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Home My WebLink About39 DP Castlegate 00-500064Drainage Report for Castlegate Subdivision Section 1, Pbase 1 College Station, Texas September 2000 .January 2001 Developer: Greens Prairie Investors, Ltd. By Greens Prairie Associates, LLC 5010 Augusta College Station, Texas 77845 . (979) 693-7830 Prepared By: TEXCON General Contractors 1707 Graham Road College Station , Texas 77845 (979) 690-7711 l/J//tJJ ~ ~-,,8 REVIEWED FOR \. C0~11Pt IANCE · JAN 0 8 2001 COLLEGE S"IAflON ENGlNEERl~l( ~ 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 1, Phase 1 (revised January 2001 as noted in bold italics) was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. ~ tJii/f- Gingli. smI:Eii TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, 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 ...................................................................................................... 6 DETENTION FACILITY DESIGN ............................................................................................................................. 8 STORM SEWER DESIGN ......................................................................................................................................... 10 CONCLUSIONS .......................................................................................................................................................... 11 APPENDIX A ............................................................................................................................................................... 12 Storm Sewer Inlet Design Calculations APPENDIX B ............................................................................................................................................................... 14 Storm Sewer Pipe Design Calculations APPENDIX C ............................................................................................................................................................... 32 Greens Prairie Road Pipe Design Calculations APPENDIX D ........................................................................................................................................... ; ................... 35 Storm Sewer Drainage Channel Design Calculations *APPENDIX E ............................................................................................................................................................. 40 Design Calculations for Ponds i, 2 & 3 -Elevation I Storage Data & Graphs -Depth I Discharge Data & Rating Curve for Outlet Structure -Pre-Development HEC-J Analysis (5 , JO , 25, 50 & JOO-Year Events) -Post-Developm ent HEC-J Analysis -5-Year Event -Post-Development HEC-J Analysis -JO -Yea r Event -Post-Developm ent HEC-J Analysis -25-Year Event -Post-D evelopm ent HEC-J Analysis -50-Year Event -Post-D evelopm ent HEC-J Analysis -JOO-Year Event40 EXHIBIT A ................................................................................................................................................................. 104 Of/site Infrastructure Plan for Castlegate Subdivision EXHIBIT B ................................................................................................................................................................. 106 Post-Development Drainage Area Map *EXHIBIT C ............................................................................................................................................................... 108 Pre-Development Drainage Area Map -Pond Design *Added per January 2001 revisions 2 LIST OFT ABLES TABLE 1 -Rainfall Intensity Calculations & Times of Concentration .......... ; .......................... 