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HomeMy WebLinkAbout74 DP Castlegate Sub 00-500074 Section 4 Ph 1INTRODUCTION DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 4, PHASE 1 Re\J\~ sku..+-~ -{vi'" 'iov..'f 2 aj_ CK> h of re..p or-+. o~~ //-Z/e?O &L£:,- The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 4, Phase 1 , 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 L O CATIO N AND DESCRIPTIO N 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 4 , Phase 1 of this subdivision, which is made up of 15.40 acres. The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 322 to elevation 340. The general location of the project site is shown on the vicinity map in Exhibit B. FLOOD HAZARD INFO RMATIO N 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 4. Section 4 will continue to be in a Zone X Area. DEVELO PMENT DRAINAGE P ATTERNS The storm water runoff from the site prior to development flows in two general directions. For Section 4, Phase 1, approximately the front one-third of the acreage flows toward the southeast boundary of the tract and into existing drainage channels. The back two-thirds of the acreage flows primarily to the west-northwest into existing drainage channels . Both areas follow existing drainage channels and ultimately flow north to the proposed regional detention facility. A small area (approximately 1.7 acres) flows southwest from Alnwick Court and will remain primarily undeveloped for this phase. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. 4 TABLE 1 -Rainfall Intensity & Time of Concentration Calculations Rainfall Intensity Values (in/hr) Storm t.:= Event 10min l5 7.693 110 8.635 125 9.861 150 11 .148 1100 11 .639 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)0 I = Rainfall Intensity (in/hr) t c = U(V*60) tc = 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 Hiqhway_s and Public Transportation Hy_drau/ic Manual, page 2-16) TABLE 2-Post-Development Runoff Information A c tc Os 010 025 Oso Q 100 Area# (acres) (min) (cfs) (cfs) (cfs) (cfs) (cfs) 63 0 .79 0 .55 1 0 3 .34 3 .75 4 .28 4 .84 5 .06 64 1 .25 0 .55 1 0 5.29 5 .94 6.78 7.66 8 .00 65 0.64 0 .55 1 0 2 .71 3 .04 3.4 7 3 .92 4 .10 66 0 .49 0 .55 1 0 2.07 2 .33 2.66 3.00 3 .14 70 1 .1 8 0 .55 10 4.99 5 .60 6 .40 7 .24 7 .55 71 0 .84 0 .55 1 0 3 .55 3 .99 4 .56 5 .15 5 .38 72 1 .92 0 .55 1 0 8 .1 2 9 .12 1 0 .41 1 1 .77 12 .29 74 1.47 0 .55 1 0 6 .22 6.98 7 .97 9 .01 9 .41 75 1 .51 0 .55 10 6 .39 7 .1 7 8 .19 9 .26 9 .67 100 1 .73 0.55 10 7 .32 8.22 9 .38 1 0 .61 11 .0 7 6 Drainage Repor t for Castlegate Subdivision Section 4, Phase 1 College Station, Texas November 2000 D eveloper: Greens Prairie I~vestors, Ltd. By Greens Prairie Associates, LLC 5010 Augusta College Station, Texas 77845 (979) 693-7830 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 CERTIFICATION 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 4, Phase 1 was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. _,,,,,,, --~E. OF /~ ,, --<.. \" •••••••••• -t"i' 't ;'e:; •• •• * ·· .. <S> • "* ... ... * '1.. ~*: •*fl ~···································~ J. .. AR~.~P.tl.X; .. ~9.~.~g~····N .,_~.. 6F\889 l$ii 'J':P•.r. ..... r.."4Jll' ffO ·~T$ ~v··~ 41 a;.(\..t-. "•.9iSTE ~ •• ••0, <tl!I' ,,, ... s<' ····~~·~ ~ J \\~ONAL ~-­~~~ l \..-i--eo TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 4, PHASE 1 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 ........................................................................................................................................................................ 24 Temporary Drainage Channel Design Calculations APPENDIX D ........................................................................................................................................................................ 27 Temporary Emergency Access Road Culvert Design Calculation EXHIBIT A ............................................................................................................................................................................ 30 Of/site Infrastructure Plan for Castlegate Subdivision EXHIBIT B ............................................................................................................................................................................ 32 Post-Development Drainage Area Map 2 LIST OFT ABLES TABLE 1 -Rainfall Intensity & Time of Concentration Calculations .............................................. 6 TABLE 2 -Post-Development Runoff Information ............................................................................ 6 3 DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 4, PHASE 1 INTRODUCTION The purpose of this report is to provide the hydrolo gical effects of the construction of the Castlegate Subdivision, Section 4, Phase 1 , and to v erify 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 4 , Phase 1 of this subdivision, which is made up of 15.40 acres . The site is wooded with the v egetation primarily consisting of oak trees and yaupons . The existing ground elevations range from elevation 322 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 4. Section 4 will continue to be in a Zone X Area . DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to development flows in two general directions. For Section 4, Phase 1, approximately the front one-third of the acreage flows toward the southeast boundary of the tract and into existing drainage channels . The back two-thirds of the acreage flows primarily to the west-northwest into existing drainage channels . Both areas follow · ex isting drainage channels and ultimately flow north to the proposed regional detention facility . Refer to the Off site 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 Culvert for Temp Road • Runoff Coefficients Pre-development 10 and 100-year storm events 10 and 100-year storm events Post-development (single family residential) c = 0 .30 c = 0.55 • Rainfall Intensity values for Brazos County for a minimum time of concentration or 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. Refer to Table 1 for calculations. STORM WATER R UN OFF 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 . 5 TABLE 1 -Rainfall Intensity & Time of Concentration Calculations Rainfall Intensity Values (in/hr) Stonn t.:= Event 10min Is 7.693 110 8.635 125 9 .861 lso 11 .148 1100 11 .639 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) tc = 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 Hiqhway__s and Public Transportation Hy__drau/ic Manual , page 2-16) TABLE 2 -Post-Development Runoff Information Castlegate Subdivision Section 4, Phase 1 A c Area# (acres) 63 0 .79 0 .55 65 0 .64 0 .55 66 0.49 0 .55 70 1 .18 0 .55 71 0.84 0 .55 72 1 .92 0 .55 74 1 .4 7 0 .55 tc (min) 10 10 10 10 10 10 10 Qs Q10 (cfs) (cfs) 3 .34 3 .75 2 .71 3 .04 2 .07 2 .33 4 .99 5 .60 3 .55 3.99 8 .12 9.12 6 .22 6 .98 6 Q25 Qso Q100 (cfs) (cfs) (cfs) 4 .28 4 .84 5 .06 3.47 3 .92 4 .10 2 .66 3 .00 3 .14 6.40 7 .24 7 .55 4 .56 5.15 5 .38 10.41 11.77 12 .29 7 .97 9 .01 9.41 DETENTION FACILITY DESIGN The detention facilit y handling the runoff fr om this site will b e a re gional facilit y designed by LJA Engineering & Surveying, Inc . Refer to th e Offsit e Infrastructure Plan in Ex hibit A for the location of this proposed detention facilit y. The runoff from this project flows into existing drainages and then into Spring Creek. Th e detention facilit y is located adjacent to Spring Creek prior to Spring Creek entering th e State Hi ghw ay 6 ri ght-of-way. Areas 66 and 70 flow into the proposed storm sewer system , which discharges into the existing drainage in the proposed park area found in Section 1, Phase 1. This existing drainage area drains off-site and under Greens Prairie Road prior to reaching the detention facility. Ponds are proposed in the park, which will provide the necessary detention to prevent impacts to the downstream property and Greens Prairie Road. The location of the ponds is shown on Exhibit A. The design of the ponds will be included in the revised 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 402 , 403 , 405 & 406 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 401 & 404) 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 flo w 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 ex ceed 15 feet per second . As the data shows , even during low flow conditions , the v elocity 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 . 408 . Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows throu gh the storm sewer system for 7 the 10 and 100-year events. The maximum velocity for the pipe system in Section 4, Phase 1 will be 12.5 feet per second and will occur in Pipes No . 401 & 402. Pipe 408 will be stubbed out for this phase of construction. A temporary drainage channel will be constructed from the end of Pipe 408 to an existing drainage channel. The location of this channel is shown in Exhibit B. A temporary blanket easement has been provided to the City for the future development of adjacent areas and the construction of off-site drainage and utility facilities . The velocity in the channel is 3.98 feet per second for the 10-year event, and 4 .15 feet per second for the 100-year event. These velocities are within the requirements for a seeded grass channel outlined on page 60 of the City of College Station Drainage Policy & Design Standards manual. Refer to Appendix C for details. A temporary emergency access road will be constructed near the south end of the project. It will require an 18" pipe in one location . This road will be abandoned once an additional route is established out of the subdivision. Since it is a temporary road , a corrugated metal pipe will be used. Refer to Appendix D for 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 les·s 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 Subdivision Section 4 -Phase 1 Inlet Length Calculations Inlets In Sump Inlet# I Length & Type Fb#from Area# Section 4/Phase 1 401 I 10' Stanoard 66 --- 70 404 I 5' Stanoard 63 A (acres) 0.49 1.18 0.79 10 year storm c a ,. Cle.,., (Net Cn11 • Q lotlt+10'JI. (cfs) (cfs) from Inlet• (cfs) (cfs) 0.55 2.33 0 2.33 2.56 0.55 5.60 0 5.60 6.1G 0.55 3.75 0 3.75 4.13 Inlets On Grade 10yearstorm Inlet# Length & Type Fk>wfrom y,. a ..,,_ <lcmpiured Area# (ft) (In) (ft) (cfs) Section 4/Phase 1 402 403 405 406 1 O' Recessed 65 0.296 3.55 0.54 5.37 iO• Recessed ------71 0.301 3.61 0.56 5.61 ------72----15' Reces sed 0.369 4.43 0.65 9.79 1 O' Recess ed ---------74 0.325 3.90 0.62 6.19 Transverse (Crown) slope (!Ult) = 0 .038 Straight Crown Flow (Solved to find actual depth of flow. yl: Q = o.56 • (zln) • s "' • y'" ¢ y = {Q 110.56 • (zln) • s '"n "' n = R ou ghness Coefficient = z = R_eciprocal of crown slope = S = StreeUGutter Slope (!Ult) y = Depth of flow at inlet (ft) Capacity of Inlets on grade : O c = 0.7 • [1/(H 1 • H,j] • [H 1 512 -H2 512 ] Oc = Flow capacity of in let (els) H 1 =a+ y 0.018 26 H2 =a = gutter depression (2" Standard ; 4" Recessed) y = Depth of flow in approach gutter (ft) Qbyp•• a....,._ (cfs) (cfs) from Inlet# -2 .33 0 -1.62 0 -0 .67 0 0.79 0 Y10-.ctu• (ft) (In) 0.2 12 2.55 0.295 3.54 0.254 3.05 Q byp-tcol Clc..,.iot• (cfs) (cfs) 0.00 5.37 0 .00 5.61 0 .00 9 .79 0 .79 6.19 100 year storm L1o~eq'd . L 10--=tu11t a ,,. Clc ... ry Oii., Crot• Orot•+1n. Y100 (fl) (ft) (cfs) (cfs) 6.53 10 3.14 0 7.55 0 3.09 5 5.06 0 Q 10-Tot.i Y 100 Q,_,_ (cfs) (fl) (In) (ft) 5.37 0.30 1 3.61 0.56 5.61 0.307 3.68 0.59 9.79 0.402 4.82 0.70 6.98 0.364 4.36 0.66 Inlets in sumps. Weir Flow : L = Q I (3 • y'12) ¢ y = (Q I 3L)2" L = Length of inl et opening (ft) Q = Flow at inlet (els) y = total depth of flow on inlet (ft) max y for inlet in sump = 7" = 0 .583' from lnkJt# ---- flcmpi:ured (cfs) 5.64 5.91 10.43 6.57 (cfs) (cfs) (ft) (In) 3.14 3.45 0.536 6.43 7.55 8.3 1 5.06 5.56 0.5 16 6.19 100 year storm Qbyp •• Clcany OY., Q byp-tot• (cfs) (cfs) from inkttl (cfs) -1.54 0 0.00 ---e--- -0 .53 0 0 .00 -·-o----1.87 1.87 2.84 -0 2 .84 Oc;.p-toe• 0100-Ta1.i s L..:i u• (cfs) (cfs) (fUft) (ft) 5.64 5.64 0.0285 10 ---------5 .91 5.91 0.0285 10 ~ 0.0291 ---10 .43 15 6 .57 9.41 0.0291 10 APPENDIXB Storm Sewer Pipe Design Calculations 11 Castlegate Subdivision Pipe Calculations -Section 4, Phase 1 Inlet Invert Outlet Invert 1 O year storm 100 year storm Pipe# Size Length Slope Elev Elev *Actual Flow Design Flow v,. % Full Travel Time , tTlo •Actual Flow Design Flow v, .. % Full Travel TWne , t"'° (in) (ft) (%) (ft) (ft) (els) (els) (fps) (sec) (min) (els) (els) (fps) (sec) 401 18 131 .0 4 .00 329 .74 324.50 7 .93 12.81 11 .8 59.1 11 0 .19 10.69 17 .26 12 .5 73.1 10 402 18 40.2 4 .00 323 .64 322 .04 7 .93 12.81 11 .8 59.1 3 0 .06 10.69 17 .26 12 .5 73.1 3 403 18 27 .0 0 .80 326.67 326.51 5 .37 8 .67 5 .6 81 .4 5 0 .08 5 .64 9 .11 5 .6 86.6 5 404 24 207.5 1.50 326.11 323.00 10.98 17 .73 8 .8 61 .0 24 0 .39 11 .55 18.65 8 .9 63.1 23 405 18 181 .5 0 .70 322 .70 321.43 3 .75 6 .06 5 .1 64 .1 36 0 .59 5 .06 8 .17 5 .3 82.1 34 406 24 49.8 2 .30 320 .93 319.80 14 .73 23 .79 11 .1 64.4 4 0 .07 16 .61 26 .83 11.4 70 .3 4 407 27 26.9 1.50 319 .55 319.00 24 .52 9 .6 61.4 3 0 .05 27 .04 9 .8 65.7 3 408 27 147.4 1.50 317 .50 315.29 30 .71 10.0 72.3 15 0 .25 33.61 10 .1 78.1 15 *These values reflect t he actual flow for the 18" & 24 " pipes. The design flow for these pipe sizes refle cts a 25% reductio n in pipe area . (Refer to attached calculation for specific information.) (min) 0 .17 0 .05 0 .08 0 .39 0 .57 0 .07 0 .05 0 .24 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mannings Equation from page 48 of the College Station Drainage Policy & Design Standards Manual : Q = 1.49/n *A* R213 * S112 Q =Flow Capacity (cfs) 18" Pipe: Pipe size (inches)= Wetted Perimeter WP • (ft) = Cross-Sectional Area A , (W) = Reduced Area AR, (W) = ·Hydraulic Radius R = NW P• (ft) = Reduced Hydr Radius RR= AR/Wp , (ft)= Roughness Coefficient n = Friction Slope of Conduit Sr. (ft/ft)= Example Calculation : Slope Flow Capacity Reduced Flow Ca pa ci ty s Q Oreduced 0.005 6.91 4 .28 0 .006 7.57 4 .69 0.007 8 .18 5 .06 24" Pipe: 18 4.71 1 .76 6 1.32 5 0 .37 5 0.28 1 0 .01 4 0 .01 % Difference Ored uceiQ ""----I 0.619 --1 0.619 --1 0.619 Pipe size (inches)= 24 Wetted Perimeter WP, (ft)= 6 .28 Cross-Sectional Area A , (tt2) = 3.14 Reduced Area AR , (tt2) = 2.355 Hydraulic Radius R = NW P• (ft) = 0.5 Reduced Hydr Radius RR= A R/Wp, (ft)= 0 .375 Roughness Coefficient n = 0 .014 Friction Slope of Conduit Sr. (ft/ft) = 0.01 Example Calculation: Slope Flow Capacity s Q 0 .005 14.89 0 .006 16.31 0 .007 17 .61 Conclusion : Redu ced Flow Capacity Oreduced 9 .22 10 .1 10.9 % Difference O red uceiQ 0.619 --1 0.619 __ , 0.619 Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the cross-sectional area called for on page 4 7 , paragraph 5 of the College Station Drainage Policy & Design Standards manual. Castlegate Subdivision · Section 4, Phase 1 -Pipe Flow Diagram 010 (cfs) Pipe 408 will be stubbed out during Section 4 , Phase 1 Construction . Inlet 404 1 3 .75 J, Pipe 405[ 3 .75 Inlet 401 I 7 .93 J, Pipe 401 1 7 .93 J, June Bo x 401 J, Pipe 402 [ 7 .93 J, Into Section 1, Phase 1 In let 402 1 5 .37 J, p ipe 4031 5.37 J, In let 403 1 5 .61 J, Pipe 404 1 10 .98 J, ~ June Box 402 Pipe 4061 14 .73 J, Inlet 405 1 9 .79 J, Pipe 407 1 24 .52 J, lnlet406 I 6 .19 J, Pipe 408 1 30 .71 J, Into Temporary Drainage Channel (Future Section 4 , Phase 2) Castlegate Subdivision Section 4, Phase 1 -Pipe Flow Diagram 0 100 {cfs) Pipe 408 will be stubbed out during Section 4 , Phase 1 Construction . Inlet 401 I 10 .69 J, Pipe 401 j 10 .69 J, June Box 401 J, Pipe 402 1 10 .69 J, Into Section 1, Phase 1 Inlet 402 1 5 .64 J, Pipe 4031 5 .64 J, Inlet 403 1 5 .91 J, Inlet 404 5.06 Pipe 404 j 11 .55 J, J, Pipe 405 5.06 °"' June Box 402 J, Pipe 406 1 16 .61 J, Inlet 405 1 10.43 J, Pipe 4071 27.04 J, Inlet 406 1 6.57 J, Pipe 408 1 33 .61 J, Into Temporary Drainage Channel (Future Section 4 , Phase 2) . Pipe 401 -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 velocity ............. . Circular Depth of Flow 18 .0000 in 12.8100 cfs 0.0400 ft/ft 0 . 