple owne~~me NG"'-\ ..... Jce+ L-l-c~ 1 C.lw eY\.c e \:\..;~oc!o ... StreetAddress \~()\ U.V\..,vvs :~~-\),...~"~ ~o6f -fv:.ido8city Lo«e5e ~+.),·..,.. . . State '-ft ZipCode ""])9t E-MailAddress pk'1lL~@b /1-1.-0s (cr-Jr~~t~.c...· .... Phone Number ~ 4: (:, -51 5 S Fax Number 9 4-& -ObS L AR CHITECT OR E_N~INEER'S INF_ORMATI ON: . \ . 1 , p Name t_i\J ·.\ 'lJ-e.'-'~l1:1f"'-~,J.! J..+j .-... .J~ Sek-tl.1 -~- StreetAddress L "I 00 l.-o•'-'jl'"'-~.N i fl/\.;-k K-City C:rJle5e J~cil-io-" State '-f ~ Zip Code 1 ) ~ 4_) E-Mail Address Joe .. fi:k .... [+l. Q.. ff il le·•~' ti c: f Phone Number ~!t_-1 1 '11______ Fax Number 1&4-7 7 f_J_ ____________ _ 1)11'.l/03 Water and Sewer System Report for South Hampton, Phase 2 College Station, Texas April 2006 Prepared B y: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 Water and Sewer System Report for South Hampton, Phase 2 College Station, Texas April 2006 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 764-7743 Location: General Note: Land Us e: Design Criteria Primary Wat er Supply: GENERAL INFORMATION South Hampton Subdivision, Phase 2 is located to the northwest of South Hampton Phases 1,3 & 4 near the Nantucket Subdivision in southern College Station. The subdivision has 20 lots. Domestic water for those 20 lots will be provided by the City of College Station through connections with lines in Phases 1, 3 and 4. There are no new sewer lines being installed with Phase 2. The sewer line that will serve Phase 2 was analyzed, approved and installed with Phase 4. Only the sewer services are being added with this phase. The analysis of the sewer system submitted with Phase 4 is reprinted with this report for reference purposes. Single Family Residential WATER SYSTEM ANALYSIS Existing 8" line along Windrift Cove. Secondary Water Supply: Existing 6" lines on Mariner's Cover and Cranberry Drive Domestic Demand: Avg. Pop Density: Average Flow: Peaking Factor: Peak Flo w: Design Flow: Fire Demand: Fire Flow: Pipe: Roughness Coe.ff: Hydraulic Software: 2.67 people per lot 100 gpd/cap or 267 gpd per lot = 0.18 gpm per lot 4 0.74 gpm per lot 1.50 gpm per lot 1000 gpm at most hydraulically remote point PVC DR-14 C909 150 (Hazen Williams) Haestad Methods WaterCAD v.6.0 Existing City System Pressure Tests Flow Hydrant #: Y-001 Flo wrate: 1250 gpm Adj. Hydrant #: Y-003 Static Pressure: 112 psi (279 ft water) Residual Pressure: 70 psi (162 ft water) Applicable Exhibits: Exhibit B -College Station Utilities Flow Test Report Water System Summary Criteria Min . Pressure -fire (psi) Max. Velocity (fps) Max. l ength of 6" pipe (ft) (connected to .:'.:'._ 8 "on both ends) Ma x l ength of 6" pipe (fl) (not connected on both ends) Ma x. l ength of 3 "pipe (fl) Required 20 12 1500 800 500 As l ocation Designed 73 SH2 FHI * 7.81 P-2 1952 ** na na *Note: The most hydraulically remote point in Phase 2 occurs at Node SH2-2. There is no fire hydrant at this location The only fire hydrant in Phase 2 is SH2 - FH 1. It was used as th e modeling point for the most hydraulically remote