6 TABLE 2 -Post-Development Runoff Information -Storm Sewer System ............................. 7 TABLE 3 -Pre-Development Runoff Information -Detention Pond Design ........................... 8 TABLE 4 -Post-Development Runoff Information -Detention Pond Design .......................... 8 TABLE 5-Flood Routings ............................................................................................................. 9 3 INTRODUCTION DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 1 The purpose of this report is to provide the hydrolo gical effects of the construction of the Castlegate Subdivision, Section 1, Phase 1 , and to v erify that the proposed storm drainage system meets the requirements set forth b y the City of College Station Drainage Policy and Design Standards . GENERAL LOCATION AND DESCRIPTION The project is located on a 162 acre tract located west of State Highway 6 along the north side of Greens Prairie Road in College Station, Texas . This report addresses Section 1, Phase 1 of this subdivision, which is made up of 23.44 acres . The site is wooded with the vegetation primarily consisting of oak trees and yaupons . The existing ground elevations range from elevation 308 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 . However, LJA Engineering & Surveying, Inc . has submitted a Request for Conditional Letter of Map Revision to FEMA to outline a proposed 100-year floodplain area. This proposed floodplain area does not affect Section 1. Section 1 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 1, approximately the front three-foUI1:hs of the acreage flow toward the southeast boundary of the tract and into existing drainage channels which flow under Greens Prairie Road. The back fourth of the acreage for Section 1 flows primarily to the northwest into existing drainage channels or onto the proposed State Highway 40 right-of- way. Both areas follow existing drainage channels and ultimately flow north to the proposed regional detention facility. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility . Approximately one-half of the area that flows to Greens Prairie Road will drain into three ponds proposed to be constructed in the park area along the north side of Castlegate Drive. The location of these ponds is shown in Exhibit B. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer and pond design are as follows : • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design. • The HEC-1 computer program developed by the Hydrologic Engineering Center is used to model the runoff for the entire site and through the ponds. • Design Storm Frequency Storm Sewer system Ponds • Runoff Coefficients 10 and 100-year storm events 5, 10, 25, 50, and 100-year storm events Post-development (single family residential) c = 0 .55 • CN -Runoff Curve Numbers -HEC-1 The Brazos County soil survey map was reviewed and it was determined that approximately 50% of the soils at the project site are classified as Hydrologic Type "C" soils and 50% as Type "D" soils, which have a high runoff potential. Therefore, the following curve numbers were developed: Existing Condition CN = 72 Developed Area -Residential w/ some park area CN = 77 .Developed Area -Residential CN = 79 • Rainfall Intensity values for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table, and the intensities are calculated with the higher values where required . • Rainfall depths used for the HEC-1 model are taken from Hydro-35 and TP-40 publications for this area. • Time of Concentration, ta Pond Design -The time of concentration for the pre- development condition is 9.4 minutes. The post-development time of concentration is shown in Table 1. • Time of Concentration, tc, Storm Sewer System, Post-Development -Due to the small sizes of the post-development storm sewer drainage areas , the calculated times of concentration, tc, are less than 10 minutes. Therefore, a minimum tc of 10 minutes is used to determine the rainfall intensity for the storm sewer system. 