0140 10.6407 in 1 . 7671 ft2 1.0875 ft2 31.5742 in 56 .5487 in 11. 7791 fps 4.9598 in 59 .1151 % 19.5081 cfs 11.0393 fps Pipe 401 -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 ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 17 .26 00 cfs 0 .0400 ft/ft 0 . 0140 13.1622 in 1. 7671 ft2 1.3847 ft2 36 .9284 in 56 .5487 in 12.4651 fps 5.3994 in 73.1236 % 19.5081 cfs 11 .0393 fps Castlegate Subdiv ision, Section 4, Phase 1 Co ll ege Station , Texas Pipe 402 -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 18.0000 in 12 .8100 cfs 0 .0400 ft/ft 0 . 0140 10 .6407 in 1. 7671 ft2 1.0875 ft2 31.5742 in 56.5487 in 11 . 7791 fps 4.9598 in 59 .1151 % 19.5081 cfs 11.0393 fps Pipe 402 -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 velocity ............. . Circular Depth of Flow 18 .0000 in 17 .2600 cfs 0.0400 ft/ft 0 . 0140 13. 1622 in 1.7671 ft2 1.3847 ft2 36.9284 in 56.5487 in 12.4651 fps 5 .3994 in 73.1236 % 19.5081 cfs 11. 0393 fps Castlegate Subdiv ision, Section 4, Phase 1 Coll ege Stat i on , Tex as Pipe 403 -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 velocity ............. . Circular Depth of Flow 18.0000 in 8.6700 cfs 0.0080 ft/ft 0. 0140 14.6525 in 1.7671 ft2 1.5404 ft2 40.4972 in 56 .5487 in 5.6282 fps 5.4775 in 81 .4027 % 8.7243 cfs 4.9369 fps Pipe 403 -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 ....................... . Hydraulic Radius ................ . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 9.1100 cfs 0.0080 ft/ft 0. 0140 15.5934 in 1. 7671 ft2 1. 6265 ft2 43 .0728 in 56.5487 in 5.6009 fps 5.4377 in 86.6301 % 8.7243 cfs 4.9369 fps Castlegate Subdivision, Section 4, Phase 1 Co l lege Station, Texas Pipe 404 -1 0 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 velocity ............. . Circular Depth of Flow 24.0000 in 17.7300 cfs 0.0150 ft/ft 0. 0140 14.6428 in 3.1416 ft2 2.0077 ft2 43.0284 in 75.3982 in 8. 8311 fps 6.7189 in 61.0116 % 25.7276 cfs 8.189 4 fps Pipe 404 -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 ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24.0000 in 18.6500 cfs 0 .0150 ft/ft 0 . 0140 15.1484 in 3 .1416 ft2 2 .0895 ft2 44.0706 in 75.3982 in 8.9258 fps 6 .8273 in 63. 1185 % 25.7 276 cfs 8.1894 fps Castlegate Subdivision, Section 4 , Phase 1 College Station, Texas Pipe 405 -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 velocity ............. . Circular Depth of Flow 18.0000 in 6.0600 cfs 0.0070 ft/ft 0. 0140 11.5507 in 1. 7671 ft2 1 .1981 ft2 33.4466 in 56 .5487 in 5.0581 fps 5 .1582 in 64.1704 % 8 .1608 cfs 4.6181 fps Pipe 405 -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 velocity ............. . Circular Depth of Flow 18.0000 in 8 .1700 cfs 0 .0070 ft/ft 0 . 0140 14.7719 in 1.7671 ft2 1. 5520 ft2 40 .8063 in 56 .5487 in 5.2642 fps 5.4767 in 82.0662 % 8.1608 cfs 4.6181 fps Castlegate Subdivision, Sect i on 4, Phase 1 College Station, Texas Pipe 406 -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 velocity ............. . Circular Depth of Flow 24.0000 in 23.7900 cfs 0.0230 ft/ft 0.0140 15.4609 in 3.1416 ft2 2.1395 ft2 44 .72 06 in 75.3982 in 11. 1194 fps 6.8892 in 64.4203 % 31.8580 cfs 10.1407 fps Pipe 406 -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 ....................... . Hydraulic Radius ............... . Percent Full .................. :. Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 26.8300 cfs 0.0230 ft/ft 0. 0140 16.8760 in 3.1416 ft2 2.3605 ft2 47.7416 in 75.3982 in 11.3662 fps 7.1199 in 70.3167 % 31.8580 cfs 10.1407 fps Castlegate Subdiv ision, Section 4, Phase 1 College Station, Texas Pipe 407 -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 velocity ............. . Circular Depth of Flow 27.0000 in 24.5 2 00 cfs 0.0150 ft/ft 0.0140 16 .5844 in 3 .976 1 ft2 2'. 5613 ft2 48.6352 in 84 .8230 in 9 .5733 fps 7 .5835 in 61 .4236 % 35.2214 cfs 8.8583 fps Pipe 407 -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 27 .0400 cfs 0.0150 ft/ft 0. 0140 17.7343 in 3.9761 ft2 2 .7688 ft2 51.0255 in 84.8230 in 9.7661 fps 7.8138 in 65 .68 26 % 35 .2214 c f s 8.858 3 fps Castlegate Subd ivi sion, Sect i on 4, Ph ase 1 Coll ege Stat i on , Texas Pipe .40.8 -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 velocity ............. . Circular Depth of Flow 27 .0000 in 30 .7100 cfs 0.0150 ft/ft 0. 0140 19 .5104 in 3.9761 ft2 3 .0766 ft2 54.8697 in 84 .8230 in 9 .9819 fps 8.0741 in 72 .2608 % 35.2214 cfs 8.8583 fps Pipe 408 -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 velocity ............. . Circular Depth of Flow 27.0000 in 33.6100 cfs 0.0150 ft/ft 0 .0140 21.0961 in 3.9761 ft2 3.3331 ft2 58 .5472 in 84 .8230 in 10 .0837 fps 8 .1980 in 78.13 3 8 % 35 .2 2 14 cfs 8.8583 fps Cast l egate Subdiv ision, Sect i on 4, Phase 1 Col l ege Stat ion, Tex as APPENDIXC Temporary Drainage Channel Design Calculations 24 Castlegate Subdivision Temporary Drainage Channel Calculations -Section 4, Phase 1 A c tc Area# (acres) (min) 64 1.25 0.55 10 75 1.51 0 .55 10 From Pipe 408: Total Flow to Temp Drainage Channel : The Rational Method: Q=CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) 010 0100 (cfs) (cfs) 5 .94 8 .00 7 .17 9 .67 30.71 33 .61 43.82 51.28 Temporary Drainage Channel -1 0 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solv ing 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 43.8200 cfs 0.0062 ft /ft 0 .0300 24.0000 in 36.0000 in 0.5000 ft/ft (V/H ) 0.5000 ft/ft (V/H) 20.5471 in 3.9835 fps 60.7016 cfs 11. 0004 ft2 127.8893 in 12.3862 in 118.1882 in 14.0000 ft2 143.3313 in 85.6128 % Temporary Drainage Channel -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 51.2801 cfs 0.0062 ft/ft 0.0300 24 .0000 in 36.0000 in 0.5000 ft/ft (V /H) 0.5000 ft/ft (V/H) 22 .1549 in 4.1502 fps 60.7016 cfs 12.3560 ft2 135. 0799 in 13.1 7 19 in 124 .6198 in 14.0000 ft2 143 .3313 in 92. 31.23 % Castlegate Subdiv ision, Section 4, Phase 1 College Station, Texas APPENDIXD Temporary Emergency Access Road Culvert Design Calculations 27 Castlegate Subdivision Temporary Emergency Access Road Pipe Calculations -Section 4, Phase 1 Area# A (acres) 100 1 .73 c 0 .3 tc (min) 10 The Rational Method: Q=CIA Q = Flow (cfs ) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) I = b I (tc+d)e tc; =Time of concentration (min) Brazos Coun ty: 5 year storm 10 year storm b = 76 b = 80 d = 8.5 d = 8 .5 e = 0.785 e = 0 .763 5 year storm Is O s (in/hr) (cfs) 7.693 3.99 25 year storm b = 89 d = 8 .5 e = 0 .754 1 O year storm 25 year storm 110 0 10 l2s 0 2s (in/hr) (cfs) (in/hr) (cfs) 8 .635 4.48 9.861 5 .12 50 year storm 100 year storm b = 98 b = 96 d = 8 .5 d = 8.0 e = 0 .745 e = 0 .730 50 year storm lso I Oso (in/hr) I (cfs) 11 .148 5 .79 100 year storm --4 1100 ! 0100 (in/hr) (cfs)--4 11 .639 6 .04 (Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16) Temporary Emergency Access Road Pipe -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 velocity ............. . Circular Depth of Flow 18.0000 in 4.4800 cfs 0.0100 ft /ft 0 .0240 12.0384 in 1.7671 ft2 1.2560 ft2 34.4730 in 56.5487 in 3.5668 fps 5.2467 in 66.8802 % 5.6898 cfs 3.2198 fps Temporary Emergency Access Road Pipe -100 Year Storm Manning Pipe Calculator Giv en 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 velocity ............. . Circular Depth of Flow 18.0000 in 6 .0400 cfs 0.0100 ft/ft 0.0240 16.0537 in 1.7671 ft2 1. 6640 ft2 44.4866 in 56.5487 in 3.6298 fps 5.3863 in 89.1875 % 5.6898 cfs 3.2198 fps Castlegate Subdivis ion, Section 4, Phase 1 College Station, Texas EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 30 EXHIBITB Post-Development Drainage Area Map 32 As af Of) o<J-7lf r ENGINEERS COST ESTIMATE 19-Apr-01 CASTLEGATE SUBDIVISION ,, COLLEGE STATION, TEXAS SECTION 4 -PHASE 1 Item Estimated Unit Estimated % Amount No . Description Quantity Price Cost Complete Remaining Sitework 1 Mobilization/Layout (entire phase one) 1.0 LS $10,000.00 $10,000.00 100 $0 2 Erosion /Seeding/bale dams/constr. Entr. 1 1.0 LS $10,000 .00 $10,000.00 70 $3,000 3 Site Preparation 2 .8 AC $3,000.00 $8,400 .00 100 $0 4 Topsoil Stripping & Replacement 1,700 CY $4.00 $6,800 .00 75 $1 ,700 5 Excavation/Grading 3,400 CY $3 .50 $11,900.00 100 $0 6 Lime Stabilized Subgrade 7,050 SY $3 .00 $21,150 .00 100 $0 7 Concrete Curb and Gutter 4,400 LF $7.00 $30,800.00 95 $1,540 8 Base Material -6" depth 6,030 SY $5 .75 $34 ,672.50 30 $24 ,271 9 Base Material -7" depth 670 SY $6.50 $4,355.00 0 $4 ,355 10 Asphalt Paving - 1 1 /2" depth 6,700 SY $4.25 $28,475.00 0 $28,475 11 Concrete Apron 400 SF $5 .00 $2,000.00 50 $1,000 12 Emergency Access Road 1 LS $14 ,050.00 ~14,050 .00 25 $10,538 Subtotal $182,602.50 $74,878.25 Storm Drainage 13 18" RCP -structural backfill 212 LF $36.00 $7,632.00 100 $0 14 18" RCP -non-structural backfill 176 LF $26.00 $4,576.00 100 $0 15 24" RCP -non-structural backfill 270 LF $32.00 $8 ,640.00 100 $0 16 27" RCP -structural backfill 30 LF $46.00 $1,380.00 100 $0 17 27" RCP -non-structural backfill 150 LF $36.00 $5,400.00 100 $0 18 Junction boxes 2 EA $2,500 .00 $5,000 .00 75 $1,250 19 Inlets 5' wide 1 EA $2 ,500.00 $2 ,500.00 100 $0 20 Inlets 1 O' wide 4 EA $3,200.00 $12,800.00 80 $2,560 21 Inlets 15' wide 1 EA $4,000.00 $4,000.00 75 $1,000 22 Safety End Treatment -27" precast 1 EA $950 .00 $950.00 0 $950 23 Rip Rap at Road End 100 TN $40.00 $4,000.00 0 $4,000 24 Channel Excavation 1,850 Cy $3.00 ~5,550.00 25 $4,163 Subtotal $62,428.00 $13,922.50 Pa ge 1 of 2 ,, Waterline ' 25 8" Waterline -PVC-Cl 200 (C900)-structural backfill 26 8" Waterline -PVC -Cl 200 (C900)-non-structural backfill 27 6" Waterline -PVC-Cl 200 (C900)-structural backfill 28 6" Waterline -PVC-Cl 200 (C900)-non-structural backfill 29 Gate Valves -8" 30 Gate Valves -6" 31 M.J . Bends and Tees 8" 32 M.J . Bends and Tees 6" 33 Connect to Existing Waterline 34 Water Services 35 Fire Hydrant Assembly 36 2" Blow off Assembly Sanitary Sewer 37 8" SOR 26 Pip e 38 6" SOR 26 Pipe -6-8' depth 39 Sewer Services 40 6" Stack Pipe Riser 4 1 5' Stub out @ Manhole 42 Manholes -0-6' depth 43 Manholes -6-8' depth 44 Manholes -8-1 O' depth 45 Manholes -10-12' depth 46 Manholes -12-14' depth 47 Manholes -14-16' depth 86 LF $26 .00 903 LF $30.00 150 LF $26.00 616 LF $18.00 4 LF $600 .00 3 LF $500 .00 14 EA $300.00 2 EA $250.00 1 EA $200 .00 22 EA $700 .00 3 EA $2,000 .00 4 EA $400.00 Subtotal 1,974 LF $30.00 1,014 LF $20.00 22 LS $600.00 2 LS $250.00 4 LS $400.00 1 EA $1 ,600 .00 1 EA $1,800.00 4 EA $2,000 .00 2 EA $2,200.00 4 EA $2,400 .00 2 EA $2,600.00 Subtotal Total Sitework Total Storm Drainage Total Water Total Sanitary Sewer TOTAL CONSTRUCTION Engineering @5% Contingency @5% TOTAL PROJECT Page 2 of 2 $2 ,236.00 $27,090.00 $3,900 .00 $11 ,088 .00 $2,400.00 $1 ,500 .00 $4,200 .00 $500 .00 $200 .00 $15,400 .00 $6,000.00 ~1,600 .00 $76,114.00 $59,220 .00 $20,280 .00 $13,200.00 $500 .00 $1 ,600 .00 $1,600 .00 $1,800.00 $8,000 .00 $4,400.00 $9,600 .00 ~5,200 .00 $125,400.00 $182,602.50 $62,428.00 $76,114.00 $125,400.00 $446,544.50 $22,327.23 $22,327.23 $491, 198.95 95 95 95 95 90 90 100 100 100 95 90 50 95 95 95 95 95 95 95 95 95 95 60 $112 $1 ,355 $195 $554 $240 $150 $0 $0 $0 $770 $600 $800 $4,775.70 $2 ,961 $1 ,014 $660 $25 $80 $80 $90 $400 $220 $480 $2,080 $8,090.00 $74,878.25 $13,922.50 $4,775.70 $8,090.00 $101,666.45 $1,000.00 $5,083.32 $107 ,749.77 Date : July 9 , 2001 To: Amanda Hudec, Accountin~ •• t\ From: Bob Mosley, City Engineer\.Jj¥' '- Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Castlegate Subdivision, section 4 phase 1 development, we have accepted the following improvements to the City of College Station infrastructure. Streets: 18 foot wide pavement-Danby Ct. 24 foot wide pavement-Kendal Green Cir. 24 foot wide pavement-Crayke Place 18 foot wide pavement-Alnwick Ct. Subtotal Storm Sewer: 18 inch diameter 24 inch diameter 27 inch diameter Subtotal Sanitary Sewer: 6 inch PVC sanitary sewer main 8 inch PVC sanitary sewer main 4 foot diameter eccentric manholes Subtotal Water: · 6 inch PVC main 8 inch PVC main Fire Hydrant, assembly Subtotal 11 7 linear feet 515 linear feet 536 linear feet 153 linear feet $182 ,602.50 388 linear feet 270 linear feet 180 linear feet $62 ,428.00 1, 014 linear feet 1,974 linear feet 14 each $125,400.00 766 linear feet 989 linear feet 3 each $76,114.00 .. The value of the above infrastructure totals $446 ,544.50. c: Natalie Ruiz , Development Coordinator Vernon Wright, Engineering Technician Missy Green , Staff Assistant LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dear Sir: Dojf__,, The purpose of our letter is to request that the following listed improvements be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas. This approval and acceptance by the City is requested in order that we may finalize ai:iy sub- contracts and to affirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guarantee for the listed improvements on the above reference project. The one year warranty is herby affirmed and agreed to by -~/~e=---X::~G"'-o=-.,c_//(....._ ___ and by their sub-contractors as indicated by signatures below. WORK COMPLETED S:,,.,,67 Sc010 tJ&~ ~er- DATE l 6/7/i?L 0l?fe1 7 wl~! I G'~~ --~~_,,c/717 Owner: ~ ~-yrl/ Contractor: ff~rd Address: $0 /0 ~ ~ Address: L 2t2 ? 