location. **Note: The Max length of 6" pipe connected at both ends to an 8 "pipe exceeds the maximum allowable length by approximately 450 feet. Applicable Exhibits: Exhibit A -Water System Schematic Conclusion Exhibit C -Summary of Results -Domestic Flow Exhibit D -SullUnary of Results -Fire Flow The proposed water system for South Hampton, Phase 2 completes the looped system in the subdivision by connecting dead end lines from Phases I , 3 and 4. By completing these loops, the pressure and flow characteristics for the entire development are significantly increased when compared to the individual phases. Th e pressure and velocities easily fall within the requirements of the City and TCEQ. The existing lines in Phases I and 3 are both 6" lines where the connections to Phase 2 are proposed. When these existing lines are taken into account, the maximum length of 6" line from the Design Guidelines is exceeded. However, this is the most logical design for the system, and the additional length does not negatively affect the system's perfom1ance. A variance to the 1500 ft design guideline is requested for this system. Design Criteria: Primary Sewer Outfall: Domestic Demand: Avg. Pop Density: Average Flow: Peaking Factor: Pipe: Applicable Exhibits: Conclusion: SEWER SYSTEM ANALYSIS (reprinted fro111 South Hampton Phase 4 Report) 6" sewer line in South Hampton Phase I 2.67 people per lot I 00 gpd/cap or 267 gpd per lot 4 PVC 03034 SOR 26 Exhibit E -Sewer System Schematic Exhibit F -Sanitary Sewer Analysis Spreadsheet The sewer system for the LO lots in South Hampton Phase 4, as well as the future lots in Nantucket Phase 7 and South Hampton Phase 2, consists of a series of 6" and 8" lines that tie to an existing line in Nantucket Phase I. The analysis in Exhibit F checks the calculated slope required to pass the estimated flow against the minimum slope required by TCEQ. The spreadsheet indicates the minimum required slope is much greater than the computed slope, so we conclude that the system is more than capable of carrying the anticipated flows from the building. Exhibit A South Ho.rripton Pho.se 2 'Wo. ter Line Sc herrio. tic No.nl-1 SH2 SH2-~ /IX SH2-2 S H4 FH2 CD I Q_ S H4 -2 P-15 P-14 \[) ...__, SH3-3 I Q SH3-2 ~ I Q SHl-7 SHl-1 SHl-3 P-22 Tested p-2 1 Fire Hydro.nt SH l-6 II~{ College Station Utilities ~ Reliabf e, Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 1 MARCH 2006 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 Exhibit B FLOW TEST REPORT Nozzle size: 2.5 inch Location: WINDRIFT AND GRANBERRY Flow hydrant number: Y-001 Pitot reading: 55 (GPM): 1250 Static hydrant number: Y-003 Static PSI: 112 Residual PSI: 70 Exhibit C South Hampton, Phase 2 Water System Analysis -Domestic Flow April 13, 2006 Water CAD JUNCTION SUMMARY ' Calculated Label Elevation Demand Hydraulic 1 Pressure Grade ---I I ft ft si Nan I-I 253 0.00 5 I5.14 113.4I SHI-I 258 0.00 515.14 111.25 SHl-2 262 0.001 515.14 I09.52 SHl-3 262 6.001 515.14 I09.52 SHI-4 264 0.00 515.15 108.66 SH I-5 27I 12.00 5 I5 . I3 105.62 SHl-6 