5 STORM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, 10 , 25 , 50, and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for future development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. The runoff determination for the pond design was computed by the HEC-1 computer model program . The drainage basin information for the pre-and post- development conditions is provided in Tables 3 and 4 , respectively. TABLE 1 -Rainfall I n tensity Calcul ations & Times of Concentration Rai nfall Int e nsity Val ues, I (in/h r) St o nn t.:= I = b I (tc+d)e Ev ent 10mi n I = Rainfall Intensity (in/hr) Is 7.693 110 8.635 t,, = U(V*60) 125 9.861 lso 11 .148 le = Time of concentration (min) L = Length (ft) 1100 11 .639 Brazos County: 5 year storm 10 year storm b = 76 b = 80 d = 8.5 d = 8.5 V = Velo city (ft/sec) 25 year storm 50 year storm b = 89 b= 98 d = 8.5 d= 8.5 100 year storm b = 96 d = 8.0 e = 0.785 e = 0.763 e = 0.754 e = 0.745 e = 0.730 (Data taken from State Department of Highways and Public Tra nsportation Hydraulic Manual, page 2-16) Su m mary of Times of Concentrati on , Tc (m i n ) -Pond Design ---l Pre-Development 9.4 Post-Development Sub-Area 1 (Areas 6A, 7 & 8) 3.4 Sub-Area 2 (Areas 66, 70, 67, 68, 1, 2 & 68) 4 .3 Sub-Area 3 (Area 6C) 4 .0 Sub-Area 4 (Areas 9, 10 , 11, 12, 13 , 14, 15 , 16 & 17) 7.4 6 TABLE 2 -Post-Development Runoff Information -Storm Sewer System A c tc O s Area# (acres) (min) (cfs) Section 1 -Phase 1 1 1 .75 0 .55 10 7.40 2 0 .71 0 .55 10 3 .00 67 1 .05 0.55 10 4 .44 68 0.34 0 .55 10 1 .44 6A 1.48 0 .36 10 4 .10 68 1 .94 0 .36 10 5 .37 6C 1 .72 0 .36 10 4 .76 7 0 .76 0 .55 10 3 .22 8 0 .91 0 .55 10 3 .85 9 2 .20 0 .55 10 9 .31 10 1.51 0 .55 10 6.39 11 2.28 0 .47 10 8 .24 30 1 .28 0 .55 10 5 .42 31 0 .78 0 .55 10 3 .30 32 0 .37 0 .55 10 1 .57 33 0 .65 0 .55 10 2 .75 34 0 .46 0 .55 10 1 .95 35 0 .88 0.55 10 3 .72 36 1 .06 0 .55 10 4.49 37 1 .84 0 .55 10 7.79 5 1 .74 0 .55 10 7.36 38 2 .27 0 .55 10 9 .60 Section 1 -Phase 2 -affecting Phase 1 12 0 .86 0 .55 10 3 .64 13 1 .25 0 .55 10 5 .29 14 0 .78 0 .55 10 3 .30 15 1 .52 0 .55 10 6 .43 16 1 .54 0 .55 10 6 .52 17 1 .42 0 .55 10 6 .01 Section 4 -Phase 1 -affecting Phase 1 66 0 .49 0 .55 70 1 .18 0 .55 The Rational Method: Q= CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) 10 2 .07 10 4.99 7 010 025 Oso 0100 (cfs) (cfs) (cfs) (cfs) 8 .31 9.49 1 0 .7 3 11 .20 3 .37 3 .85 4 .35 4 .55 4 .99 5.69 6 .44 6 .72 1 .61 1 .84 2 .08 2 .18 4 .60 5.25 5.94 . 6 .20 6 .03 6 .89 7.79 8 .13 5 .35 6.11 6.90 7 .21 3 .61 4 .12 4 .66 4 .87 4 .32 4.94 5.58 . 5 .83 10.45 11.93 13.49 14 .08 7 .17 8 .19 9 .26 9 .67 9 .25 10 .57 11 .95 12.47 6 .08 6 .94 7 .85 8 .19 3 .70 4 .23 4 .78 4 .99 1 .76 2 .01 2 .27 2 .37 3 .09 3 .53 3 .99 4 .16 2.18 2.49 2 .82 2 .94 4 .18 4 .77 5.40 5 .63 5.03 5.75 6 .50 6 .79 8.74 9 .98 11 .28 11 .78 8 .26 9 .44 10.67 1 1 .14 10.78 12 .31 13.92 14 .53 4.08 4 .66 5 .27 5.51 5.94 6 .78 7 .66 8 .00 3 .70 4 .23 4 .78 4 .99 7 .22 8 .24 9 .32 9 .73 7 .31 8 .35 9 .44 9 .86 6.74 7 .70 8 .71 9 .09 2 .33 2.66 3 .00 3 .14 5 .60 6 .40 7 .24 7 .55 TABLE 3 -Pre-Development Runoff Information -Detention Pond Design Drainage Area (acres) = *25.69 Runoff Curve No . (CN) = 72 .0 Time of