6rJ~;u ~,r~V;7zYrs Signature :d~~ Signature: ~ ACCEPTANCE & APPROVAL ({~ COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO. 500074 DP-CASTLEGA TE SUB SEC 4 PH 1 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SECTION 4, PHASE 1 DATE OF ISSUE: November 22, 2000 OWNER: WALLACE PHILLIPS GREENS PRAIRIE INVESTORS, LTD. 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. Date //· g:z·eO Owner/ Agent/ Contractor Date dt~\\AD TEX CON Genera l Contra cto rs Di v. of C DS Enterprises, Inc . 1707 Graham Rd. • Co ll e ge Stat ion , TX 77845 • 409-690 -7711 • Fax: 409-690-9797 November 22 , 2000 Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Avenue South College Station, TX 77842 RE : Castlegate Subdivision, Section 4 , Phase 1 -College Station, Texas Dear Ms. George: Attached are 3 copies of the revised Engineer's Estimate as requested. Also attached is a summary of our response to the Staff Review Comments. If you have any questions or need additional information, please do not hesitate to give me a call at (979) 690-7711. Sincerely Yours, J~~ Civil Engineer Attachments Engineer's Estimate: Castlegate Subdivision, Section 4, Phase 1 Response to Staff Review Comments No. 1 1. Changed per comment. 2. Changed per comment. 3. Changed per comment. 4. Changed per comment. 5. Our quantity takeoff shows 197 4' 6. Our quantity takeoff shows 1014 ' ' .. --' . ENGINEERS COST ESTIMATE 08-Nov-OO CASTLEGATE SUBDIVISION Revised 22-Nov-OO COLLEGE STATION , TEXAS SECTION 4 -PHASE 1 Item Estimated Unit Estimated No. Description Quantity Price Cost Sitework 1 Mobilization/Layout (entire phase one) 1.0 LS $10 ,000.00 $10,000.00 2 Erosion /Seeding/bale dams/constr. Entr. 1.0 LS $10 ,000.00 $10 ,000 .00 3 Site Preparation 2.8 AC $3,000.00 $8,400 .00 4 Topsoil Stripping & Replacement 1,700 CY $4.00 $6,800.00 5 Excavation/Grading 3,400 CY $3.50 $11,900 .00 6 Lime Stabilized Subgrade 7,050 SY $3.00 $21 , 150.00 7 Concrete Curb and Gutter 4,400 LF $7.00 $30,800.00 8 Base Material -6" depth 6,030 SY $5 .75 $34 ,672.50 9 Base Material -7" depth 670 SY $6 .50 $4,355.00 10 Asphalt Paving - 1 1 /2" depth 6 ,700 SY $4.25 $28,475.00 11 Concrete Apron 400 SF $5.00 $2,000.00 12 Emergency Access Road 1 LS $14,050.00 $14 ,050.00 Subtotal $182,602.50 Storm Drainage 13 18" RCP -structural backfill 212 LF $36.00 $7 ,632 .00 14 18" RCP -non-structural backfill 176 LF $26.00 $4,576 .00 15 24" RCP -non -structural backfill 270 LF $32.00 $8,640 .00 16 27" RCP -structural backfill 30 LF $46.00 $1,380.00 17 27" RCP -non-structural backfill 150 LF $36.00 $5,400.00 18 Junction boxes 2 EA $2 ,500.00 $5,000 .00 19 Inlets 5' wide 1 EA $2,500 .00 $2,500.00 20 Inlets 1 O' wide 4 EA $3,200.00 $12,800.00 21 Inlets 15' wide 1 EA $4,000.00 $4,000.00 22 Safety End Treatment -27" precast 1 EA $950.00 $950.00 23 Rip Rap at Road End 100 TN $40.00 $4,000.00 24 Channel Excavation 1,850 Cy $3.00 $5 ,550.00 Subtotal $62,428.00 REVIEWED FOR COt\~Pt I l\ f\ICE NOV 2 7 2000 COLLEGE STA rlOl\J ENGINEER!~ Page 1 of 2 ' ' . Waterline 25 8" Waterline -PVC-Cl 200 (C900)-structural back 26 8" Waterline -PVC-Cl 200 (C900)-non -structural 27 6" Waterline -PVC-Cl 200 (C900)-structural back 28 6" Waterline -PVC-Cl 200 (C900)-non-structural 29 Gate Valves -8" 30 Gate Valves -6" 31 M .J . Bends and Tees 8" 32 M.J. Bends and Tees 6" 33 Connect to Existing Waterline 34 Water Services 35 Fire Hydrant Assembly 36 2" Blow off Assembly Sanitary Sewer 37 8" SOR 26 Pipe 38 6" SOR 26 Pipe -6-8' depth 39 Sewer Services 40 6" Stack Pipe Riser 41 5' Stub out @ Manhole 42 Manholes -0-6' depth 43 Manholes -6-8' depth 44 Manholes -8-10' depth I 45 Manholes -10-12' depth 46 Manholes -12-14' depth 47 Manholes -14-16' depth Page 2 of 2 86 LF $26.00 903 LF $30.00 150 LF $26.00 616 LF $18 .00 4 LF $600.00 3 LF $500 .00 14 EA $300 .00 2 EA $250.00 1 EA $200.00 22 EA $700.00 3 EA $2 ,000.00 4 EA $400.00 Subtotal 1,974 LF $30.00 1,014 LF $20.00 22 LS $600.00 2 LS $250.00 4 LS $400.00 1 EA $1,600.00 1 EA $1,800.00 4 EA $2,000.00 2 EA $2,200.00 4 EA $2,400.00 2 EA $2,600.00 Subtotal Total Sitework Total Storm Drainage Total Water Total Sanitary Sewer TOTAL CONSTRUCTION Engineering @5% Contingency @5% TOTAL PROJECT $2,236.00 $27,090 .00 $3 ,900.00 $11,088.00 $2,400.00 $1,500.00 $4,200 .00 $500.00 $200 .00 $15,400 .00 $6,000.00 $1,600.00 $76,114.00 $59,220.00 $20,280.00 $13 ,200.00 $500.00 $1,600.00 $1,600.00 $1,800.00 $8,000.00 $4,400.00 $9,600 .00 $5,200.00 $125,400.00 $182,602.50 $62,428.00 $76,114.00 $125,400.00 $446,544.50 $22,327.23 $22,327.23 $491, 198.95 REVIEWED FOR cn~l1P!J A t\.ICE NOV 2 7 2000 COLLEGE STAflON ENGINEER!~ t \ Item No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ENGINEERS COST ESTIMATE CASTLEGATE SUBDIVISION COLLEGE STATION , TEXAS SECTION 4 -PHASE 1 Description Sitework Mobilization/Layout (entire phase one) Erosion /Seeding/bale dams/constr. Entr. Site Preparation Topsoil Stripping & Replacement Excavation/Grading Lime Stabilized Subgrade Concrete Curb and Gutter Base Material -6" depth Base Material -7" depth Asphalt Paving -1 1 /2" depth Concrete Apron Emergency Access Road Storm Drainage 18" RCP -structural backfill 18" RCP -non-structural backfill 24" RCP -non-structural backfill 27" RCP -structural backfill 27" RCP -non-structural backfill Junction boxes Inlets 5' wide Inlets 1 O' wide Inlets 15' wide Safety End Treatment -27" precast Rip Rap at Road End Channel Excavation REVIEW ED FOR cn~llDI "'"'CE NOV 2 7 2000 COLL EGi:: ~ 1,.,1 h .. ,.;...J ENGINEE RING Estimated Quantity 1.0 1.0 2 .8 1,700 3,400 7,050 4,400 6 ,030 670 6,700 400 1 212 176 270 30 150 2 1 4 1 1 100 1,850 ~ge1of2 08-Nov-OO Revised 22-Nov-OO Unit Estimated Price Cost LS $10,000 .00 $10,000 .00 LS $10,000 .00 $10,000.00 AC $3,000 .00 $8,400.00 CY $4.00 $6,800.00 CY $3.50 $11,900.00 SY $3 .00 $21, 150.00 LF $7.00 $30,800 .00 SY $5 .75 $34,672.50 SY $6.50 $4,355.00 SY $4.25 $28,475.00 SF $5.00 $2,000.00 LS $14 ,050.00 $14,050.00 Subtotal $182,602.50 LF $36.00 $7,632.00 LF $26.00 $4,576.00 LF $32.00 $8,640.00 LF $46.00 $1,380.00 LF $36.00 $5,400.00 EA $2,500.00 $5,000.00 EA $2,500.00 $2,500 .00 EA $3,200 .00 $12,800.00 EA $4,000.00 $4,000.00 EA $950 .00 $950.00 TN $40 .00 $4,000.00 Cy $3 .00 $5,550.00 Subtotal $62,428.00 l .. Waterline 25 8" Waterline -PVC-Cl 200 (C900)-structural back 26 8" Waterline -PVC-Cl 200 (C900)-non-structural 27 6" Waterline -PVC-Cl 200 (C900)-structural back 28 6" Waterline -PVC-Cl 200 (C900)-non-structural 29 Gate Valves -8" 30 Gate Valves -6" 31 M.J. Bends and Tees 8" 32 M.J. Bends and Tees 6" 33 Connect to Existing Waterline 34 Water Services 35 Fire Hydrant Assembly 36 2" Blow off Assembly Sanitary Sewer 37 8" SOR 26 Pipe 38 6" SOR 26 Pipe -6-8' depth 39 Sewer Services 40 6" Stack Pipe Riser 41 5' Stub out @ Manhole 42 Manholes -0-6' depth 43 Manholes -6-8' depth 44 Manholes -8-1 O' depth 45 Manholes -16-12· depth 46 Manholes -12-14' depth 47 Manholes -14-16' depth Page 2 of 2 86 LF $26.00 903 LF $30 .00 150 LF $26.00 616 LF $18.00 4 LF $600 .00 3 LF $500.00 14 EA $300.00 2 EA $250.00 1 EA $200 .00 22 EA $700.00 3 EA $2,000.00 4 EA $400.00 Subtotal 1,974 LF $30.00 1,014 LF $20.00 22 LS $600.00 2 LS $250.00 4 LS $400.00 1 EA $1,600.00 1 EA $1,800.00 4 EA $2,000.00 2 EA $2,200.00 4 EA $2,400.00 2 EA $2,600 .00 Subtotal Total Sitework Total Storm Drainage Total Water Total Sanitary Sewer TOTAL CONSTRUCTION Engineering @5% Contingency @5% TOTAL PROJECT $2,236 .00 $27,090.00 $3,900.00 $11,088.00 $2,400.00 $1,500.00 $4,200.00 $500.00 $200.00 $15,400.00 $6,000.00 $1,600.00 $76,114.00 $59,220.00 $20,280.00 $13,200.00 $500.00 $1,600.00 $1,600.00 $1,800.00 $8,000.00 $4,400.00 $9,600.00 $5,200.00 $125,400.00 $182,602.50 $62,428.00 $76,114.00 $125,400.00 $446,544.50 $22,327.23 $22,327.23 $491, 198.95 REVIEWED FOR cn~no1 '~"'CE NOV 2 7 2000 COLLEGE S"fA 110r\J ENGINEERING ~ljy/ I ~-ff COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO. 500074 DP-CASTLEGA TE SUB SEC 4 PH 1 . FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SECTION 4, PHASE 1 DATE OF ISSUE: November 22, 2000 OWNER: WALLA CE PHILLIPS GREENS PRAIRIE INVESTORS, LTD. 5010 AUGUSTA COLLEGE ST A TION, 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. Date //· gg-oo Owner/ Agent/ Contractor Date ,- //-:2,2-00 ';.. CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979) 764-3570 I Fax (979) 764-3496 MEMORANDUM November 22, 2000 TO: FROM: SUBJECT: Joe Schultz, P. E., Texcon General Contractors, 690-9797 Bridgette George, Assistant Development Coordinator~ DP-CASTLEGATE SUB SEC 4 PH 1 (0-500074) Staff reviewed the above-mentioned Engineer's Estimates as requested. Please address the attached staff review comments and submit the following for further staff review: Three (3) copies of the revised Cost Estimates Staff also reviewed the Sanitary Sewer Line Design Report for the above-mentioned project and has stamped the report approved Please call Ted Mayo or myself at 764-3570 if you have any questions. Attachments: Staff Review Comments Sanitary Sewer Line Design Report (Please pick up at Development Services) Redlined Engineer's Estimates Cc: Wallace Phillips: Greens Prairie Investors, LTD, Via fax 690-1480 Home of Texas A&M University DP-CASTLEGATE SUB SEC 4 PH 1 (0-500074) ENGINEERING REVIEW COMMENTS No. 1 Engineer's Estimate 1. Item 26-460 LF should be 902 LF. 2. Item 29-EA not LF. 3. Item 30-ditto ; Quantity is 3 not 7. 4. Item 31-Quantity is 14 not 17. 5. Item 37-Quantity is 2008 not 1979. 6. Item 38-Quantity is 930 not 1017. Reviewed by: Ted Mayo Date: 11/21/00 NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City of College Station will constitute a completely new review. / / Waterline ~ 8" Waterline -PVC-Cl 200 (C900)-structural back 86 ~ 8" Waterline -PVC-Cl 200 (C900)-non-structuralCJe.2-400-- LF $26.00 27 6" Waterline -PVC-Cl 200 (C900)-structural back 28 6" Waterline -PVC-Cl 200 (C900)-non-structural GP Gate Valves -8" w Gate Valves -6" M.J. Bends and Tees 8" 32 M.J. Bends and Tees 6" 33 Connect to Existing Waterline 34 Water Services 35 Fire Hydrant Assembly 36 2" Blow off Assembly Sanitary Sewer 37 8" SOR 26 Pipe ~ 2 =<:>/; 38 6" SOR 26 Pipe -6-8' depth ? q..~o 39 Sewer Services 40 6" Stack Pipe Riser 41 5' Stub out @ Manhole 42 Manholes -0-6' depth 43 Manholes -6-8' depth 44 Manholes -8-1 O' depth 45 Manholes -10-12' depth 46 Manholes -12-14' depth 47 Manholes -14-16' depth Page 2 of 2 LF $30 .00 150 LF $26 .00 616 LF $18.00 4 tj=p.4-$600.00 !3 r( l::f P-4-$500.00 14'47 EA $300.00 2 EA $250.00 1 EA $200.00 22 EA $700.00 3 EA $2,000.00 4 EA $400.00 Subtotal ~ LF $30.00 1,017 LF $20.00 22 LS $600.00 2 LS $250.00 4 LS $400.00 1 EA $1,600.00 1 EA $1,800.00 4 EA $2,000.00 2 EA $2,200.00 4 EA $2,400.00 2 EA $2,600.00 Subtotal Total Sitework Total Storm Drainage Total Water Total Sanitary Sewer TOTAL CONSTRUCTION Engineering @5% Contingency @5% TOTAL PROJECT ~~ $2,236.00 $13,800.00 $3,900.00 $11 ,088 .00 $2,400.00 $3,500.00 $5,100.00 $500.00 $200.00 $15,400.00 $6,000.00 $1 ,600.00 $65,724.00 $59,370.00 $20,340.00 $13,200.00 $500.00 $1,600.00 $1,600.00 $1,800.00 $8,000.00 $4,400.00 $9,600.00 $5,200.00 $125,610.00 $182,602.50 $62,428.00 $65,724.00 $125,610.00 $436,364.50 $21,818.23 $21,818.23 $480,000.95 11 1 22 1 00 10 :10 'a979 764 3496 DEVELOP MENT SVCS TRANSMISSION OK TX /RX NO. CONNECTION TEL CONNECTION ID ST ART TBlE USAGE TI IE PAGES RESULT *************************** *** ACTIVITY REPORT *** *************************** 5385 11 /22 10: 08 01 '31 3 OK 96909797 ~001 11 /22 /00 10: 11 .,' '5'979 764 3496 DEVELOPMENT SVCS TRA SMISSION OK TX/RX NO. CONNECTION TEL CONNECTION ID START TIME USAGE THIE PAGES RES ULT *************************** *** ACTIVITY REPORT *** *************************** 5386 11 /22 10 :10 01 '2 2 3 OK 96901480 ~001 DP-CASTLEGATE SUB SEC 4 PH 1 (0-500074) ENGINEERING REVIEW COMMENTS No. 1 Engineer's Estimate 1. Item 26-460 LF should be 902 LF. 2. Item 29-EA not LF. 3 . Item 30-ditto ; Quantity is 3 not 7. 4. Item 31-Quantity is 14 not 17 . 5 . Item 37-Quantity is 2008 not 1979 . 6 . Item 38-Quantity is 930 not 1017 . Reviewed by: Ted Mayo Date: 11 /21 /00 NOTE: Any changes made to the plans , that have not been requested by the C ity of College Station , must be explained in your next transmittal letter and "bubbled " on your plans . Any additional changes on these plans that have not been pointed out to the City of College Station will constitute a completely new rev iew. DP-CASTLEGATE SUB SEC 4 PH 1 (0-500074) ENGINEERING REVIEW COMMENTS No. 1 Reviewed by : Date : NOTE: Any changes made to the plans , that have not been requested by the City of College Station , must be explained in your next transmittal letter and "bubbled" on your plans . Any additional changes on these plans that have not been pointed out to the City of College Station will constitute a completely new review. . . Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 4, Phase 1 College Station, Texas November 2000 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR COMPLIANCE NOV 2 1 2000 COLLEGE STATION DEVELOPMENT SERVICES 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 4, Phase 1, and to provide the criteria used in the design of this sanitary sewer system . The project will include the construction of approximately 3000 feet of sanitary sewer line. The line will service the proposed development of the Castlegate Subdivision, Section 4, Phase 1, as well as the future development of Section 4, Phase 2 and Section 3, Phases 1 & 2. 