273 0.00 5 I5 . I3 104.76 SHl-7 274 13 .50 515.10 104.31 SH2-2 265 0.00 5I5.I2 108.21 • Lowest in Phase 2 I SH2-3 I 263 13.50 5 I 5.1 I I09.08 I --____ , SH2 FHl : 263 0.00 515.I3 , 109.09 SH3-I 267 6.00 1 515. I I 107.35 SH3-2 I 270 10.50 515.08 106.03 SH3-3 266 0.00 515.12 !07.78 SH4-I ~-1 276 10.50 515.091 · 103.44 ----- SH4-2 279 0.00 515.09 1 102.14 SH4 FHl 276 18.00 515.09 103.44 SH4 FH2 265 15.00 515.09 1 108 .20 Note: The lowest pressure locates the most hyrdaulically remote point. The nearest Fire Hydrant in Phase 2 is SH2 FHl. Exhibit D South Hampton Subdivision, Phase 2 Water System Analysis -FIRE FLOW April 13, 2006 Water CAD JUNCTION SUMMARY : i C•lrnl'1od Label Elevation , Demand Hydraulic Pressure Grade --n I j --rt -1 - psi Nan 1-1 253 I 0.00 434.36 78.46 SHl-1 258 0.00 434.36 76.30 SHl-2 262 I 0.00 434.36 74.57 SHl-3 262 6.00 436.07 75.31 SHl-4 264 0.00 437.26 74.96 ---------- SHl-5 271 12.00 437.06 71.84 SHl-6 273 I 0.00 437.06 70.98 SHl-7 274 I 13 .50 436.44 70.28 SH2-2 265 0.00 433.38 72.85 SH2-3 263 13 .50 434.34 74.13 SH2FH1 I 263 p oo .oo 431.57 72.93 SH3-l 267 I 6.00 434.96 72.67 SH3-2 I 270 10.50 434.92 71.35 SH3-3 266 I 0.00 435.26 73.23 SH4-l 276 10.50 435.85 69.16 SH4-2 279 0.00 435.85 67.86 SH4 FHl 276 18.00 435.66 69.08 SH4 FH2 265 15 .00 435.01 73.55 * Lowest in Phase 2 [,\hibit I) l';i)!c' I nf .::'. Label P-2 P-3 P-4 P-5 P-6 P-7 P-8 P-9 P-10 P-11 P-12 P-13 P-14 P-15 P-16 P-17 P-18 P-19 P-20 P-21 * P-22 * Exhibit D South Hampton Subdivision, Phase 2 Water System Analysis -FIRE FLOW April 13, 2006 Length ft 98 275 146 53 1 417 101 164 270 246 424 293 IOI 250 92 98 221 245 475 148 5 4 Water CAD PIPE SUMMARY I . , Hazen-1 l_~!ameter . Material [Williams C I I I Discharge m 6 6 6 6 6 ----! 6 I 6 6 6 _8_j I 8 I I 8 , 6 6 3 . - - 6 8 8 I 8 I 8 I 8 gpm ~~~ I ~~~ I 688.09: -3 11.91 1 PVC 150 PVC 150 PVC 150 PVC 150 PVC 150 PVC PVC PVC PVC , PVC PVC PVC PVC 1 T PVC PVC PVC PVC PVC PVC 150 150 150 150 150 150 150 150 150 150 150 150 150 150 -311.91 1 -128.15 -143.15 --=161-:J 5 i 0.00 I -171.65 I I -1 85.15 1 I -1 - I 0.00 1 -197.15 , 907.85 1 213.76 2 13.76 10.50 1 197.26 1 688.09 1 0.00 1 0.00 -1105.00 -1105.00 Velocity ft/s 7.81 i* Highest 3.541 3.54 1.45 : l.62 -1 l.83 0.00 1.95 1 2.10 1 0 .00 l.26 5.79 2.43 I 2.43 0.48 2.24 4 .3 91 0 .001 0 .00 1 1 .05 1 1 .05 1 *Note: P-21 and P-22 do not represent actual pipes in th e city system. Th e WaterCAD model requires a pump and a resevoir to represent the flow data from a fire hydran t flow test. These two pipes connect those elements with the overall system in the model. N1 A Exhibit E South Hampton Ph 4 Sewer System Schematic r----- 1 r------// ' / /_ ___ ! / ___ J _____ _ Line Frum To MH # "' 0 ...J 267 GPO per Lot I ! GPD I Exhibit F South Hampton Subdivision, Phase 4 Sanitary Sewer Analysis March 14, 2006 Flow Calculations Pipe Calculations Average Daily Flows (ADF) GPD Infiltration Peaking (IO% ADF) Factor CFS Peak Flows Size Material (in.) Manning Inside Friction Diameter Slope ADF Inches % Min. Design Slope ADF % Manning Ave. Daily Ave. Daily Friction Flow Flow Slope Velocity Depth Peak Flows fps I Inches I % Min. Design Slope Peak Flows % Actual Slope for Pipe Existing or Slope D . d Check es1gne Systems I Peak Peak Flow Flow Velocity i Depth ! fps I I Inches -~1 ___ .