Concentration , Tc (min) = 9.4 *Using a pre-deve lopment drainage area equa l to the post-development area of 25 .69 acres results in a lower pre-development peak runoff, which is more conservative than using the actual pre-development area of 27 .25 acres as shown in Exhibit C. TABLE 4 -Post-Development Runoff Information -Detention Pond Design Drainage Area Curve Tc Area Number (acres) Number (min) 6A, 7&8 3.15 77 3.4 66 , 70 , 67, 68, 1, 2 & 68 7.46 79 4 .3 6C 1.72 77 4 9, 10, 11, 12 , 13 , 14 , 15, 16 & 17 13.36 79 7.4 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site is proposed to be a regional facility designed by LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. The runoff from this project flows into existing drainages and then into Spring Creek. The detention facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. However, the runoff from Section 1 drains onto adjacent private property and Greens Prairie Road prior to entering Spring Creek; therefore, the increased runoff due to this development must be addressed. The peak runoff rate for the post-development conditions will be reduced to less than or equal the peak rate for the pre-development conditions by routing some of the runoff into the three proposed ponds in the park. The drainage areas used for the analysis and design of these ponds is shown in Exhibit B. The discharge from the project site is evaluated at the property line where the runoff flows to Greens Prairie Road. The elevation/area data/or the ponds was reduced by 10%/or the input into the HEC-1 model to allow for sediment storage. The ponds have adequate storage, including an additional 10% for sediment storage. The storage volume is based on the grading of the ponds as shown in Exhibit B. The three proposed ponds are being constructed in the park area for aesthetic and recreational purposes. The dams for Ponds 1 and 2 will consist of concrete retaining walls in which the water will flow over for a waterfall effect. These dams will function as broad crested weirs for the spillway analysis. Pond 1 will have a 20 foot wide spillway 8 and a normal water surface elevation of 324 feet. The top of the dam will be elevation 325, and the maximum water surface for the J 00-year storm is 323.36. Pond 2 will have a 28 foot wide spillway and a normal water surface elevation of 3 J 8 feet. The top of the dam will be elevation 3J9, and the maximum water surface for the JOO-year storm is 3J8.80. Pond 3 will have a normal water surface elevation of 3J2 feet and a top of dam elevation of 3J 6.25. The freeboard in this pond will provide the necessary storage to reduce the runoff from the project to the pre-development level. The maximum water surface for the JOO-year storm for Pond 3 is 3J5.50. The outlet structure for Pond 3 will consist of a 36" diameter reinforced concrete pipe (RCP) at a 2.0% slope. A concrete headwall will be constructed at the inlet of the outlet pipe. The outlet pipe drains into the existing drainage. Concrete riprap will be provided at the discharge area of the outlet pipe to prevent erosion. The calculation of the detention pond storage volume, the rating curve of the detention pond outlet structure, and the HEC-J analysis data are provided in Appendix E. The storm sewer piping for the Pond 3 outlet pipe will be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe. The peak flow out of the ponds is determined by the HEC-J computer program. The results of the HEC-J analysis are provided in Appendix E, and also in a summary shown in Table 5. Additionally, Table 5 summarizes the maximum water surface elevation _ as well as the amount of freeboard provided. As shown in Table 5, the peak runoff from the project site is reduced to less than the pre-development peak runoff for each of the storm events. Also, the freeboard in Pond 3 is greater than 0. 