2.0 SANITARY SEWER -Design F low 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 14' in depth, with sewer line slopes ranging from 0.7% to 3.00%. 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 VALVES 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 Cumulative Average Percent 50%Full z Size Length Slope Peak Flow Cl) Number Dwelling Unit Merging Dwelling Daily Flow Full Flow c: :i From To (in) (ft) (%) Services Lines Units (gpm) (cfs) (cfs) (%) (cfs) 405 404 6 338 .30 1.00 18 -18 3.75 0.0017 0 .0078 8 .2 0 .2806 ..-404 403 6 157 .30 3.00 2 -20 4 .17 0.0019 0.0087 6 .7 0.4859 ..;. 0.0025 0 .0113 6 .6 en 403 402 8 259 .60 1.20 6 -26 5.42 0.6619 402 401 8 211 .70 0 .70 2 18 (S4 -2) 46 9.58 0.0044 0.0200 9.7 0.5055 N 407 406 6 135 .70 3.00 6 -6 1.25 0.0006 0.0026 3.8 0.4859 ..;. en 406 402 6 382.40 2.40 12 -18 3.75 0 .0017 0 .0078 6 .7 0.4346 Cl) ..... :I Future Development to Manhole 401 86 -86 17 .91 0.0083 0 .0374 ---:I u. 401 307 8 188.30 1.00 0 ~-1 &2.Futl.<l! 132 27 .50 0.0128 0 .0574 14 .8 0 .6042 307 306 8 262 .70 1.00 0 -132 27 .50 0 .0128 0 .0574 14 .8 0.6042 Future Development to Manhole 306 16 -148 30.83 0.0143 0 .0644 -- 306 305 8 270 .80 1.20 0 -148 30 .83 0.0143 0 .0644 15.0 0 .6619 ..- M 305 304 8 241 .80 1.50 2 -150 31 .25 0.0145 0 .0652 14 .3 0.7400 en 304 303 8 273 .20 1.50 3 -153 31 .87 0.0148 0 .0665 14.4 0.7400 Future Development to Manhole 303 29 -182 37 .91 0.0176 0 .0792 -- 303 302 8 153 .60 1.00 0 -182 37 .91 0 .0176 0 .0792 17 .3 0.6042 302 301 8 111.00 1.00 0 -182 37 .91 0.0176 0 .0792 17 .3 0 .6042 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 and the development of Section 4, Phase 2 and Section 3, Phases 1 & 2 . 2 Velocity (fps) 2 .9 4 .9 3 .8 2 .9 4 .9 4.4 - 3.5 3.5 - 3 .8 4 .2 4 .2 - 3.5 3.5 STAFF REVIEW COMMENTS No. 2 Project: CASTLEGATE SUB SEC 4 PH 1 (FP)-FINAL PLAT (0-207) PLANNING 1. Reviewed by: *PLANNER NOT ASSIGNED * Date: ENGINEERING 1. Subm ittal of November 08 ,2000-Water and Sanitary Sewer Design Reports : Both of these reports are acceptable as submitted . Reviewe d ay: Ted M ~ Date : 11 114/00 • NOTE: Any changes made to the plans, that have not been requested by the City of College Station , must be explained in your next transm ittal letter and "bubbled " on your plans . Any additional changes on these plans that have not been pointed out to the City , will constitute a completely new review. STAFF REVIEW COMMENTS No. 2 Project: CASTLEGATE SUB SEC 4 PH 1 (FP)-FINAL PLAT (0-207 ) St aff Review Comments Page 1 of 1 PLANNING 2. Reviewed by: *PLANNER NOT ASSIGNED* Date: ENGINEERING 2. Reviewed by: Date: NOTE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review. Staff Rev iew Comments Page 2 of 1 ( . Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 1, Phase 1 College Station, Texas October 2000 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR CO~API !Af\!CE NOV 14 2000 COLLEGE STA i"ll.11-.J ENGINEER!~ r 1.0 INTRODUCTION & DESCRIPTION The purpos e of this report is to provide a description of the proposed sanitary sewer to be constructed with the Castlegate Subdivision, Section 1, Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 5000 feet of sanitary sewer line. The line will service the proposed development of the Castlegate Subdivision, Section 1, Phase 1, as well as the future development of Phase 2. 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 18' in depth, with sewer line slopes ranging from 0.4% to 2.85%. 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 VALVES 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 Manhole No. of Cumulative Average Percent 50% Full Size Peak Flow Length Slope Number Dwelling Unit Dwelling Daily Flow Full Flow Velocity From To (in) (ft) (%) Services Units (gpm) (cfs) (cfs) (%) (cfs) S-11 2 101 8 315 .70 1.00 0 124 25.83 0 .0120 0 .0539 14.4 0 .6042 101 102 8 476 .50 1.00 0 124 25 .83 0 .0120 0 .0539 14 .4 0 .6042 102 103 8 319 .40 0.40 0 94 19.58 0 .0091 0 .0409 15 .7 0 .3821 103 104 8 400 .00 0.40 0 94 19.58 0 .0091 0 .0409 15 .7 0 .3821 104 105 8 182 .62 0 .40 5 94 19.58 0 .0091 0 .0409 15.7 0 .3821 105 106 8 167 .63 0.40 5 89 18.54 0 .0086 0 .0387 15 .3 0 .3821 106 107 8 134 .34 0.40 2 84 17 .50 0 .0081 0 .0365 14 .9 0.3821 107 108 8 145.80 0.40 2 82 17 .08 0 .0079 0 .0357 14.7 0 .3821 108 109 8 365.70 0.40 24 80 16.66 0 .0077 0 .0348 14 .5 0.3821 109 110 8 206.30 0.40 25 56 11 .66 0.0054 0 .0244 12.2 0 .3821 110 111 8 187.90 0.40 5 31 6 .46 0 .0030 0 .0135 9.2 0 .3821 111 112 6 362.60 2.20 10 26 5 .42 0 .0025 0 .0113 8 .2 0 .4161 112 113 6 272.00 2.20 4 16 3.33 0.0015 0.0070 6 .5 0.4161 113 114 6 299.50 1.52 12 12 2 .50 0 .0012 0.0052 6.2 0 .3459 102 115 8 183.60 2.50 1 30 6 .25 0.0029 0 .0130 5.9 0.9553 115 116 8 80.40 1.60 2 29 6 .04 0 .0028 0.0126 6.4 0 .7643 116 117 8 108.40 1.60 2 27 5.62 0.0026 0 .0117 6.2 0.7643 117 118 6 118.00 2 .85 2 15 3 .12 0 .0014 0.0065 5 .9 0.4736 118 119 6 216.40 2 .00 5 13 2 .71 0 .0013 0.0057 6.0 0 .3968 119 120 6 230 .20 2 .75 8 8 1.67 0 .0008 0.0035 4 .5 0 .4652 117 121 6 101.90 0.80 1 10 2 .08 0 .0010 0 .0043 6.6 0 .2509 121 122 6 113.90 2 .20 9 9 1.87 0 .0009 0 .0039 4 .9 0.4161 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 and the development of Section 1, Phase 2. 2 (fps) 3.5 3 .5 2 .2 2 .2 2 .2 2 .2 2 .2 2 .2 2 .2 2 .2 2.2 4 .2 4 .2 3 .5 5 .7 4 .4 4 .4 4 .8 4 .0 4 .7 2 .6 4 .2 DESIGN WATER DEMAND REPORT FOR PROPOSED WATER DISTRIBUTION SYSTEM FOR PHASE ONE OF THE CASTLE GATE SUBDIVISION COLLEGE STATION, TEXAS Prepared for GREENS PRAIRIE INVESTORS, LTD. C/O GREENS PRAIRIE ASSOCIATES, LLC, ITS GENERAL PARTNER 5010 Augusta College Station, Texas 77845 Prepared by CSC ENGINEERING & ENVIRONMENT AL CONSULTANTS, INC. 3407 Tabor Road Bryan , Texas77808 November 2000 REVIEWED FOR ~. CO~API f Af\ICE NOV 1 4 2000 COLLEGE STAfl~N 4--nfl ENGINEERING~,, 1 Jn..°'~~~~. M . Frederick Conlin , Jr., P.E . ' W.R. Cu llen , P.E . QA Reviewer Senior Engineer csc Engineering & Environmental consultants, Inc. Water Demand Report -Phase One of Castle Gate Subdivision I. INTRODUCTION A. General This report presents a description and analysis of the water distribution system proposed for the Phase One portion of the planned Castle Gate Subdivision in the southern portion of College Station, Texas. More specifically, the subdivision is situated south of the proposed new State Highway 40 (SH40) alignment and north of the existing Greens Prairie Road at a location approximately 6,000 ft west of the intersection of Greens Prairie Road with State Highway 6. A map illustrating the location of the proposed Castle Gate Subdivision is presented on Figure I (Attachment A). The subdivision will have a water distribution system that w ill be supplied by a new 24" diameter water main that will be located along the planned SH40 alignment. B. Project Description 1. Proposed Subdivision Development. This report has been prepared as part of the first phase of development of the Castle Gate Subdivision. The limits of the proposed subdivision and the proposed land use patterns within the subdivision are depicted on F igure 2. As indicated on Figure 2, the proposed ultimate development of the entire subdivision will encompass a total area of approximately 300 acres. The ultimate development plans include mixed land uses as illustrated on Figure 2. The major portion of the land wi ll be developed as single-family dwelling units of 3 and 4 bedroom homes (indicated by light and bright ye ll ow on Figure 2). Some cluster homes are also planned along the proposed Victoria Street extension (indicated by brownish-yellow on Figure 2). Also, a section of duplex housing (depicted in brown on Figure 2) is planned a long the so uth eastern boundary of the site. In addition to the housing units , a 19-acre commercial development that is not part of the planned subdivision development is proposed for the area situated between Greens Prairie Road and the future SH40 alignment (indicated in red on Figure 2). The construction of the proposed subdivision will be undertaken in several phases. Although the area of ultimate development is planned to be approximately 300 acres , the proposed first phase of development will only extend over an area of approximately 163 acres. This initial development will consist of the residential area designated as "Sing le Family Dwellings -3 Bedrooms" (colored light ye ll ow and outlined by a black boundary line on Figure 2). This first phase of development involves four separate residential areas that are indicated as Sections I through Section 4 on Figure 2 and includes a csc Engineering & Environmental consultants, Inc. Water Demand Report -Phase One of Castle Gate Subdivision total of approximately 394 dwelling units. The proposed water distribution system that is the subject of this report will service the first phase of the development and can also be utilized for providing service to later phases of the project development. 2. Proposed Water Distribution System Within the Subdivision. The general routing of the water distribution system lines within the subdivision that has received preliminary approval by the City of College Station is depicted on Figure 3. Approximately 11 ,5 00 linear feet of water distribution lines will be located within the first phase of the subdivision development. Estimated water line sizes vary from 6" diameter to 12 " diameter. As can be seen in Figure 3, the planned distribution lines within the subdivision will consist of a mam 12 " diameter pipeline loop that connects with the 24" diameter water main at two 12 " diameter crossings of SH40. This main 12 " diameter loop extends from the 12 " diameter crossing connection at the intersection of Victoria Drive and SH40 to the similar crossing connection with the SH40 main situated near Belvoir Court. Four separate 8" diameter loops are connected to the main 12 " diameter loop . These four 8" diameter serv ice loops are situated within and service the four separate sections or pods of the first phase of.development (Section 1 /Tract SA-1, Section 2/SB-1 , Section 3/SC , and Section 4/6A-l ). Several straight or dead end 6" diameter lines also extend from several of the internal 8" diameter service loops to the ends of cu l-d e-sac streets as indicated on Figure 3. Development of the remainder of the subdivision in the future will include extension of the presently planned water distribution system and possible looping of the extended lin e in the southern area of development. 3. Outline of Water System Analysis. This report presents the design requirements and calculations used to determine the required size of the proposed water distribution system lines to support the first phase of development of the s ubdivision . Analyses of a larger distribution system for full development of the proposed subdivision plu s other subdivisions based upon planned land use patterns were perform ed as part of a separate ana lysis and report for the new 24" diameter water main along SH40 and are not included in this report. This report presents the results of the computations for the following water line parameters that were used to size the various segments of the proposed water distribution system: (1) required normal water demand and maximum fire flow rates ; (2) the initial and residual pressures for the water main and the di stribution system under normal and fir e flo w demand s; and (3) the corresponding velocities in the di st ributi o n system under fire flow dem a nds. The report also di sc usses the criteria and methodology u sed in the design computations . 2 csc Engineering & Environmental Consultants, Inc. Water Demand Report -Phase One of Castle Gate Subdivision Il. PROCEDURES AND CRITERIA USED IN THE ANALYSIS OF THE WATER DISTRIBUTION SYSTEM A. Physical Characteristics of Water Distribution System 1. Subdivision Water Distribution System Layout. As previously discussed, the water distribution system proposed within the subdivision will be connected to the water main crossings along SH40 at the locations illustrated on Figure 3 . Hydrant locations, valve locations, individual water line sizes, water line pipe number designations, and pipe network junction, node or crossing number designations are also indicated on Figure 3. The hydrants are situated at the end of each cul-de-sac street and at locations on the looped service lines where there are short sections of 6" diameter pipe (approximately 6 ft in length) extending from the 8" diameter line loop s. 2. Connection of Subdivision Water Distribution System to Existing Water Mains. As previously mentioned, the proposed distribution system will be connected to a 24" diameter ductile iron pipe water main along the proposed SH40 alignment. The 24" diameter water main does not exist at the present time, but is planned for construction prior to the time that the first phase of subdivision development begins . The proposed 24" diameter water main will have two 12" diameter lines that cross the SH40 right-of-way and extend 10 ft inside the boundary of the subdivision at the previously noted locations . The proposed 12 " diameter water line main loop within the subdivision will connect to the ends of the crossing lines . 3. Water Line Materials. The water main wil l be constructed of polyvinyl chloride (PVC) pipe. The PVC pipe will conform to A WWA C900 standard for diameters of 12 inches or less. The wall thickness of the PVC pipe wil l be based on a working pressure rating of 125 psi at 100° F (DR-14) and embedment C lass C . The PVC pipe shall have elastomeric gasketed joints and an integral thickened bell with fittings of ductile iron. Al I pipe shal I meet the requirements of current A WW A C 151 (ANSI A2 l .5 l) standard . 4. Pipeline Cover and Backfill. The water lin es will have a minimum cover of 48 inches (4 ft) for line sizes of 12 inches or less in diameter. The cover will be measured from the top of the pipe to the top of roadway grade at the street centerline or to the top of curb if a curbed section is present. The pipeline trenches will be backfilled with compacted soils in all landscaped areas not proposed for development and with cement stabilized material or compacted native soi ls with a chemically stabilized subgrade layer in areas of roadway cro ssings. 