__ __ ~---'-----"---'----'---"---~----'-----'---'-----+-----+---+----+---.l...--1_.J.-1 -----·-·-- 011tfall #I -Serves existing South Hampton Phases I & 3 and proposed Phase 4. It will also serve future South Hampton Phase 2 and Nantucket Phase 7. I I Si l.+ A SH4 B 19 5,073 -5,073 0.0078 0.0008 4.00 0.03 6 D3034 5.793 0.0011 0.80 0.95 I 0.29 0.0039 0.80 I 0.80 OK i 1.44 0.87 SI I.+ B SH2_A _l _9 _ 5.-07-3-'--l-5,-0-73-'--1-0,-14-6-+--0.-0-15-7-l--0-.0-0-l-6-l-4.-0-0 -+-0-.0-6_, __ 8_1!--D-30_3_4-+--5-. 7_9_3___,,_o_._00_4_5-+--0.-40--1--0-.9-2--'-I -0-.8-7-+-0.-0-15-8-!--0-.4_0_...J!--0-.4-0-l!--o-K-+-I-.3-6--1-__ I-=_. 7-4_ -_ SI 12 A SH I c I 267 I I 0, 146 10,413 0.0161 0.0016 4.00 0.07 6 D3034 5.793 0.0048 0.80 1.17 0.58 0.0166 0.80 0.80 OK 1.76 I 1.45 SH I A SH I B 17 4,539 I -4,539 0.0070 0.0007 4.00 0.03 6 D3034 5.793 0.0009 0.80 0.91 0.29 0.0032 0.80 0.80 I OK 1.37 ~~ 0.87 SI 1.1 A SH I B 11 2,937 I -2,937 0.0045 0.0005 4.00 0.02 6 D3034 5.793 0.0004 0.80 0.80 0.00 0.0013 I 0.80 0.80 OK 1.22 : 0.58 ----'--'-..,..-----i'-----''--'--+--'-.:__:_-+-__:_....::...::_.::..::_-+_..:..::_-+__:_.::..::_-+--=-+-=.::..:.:.--1-=--'--=--+-.::....::...::..::_-+-....::...::.:..:._-+-_:_c:...:.._+-_:__:....:__-+_:__:c..:....:._::.....;.._:_c:...:..--1-=c..::..:-i--::..:.:.+-_.:_=------ s 111 B S.12.!S -3 --80 I l.___7~,4_76-+ __ 8_,2_7_7-t-0_.0_1_2_8-+-_o_.O_O_l_3___,!--4-.0-0___,_o_.0_5-l--6-+--_D_3_03_4-+_5 ._7_93_-+-o_.0_0_30-+_0._80_+-_I_. _12_-+--_0._5_8 ---'i-0_._0_I 0_5-+--_o_. 8_0 __ +-_o ._80_-+-_0_K_.__1 _.6_4 __ -___ l._16 __ s1-11 c ~_!__A ___ _Q__, ___ -_~1 _1_8_.6_90_._l _1_8_,6_90_,__o._0_28_9~_0_._00_2_9--'-4-·o_o_.L_o_._12_, __ 6-'--D-3_o3_4-'--5-.7-9_3_'--o._o_15_4~,_o_.8_o --'-_1_.3_7_..L___o_.8_7_.L._..o_.o_53_5_,___o_.8_o __ : _o_.8_o_L.;1 _o_K__._Ll_2_.0_8_-'-: _]_.7_4_ ., Water and Sewer System Report for South Hampton, Phase 2 College Station, Texas April 2006 Prepared Bv: TEXCON General Contractors 1707 Graham Road Coll ege Station, Texas 77845 (979) 764-7743 Water and Sewer System Report for South Hampton, Phase 2 College Station, Texas April 2006 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (9 79) 764-7743 location: General Note: l and Use: Design Criteria Prima1y Water Supply: GENERAL lNFORMATION South Hampton Subdivision, Phase 2 is located to the northwest of South Hampton Phases 1,3 & 4 near the Nantucket Subdivision in southern College Station. The subdivision has 20 lots. Domestic water fo r those 20 lots will be provided by the City of College Station through connections with lines in Phases 1, 3 and 4. There are no new sewer lines being installed with Phase 2. The sewer line that will serve Phase 2 was analyzed, approved and install ed with Phase 4. Only the sewer services are being added with this phase. The analysis of the