5 foot for the J 00-year storm event. TABLE 5 -Flood Routings Freq. Existing Pond3 Pond3 Max Water Top of Freeboard Uncontrolled Total ROIN lnflOIN OutflOIN Surface Dam ROIN ROIN {cfs) {cfs) {cfs) {ft) {ft) {ft) {cfs) {cfs) 5-yr. 70 38 17 313 .86 316 .25 2.39 48 54 1(}yr. 87 49 24 314 .30 316.25 1.95 61 73 25-yr. 113 61 33 314.81 316.25 1.44 75 94 5(}yr. 134 71 39 315 .16 316.25 1.09 87 110 1Q(}yr. 154 80 45 315 .50 316.25 0.75 98 127 9 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 III 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 103 , 104, 120 & 123 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 101 , 102 , 106-107 , 121-122 & 124) 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 but Pipes 106 & 107 will also pass the 100-year storm event without any headwater. The headwaters for these two pipes are less than the proposed minimum final grade behind the inlets; therefore, the runoff is contained within the right-of-way. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No . 106 . Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events. The maximum velocity for the pipe system in Section 1, Phase 1 will be 9. 72 feet per second and will occur in Pipe No . 102 . Pipe 402 shows a higher velocity, but this is the ultimate design value once Section 4 is constructed. Pipes 108 & 402 will be stubbed out for this phase of construction. An 18" RCP is proposed for the entrance to the subdivision on Castlegate Drive at Greens Prairie Road. This size of pipe will adequately pass the 5, 10, 25, 50 & 100-year storm events. The data and related calculations can be found in Appendix C . The storm sewer design also involves two drainage channels , Channel 1 and Channel 3 . (Channel 2 lies in Phase 2 of Section 1 and will be addressed at a later date). Channels 1 and 3 are trapezoidal channels approximately 2.5 feet deep (includes 0.5 feet of freeboard) with 4: 1 side slopes. Channel 1 has a bottom width of 4 feet , and receives water from Pipe 106. Channel 3 has a bottom width of 3 feet, and receives water from Pipe 130 . The 10 channels will be seeded to establish grass cover, which allows a maximum velocity of 4.5 feet per second (College Station Drainage Policy & Design Standards , Table VII -2 , page 60 ). The calculated velocities for these channels are well within this requirement. Refer to Appendix D for the channel calculations . CONCLUSIONS -/ The construction of this project will significantly increase the storm water runoff from this site. The proposed storm sewer system should adequately control the runoff and release it into existing drainages. Also, the three proposed ponds to be constructed in the park should adequately reduce the peak post-development runoff to less than the pre- development runoff for the design storm event. No flood impacts to downstream landowners or to Greens Prairie Road are expected as a result of this development. 11 APPENDIX A Storm Sewer Inlet Design Calculations 12 Castlegate Subdivision Section 1, Phase 1 Inlet Length Calculations Inlets In Sump Inlet# Length & Type Flow from Area# Section 1/PllHe 1 101 15' Standard 1 - 67 '401 10' Standard 66 70 102 5' Standard 2 68 106 10' Standard 10 --- 12 107 15' Standard 9 ---13 121 10' Standard 31 36 122 10' Standard 34 -·-- 35 124 5' Standard 32 --- 33 A c Q ,. (acres) (cfs) 1.75 0.55 8.31 ---r-----1.05 0.55 4.99 0.49 0.55 2.33 1.18 0 .55 5.60 0.71 0 .55 3.37 0.34 0 .55 1.6 1 1.51 0.55 7.17 0.86 0.55 4.08 2.2 0.55 10 .45 1.25 0.55 5.94 0 .78 0.55 3.70 1.06 0.55 5.03 0.46 0.55 2.18 0.88 0.55 4.18 0.37 0.55 1.76 0.65 0.55 3:o9 10 year storm <lc .