5. Construction Standards. We anticipate that the materials and procedures utilized in the construction of the water distribution system will meet the requirements outlined in the current edition of 3 csc Eng ineering & Environmental consultants , Inc . Water Demand Report -Phase One of Castle Gate Subdivision the Standard Specifications for Water and Sanitary Sewer Cons truction of the City of College Station Engineering Department (April 1985). B. Desig n Flow Requirements for Water Distribu tion System The planned use s of water for the propo se d subdivision will include normal domestic water uses for the proposed dwelling units plus minimum fire water demands at the hydrant locations . Calculations of both normal water demand and fire water demands were made for the land use patterns depicted on Figure 2 for the first phase of de ve lopment of the su bdivision. 1. Domestic Water Use. The normal domestic water flow s were calculated based upon the number and types of dwellin g units for the first phase of dev e lopment as indicated on Figure 2. The land use method of com puting water flow s is outlined as Method 2 (Page 4-8) in the draft of the joint Bryan/College Station Design Manual for Streets and A lleys, Storm Drainage, Domestic Water, and Sanitary Sewe r (revised 1/2 9/98), her einafter referenced as Joint D esign Manual . The accompanying Table 1 contains the computations for normal water demand flows . A populati on factor of 2.67 persons per dwe llin g unit (Section 4.2.2.3.1.1 Normal Flow, [Pages 4-5 and 4-8] of Joint Design Manual) and an average water flo w of I 00 ga llon s per day (gpd) per capita for residential land use (Tabl e III [Page 4-8] of Joint Design Manual) we re used to compute the normal water demand for the res idential areas . As ca n be see n from a r eview of Table I , the total population computed for the first phase of the su bdi v is ion was calculated to be app ro x imate ly 1,051 people and th e corresponding total normal wate r de mand flow was calc ul ated to be approx imately I 05 , 13 8 gpd , or approximately 73 ga llons per minute (gpm). Table I . Land Use , Population Factors, and Calc ulate d Normal Water Demand for the Fi rst Phase of Dev e lop ment of Cast le Gate Subdivision Tract Number/ Section Number N u mber of Dwelling Units or ...... A~E~?.g~}.t:i .. !~?..~~---··· DU Acreage SA-1 /S~ct ion 1 SB-2 /Section 2 SC /Section 3 6A-l/Section 4 Totals Notes: D U -Dwell in g U nit s Ac -Acre s 124 90 4 8 132 394 GPD -Ga ll on s P e r Day GPM -Gallon s Per Minute CAP -Cap it a 49.34 ac 42.77 ac 32.03 ac 38.73 ac 162.87 Popul ation Factor Per Unit/Ac 2.67 2.67 2 .67 2 .67 4 No. of People -33 1 -240 -128 -352 Average Per Capita F low GPD/CAP 100 100 100 100 1,051 people Normal Use Flow Per Tract ····················································································· GPD GPM 33 ,108 -23 24 ,030 -17 12 ,800 -9 35 ,200 -24 105,138 gpd 73 gpm csc Engineering & Environmental consultants, Inc . Water Demand Report -Phase One of Castle Gate Subdivision The maximum dai ly flow and the maximum or peak hourly flow for normal domestic water use for the planned first phase of the subdivision was calcu lated based upon th e fo JJ owing relationships: Maximum Daily Flow = Average or Normal Daily Flow * 1.5 and Peak Hourly Flow = Maximum Dai ly Flow* 3 .0 , or Peak Hourly Flow= Average or Normal Daily Flow * 4.5 S u bstituting t he previo u sly calcu lated value of the Average or Normal Daily Flow, the Maximum Daily Flow under conditions of "normal demand" can be calc ul ated as fo ll ows ... Maximum Dai ly F low = 73 gpm * 1.5 = 109 .5 gpm , or~ 110 gpm and the Peak Hourly Flow under conditions of "normal demand " can be calculated as follows ... Peak Hourly Flow =Maximum Daily Flow* 3.0 = 110 gpm * 3 .0 = 330 gpm For purposes of system analysis, the normal flows were assumed to be represented by the maximum ho ur ly flows . The computed (maximum ho url y ) norma l flows were assumed to be divided equally among the different junctions or nodes of the piping system network within each of the four proposed sections in the subdivision (except for the nodes representing only hydrants). 2 . I rrigation W ate r Use . Irrigation flow demands are not known at the present time, but are expected to be relative ly small and are included in the normal domestic water flows . 3. F ire F lows . The fire flows required for the proposed first phase of development of the s ubdivision were computed based upon the water line distribution system layout illustrated in Figure 3. The fire flows in any of the single-family residentia l areas comprising the first phase of subdivision development were assumed to be 1,500 gpm (Section 4.2 .2.3.1.2 Fire Flow, [Page 4-9] of the Joint Design Manual). For purposes of system analysis, the fire flows were split between two adjacent hydrants as permitted (Page 4-9) by the Joint D es ign Manual. Fire hydrants were positioned in the s ingle-fam ily zoning so that no part of any planned structure was more than 500 ft from a fire hydrant as measured a long the right-of-way of a pub lic street as the fire hose is laid off the fire truck . Therefore, the spacing between adjacent hydrants was typically 1,000 ft or less. The hydrants were s it uated near street intersections or as close to intersect ions as was practical. 4 . Water Sys te m Dema nd Sce narios Analyzed . Seven separate wate r demand scenarios were ana lyzed for thi s first phase of s ubdivision development. One scenario (Scenario I) involved normal 5 csc Engineering & Environmental consultants, Inc. Water Demand Report -Phase One of Castle Gate Subd ivision consumption only and the remaining s ix scenarios (Scenario 2 through Scenario 7) involved se parate fire flows at different locations w ithin the subdivi sion . A brief description of seven different scenarios 1s outlined in Tab le 2. C. Water Distribution System Design/Analysis Requirements T he proposed water distribution system w ill have to meet requirements of flow , pressure, and ve loci ty as outl in ed in the Joint Design Manual (Section 4.2.2.3.2 System Design Criteria). The flow requirements are that the system provide adequate flow to meet the calcul ated everyday normal flows and the occas ional fire demand flo ws . The normal and fire flow requirements were calculated as previous ly discu ssed . Minimum system requirements for pressures a re that a minimum static pressure of 3 5 psi be maintained at all times under normal conditi ons and that a minimum residual pressure of 2 0 psi be sustained under fire flow conditions. Velocity requirements are that the maxim um ve locity under any flow conditions not be greater than 12 feet per second (fps). The fire water demands for th e named scenarios are expected to be the largest flow s required for the development and w ill determin e the s izes of the water di stri bution lin es within the subdi vis ion . D . Methodology Used in the Analysis/Design of the Water Distribution System T he system was mod e le d as permitted by th e Joint Design Manual by us in g a water distribution computer model to dete rmine the pre ss ure and flow conditions for the propo se d water di stribution system based upon the stated system requirements . The co mputer model utilized is the Wat erCAD Pressure Network Analysis Software d eve loped by Haestad Methods (herei nafter Wate rCAD). The mod e l was run assuming that there wou ld be s ufficient water flow avai lable for the fire demand s in the s ubdi v ision at th e points of connectio n with the existin g 24 " diameter water main a long SH40 . The re si dual water press ure s used at the connection points were those determined from the previou s ly refere nced water main ana lys is performed fo r the full y deve loped s ubdi v is ion. These connection points with the 24 " diameter water main were sim ulated as reservo ir s, as recommended by the creators of the model. The pipe network modeling of the proposed water distribution sys te m was performed to determ in e flo ws, ve locit ies , and res idual pre ss ures that cou ld be expected fo r both the de sign norma l flow a nd th e design fire flow s that could occur at variou s locati ons in the proposed pipe network as de sc rib ed in th e previously di sc ussed scenari os. The fire fl ows were assu med to occ ur for at lea st a three-hour period , and the model was run using a n extended peri od ana lys is. 6 csc Engineering & Environmental consultants, Inc . Water Demand Report -Phase One of Castle Gate Subdivision Table 2. Summary of Water Flow Scenarios Analyzed for First Phase of Development of the Castle Gate Subdivision SCENARIO DESCRIPTION COMMENT OR RATIONALE FOR NUMBER O F SCENARIO CHOOSING SCENARIO I "Normal" (maximum hourly) flows in all Analysis of normal demand is required by the four se9tions of subdivision design guidance . 2 Fire flows from two hydrants in 8" loop Each of the 8" service loops within the 4 of Section 4 plus "Normal" flows in all sections of subdivision was analyzed. The fire four sections flow was assumed to occur at the "farthest hydraulic end" of the loop. 3 Fire flows from two hydrants in 6" dead The end of the 6" line was the "farthest end line along Pickering Place of Section hydraulic distance" within Section 4 from the 4 plus "Normal" flows m all four connection of the 8" service loop to the 12" sections main loop. 4 Fire flows from two hydrants in 8" loop Each of the 8" service loops within the 4 of Section 3 plus ''Normal" flows in all sections of subdivision was analyzed. The fire four sections flow was assumed to occur at the "farthest hydrau I ic end " of the loop. 5 Fire flows from two hydrants in 8" loop Each of the 8" service loops within the 4 of Section 2 plus "Normal" flows in all sections of subdivision was analyzed. The fire four sections flow was assumed to occur at the "farthest hydraulic end" of the loop. 6 Fire flows from two hydrants in 6" dead The hydrant at the end of Edinburgh Place was end line along Edinburgh Place of the farthest "hydraulic distance" from the 8" Section I plus "Normal " flows in all four loop connection to the 12 " loop and did produce sections the greatest drop in pressure as compared to the other scenarios analyzed. 7 Fire flows in one hydrant on 8" dead end A hydrant with full fire flows (in a possible line along Castle Gate Drive (near main emergency si tuation with a fire at the entrance entrance) plus "Normal " flows in all four structure) at the end of this 8" line was believed sections to produce a significant head loss . III. RESULTS OF THE WATER DISTRIBUTION SYSTEM ANALYSIS A. Presentation of Analys is Results The result s of the system analysis us in g WaterCAD are presented in Attachment B . Presented in Attachment B are the three pages of the "Junction Report (JR)" for the WaterCAD analysis . The JR indicates basic syste m input information , such as the number of pipes a nd the number of junctions or 7 csc Engineering & Environmental consultants, Inc . Water Demand Report -Phase One of Castle Gate Subdivision nodes in the network, as well as the demand flows . The JR also indicates the basic output information, such as flows and pressures at any of the junctions or nodes connecting various pipe segments. B. Interpretation of Results An examination of the results indicates that under Scenario 1 representing normal flows, the minimum pre ssure in the system is approximately 60 psi, which is well in excess of the minimum required static pressure of 35 psi required by the Joint Design Manual. It is also apparent from reviewing the junction or node flow quantities in Scenario 1 that the proposed sized system can supply the flows required during periods of "normal " demand. The analysis for the remaining six scenarios representing fire flows at different locations in the subdivision produced similar results . An examination of the results presented in Attachment B indicates that the flows , pressures, and velocities for the proposed network are all within the design criteria values presented in the Joint Des ign Manual under the conditions fire flows anal yze d . First, the required flows of 750 gpm at the individual hydrant locations can be supplied by the water di stribution system as configured. Secondly, for any of the six fire flow scenarios analyzed, the minimum residual pressure at any junction or node representing a hydrant is approximately 27 psi (Scenario 6, fire flow s from two hydrants in the 6" dead end line along Edinburgh Place in Section 1 ), which is above the minimum required residual pressure of 20 psi. Finally, the velocities in all of the pipes are below the 12 fps maximum velocity specified under fire flow conditions. C. Conclusions Based upon the previously discussed analysis and des ig n criteria, we believe that the proposed water di stribution system configuration for the first phase of s ubdi v is ion development can s upply the water flows required in the subdivision under both maximum hourly "norma l" demand s and anticipated fire fighting demands in the subdivision. In addition, the water system pre ss ure s within the di stributi on system were calculated to be in excess of the regu latory required minimum s for the system for both normal and fire fighting demand flow s . Finally, the velocities in the water distribution lines were calculated to be less than the maximum permitted velocity of 12 fps und e r conditions of maximum fire flow s. 8 csc Engineering & Environmental consultants, Inc . Water Demand Report -Phase One of Castle Gate Subdivision 9 ATTACHMENT A Figures ATTACHMENT B Results of Water Distribution System Network Computer Analysis (WaterCad) SCENARIO 1 ''Normal" (Maximum Hourly) Flows Label Elevation Zone (fl} J-96 299 .50 Zone-1 J-101 326.00 Zone-1 J-107 308 .00 Zone-1 J-109 307 .00 Zone-1 J-104 313 .50 Zone-1 J-1 08 307 .00 Zone-1 J-106 314 .50 Zone-1 J-110 322 .00 Zone-1 J-105 321 .00 Zone-1 J-118 307 .50 Zone-1 J-119 307 .00 Zone-1 J-127 331.00 Zone-1 J-122 328 .00 Zone-1 J-132 331 .50 Zone-1 J-123 333 .50 Zone-1 J-134 301 .00 Zone-1 J-125 324 .00 Zone-1 J-124 326.00 Zone-1 J-135 306.00 Zone-1 J-128 305.50 Zone-1 J-137 316.00 Z one-1 J-129 300 .00 Zone-1 J-1 31 298.00 Zone-1 J-133 317 .50 Zone-1 J-126 333.00 Zone-1 J-130 302 .00 Zone-1 J-136 332 .00 Zone-1 J-190 331.00 Zone-1 J-189 313 .00 Zone-1 J-206 325 .00 Zone-1 J-178 314 .50 Zone-1 J-170 325 .50 Zone-1 J-1 94 301 .00 Zone-1 J-1 67 330 .00 Zone-1 J-187 327 .50 Zone-1 J-188 317 .50 Zone-1 c :\haestad\wtrc\scenario1 .wcd 10/30/00 04 :22 :47 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0.00 Fixed 0 .00 Fixed 6.25 Fixed 0 .00 Fixed 6 .25 Fixed 0.00 Fixed 0.00 Fixed 8 .50 Fixed 10.30 Fixed 5 .00 Fixed 5 .00 Fixed 8 .50 Fixed 8.50 Fixed 10.30 Fixed 8 .50 Fixed 6 .25 Fixed 8 .50 Fixed 8 .50 Fixed 6 .25 Fixed 5 .00 Fixed 10 .30 Fixed 5.00 Fixed 6 .25 Fixed 10 .30 Fixed 8 .50 Fixed 6 .25 Fixed 10.30 Fixed 8 .50 Fixed 5.00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 5.00 Fixed 0.00 Fixed 10.30 Fixed 0 .00 Fixed Scenario: 1 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (fl) 0 .00 474 .35 75 .61 0 .00 473 .04 63 .59 6 .25 472.76 71 .25 0 .00 472 .18 71 .43 6 .25 472 .76 68.87 0.00 472 .18 71.43 0.00 472 .83 68.47 8 .50 472.92 65 .26 10 .30 473 .62 66 .00 5 .00 472 .76 71 .46 5 .00 472.76 71 .68 8 .50 472 .90 61 .36 8 .50 472 .97 62 .69 10.30 473 .12 61 .24 8 .50 472 .95 60.30 6.25 472 .74 74 .27 8 .50 472 .89 64 .39 8 .50 472 .90 63 .52 6 .25 472 .74 72.10 5 .00 472 .78 72 .34 10.30 473 .01 67 .90 5 .00 472 .78 74 .72 6.25 472 .74 75 .56 10.30 473 .13 67 .30 8 .50 472 .90 60.50 6 .25 472.74 73 .83 10.30 472 .99 60 .97 8.50 472 .90 61 .36 5 .00 472 .76 69.08 0 .00 473.04 64.02 0 .00 472.98 68 .53 0 .00 472 .94 63 .76 5.00 472 .79 74 .29 0.00 472 .90 61.79 10 .30 472 .88 62 .87 0 .00 473 .12 67 .30 © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4.1 .1 [4.2014) Page 1of3 Label Elevation Zone (ft) J-209 324 .00 Zone-1 J-173 327 .50 Zone-1 J-185 303 .00 Zone-1 J-174 330.00 Zone-1 J-198 313.00 Zone-1 J-200 333 .00 Zone-1 J-168 322 .00 Zone-1 J-186 295 .00 Zone-1 J-205 303 .00 Zone-1 J-183 301 .50 Zone-1 J-177 310.00 Zone-1 J-193 310 .00 Zone-1 J-199 329 .00 Z one-1 J-201 305 .50 Zone-1 J-195 315 .00 Zone-1 J-162 303 .50 Zone-1 J-204 303 .50 Zone-1 J-165 305 .50 Zone-1 J-211 .314 .50 Zone-1 J-181 321 .00 Zone-1 J-166 322 .00 Zone-1 J-191 321 .00 Zone-1 J-175 333 .50 Zone-1 J-212 295 .00 Zone-1 J-172 325 .00 Zone-1 J-184 313 .00 Zone-1 J-210 327 .50 Zone-1 J-169 331 .00 Zone-1 J-161 310 .00 Zone-1 J-197 325 .50 Zone-1 J-203 301 .50 Zone-1 J-182 326.50 Zone-1 J-207 319.50 Zone-1 J-163 301 .00 Zone-1 J-208 310 .00 Zone-1 J-196 322 .00 Zone-1 c:\haestad\wtrc\scenario1.wcd 10/30/00 04:22 :47 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 8 .50 0.00 0.00 0 .00 6.25 8 .50 0 .00 0 .00 6 .25 0 .00 0 .00 6 .25 0 .00 6 .25 10.30 0 .00 5.00 0 .00 0 .00 0 .00 0 .00 10 .30 0 .00 6.25 0.00 0 .00 10.30 0.00 0 .00 8 .50 6 .25 0 .00 10.30 0 .00 5 .00 8 .50 Scenario: 1 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand . Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) Fixed 8 .50 472 .90 64 .39 Fixed 0 .00 472 .88 62 .87 Fixed 0 .00 472 .74 73 .40 Fixed 0 .00 473.17 61 .91 Fixed 6 .25 472.75 69 .08 Fixed 8.50 472 .95 60 .52 Fixed 0.00 472 .91 65 .26 Fixed 0 .00 472 .74 76.86 Fixed 6 .25 472.74 73.40 Fixed 0.00 472 .74 74 .05 Fixed 0 .00 472.76 70.38 Fixed 6 .25 472.76 70 .38 Fixed 0 .00 473.17 62 .34 Fixed 6 .25 472 .75 72.32 Fixed 10 .30 472 .98 68.32 Fixed 0 .00 472 .76 73.20 Fixed · 5.00 472 .76 73 .20 Fixed 0 .00 472 .75 72 .32 Fixed 0 .00 472 .85 68.48 Fixed 0 .00 473.48 65.94 Fixed 0.00 472 .90 65.25 Fixed 10.30 473.48 65 .94 Fixed 0 .00 473.05 60 .34 Fixed 6 .25 472 .7.4 76 .86 Fixed 0 .00 473 .04 64.02 Fixed 0 .00 472 .75 69.08 Fixed 10 .30 473 .44 63 .11 Fixed 0 .00 472 .90 61 .36 Fixed 0 .00 472 .76 70 .38 Fixed 8 .50 472 .94 63 .76 Fixed 6 .25 472 .74 74 .05 Fixed 0 .00 473 .44 63 .54 Fixed 10.30 473.00 66 .38 Fixed 0 .00 472 .79 74 .29 Fixed 5.00 472 .76 70 .38 Fixed 8 .50 472 .91 65 .26 @Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1 .1 [4 .2014) Page2 of 3 Label Elevation Zone (ft) J-164 313.00 Zone-1 J -171 333 .00 Zone-1 J-202 330 .00 Zone-1 J-179 319 .50 Zone-1 J-97 297.00 Zone-1 J-176 314 .50 Zone-1 J -180 317 .50 Zone-1 J-260 329 .00 Zone-1 J-261 31 .0 .00 Zone-1 J-192 333 .50 Zone-1 J -262 333.50 Zone-1 c :\haestad\wtrc\scenario1 . wed 10/30/00 04 :22:47 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 8.50 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: 1 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 472 .76 69.08 0.00 472 .95 60.52 8 .50 472 .90 61 .79 0 .00 473.00 66.38 0 .00 471.60 75 .50 0 .00 472 .85 68.48 0 .00 473 .12 67.30 0 .00 472 .81 62.19 0 .00 472.76 70 .38 0 .00 473.05 60.34 0 .00 473.04 60.34 <!:> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Eng ineer: WaterCAD 114 .1.1 [4 .2014) Page3 of 3 SCENARI02 Normal Flows in All Four Sections Plus Fire Flows From Two Hydrants in 8" Service Line Loop of Section 4 Label Elevation Zo ne (ft) J-96 299.50 Zone-1 J-101 326 .00 Zone-1 J-107 308.00 Zone-1 J-109 307 .00 Zone-1 J-104 313.50 Zone-1 J-108 307 .00 Zone-1 J-106 314 .50 Zone-1 J-110 322 .00 Zone-1 J-105 321 .00 Zone-1 J-118 307 .50 Zone-1 J-119 307 .00 Zone-1 J-127 331.00 Zone-1 J-122 328 .00 Zone-1 J-132 331 .50 Zone-1 J-123 333 .50 Zone-1 J-134 301 .00 Zone-1 J-125 324 .00 Zone-1 J-124 326 .00 Zone-1 J-135 306 .00 Zone-1 J-128 305.50 Zone-1 J-137 316 .00 Zone-1 J-129 300.00 Zone-1 J-131 298 .00 Zone-1 J-133 3 17 .50 Zone-1 J-126 333 .00 Zone-1 J-130 302 .00 Zone-1 J-136 332 .00 Zone-1 J-190 331 .00 Zone-1 J-189 313.00 Zone-1 J-206 325 .00 Zone-1 J-178 314 .50 Zone-1 J-170 325 .50 Zone-1 J-194 301.00 Zone-1 J-167 330 .00 Zone-1 J-187 327 .50 Zone-1 J-188 317 .50 Zone-1 c:\haestad\wtrclscenario2 .wcd 1 0 130100 04 :29 :41 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 0 .00 6 .25 0 .00 6 .25 0 .00 0 .00 8 .50 10 .30 5 .00 5 .00 8 .50 8 .50 10 .30 8 .50 6 .25 8 .50 8 .50 6 .25 5 .00 10 .30 5.00 6 .25 10 .30 8 .50 6 .25 10 .30 8.50 5.00 0.00 0.00 0.00 5.00 750.00 10.30 0.00 Scenario: 2 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calcu lated ) Hydraulic Grade (ps i) (gpm) (ft) Fixed 0 .00 474 .35 75.61 Fixed 0 .00 467.40 61 .15 Fixed 6 .25 468.31 69 .32 Fixed 0 .00 469.88 70 .44 Fixed 6 .25 468.38 66 .97 Fixed 0 .00 469 .88 70.44 Fixed 0 .00 467 .95 66 .36 Fixed 8 .50 444 .68 53 .05 Fixed 10 .30 470 .90 64 .82 Fixed 5 .00 468 .07 69 .43 Fixed 5 .00 468 .07 69 .65 Fixed 8 .50 440 .27 47 .25 Fixed 8 .50 456 .65 55 .63 Fixed 10 .30 469.71 59 .77 Fixed 8 .50 456 .63 53 .25 Fixed 6 .25 468 .32 72 .35 Fixed . 8.50 434 .10 47 .61 Fixed 8 .50 434 .11 46 .75 Fixed 6 .25 468 .3 1 70 .19 Fixed 5 .00 467 .99 70 .27 Fixed 10.30 469.40 66.34 Fixed 5 .00 467 .99 72 .65 Fixed 6 .25 468 .31 73 .65 Fixed 10 .30 469 .72 65 .82 Fixed 8 .50 440.27 46.39 Fixed 6 .25 468 .31 71.92 Fixed 10.30 469 .39 59.41 Fixed 8 .50 440 .00 47 .14 Fixed 5 .00 468 .16 67 .10 Fixed 0 .00 467.40 61 .58 Fixed 0 .00 469 .29 66 .94 Fixed 0 .00 450 .99 54 .27 Fixed 5 .00 467.98 72 .21 Fixed 750 .00 433 .67 44 .83 Fixed 10 .30 468 .90 61 .15 Fixed 0 .00 469 .71 65 .82 © Haestad Met hods , Inc . 37 Brooks ide Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Eng ineer : WaterCAD v4 .1.1 [4 .2014) Page 1of3 Label Elevation Zone (ft) J-209 324.00 Zone-1 J-173 327.50 Zone-1 J-185 303.00 Zone-1 J-174 330.00 Zone-1 J-198 313.00 Zone-1 J-200 333.00 Zor.ie-1 J-168 322.00 Zone-1 J-186 295.00 Zone-1 J-205 303.00 Zone-1 J-183 301.50 Zone-1 J~177 310.00 Zone-1 J-193 310.00 Zone-1 J-199 329.00 Zone-1 J-201 305.50 Zone-1 J-195 315.00 Zone-1 J-162 303.50 Zone-1 J-204 303.50 Zone-1 J-165 305.50 Zone-1 J-211 314.50 Zone-1 J-181 321.00 Zone-1 J-166 322.00 Zone-1 J-191 321.00 Zone-1 J-175 333.50 Zone-1 J-212 295.00 Zone-1 J-172 325.00 Zone-1 J-184 313.00 Zone-1 J-210 327.50 Zone-1 J-169 331.00 Zone-1 J-161 310.00 Zone-1 J-197 325.50 Zone-1 J-203 301.50 Zone-1 J-182 326.50 Zone-1 J-207 319.50 Zone-1 J-163 301.00 Zone-1 J-208 310.00 Zone-1 J-196 322.00 Zone-1 c:\haestad\wtrc\scenario2.wcd 10/30/00 04:29:41 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand · Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 8.50 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 8.50 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 6.25 Fixed 10.30 Fixed 0.00 Fixed 5.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 750.00 Fixed 10.30 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 0.00 Fixed 8.50 Fixed 6.25 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 5.00 Fixed 8.50 Fixed Scenario: 2 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 8.50 434.11 47.61 0.00 468.90 61.15 0.00 468.32 71.49 0.00 468.17 59.75 6.25 468.35 67.18 8.50 456.63 53.46 0.00 440.19 51.11 0.00 468.31 74.94 6.25 468.32 71.49 0.00 468.31 72.13 0.00 468.34 68.47 6.25 468.34 68.47 0.00 468.17 60.18 6.25 468.31 70.40 10.30 469.29 66.72 0.00 468.04 71.15 5.00 468.04 71.15 0.00 468.31 70.40 0.00 467.89 66.33 0.00 470.04 64.45 750.0b 433.82 48.35 10.30 470.04 64.45 0.00 467.42 57.91 6.25 468.31 74.94 0.00 467.40 61.58 0.00 468.35 67.18 10.30 470.49 61.83 0.00 440.00 47.14 0.00 468.08 68.36 8.50 450.99 54.27 6.25 468.31 72.13 0.00 470.49 62.27 10.30 469.39 64.82 0.00 467.98 72.21 5.00 468.08 68.36 8.50 440.19 51.11 <Cl Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1.1 [4.2014) Page2 of 3 Label Elevation Zone (fl) J-164 313 .00 Zone-1 J-171 333 .00 Zone-1 J-202 330 .00 Zone-1 J-179 319 .50 Zone-1 J-97 297 .00 Zor.e-1 J-176 314 .50 Zone-1 J-180 317 .50 Zone-1 J-260 329 .00 Zone-1 J-261 310 .00 Zone-1 J-192 333 .50 Zone-1 J-262 333 .50 Zone-1 c :\haestad \wtrc\scenario2 . wed 10/30/00 04 :29:41 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 8 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: 2 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated} Hydraulic Grade (psi) (gpm) (fl) 0 .00 468 .16 67.10 0 .00 456 .63 53 .46 8 .50 434 .11 45.02 0 .00 469.39 64 .82 0 .00 471 .60 75 .50 0 .00 467 .89 66 .33 0 .00 469 .71 65.82 0 .00 468 .59 60.36 0 .00 468.23 68 .42 0 .00 467.42 57 .91 0 .00 467 .40 57 .90 C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06706 USA +1-203-755-1666 Project Engi neer : WaterCAD 114.1.1 (4 .2014) Page 3of 3 SCENARI03 Normal Flows for All Four Sections Plus Fire Flows From Two Hydrants in 6" Dead End Line Along Pickering Place of Section 4 Label Elevation Zone (ft) J-96 299.50 Zone-1 J-97 297 .00 Zone-1 J-101 326 .00 Zone-1 J-104 313 .50 Zone-1 J-105 321 .00 Zone-1 J-106 314 .50 Zone-1 J-107 308 .00 Zone-1 J-108 307 .00 Zone-1 J-109 307 .00 Zone-1 J-11 0 322 .00 Zone-1 J ~118 307 .50 Zone-1 J-119 307 .00 Zone-1 J-122 328.00 Zone-1 J-123 333 .50 Zone-1 J-124 326 .00 Zone-1 J-125 324 .00 Zone-1 J-126 333 .00 Zone-1 J-127 331.00 Zone-1 J-1 28 305 .50 Zone-1 J-129 300 .00 Zone-1 J-130 302 .00 Z one-1 J-131 298 .00 Zone-1 J-132 331 .50 Zone-1 J-133 317 .50 Zone-1 J-134 301 .00 Zone-1 J-1 35 306 .00 Zone-1 J-136 332 .00 Zone-1 J-137 316 .00 Zone-1 J-161 310 .00 Zone-1 J-162 303.50 Zone-1 J-163 301 .00 Zone-1 J-164 313 .00 Zone-1 J-165 305.50 Zone-1 J-1 66 322.00 Z one-1 J-167 330 .00 Zone-1 J-168 322 .00 Zone-1 c :\haestad\wtrc\scenario7 .wed 11/03/00 11 :10 :05 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand De.mand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 6 .25 Fixed 10.30 Fixed 0 .00 Fixed 6 .25 Fixed 0.00 Fixed 0 .00 Fixed 8 .50 Fixed 5 .00 Fixed 5 .00 Fixed 8 .50 Fixed 8 .50 Fixed 8 .50 Fixed 758 .50 Fixed 8 .50 Fixed 8 .50 Fixed 5.00 Fixed 5 .00 Fixed 6 .25 Fixed 6 .25 Fixed 10 .30 Fixed 10 .30 Fixed 6 .25 Fixed 6 .25 Fixed 10.30 Fixed 10 .30 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 750 .00 Fixed 0 .00 Fixed Scenario: Base 3 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 474 .35 75 .61 0 .00 471 .60 75 .50 0 .00 467 .40 61 .15 6 .25 468.38 66 .97 10.30 470 .90 64 .82 0 .00 467 .95 66 .36 6 .25 468 .31 69 .32 0 .00 469 .88 70 .44 0 .00 469 .88 70 .44 8 .50 444 .68 53 .05 5 .00 468 .07 69.43 5 .00 468 .07 69.65 8 .50 456 .65 55 .63 8 .50 456 .63 53.25 8 .50 432 .19 45.92 758 .50 414 .83 39.28 8 .50 441 .00 46.70 8 .50 441 .00 47 .57 5 .00 467 .99 70 .27 5 .00 467 .99 72 .65 6 .25 468 .31 71 .92 6 .25 468 .31 73.65 10.30 469 .71 59.77 10 .30 469 .72 65 .82 6 .25 468 .32 72 .35 6 .25 468 .31 70 .19 10.30 469 .39 59.41 10.30 469.40 66 .34 0 .00 468.08 68 .36 0 .00 468.04 71 .15 0 .00 467 .98 72 .21 0 .00 468 .16 67.10 0 .00 468 .31 70.40 0 .00 435 .89 49 .25 750 .00 431 .78 44 .01 0 .00 439 .39 50 .76 Q Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD 114.1.1 [4 .2014) Page 1of3 Label Elevation Zone (ft) J-169 331 .00 Zone-1 J-170 325 .50 Zone-1 J-171 333 .00 Zone-1 J-172 325 .00 Zone-1 J-173 327 .50 Zone-1 J-174 330 .00 Zone-1 J-175 333 .50 Zone-1 J-176 314.50 Zone-1 J-177 310.00 Zon e-1 J-178 314 .50 Zone-1 J-179 319 .50 Zone-1 J-180 317 .50 Zone-1 J-181 321 .00 Zone-1 J-182 326 .50 Zone-1 J-183 301 .50 Zone-1 J-184 313 .00 Zone-1 J-185 303 .00 Zone-1 J-186 295 .00 Zone-1 J-187 327.50 Zone-1 J-188 317 .50 Zone-1 J-189 313 .00 Zone-1 J-190 331 .00 Zone-1 J-1 91 321.00 Zone-1 J-192 333 .50 Zone-1 J-193 310 .00 Zone-1 J-194 301 .00 Zone-1 J-195 315 .00 Zone-1 J-196 322 .00 Zone-1 J-197 325 .50 Zone-1 J-198 313 .00 Zone-1 J-199 329 .00 Zone-1 J-200 333.00 Zone-1 J-201 305.50 Zone-1 J-202 330 .00 Zone-1 J-203 301 .50 Zone-1 J-204 303 .50 Zone-1 c :\haestad\wtrc\scenario7 . wed 11/03/00 11 :10 :05 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 10 .30 Fixed 0 .00 Fixed 5 .00 Fixed 8 .50 Fixed 10 .30 Fixed 0 .00 Fixed 6 .25 Fixed 5 .00 Fixed 10.30 Fixed 8 .50 Fixed 8 .50 Fixed 6 .25 Fixed 0 .00 Fixed 8 .50 Fixed 6 .25 Fixed 8 .50 Fixed 6.25 Fixed 5.00 Fixed Scenario: Base 3 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calcu lated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 440.78 47.47 0 .00 450 .99 54 .27 0 .00 456 .63 53.46 0 .00 467 .40 61 .58 0 .00 468 .90 61 .15 0 .00 468 .17 59.75 0 .00 467.42 57.91 0 .00 467 .89 66 .33 0 .00 468 .34 68 .47 0 .00 469 .29 66.94 0 .00 469 .39 64 .82 0 .00 469 .71 65.82 0 .00 470 .04 64.45 0 .00 470.49 62 .27 0 .00 468 .31 72 .13 0 .00 468 .35 67 .18 0 .00 468 .32 