sewer system submitted with Phase 4 is reprinted with this report for reference purposes. Single Family Residential WATER SYSTEM ANALYSIS Existing 8" line along Windrift Cove. Secondary Water Supply : Existing 6" lines on Mariner's Cover and Cranberry Drive Domestic Demand: Avg. Pop Density: Average Flow: Peaking Factor: Peak Flow: Design Flow: Fire Demand: Fire Flow: Pipe: Roughness Coe.ff: Hydraulic Software: 2.67 people per lot l 00 gpd/cap or 267 gpd per lot = 0. 18 gpm per lot 4 0.74 gpm per lot 1.50 gpm per lot 1000 gpm at most hydraulically remote point PVC DR-14 C909 150 (Hazen Williams) Haestad Methods WaterCAD v.6.0 Existing City System Pressure Tests Flow Hydrant#: Y-001 Flowrate: 1250 gpm Adj. Hydrant #: Y-003 Static Pressure: 112 psi (279 ft water) Residual Pressure: 70 psi ( 162 ft water) Applicable Exhibits: Exhibit B -College Station Utilities Flow Test Report ·. Water Svstem Summary Criteria Min. Pressure -fire (psi) Max. Velocity (fps) Max. l ength of 6" pipe (ft) (connected to ~ 8 "011 both ends) Max length of 6" pipe (ft) (Hot connected on both ends) Max. length of 3 "pipe (ft) Required 20 12 1500 800 500 As location Designed 73 SH2 FHl * 7.81 P-2 1952 ** na na *Note: The most hy draulically remote point in Phase 2 occurs at Node SH2-2. Th ere is no fire hydrant at this location The only fire hydrant in Phase 2 is SH2 - FH I. It was used as the modeling point for the most hydraulically remote location. * * Note: The Max l ength of 6 "pipe connected at both ends to an 8" pipe exceeds the maximum allowable length by approximately 450 feet. Applicable Exhibits: Exhibit A -Water System Schematic Conclusion Exhibit C -Summary of Results -Domestic Flow Exhibit D -Summary of Results -Fire Flow The proposed water system for South Hampton, Phase 2 completes the looped system in the subdivision by connecting dead end lines from Phases 1, 3 and 4. By completing these loops, the pressure and flow characteristics for the entire development are significantly increased when compared to the individual phases. The pressure and velocities easily fall within th e requirements of the City and TCEQ. The existing lines in Phases 1 and 3 are both 6" lines where the connections to Phase 2 are proposed. When these existing lines are taken into account, the maximum length of 6" line from the Design Guidelines is exceeded. However, this is the most logical design for the system, and the additional length does not negatively affect the system's performance. A variance to the 1500 ft design guideline is requested for this system. Design Criteria : Primary Sewer Outfall: Domestic Demand: Avg. Pop Density: Average Flow: Peaking Factor: Pipe: Applicable Exhibits: Conclusion: SEWER SYSTEM AN AL YSIS (reprinted from South Hampton Phase 4 Report) 6" sewer line in South Hampton Phase 1 2.67 people per lot I 00 gpd/cap or 267 gpd per lot 4 PVC 03034 SOR 26 Exhibit E -Sewer System Schematic Exhibit F -Sanitary Sewer Analysis Spreadsheet The sewer system for the I 0 lots in South Hampton Phase 4, as well as the future