-rr<Nw Orut .. ~at.t+1~ Y10..-tu .. L 10..cteq'd . L 10...c:tu• (cfs) from lnJ9tt (cf•) (cf•) (ft) (In) (ft) (fl) 8.31 9.14 0.342 4.11 ---10.95 15 4.99 5.49 0.283 3.39 2.33 2.56 0.2 12 2.55 6.53 10 5.60 6.16 0.295 3.54 3.37 3.7 1 0.244 2.93 4.11 5 1.61 1.78 0.185 2.22 0.84 103 8.Q1 8.81 0.337 4.05 9.96 10 4.08 4.49 0.262 3.15 10.45 11 .49 0.373 4.47 14 .25 15 0.92 104, 108, 109 6.85 7.54 0.318 3.82 3.70 4.07 0 .253 3.03 7.20 10 5.03 5.54 0.284 3.40 0.00 123 2.18 2.40 0.207 2.49 7.05 10 0:310 2.20 . 120 6.38 7.01 3.72 1.76 1.93 0.191 2.29 3.99 5 3.09 3.40 0.236 2.83 T his inlet will be cons truc ted with Section 4 , but 1t affec ts the design of Section 1, Phase 1. ·using y.....,, = 1~ = 0.583' Inlets On Grade 10yearstorm Inlet# Length & Type FlowfTom y,. a,_,_ o..,,. ..... Q byP•• <lcmrty<NM Q byJMot• O emp-4ot.i Q 10·TO(.i Area# (ft) (In) (ft) (cfs) (cfs) (cfs) from Inlet• (cfs) (cfs) (els) Section 1/Pllase 1 103 5' Recessed 7 0.257 3.09 0.55 2.77 0.84 0 .84 2.77 3.6 1 -104 1 o· Recessed 8 0.306 3.67 0.57 5.71 -1 .39 0.00 5.71 5.71 120 1 O' Recessed 37 0.361 4.34 0.65 6.54 2 .20 2.20 6.54 8.74 123 1 o· Recessed 30 0.357 4.28 0.64 "6:43 -0 .35 0.00 6.43 6 .43 Section 1/Pllase 2laffectlnaPhaH11 ·110 1 O' Recessed 15 0.353 4.24 0.65 6.46 0.76 0.76 6 .46 7.22 -1 O' Recessed ~ '111 16 0.355 0.65 6.48 0.83 0.83 6.48 7.3 1 '108 1 O' Recessed ~ 0.372 ·~ 0.59 5.93 -2 .22 0.76 110 0.00 6.68 6.68 -- '109 1 O' Recessed 17 0.390 4.68 0 .67 6.66 0.08 0.83 111 0.92 6.66 7.58 'These inlets will NOT be constructed 1n Sec tion 1, Phase 1, but they affect the design of Section 1, Phase 1. Transverse (C rown ) slop e (!Ult) = 0 .038 Straight Crown Flow (Solved to find actual depth of flow, yl : a= o.s6 • (zln) • s '" • y'" ¢ y = {O t [0 .56 • (zln) • s 112n"' n = Roughness Coefficient = z = Reciprocal of crown slope = S = StreeUGutter Slope (!Ult) y = Oepth of flow at inlet (ft) Capacity of Inlets on grade : Q 0 = 0.7 • (1/(H 1 -H,JJ • [H 1 512 • H2 512] Oc = Flow capacity of inlet (els) H, =a+ y 0 .018 26 H2 =a= gutter depression (2" Standard ; 4" Recessed ) y = Depth of flow in approach gutter (ft) Inlets In sumps, Weir Flow : L = Q I (3 • y"2) ¢ y = (Q I 3L)213 L = Length of inlet opening (ft) Q =Flow at inlet (els) y = total depth of flow on ·inlet (ft) max y for inlet in sump = 7" = 0 .583' y ,., (ft) 0 .288 0.3 12 0.404 0.391 0.395 0.397 0.418 0.464 100 year storm o,., o....., __ 0-r ... O rut111+10,,. y ,., (cfs) (cfs) from Inlet I (cfs) (cfs) (ft) (In) 11 .20 11 .20 12 .32 0.577 6.92 6.72 6.72 7.39 3.14 3.14 3.45 0.536 6.43 7.55 7.55 8.31 4.55 4.55 ~ 0.624 7.49 2.18 2.18 2.39 9.67 1.95 103 11 .62 12 .78 -0.733 8.80 5.5 1 5.51 6.06 14.08 14.08 15.49 0.788 9.45 8.00 6.51 1()4 ,108,109 14.52 15.97 4.99 4.99 5.49 0.571 6.86 6.79 6.79 7.46 2.94 1.36 123 4.30 4.73 0.664 7.96 5.63 4.81 120 10.44 11 .48 2.37 2.37 2.61 0.612 7.34 4.16 4.16 4.58 100 year storm aper loot O e"l)tur.d Q byp •• Q CWl')'O¥er Q byp .. otlll Q CllP_.ot .. 0 100-Tat.i s L.,, .. 