71 .49 0 .00 468 .31 74.94 10 .30 468 .90 61.15 0 .00 469 .71 65.82 5.00 468 .16 67.10 8 .50 440 .78 47.47 10.30 470 .04 64 .45 0 .00 467.42 57 .91 6 .25 468 .34 68.47 5 .00 467.98 72 .21 10 .30 469.29 66 .72 8 .50 439 .39 50.76 8 .50 450 .99 54 .27 6 .25 468 .35 67 .18 0 .00 468 .17 60.18 8 .50 456 .63 53 .46 6 .25 468 .31 70.40 8 .50 432.22 44.20 6 .25 468 .31 72 .13 5 .00 468 .04 71 .15 © Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4 .1.1 [4.2014) Page 2 of 3 Label Elevation Zone (ft) J-205 303 .00 Zone-1 J -206 325 .00 Zone-1 J -207 319 .50 Zone-1 J-208 310 .00 Zone-1 J-209 324.00 Zone-1 J-210 327 .50 Zone-1 J-211 314 .50 Zone-1 J -212 295 .00 Zone-1 J-260 329 .00 Zone-1 J-261 310 .00 Zone-1 J-262 333 .50 Zone-1 c :\haestad\wtrc\scenario7 .wed 11/03/00 11 :10:05 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 6 .25 Fixed 0 .00 Fixed 10.30 Fixed 5 .00 Fixed 8 .50 Fixed 10.30 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: Base 3 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 6 .25 468 .32 71.49 0 .00 467 .40 61 .58 10 .30 469.39 64 .82 5 .00 468.08 68.36 8 .50 435 .89 48.39 10.30 470.49 61 .83 0 .00 467 .89 66 .33 6 .25 468 .31 74.94 0 .00 468 .59 60.36 0 .00 468 .23 68.42 0 .00 467 .40 57 .90 ~ Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4 .1.1 (4 .2014) Page 3 of 3 SCENARI04 Normal Flows in All Four Sections Plus Fire Flows From Two Hydrants in 8" Service Line Loop of Section 3 Label Elevation Zone (ft) J-96 299.50 Zone-1 J-101 326.00 Zone-1 J-107 308 .00 Zone-1 J-109 307 .00 Zone-1 J-104 313.50 Zone-1 J-108 307 .00 Zone-1 J-106 314 .50 Zone-1 J-110 322 .00 Zone-1 J-105 321 .00 Zone-1 J -118 307 .50 Zone-1 J-119 307 .00 Zone-1 J -127 331 .00 Zone-1 J -122 328 .00 Zone-1 J-132 331 .50 Zone-1 J-123 333 .50 Zone-1 J-134 301 .00 Zone-1 J-125 324 .00 Zone-1 J-124 326 .00 Zone-1 J-135 306 .00 Zone-1 J-128 305 .50 Zone-1 J-137 316 .00 Zone-1 J-129 300.00 Zone-1 J-131 298.00 Zone-1 J-133 317.50 Zone-1 J-126 333 .00 Zone-1 J-130 302 .00 Zone-1 J-136 332 .00 Zone-1 J-190 331 .00 Zone-1 J -189 313 .00 Zone-1 J -206 .5 .00 Zone-1 J-178 ;:,14 .50 Zone-1 J-170 325.50 Zone-1 J-194 301 .00 Zone-1 J-167 330 .00 Zone-1 J-187 327 .50 Zone-1 J-188 317.50 Zone-1 c :\haestad\wtrc\scenario3 .wcd 10/30/00 04:31:34 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 0 .00 Fixed 8.50 Fixed 10.30 Fixed 5 .00 Fixed 5 .00 Fixed 8 .50 Fixed 8 .50 Fixed 10 .30 Fixed 8 .50 Fixed 6 .25 Fixed 8 .50 Fixed 8 .50 Fixed 6 .25 Fixed 5 .00 Fixed 10 .30 Fixed 5 .00 Fixed 6 .25 Fixed 10 .30 Fixed 8 .50 Fixed 6.25 Fixed 10.30 Fixed 8 .50 Fixed 5 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 5.00 Fixed 0.00 Fixed 10.30 Fixed 0 .00 Fixed Scenario: 4 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 474 .35 75 .61 0 .00 469.17 61 .91 6 .25 448.26 60 .65 0 .00 470.11 70 .53 6 .25 449 .37 58 .76 0 .00 470.11 70 .53 0 .00 468.42 66.56 8 .50 469.04 63.59 10 .30 470.74 64.75 5 .00 441 .64 58.01 5 .00 441 .64 58 .22 8 .50 469.03 59.69 8 .50 469.09 61 .01 10 .30 462 .71 56.74 8.50 469 .08 58.63 6 .25 448 .85 63.93 8 .50 469 .02 62.71 8 .50 469 .03 61 .85 6.25 448 .85 61 .77 5 .00 451.07 62 .95 10.30 460.28 62 .39 5 .00 451 .08 65.33 6 .25 448 .71 65.17 10 .30 462 .71 62 .80 8 .50 469 .03 58 .82 6 .25 448.71 63 .44 10.30 460 .26 55 .46 8 .50 469.03 59 .69 5.00 444.13 56 .70 0 .00 469.17 62 .34 0 .00 459.20 62 .57 0 .00 469.07 62 .08 5 .00 454 .17 66 .24 0 .00 469 .03 60 .12 10 .30 455 .18 55.21 0 .00 462 .66 62 .77 Cl:> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1 .1 [4 .20.14] Page 1of3 Label Elevation Zone (ft) J-209 324.00 Zone-1 J-173 327.50 Zone-1 J-185 303.00 Zone-1 J-174 330.00 Zone-1 J-198 313.00 Zone-1 J-200 333.00 Zone-1 J-168 322.00 Zone-1 J-186 295.00 Zone-1 J-205 303.00 Zone-1 J-183 301.50 Zone-1 J-177 310.00 Zone-1 J-193 310.00 Zone-1 J-199 329.00 Zone-1 J-201 305.50 Zone-1 J-195 315.00 Zone-1 J-162 303.50 Zone-1 J-204 303.50 Zone-1 J-165 305.50 Zone-1 J-211 314.50 Zone-1 J-181 321.00 Zone-1 J-166 322.00 Zone-1 J-191 321.00 Zone-1 J-175 333.50 Zone-1 J-212 295.00 Zone-1 J-172 325.00 Zone-1 J-184 313.00 Zone-1 J-210 327.50 Zone-1 J-169 331.00 Zone-1 J-161 310.00 Zone-1 J-197 325.50 Zone-1 J-203 301.50 Zone-1 J-182 326.50 Zone-1 J-207 319.50 Zone-1 J-163 301.00 Zone-1 J-208 310.00 Zone-1 J-196 322.00 Zone-1 c:\haestad\wtrc\scenario3.wcd 10/30/00 04:31 :34 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 8.50 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 8.50 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 6.25 Fixed 10.30 Fixed 750.00 Fixed 5.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 750.00 Fixed 8.50 Fixed 6.25 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 5.00 Fixed 8.50 Fixed Scenario: 4 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 8.50 469.03 62.71 0.00 455.18 55.21 0.00 448.91 63.10 0.00 469.51 60.33 6.25 449.18 58.89 8.50 469.08 58.85 0.00 469.03 63.58 0.00 448.66 66.45 6.25 448.91 63.10 0.00 448.49 63.56 0.00 448.82 60.03 6.25 448.82 60.03 0.00 469.51 60.76 6.25 448.35 61.77 10.30 459.20 62.36 750.00 441.64 59.74 5.00 442.08 59.93 0.00 448.35 61.77 0.00 468.50 66.59 0.00 470.35 64.59 0.00 469.03 63.58 10.30 470.35 64.59 0.00 469.18 58.67 6.25 448.66 66.45 0.00 469.17 62.34 0.00 449.18 58.89 10.30 468.06 60.78 0.00 469.03 59.69 750.00 441.39 56.82 8.50 469.07 62.08 6.25 448.49 63.56 0.00 468.06 61.21 10.30 460.27 60.87 0.00 454.17 66.24 5.00 441.50 56.86 8.50 469.03 63.58 @Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1.1 (4.2014] Page2 of 3 Label Elevation Zone (ft) J-164 313 .00 Zone-1 J-171 333 .00 Zone-1 J-202 330.00 Zone-1 J-179 319 .50 Zone-1 J-97 297 .00 Zone-1 J-176 314 .50 Zone-1 J-180 317 .50 Zone-1 J-260 329 .00 Zone-1 J-261 310 .00 Zone-1 J-192 333 .50 Zone-1 J-262 333.50 Zone-1 c :\haestad\wtrc\scenario3.wcd 10/30/00 04:31 :34 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 8 .50 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed Scenario: 4 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 444.13 56.70 0 .00 469.08 58 .85 8 .50 469.03 60 .12 0 .00 460 .27 60 .87 0 .00 471 .60 75 .50 0 .00 468 .50 66 .59 0 .00 462 .66 62 .77 0 .00 451 .74 53 .08 0.00 446.06 58 .83 0 .00 469 .18 58 .67 0.00 469 .17 58 .67 <C> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD 114 .1.1 [4.2014] Page3 of 3 SCENARIOS Normal Flows in All Four Sections Plus Fire Flows From Two Hydrants in 8" Service Line Loop of Section 2 La bel Elevation Zone (ft) J-96 299 .50 Zone-1 J-97 297 .00 Zo ne-1 J-101 326 .00 Zone-1 J-104 313.50 Zone-1 J-105 321 .00 Zone-1 J-106 314 .50 Zone-1 J-107 308 .00 Zone-1 J-108 307 .00 Zone-1 J-109 307 .00 Zone-1 J-110 322 .00 Zone-1 J-118 307 .50 Zone-1 J-119 307 .00 Zone-1 J-122 328 .00 Zone-1 J-123 333 .50 Zone-1 J-124 326 .00 Zone-1 J-125 324 .00 Zone-1 J-126 333 .00 Zone-1 J-127 331 .00 Zone-1 J-128 305 .50 Zone-1 J-129 300 .00 Zone-1 J-130 302 .00 Zone-1 J-131 298 .00 Zone-1 J-132 331 :so Zone-1 J-133 317 .50 Zone-1 J-134 301 .00 Zone-1 J-135 306 .00 Zone-1 J-136 332 .00 Zone-1 J-137 316.00 Zone-1 J-161 310.00 Zone-1 J-162 303 .50 Zone-1 J-163 301 .00 Zone-1 J-164 313 .00 Zone-1 J-165 305 .50 Zone-1 J-1 66 322 .00 Zone-1 J-167 330 .00 Zone-1 J-168 322.00 Zone-1 c :\haestad\wtrc\scenari o4 .wcd 10/30/00 04 :35 :29 PM Type Dema nd Dema nd Demand Demand Demand Demand Demand Dema nd Demand Demand Demand Demand Demand Demand Dema nd Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 6.25 Fixed 10 .30 Fixed 0 .00 Fixed 6 .25 Fixed 0.00 Fixed 0.00 Fixed 8.50 Fixed 5.00 Fixed 5 .00 Fixed 8 .50 Fixed 8 .50 Fixed 8 .50 Fixed 8.50 Fixed 8.50 Fixed 8 .50 Fixed 5 .00 Fixed 5 .00 Fixed 6 .25 Fixed 6 .25 Fixed 10.30 Fixed 10.30 Fixed 6 .25 Fixed 6 .25 Fixed 10 .30 Fixed 10.30 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: 5 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calcu lated Pressure (Calculated ) Hydrau li c Grade (ps i) (gpm) (ft) 0 .00 474 .35 75 .61 0 .00 47 1.60 75 .50 0 .00 469 .52 62 .06 6 .25 432 .72 51 .55 10.30 470.48 64.64 0 .00 469 .11 66 .86 6 .25 432 .61 53 .88 0 .00 470 .43 70 .67 0 .00 470 .43 70 .67 8 .50 469.40 63 .74 5 .00 448 .95 61 .17 5 .00 448 .95 61.39 8 .50 469 .44 61 .17 8 .50 469.43 58 .78 8 .50 469.38 62 .00 8 .50 469.37 62 .86 8 .50 469.38 58 .97 8 .50 469 .38 59 .84 5 .00 457 .99 65 .94 5 .00 457 .99 68 .32 6 .25 422 .51 52 .11 6 .25 422 .51 53 .84 10 .30 456 .7 1 54 .15 10 .30 456.72 60 .20 6 .25 424 .95 53 .60 6 .25 424.94 51 .44 10 .30 452.45 52 .09 10 .30 452.47 59 .01 0 .00 447 .80 59 .59 0 .00 452 .27 64 .33 0 .00 459 .97 68 .74 0 .00 441 .79 55 .69 0 .00 428.07 53 .00 0 .00 469.38 63 .73 0 .00 469 .38 60 .27 0 .00 469 .39 63 .73 IC Haestad Methods , In c . 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Eng ineer : WaterCAD 114 .1.1 [4 .2014) Page 1of3 Label Elevation Zone (ft) J-169 331.00 Zone-1 J-170 325.50 Zone-1 J-171 333.00 Zone-1 J-172 325.00 Zone-1 J-173 327.50 Zone-1 J-174 330.00 Zone-1 J-175 333.50 Zone-1 J-176 314.50 Zone-1 J-177 310.00 Zone-1 J-178 314.50 Zone-1 J-179 319.50 Zone-1 J-180 317.50 Zone-1 J-181 321.00 Zone-1 J-182 326.50 Zone-1 J-183 . 301.50 Zone-1 J-184 313.00 Zone-1 J-185 303.00 Zone-1 J-186 295.00 Zone-1 J-187 327.50 Zone-1 J-188 317.50 Zone-1 J-189 313.00 Zone-1 J-190 331.00 Zone-1 J-19' 321.00 Zone-1 J-192 333.50 Zone-1 J-193 310.00 Zone-1 J-194 301.00 Zone-1 J-195 315.00 Zone-1 J-196 322.00 Zone-1 J-197 325.50 Zone-1 J-198 313.00 Zone-1 J-199 329.00 Zone-1 J-200 333.00 Zone-1 J-201 305.50 Zone-1 J-202 330.00 Zone-1 J-203 301.50 Zone-1 J-204 303.50 Zone-1 c:\haestad\wtrc\scenario4.wcd 10130100 04:35:29 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 750.00 Fixed 0.00 Fixed 0.00 Fixed 750.00 Fixed 10.30 Fixed 0.00 Fixed 5.00 Fixed 8.50 Fixed 10.30 Fixed 0.00 Fixed 6.25 Fixed 5.00 Fixed 10.30 Fixed 8.50 Fixed 8.50 Fixed 6.25 Fixed 0.00 Fixed 8.50 Fixed 6.25 Fixed 8.50 Fixed 6.25 Fixed 5.00 Fixed Scenario: 5 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0.00 469.38 59.84 0.00 469.42 62.24 0.00 469.43 59.00 0.00 469.52 62.50 0.00 443.30 50.07 0.00 469.73 60.42 0.00 469.53 58.82 0.00 469.15 66.88 0.00 432.66 53.04 0.00 450.55 58.83 0.00 452.46 57.50 0.00 456.62 60.16 0.00 470.24 64.54 0.00 465.90 60.28 750.00 421.09 51.72 0.00 429.95 50.57 0.00 425.88 53.14 750.00 420.88 54.43 10.30 443.30 50.07 0.00 456.62 60.16 5.00 441.79 55.69 8.50 469.38 59.84 10.30 470.24 84.54 0.00 469.53 58.82 6.25 432.66 53.04 5.00 459.97 68.74 10.30 450.55 58.62 8.50 469.39 63.73 8.50 469.42 62.24 6.25 429.95 50.57 0.00 469.73 60.86 8.50 469.43 59.00 6.25 428.07 53.00 8.50 469.38 60.27 6.25 421.49 51.89 5.00 452.27 64.33 ~ Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1.1 [4.2014) Page2 of 3 Label Elevation Zone (ft) J-205 303 .00 Zone-1 J-206 325 .00 Zone-1 J-207 319 .50 Zone-1 J-208 310 .00 Zone-1 J-209 324 .00 Zone-1 J-210 327 .50 Zone-1 j-211 314 .50 Zone-1 J-212 295 .00 Zone-1 J-260 329 .00 Zone-1 J-261 310 .00 Zone-1 J-262 333 .50 Zone-1 c :\haestad\wtrc\scenario4 .wcd 10/30/00 04:35:29 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 6 .25 Fixed 0 .00 Fixed 10.30 Fixed 5.00 Fixed 8.50 Fixed 10.30 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: s Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand _ Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 6 .25 425 .88 53 .14 0 .00 469 .52 62 .50 10 .30 452.46 57 .50 5 .00 447.80 59 .59 8 .50 469.38 62 .87 10 .30 465.90 59 .85 0 .00 469.15 66 .88 6 .25 421 .31 54 .62 0 .00 437 .03 46 .72 0 .00 437 .51 55 .14 0 .00 469.52 58 .82 © Haestad Methods , Inc . 37 Brooks id e koad Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4 .1.1 [4.2014) Page 3 of 3 SCENARI06 Normal Flows for All Four Sections Plu s Fire Flows From Two Hydrants in 6" Dead End Line Along Edinburgh Place of Section 1 Label Elevation Zone (ft) J-96 299 .50 Zone-1 J-97 297 .00 Zone-1 J-101 326 .00 Zone-1 J-104 313 .50 Zone-1 J-105 321 .00 Zone-1 J-106 314 .50 Zone-1 J-107 308 .00 Zone-1 J-108 307.00 Z one-1 J-1 09 307 .00 Zone-1 J-110 322 .00 Zone-1 J-1 18 307 .50 Zone-1 J-119 307 .00 Zone-1 J-122 328 .00 Zone-1 J-123 333 .50 Zone-1 J-124 326 .00 Zone-1 J-125 324 .00 Zone-1 J-126 333 .00 Zone-1 J-127 331.00 Zone-1 J-128 305 .50 Zone-1 J-129 300 .00 Zone-1 J-130 302 .00 Zone-1 J-131 298 .00 Zone-1 J-132 331 .50 Zone-1 J-1 33 317 .50 Zone-1 J-134 301 .00 Zone-1 J-135 306 .00 Zone-1 J-136 332 .00 Zone-1 J-137 316 .00 Zone-1 J-161 310 .00 Zone-1 J-162 303 .50 Zone-1 J-163 301 .00 Zone-1 J-164 313 .00 Zone-1 J-165 305 .50 Zone-1 J-166 322 .00 Zone-1 J-1 67 330 .00 Zone-1 J-168 322 .00 Zone-1 c :\haestad\wtrc\scenario6 .wcd 11/03 /00 11 :04 :31 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Oemand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 6 .25 Fixed 10 .30 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 0 .00 Fixed 8 .50 Fixed 5 .00 Fixed 5 .00 Fixed 8 .50 Fixed 8.50 Fixed 8 .50 Fixed 8 .50 Fixed 8 .50 Fixed 8 .50 Fixed 5 .00 Fixed 5 .00 Fixed 6 .25 Fixed 6 .25 Fixed 10 .30 Fixed 10.30 Fixed 6 .25 Fixed 6 .25 Fixed 760 .30 Fixed 10 .30 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: Base 6 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade {psi) (gpm) (ft) 0.00 474 .35 75 .61 0 .00 471 .60 75 .50 0 .00 469.80 62.18 6 .25 449.41 58 .77 10.30 470 .25 64 .54 0 .00 469.65 67.09 6 .25 450.40 61 .58 0 .00 470 .68 70 .78 0 .00 470 .68 70.78 8 .50 469 .67 63 .86 5 .00 458 .89 65.47 5 .00 458 .89 65 .68 8 .50 469 .72 61 .29 8 .50 469 .71 58 .90 8 .50 469 .65 62 .12 8.50 469 .65 62 .98 8 .50 469 .65 59.09 8 .50 469 .66 59 .96 5 .00 463 .67 68.40 5 .00 463 .67 70 .78 6.25 449.73 63.88 6 .25 449 .73 65 .61 10 .30 448 .97 50 .80 10 .30 448 .98 56.86 6 .25 449 .63 64.27 6 .25 449 .63 62 .11 760 .30 394 .32 26 .95 10.30 442 .34 54.63 0 .00 458 .29 64.12 0 .00 460.64 67 .95 0 .00 464 .73 70.80 0 .00 455 .16 61.47 0 .00 450 .24 62.59 0 .00 469 .65 63 .85 0 .00 469 .65 60.39 0.00 469 .66 63.85 IC Haestad Methods , Inc . 