lots in Nantucket Phase 7 and South Hampton Phase 2, consists of a series of 6" and 8" lines that tie to an existing line in Nantucket Phase 1. The analysis in Exhibit F checks the calculated slope required to pass the estimated flow against the minimum slope required by TCEQ. The spreadsheet indicates the minimum required slope is much greater than the computed slope, so we conclude that the system is more than capable of carrying the anticipated flows from the building. Exhibit A South Ho.Mpton Pho.se 2 wo.ter Line ScheMo. tic No.nl-1 0 ..--'3 SH2 FHl I ~-~ ,.() SH2-~ /tx SH2-2 SHl 2,.() SH4 FH2 co I Q_ SH4 -2 P-15 P-14 l.D .__, SH3-3 I Q SH3-2 SHl-7 SHl-1 SHl-3 P-22 T estecl p-21 Fire Hyclro.nt SHl-6 ·. II~{ College Station Utilities ~ Reliable, Affordable, Community Owned 1601 GRAHAM ROAD COLLEGE STATION TEXAS 77845 Date: 1 MARCH 2006 From: Butch Willis Water Wastewater Division Phone: 979-764-3435 Fax: 979-764-3452 Exhibit B FLOW TEST REPORT Nozzle size: 2.5 inch Location: WINDRIFT AND GRANBERRY Flow hydrant number: Y-001 Pitot reading: 55 (GPM): 1250 Static hydrant number: Y-003 Static PSI: 112 Residual PSI: 70 Exhibit C So uth Hampton, Phase 2 Water System Analysis -Domestic Flow April 13, 2006 Water CAD JUNCTION SUMMARY ! Calculated Label Elevation Demand Hydraulic 1 Pressure l Grade .. ' - ' ft I ft SI I Nan 1-1 I 253 0.00 515.14 113.41 SHl-1 ' 258 0.00 515 .14 11 1.25 SHl-2 262 0.00 I 109.52 515.141 SHl-3 262 6.00 515.14 109.52 SHl-4 264 0.00 515.15 108.66 -- SHl-5 271 12.00 515.13 105.62 SHl-6 273 0.00 515.13 104.76 SHl-7 274 13.50 515.10 104.31 SH2-2 265 0.00 515.12 108.21 * Lowest in Phase 2 SH2-3 263 13.50 515.11 109.08 ___ J J __ ------1 SH2FH1 263 0.00 515.13 109.09 SH3-l 267 6.00 515.11 107.35 SH3-2 270 lOi 515.08 106.03 SH3-3 266 0.00 I 107.78 I 515.121 SH4-J 1 276 10.50 515.09 103.44 ----- SH4-2 279 0.00 515.09 102.14 SH4 FHl 276 18.001 515.09 103.44 SH4 FH2 265 15.001 515.09 108.20 Note: The lowest pressure locates the most hyrdaulically remote point. The nearest Fire Hydrant in Phase 2 is SH2 FHl. Exhibit D South Hampton Subdivision, Phase 2 Water System Analysis -FIRE FLOW April 13, 2006 Water CAD JUNCTION SUMMARY : j Calculated '. I Elevation I Demand I Hydraulic I · Grade Label I n I I --it i Nan 1-1 SHl-1 253 I o.oo 434.36 1 258 0.00 434.36 SHl-2 262 SHl-3 262 SHl-4 264 -SHl-5 -, 271 SHl-6 273 SHl-7 274 SH2-2 265 SH2-3 263 SH2 FHl r 26°3 SH3-l 267 SH3-2 SH3-3 SH4-l SH4-2 SH4 FHl SH4 FH2 270 266 276 279 276 265 0.00 434.36 : 6.00 436.07 1 0.00 437.26 1 12.00 43 7-:<)(jl 0.00 437.06 : 13.50 436.44 1 I 0.00 433 .38 \ 13.50 434_341 ----- 11,000.00 431.57 6.00 434.96 1 10.50 434.92 0.00 435.26 1 10.50 435.85 0.00 435.85 18.00 435.66 \ 15.00 435.01 1 Pressure SI 78.46 76.30 74.57 75 .31 74.96 71.84 70.98 70.28 72.85 * Lowest in Phase 2 74.13 72.93 72.67 71.35 73.23 69.16 67.86 69.08 73.55 h h1b11 J) I ';1::c· I oi" ~ Exhibit D South Hampton Subdivision, Phase 2 Water System Analysis -FIRE FLOW April 13 , 2006 Water CAD PIPE SUMMARY I Label Length . . I I H•ren-I Discharge Velocity 1 