111 (In) (fl) (cfs) (cfs) (cfs) from Inlet I (els) (els) (cfs) (ft/fl) (ft) 3.4 6 0.58 2.92 1.95 1.95 2.92 4.87 0.0270 5 --3.74 0.60 6.02 -0 .20 0.00 6.02 6.02 0.0270 10 ---o:o260 --- 4.85 0.70 6.97 4.81 4.81 6.97 11 .78 10 ----------4.69 0.68 6.84 1.36 1.36 6.84 8.19 0.0150 10 4.74 0.69 6.88 2.85 2.85 6.88 9.73 0.0200 10 'CJ:69 --· -4.76 6.90 2.96 2.96 ~ 9.86 0.0200 10 ---- 5.02 0.63 6.27 -1.28 2 .85 110 1.57 7.54 9.12 0.0130 10 --- 5.57 0.71 7.11 1.98 2.96 111 4.94 7.11 12.05 0.0130 10 APPENDIXB Storm Sewer Pipe Design Calculations 14 ~\ Castlegate Subdivision Pipe Calculations -Section 1 , Phase 1 Inlet O utlet 1 O year storm 100 yea r s t o r m Pi pe# Size Le ngth S lope Inv ert Inv e rt Elev Elev *Actual Flow Design Flow V 10 Travel Time, tT10 *Actual Flow Design Flow V100 %Full Travel Time, tnoo %Full (in) (ft) (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (mi n) (cfs ) (cf s) (fps) (sec) (min) 100 18 88 .0 0 .50 329.72 329.28 0.60 0 .97 2 .76 25.3 32 0.53 0 .80 1.92 3.34 36.1 26 0.44 402 18 28 .0 4 .00 322.03 320.91 **7 .93 **12.81 **11 .79 **59 .2 2 0 .04 **10 .69 **17 .26 **12.47 **73.3 2 0 .04 ------ 101 27 66 .0 0 .90 320.16 319.57 21 .23 7 .58 66 .3 9 0 .15 28 .61 7 .78 87.2 8 0 .14 --·--- 102 27 80.0 1.40 3 19.46 31 8 .34 26.21 9.44 65.8 8 0 .14 35.34 9 .72 85.9 8 0 .14 104 18 27 .0 0 .90 328.25 328 .0 1 5 .71 9 .22 5 .97 81 .8 5 0 .08 6 .02 9 .72 5 .92 87 .9 5 0 .08 ----------- 103 24 153 .0 1.00 327.51 325.98 8 .48 13 .7 7 .13 58 .9 21 0 .36 8 .94 14 .44 7.21 61 .0 108 27 6.0 0 .85 310.88 310.83 ***26.28 ***7 .6 ***81 .2 1 0 .01 ***28.43 ***7.45 ***91 .6 --- 107 36 24 .0 0 .60 310.08 309.94 43 .58 7 .69 74 .8 3 0 .05 57.03 10.49 100 .0 ------- 106 36 7 1.0 0 .85 309.4 0 308.80 55.67 9 .21 79.8 8 0 .13 74 .16 12.85 100.0 126 18 189.0 2 .00 321.51 317.73 6 .54 10 .56 8 .61 65 .7 22 0 .37 6 .97 11.26 8 .71 68 .8 ----- - 127 24 24 .0 0 .75 317 .43 317 .25 8 .73 14 .1 6.40 66 .2 4 0 .06 11 .78 19.02 6.56 87 .2 ---- 128. 30 117.0 0 .70 316.75 315.93 23 .83 7 .12 64 .5 16 0 .27 33.49 7 .35 87 .5 ------- 129 30 185.0 1.0 0 315 .87 3 14.02 30.26 8 .61 67 .3 21 0 .36 40.33 8 .76 88 .7 ------ 130 36 24 .0 0 .50 313.53 313.41 35.11 6 .89 67 .8 3 0 .06 46.86 6 .94 91 .0 *Th ese values re fl ect the act ual fl ow for the 18 " & 24 " pipe s . Th e desi gn fl ow fo r these pipe si zes reflects a 25 % redu ction in pipe area . (Refer to attached ca lculat ion fo r speci fi c in fo rmation .) **Future valu es, onc e Secti on 4, Phas e 1 is completed. ***Future valu es , once Se cti on 1, Pha se 2 is c ompl eted . 21 0 .35 1 0 .01 -- 2 0 .04 -- 6 0 .09 22 0 .36 - 4 0 .06 -- 16 0 .27 -- - 21 0 .3 5 ---- 3 0 .06 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Manni ngs Equation from pag e 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 {i nches) = Wetted Perimeter W P, (ft)= Cross-Sectional Area A , {tt2) = Reduced Area AR , {tt2) = Hydraulic Radius R = A/W P• {ft) = Reduced Hydr Radius RR = A RM/ P' {ft) = Roughness Coefficient n = Friction Slope of Conduit S r. {ft/ft)= Example Calculation : Slope Flow Capacity Reduced Flow Capacity s Q 0 .005 6 .91 0.006 7 .57 0 .007 8 .18 24" Pipe:· Pipe size {inches)= Wetted Perimeter W P, {ft)= Cross-Sectional Area A , {tt2) = Reduced Area A R, {tt2) = O reduced 4 .28 4 .69 5.06 Hydraulic Radius R = A/WP • (ft) = Reduced Hydr Radius R R = ARM/ P• {ft) = Roughness Coefficient n = Friction Slope of Conduit S1, {ft/ft) = Example Calculation : Slope Flow Capacity Red uced Flow Capacity s Q O reduced 0.005 14.89 9.22 0 .006 16 .31 10 .1 0 .007 17.61 10 .9 Conclusion: 18 4 .7 1 1.76 6 1 .32 5 0 .37 5 0 .28 1 0 .01 4 0 .0 1 % D ifference O red uceiQ 0.619 --1 0.619 --t 0.619 24 6 .28 3 .14 2 .35 5 0 .5 0 .37 5 0 .01 4 0 .0 1 % Difference O red uceiQ 0.619 --l 0.619 --l 0.619 _ __, Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the c ross-sectional area called for on page 47 , paragraph 5 of the College Station Drainage Policy & Design Standards manual. l 1. Castlegate Subdivision Section 1, Phase 1 -Pipe Flow Diagram Q 10 (cfs) Shaded areas will be constructed in future development. Pipes 108 & 402 will be stubbed out during Section 1, Phase 1 Construction. Inlet 1201 