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4.1 .1 [4 .2014) Page 1of3 Label Elevation Zone {ft) J-169 331.00 Zone-1 J-170 325 .50 Zone-1 J -171 333 .00 Zone-1 J-172 325 .00 Zone-1 J-173 327.50 Zone-1 J-174 330.00 Zone-1 J-175 333 .50 Zone-1 J -176 314 .50 Zone-1 J-177 310 .00 Zone-1 J-178 314 .50 Zone-1 J-179 319 .50 Zone-1 J-1 80 317 .50 Zone-1 J-181 321 .00 Zone-1 J-182 326 .50 Zone-1 J-183 301 .50 Zone-1 J-184 313 .00 Zone-1 J-185 303 .00 Zone-1 J-186 295 .00 Zone-1 J-187 327 .50 Zone-1 J-188 317 .50 Zone-1 J-189 313.00 Zone-1 J-190 331 .00 Zone-1 J-191 321.00 Zone-1 J-192 333 .50 Zone-1 J-193 310 .00 Zone-1 J-194 301 .00 Zone-1 J-195 315 .00 Zone-1 J-196 322 .00 Zone-1 J-197 325.50 Zone-1 J-198 313.00 Zone-1 J-199 329.00 Zone-1 J-200 333.00 Zone-1 J-201 305 .50 Zone-1 J-202 330.00 Zone-1 J-203 301 .50 Zone-1 J-204 303 .50 Zone-1 c :\haestad\wtrc\scenario6 .wcd 11/03/00 11 :04 :31 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand . Demand Demand Demand Demand {gpm) 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 750.00 Fixed 0 .00 Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed 10.30 Fixed 0 .00 Fixed 5 .00 Fixed 8.50 Fixed 10.30 Fixed 0 .00 Fixed 6 .25 Fixed 5.00 Fixed 10.30 Fixed 8.50 Fixed 8.50 Fixed 6 .25 Fixed 0 .00 Fixed 8 .50 Fixed 6.25 Fixed 8 .50 Fixed 6 .25 Fixed 5 .00 Fixed Scenario: Base 6 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure {Calculated) Hydraulic Grade {psi) {gpm} {ft) 0 .00 469 .66 59 .96 0 .00 469 .70 62.36 0.00 469.71 59 .12 0.00 469.80 62.62 0 .00 445.49 51 .02 0 .00 469.89 60.49 0 .00 469.80 58 .94 0 .00 469 .67 67.10 0 .00 449 .89 60 .49 0 .00 442.97 55 .55 750 .00 413.22 40.53 0.00 448.82 56 .79 0 .00 470.13 64 .49 0 .00 463 .19 59 .11 0 .00 450.01 64.22 0 .00 449.48 59 .02 0 .00 449.60 63.39 0 .00 449.79 66.94 10.30 445.49 51 .02 0.00 448.82 56.79 5.00 455 .16 61 .47 8 .50 469 .66 59.96 10.30 470 .13 64 .49 0 .00 469.80 58.94 6 .25 449.89 60.49 5.00 464 .73 70.80 10.30 442 .97 55.34 8 .50 469.66 63.85 8 .50 469.70 62.36 6 .25 449.48 59 .02 0 .00 469.89 60.93 8 .50 469 .71 59.12 6 .25 450 .24 62 .59 8 .50 469.65 60.39 6 .25 450.01 64.22 5 .00 460.64 67.95 <C> Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4.1.1 [4 .2014) Page 2 of 3 Label Elevation Zone (ft) J-205 303.00 Zone-1 J-206 325 .00 Zone-1 J -207 319.50 Zone-1 J-208 310 .00 Zone-1 J-209 324 .00 Zone-1 J-210 327 .50 Zone-1 J-211 314 .50 Zone-1 J-212 295 .00 Zone-1 J -260 329 .00 Zone-1 J -261 310 .00 Zone-1 J ~262 333 .50 Zone-1 c:\haestad\wtrc\scenario6 .wcd 11/03/00 11 :04:31 AM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 6 .25 Fixed 0 .00 Fixed 10.30 Fixed 5.00 Fixed 8.50 Fixed 10.30 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: Base 6 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 6 .25 449.60 63.39 0 .00 469.80 62 .62 10.30 413.33 40.58 5 .00 458.29 64 .12 8 .50 469.65 62 .99 10.30 463.19 58 .68 0.00 469.67 67.10 6 .25 449.79 66.94 0 .00 447.81 51 .38 0 .00 452.94 61 .81 0 .00 469.80 58 .94 <!:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203-755-1666 Project Engineer: WaterCAD v4.1 .1 [4.2014] Page 3 of 3 SCENARI07 Normal Flows in All Four Sections Plus Fire Flows From One Hydrant in 8" Dead End Line Along Castle Gate Drive (Near Main Entrance) Label Elevation Zone (ft) J-96 299.50 Zone-1 J-101 326.00 Zone-1 J-107 308.00 Zone-1 J-109 307.00 Zone-1 J-104 313.50 Zone-1 J-108 307.00 Zone-1 J-106 314.50 Zone-1 J-110 322.00 Zone-1 J-105 321.00 Zone-1 J-118 307.50 Zoile-1 J-119 307.00 Zone-1 J-127 331.00 Zone-1 J-122 328.00 Zone-1 J-132 331.50 Zone-1 J-123 333.50 Zone-1 J-134 301.00 Zone-1 J-125 324.00 Zone-1 J-124 326.00 Zone-1 J-135 306.00 Zone-1 J-128 305.50 Zone-1 J-137 316.00 Zone-1 J-129 300.00 Zone-1 J-131 298.00 Zone-1 J-133 317.50 Zone-1 J-126 333.00 Zone-1 J-130 302.00 Zone-1 J-136 332.00 Zone-1 J-190 331.00 Zone-1 J-189 313.00 Zone-1 J-206 325.00 Zone-1 J-178 314.50 Zone-1 J-170 325.50 Zone-1 J-194 301.00 Zone-1 J-167 330.00 Zone-1 J-187 327.50 Zone-1 J-188 317.50 Zone-1 c:\haestad\wtrc\scenario5.wcd 10/30/00 04:27:46 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0.00 Fixed 1,500.00 Fixed 6.25 Fixed 0.00 Fixed 6.25 Fixed 0.00 Fixed 0.00 Fixed 8.50 Fixed 10.30 Fixed 5.00 Fixed 5.00 Fixed 8.50 Fixed 8.50 Fixed 10.30 Fixed 8.50 Fixed 6.25 Fixed 8.50 Fixed 8.50 Fixed 6.25 Fixed 5.00 Fixed 10.30 Fixed 5.00 Fixed 6.25 Fixed 10.30 Fixed 8.50 Fixed 6.25 Fixed 10.30 Fixed 8.50 Fixed 5.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 5.00 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed Scenario: 7 Extended Period Analysis: 0.0 hr/ 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0.00 474.35 75.61 1,500.00 432.07 45.87 6.25 468.31 69.32 0.00 469.88 70.44 6.25 468.38 66.97 0.00 469.88 70.44 0.00 467.95 66.36 8.50 467.27 62.82 10.30 470.90 64.82 5.00 468.07 69.43 5.00 468.07 69.65 8.50 467.26 58.92 8.50 467.32 60.25 10.30 469.71 59.77 8.50 467.31 57.86 6.25 468.32 72.35 8.50 467.25 61.95 8.50 467.25 61.08 6.25 468.32 70.19 5.00 467.99 70.27 10.30 469.40 66.34 5.00 467.99 72.65 6.25 468.31 73.65 10.30 469.72 65.82 8.50 467.26 58.06 6.25 468.31 71.92 10.30 469.39 59.41 8.50 467.26 58.92 5.00 468.16 67.10 0.00 445.74 52.21 0.00 469.29 66.94 0.00 467.30 61.32 5.00 467.98 72.21 0.00 467.25 59.35 10.30 468.90 61.15 0.00 469.71 65.82 «:> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD "'4.1.1 [4.2014) Page 1of3 Label Elevation Zone (ft) J-209 324 .00 Zone-1 J-173 327 .50 Zone-1 J-185 303 .00 Zone-1 J-174 330 .00 Zone-1 J-198 313 .00 Zone-1 J-200 333 .00 Zone-1 J-168 322 .00 Zone-1 J-186 295 .00 Zone-1 J-205 303 .00 Zone-1 J-183 301 .50 Zone-1 J-177 310 .00 Zone-1 J-193 310.00 Zone-1 J-199 329.00 Zone-1 J-201 305 .50 Zone-1 J-195 315 .00 Zone-1 J-162 303 .50 Zone-1 J-204 303 .50 Zone-1 J-165 305 .50 Zone-1 J-211 314 .50 Zone-1 J-181 321.00 Zone-1 J-166 322.00 Zone-1 J-191 321.00 Zone-1 J-175 333 .50 Zone-1 J-212 295.00 Zone-1 J-172 325.00 Zone-1 J-184 313.00 Zone-1 J-210 327 .50 Zone-1 J-169 331.00 Zone-1 J-161 310.00 Zone-1 J-197 325 .50 Zone-1 J-203 301 .50 Zone-1 J-182 326.50 Zone-1 J-207 319 .50 Zone-1 J-163 301 .00 Zone-1 J-208 310 .00 Zone-1 J-196 322 .00 Zone-1 c :\haestad\wtrc\scenario5.wcd 10/30/00 04:27:46 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 8 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed 6.25 Fixed 8 .50 Fixed 0 .00 Fixed 0 .00 Fixed 6.25 Fixed 0 .00 Fixed 0 .00 Fixed 6 .25 Fixed 0 .00 Fixed 6 .25 Fixed 10 .30 Fixed 0 .00 Fixed 5.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 0.00 Fixed 10 .30 Fixed 0.00 Fixed 6 .25 Fixed 0 .00 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 0 .00 Fixed 8.50 Fixed 6 .25 Fixed 0.00 Fixed 10.30 Fixed 0.00 Fixed 5.00 Fixed 8.50 Fixed Scenario: 7 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 8 .50 467 .25 61 .95 0 .00 468 .90 61.15 0 .00 468 .32 71 .49 0 .00 468 .17 59 .75 6 .25 468 .35 67.18 8 .50 467.31 58.08 0 .00 467.26 62 .82 0.00 468.31 74 .94 6 .25 468.32 71 .49 0 .00 468 .31 72 .13 0 .00 468.34 68 .47 6 .25 468.34 68 .47 0 .00 468.17 60 .18 6 .25 468 .31 70.40 10.30 469 .29 66 .72 0 .00 468 .04 71 .15 5 .00 468.04 71 .15 0 .00 468 .31 70 .40 0 .00 467 .89 66.33 0.00 470.04 64 .45 0 .00 467.25 62 .81 10 .30 470.04 64 .45 0 .00 467 .42 57 .91 6 .25 468.31 74 .94 0 .00 445 .74 52 .21 0 .00 468.35 67.18 10 .30 470.49 61 .83 0 .00 467.26 58 .92 0 .00 468.08 68 .36 8 .50 467.30 61 .32 6 .25 468.31 72.13 0.00 470 .49 62 .27 10.30 469 .39 64.82 0 .00 467 .98 72 .21 5.00 468 .08 68 .36 8 .50 467 .26 62.82 <C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Project Engineer: WaterCAD v4.1 .1 (4 .2014) Page2 of 3 Label Elevation Zone (ft) J-164 313 .00 Zone-1 J-171 333.00 Zone-1 J-202 330 .00 Zone-1 J-179 319.50 Zone-1 J-97 297 .00 Zone-1 J-176 314 .50 Zone-1 J-180 317 .50 Zone-1 J-260 329 .00 Zone-1 J-261 310.00 Zone-1 J -192 333 .50 Zone-1 J-262 333 .50 Zone-1 c :\haestad\wtrc\scenario5.wcd 10/30/00 04 :27:46 PM Type Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand Demand (gpm) 0 .00 Fixed 0 .00 Fixed 8 .50 Fixed 0 .00 Fixed 0 .00 Fixed 0.00 Fixed a.ob Fixed 0.00 Fixed 0.00 Fixed 0 .00 Fixed 0 .00 Fixed Scenario: 7 Extended Period Analysis: 0.0 hr I 24.0 hr Junction Report Pattern Demand Calculated Pressure (Calculated) Hydraulic Grade (psi) (gpm) (ft) 0 .00 468 .16 67 .10 0 .00 467 .31 58 .08 8 .50 467.25 59.35 0 .00 469.39 64.82 0 .00 471 .60 75.50 0 .00 467.89 66 .33 0 .00 469 .71 65 .82 0 .00 468 .59 60 .36 0.00 468.23 68.42 0 .00 467.42 57.91 0 .00 467 .40 57.90 ~ Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1006 Project Engineer: WaterCAD 114.1 .1 (4.2014] Page 3 ot 3 STAFF REVIEW COMMENTS No.1 Project: CASTLEGATE SUB SEC 4 PH 1 (FP)-FINAL PLAT (0-207) ENGINEERING Final Plat 1. Sheet 1: Metes and bounds description : Lot 6, Blk . 1-back line; N05*25'42"E 38.56': curve past C27-CB= S71 *-28'-56"E: Along Castlegate Drive , Lots 4&5, Blk. 2-351.49' not 318.64'. Lot 73, Blk. 2- south line-label 5' PUE . Crayke Place ROW; 50' not 60'. " ~"'~At ?· Meets and Bounds-15.40 acres not 14.50 acres; Certificate of uwnership-15.40 acres nm £,j.44 acres; Section 4, Phase 1. 3 . Everything else looks fine. Construction Documents : 1. Sheet 2-Show ROW width of Kendal Green Circle at west e'nd , ie-60'; add a detail to show how runoff from street (drainage areas 64&75 will enter temporary drainageway. There is a vertical drop of over 8'. Need concrete riprap or a drop inlet to storm sewer pipe no. 408. 2 . Sheet 9-Waterline W4-1; Sta . 4+58 .20-8"x8" MJ Tee not 8"x6". 3.The remainder of the sheets are ok. Drainage Report: 1.Page 4-add; a small area (approx. 1.7 acres) flows southwest from Alnwick Court and will remain undeveloped with this phase . 2.Page 6-Add areas 64 , 75 , and 100 . ! Reviewed by: Ted~ Date: 11 /13/00 ELECTRICAL 1. No Comment Reviewed by : Jennifer Reeves Date: 11 /9/00 Staff Review Comments Page 1of2 MISCELLANEOUS 1. Irrigation system must be protected by either a Pressure Vacuum Breaker or Reduced Pressure Principle Back Flow Device and installed as per City Ordinance 2394. 2 . Back Flow devises must be tested upon installation as per City Ordinance 2394 . Reviewed by : Rob Werley NO TE: Any changes made to the plans, that have not been requested by the City of College Station, must be explained in your next transmittal Jetter and "bubbled" on your plans. Any additional changes on these plans that have not been pointed out to the City, will constitute a completely new review.STAFF REVIEW COMMENTS . No.1 Staff Review Comments Page 2 of 2 \ 00-5"00071 ~ '1-3'00 /OAfr' SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION _>plication is hereby made for the following development specific site/waterway alterations : ~~~ 5 u. ~ J.i "'$''"' t .... {,.C4 sin. Jw~ ~ ..... s.Jr .. .:J.~·," ACKNOWLEDGMENTS: I, __ \}J_o._l l~'-_l_e_~~Q~h_2_l_l_,_,~~~~----' design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the College Station City Code. (\ ~ .dif/,.c, a¥ ;W,,.,.~. ~ t'· ~ Property Owner(s) Contra r CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A L certify that any nonresidential structure on or proposed to be on this site as part of this application is designtJed to prevent damage to the structure or its contents as a result of flooding from the l 00 year storm. Engineer Date I, , 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 elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. D . flood Engineer Date .xordance with Chapter l3 of the Code of Ordinances of the City of College Station, measures shall be ta.ken 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 Jn5/99 3 ofJ .. FINAL PLAT APPLICATION i (check one) Minor _Amending / Final _Vacating __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ~Filing Fee of $200.00. _L Development Permit Application Fee of $100 . 00 (if applicable). ~Infrastructure Inspection Fee of$300.00 (applicable if any public infrastructure is being constructed.). \7" Application completed in full . ~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) -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 I.S.D . ~.A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. __ Two (2)copies of public infrastructure plans associated with .this plat (if applicable). APPLICATION DATA -\MEOFSUBDIVISION li.5+/-csh. ),),d;"',j'~"t )ec.h~"'4 1 PJ..,.5c I _.t ECIFIED LOCATION OF PROPOSED SUBDIVISION f\J or f'h. t>-f ~ ree .... ~ Pr~: r:·e R. o I J, wes\-bf +4 f"efo~eJ 5+c;;~ H;jh~,1 40 APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name {,t"ee"'.s Prc.;r;~ '"In.".-~{.,.~1 L+J, -lNcolloc( pt,.,'/(,f.5 Street Address ) c l o ~~)"'st c. C..~ rc ... Jc~ City L (', / /.nj ~ {-I-r,. f; ~"' State "T 1--Zip Code · ~ 17 S4-5 E-Mail Address ~----------- Phone Number 41'1-b'i3-193o FaxNumber 'J7ct-l:,'lu -14~o /t.ss-44'" PROPER1Y OWNER'S INFORMATION: ,..., 0 t,,· (~ Name Gf"tc"'S ~r~;r;e :f.."'-.._,,,-h,.s 1 l..+·J- Street Address '5" () I c ~"' 1:f-4 l.' rcJ e. City L o flt" j c. 5-f-~ f; • .., State :f '1-. Zip Code I 7 B 4-S E-Mail Address ------------ Phone Number j 7 q -b q 3 -7 g 3 0 Fax Number q 7 '1 ... 6 'f v -I 4 8 u ARCHITECT OR ENGINEER'S INFORMATION: Name :Ct i Lev... -:J b ~ Sc.h ~ l +c P. (. Street Address \ 1 ~1 G l"rJ he;"'-" cQ..C),. J ~ City ~f) l {"'5 e J fd,· • ... State 1: i--Zip Code J 7 8 4 5 E-Mail Address )oc !c, k., H-z. Q_ ~lt.<:o~. l"'le f. Phone Number C\ 19 --6'10 -11 ll Fax Number "\ l't -bi C-'17 '1 7 FINAL Pl.AT APPLICATION FNLPAPP.OOC 3/lS/99 1 of3 TOTAL ACRES OF SUBDIVISION / S .4-0 R-0-W ACREAGE t · ~l-TOTAL# OF LOTS 44 TUMBER OF LOTS BY ZONING DISTRICT 44 I f>O\:>-l--\ I I -- AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: Q.Z..{ I PDO-H I I / __ FLOODPLAIN ACREAGE 0 . 0 PARKLAND DEDICATION ACREAGE * OR FEE AMOUNT -----~ Pkklc.J ()e-J..;c.A:; • ..._ ;.,. -5td;."-l) Pt.-.u~ l ~,....J 5,d-;." z_) PJ..dc { A STATEMENT ADDRESSING ANY DIFFERENCES BETWEEN 1HE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): ~OY\~ REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME _______ _ (46-\-~ ~~O·\-\ :£~"~"'~ 5tc."'J.~Js TOTAL LINEAR FOOTAGE OF PROPOSED: \2>Co9 I STREETS --~-- _ __..;:o::...._.._SIDEWALKS 3o'3e>' SANITARY SEWER LINES --'---=..:"--,-- \SS 3>' WATERLINES LI) __ 5_'\~.t\-_' _CHANNELS (~V -~B_l_~_'_STORMSEWERS __ 0=----BIKE LANES I PATHS NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. 1he applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct and complete. The undersigned hereby requests approval by the City of College Station of the above identified final plat. FINAL PLAT APPLICATION FNT .PAPP f)()(' 1n~100 Date //-/-ao 2 ofJ