Diameter 1 Mate:a \Y_illia~ C , --- ft m I m ft/s P-2 98 I 6 I PVC 150 688.09 7.81 I P-3 275 I 6 PVC 150 -3 11.91 3.54 P-4 I 146 6 PVC 150 -311.91 3.54 P-5 53 1 6 PVC 150 -1 28.15 1.45 P-6 I 417 6 PVC 150 -143.15 1.62 " -----1--150 --P-7 101 6 PVC -1 61.15 1.83 P-8 164 6 PVC 150 0.00 0.00 P-9 270 6 PVC I 150 -171.65 1.95 P-10 246 6 PVC 150 -185.15 2.10 P-11 424 8 PVC 150 0.00 0.00 --------,-- P-12 293 8 PVC 150 -197.15 1.26 P-13 10 1 8 PVC 150 907.85 5.79 p 14 -250 6 PVC 150 I 213 76 2 43 P-15 92 I 6 I PVC 150 I 213.76 2.43 P-16 I 98 ' 3 PVC 150 10.50 0.48 I ' -1 -------------- P-17 221 6 PVC 150 I 197.26 2.24 P-18 245 8 PVC 150 688.09 4.39 P-19 475 8 PVC 150 0.00 0.00 P-20 148 8 PVC 150 0.00 0.00 -· ~ P-21 * 5 8 PVC 150 -1105.00 7.05 P-22 * 4 8 PVC 150 -1105.00 7.05 - * Note: P-21 and P-22 do not represent actual pipes in the city system. Th e WaterCAD model requires a pump and a resevoir to represent the flow data from a fire hydrant flow test. Th ese two pipes connect those elements with the overall system in the model. *Highest Exhibit D l':1gi: 2 nf 2 . -. N1 A Exhibit E South Hampton Ph 4 Sewer System Schematic 1--- 1 r·----. J , f_~-t(__ Line Exhibit F South Hampton Subdivision, Phase 4 Sanitary Sewer Analysis March 14 , 2006 Flow Calculations I I Pipe Calculations I I I i 6 E Li: &1 ~ ~ ~ Average Daily Flows (ADF) lntiltration (10% ADF) Peaking Factor Peak Flows Inside Diameter Manning I Min. Friction Design Ave. Daily Ave. Daily Friction I Maiming M' I Actual 1 , in. Slo e for . ! Design E p . Pipe Peak ! Slope xistmg Slope I Flow Peak Flow Depth From To -0. "O :::l ::i 0 Size Material Slope Slope Flow Flow Slope Peak 0 ~r d Check! Velocity '. !I ~ E z c 0 t 0 <.!::::; 1u ADF AOF Flows Velocity I Depth Peak Flows es1gne i I Systems I I ~Ill ~ MH# 267 GPD per Lot I GPD I GPD I Inches I % fps Inches I % % % fps I Inches ~--~---~l--~---~--~--~-~1--~--~---~l-~---~---'---~'--~---~1· ------~----- 1 I I >111f:ill #I -Scrv_~_s existing~ou~ Hampton Phases l & 3 and proposed Phase 4. It will also serve future South Hampton Phase 2 and Nantucket Phase 7. Sll-lA SH~_l9 ~073 1 5,073 0.0078 0.0008 4.00 0.03 6 I 03034 5.793 0.0011 0.80 0.95 Sll-l B SH2 A 19 5,073 ! 5,073 10,146 0.0157 0.0016 4.00 0.06 8 03034 5.793 0.0045 0.40 0.92 Sll2 A SHI_ c:_ __ __! -__ 267 I 10,146 10,413 0.0161 0.0016 4.00 0.07 6 D3034 5.793 0.0048 I 0.80 1.17 ::;HI A SH I B 17 4.5l'!_' I 4,539 0.0070 0.0007 4.00 0.03 6 03034 5.793 0.0009 0.80 0.91 ~I I.I .-\ SH I B 11 2,937 : 2.937 0.0045 0.0005 I 4.00 0.02 6 D3034 5 793 0.0004 I 0.80 0.80 SI! I B SH I C 3 80 I ' 7,476 , 8,277 0.0128 0.0013 I 4.00 0.05 6 03034 5. 793 0.0030 1 0.80 i 1.12 SI! I l' NI A 0 -18,690 18,690 I 0.0289 I 0.0029 : 4.00 0.12 6 1 D3034 1 5.793 0.0154 0.80 1.37 0.29 0.87 0.58 0.29 0.00 0.58 0.87 0.0039 i 0.80 ' 0.80 I OK I 0.0158 0.40 0.40 OK I 0.0166 0.80 l 0.80 OK i 1.44 1.36 1.76 0.0032 0.80 0.00 13 i 0 80 0.80 I OK ' 1.37 I 0.80 ~ OK I 1.22 0.87 ! 1.74 --r--- 1.45 ; 0.87 ·-----0.58 0.0105 I 0.0535 0.80 ___ 0_.8_0_1.__o_K_' __ 1_.6_4 _ 1.16 0.80 0.80 OK I 2.08 1.74