6.54 J, Inlet 111 I 6.48 Pipe 1261 6 .54 Inlet 121 1 8 .73 J, J, J, Pipe 1141 6 .48 Inlet 122 1 8 .56 Pipe 1271 8.73 J, J, Inlet 110 1 6.46 Pipe 1281 23 .83 J, J, Pipe 1131 12.94 Inlet 123 1 6.43 J, ·J, June Box 103 Pipe 1291 30 .26 J, J, Pipe 112j 12.94 6.66 Inlet 124 1 4.85 J, J, Inlet 1081 6.68 ~ Pipe 111 6.66 llPipe 1301 35 .11 II J, Pipe 11 OI 26.28 J, June Box 102 Inlet 401 I 7.93 Inlet 104 1 5.71 J, J, J, Pipe 1091 26.28 Pipe 401 1 7.93 Pipe 1041 5 .71 J, J, J, June Box 101 June Box 401 Inlet 103 1 2 :77 J, J, J, . Pipe 1 oa J 26.28 Pipe402 j 7.93 llPipe 1031 8.48 II J, J, lnlet107 I 17.30 Inlet 101 J 13 .30 J, J, Pipe 1071 43 .58 Pipe 101 1 21.23 J, J, Inlet 106 1 12.09 Inlet 102 1 4 .98 J, J, llPipe 1021 26 .21 II llPipe 1061 55 .67 II Castlegate Subdivision Section 1, Phase 1 -Pipe Flow Diagram Q 100 {cfs) Shaded areas will be constructed in future development. Pipes 108 & 402 will be stubbed out during Section 1, Phase 1 Construction. Inlet 120 1 6 .97 J, Inlet 111 I 6.90 Pipe 1261 6.97 Inlet 121 1 11 .78 J, J, J, Pipe 1141 6.90 Inlet 122 1 14.74 ~ Pipe 1271 11 .78 ,J., J, Inlet 110 1 6.88 Pipe 1281 33.49 J, J, Pipe 1131 13.78 Inlet 123 1 6.84 J, J, June Box 103 Pipe 1291 40 .33 J, J, Pipe 112 j 13.78 Inlet 109 1 7.11 Inlet 124 1 6 .53 ,J., ,J., ,J., Inlet 108 1 7.54 Pipe 111 1 7.11 llPipe 1301 46 .86 II J, Pipe 11 OI 28.43 J, June Box 102 Inlet 401 I 10.69 Inlet 104 1 6 .02 J, J, J, Pipe 1091 28.43 Pipe 401 1 10.69 Pipe 104 1 6 .02 J, J, J, June Box 101 June Box 401 Inlet 103 1 2 .92 J, J, J, Pipe 1081 28.43 Pipe 4021 10.69 llPipe 1031 8.94 II J, J, Inlet 107 1 28.60 Inlet 101 I 17 .92 J, J, Pipe 1071 57 .03 Pipe101 I 28 .61 J, J, Inlet 106 1 17 .13 Inlet 102 1 6.73 J, J, llPipe 1021 35.34 II llPipe 1061 74 .16 II Pipe 402 -10 Year Storm Manning Pipe Calculator Giv e n 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 12.8400 cfs 0.0400 ft/ft 0.0140 10.6568 in 1.7671 ft2 1. 0895 ft2 31.6070 in 56.5487 in 11.7852 fps 4.9637 i n 59.2046 % 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 ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18 .0000 in 17.3100 cfs 0 .0400 ft/ft 0. 0140 13.1936 in 1.7671 ft2 1.3881 ft2 36.9991 in 56.5487 in 12.4700 fps 5.4026 in 73.2976 % 19.5081 .cfs 11. 0393 fps Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texas Pipe 101 -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 27.0000 in 21.2300 cfs 0 .0090 ft/ft 0 .0140 17.9056 i n 3.9761 ft2 2.7992 ft2 51. 3872 in 84.8230 in 7.5843 fps 7.8440 i n 66.3171 % 27.2824 cfs 6 .8616 fps Pipe 101 -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 ...................... . Vel ocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 28.6100 cfs 0.0090 ft/ft 0.0140 23.5480 in 3 .9761 ft2 3.6796 ft2 65 .0776 in - 84 .8230 in 7.7752 fps 8.1421 in 87 .2149 % 27 .2824 cfs 6.8616 fps Castlegate Subdivision, Section 1, Phase 1 College Stat ion , Texas 2o P i pe 1 0 2 -10 Year St o rm Mann i ng P i pe Calculator Giv en 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 26 .2100 cfs 0 . 0140 ft /ft 0 .0140 17 .7761 in 3.9761 ft2 2.7762 ft2 51.1136 in 84 .8230 in 9 .4410 fps 7 .8212 in 65 .8374 % 34 .0271 cfs 8 .5580 fps Pipe 102 -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 35.3400 cfs 0.0140 ft/ft 0. 0140 23 .2026 in 3.9761 ft2 3.6355 ft2 64.0640 in 84.8230 in 9.7209 fps 8.1716 in 85.9355 % 34.0271 cfs 8.5580 fps Castlegate Subdiv ision, Section 1, Phase 1 Col l ege Stat ion, Tex as 1..\ Pipe 1 0 4 -10 Year Storm Manning P i pe Calculator Giv en I nput Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . S l ope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circ ula r Depth of Flow 18.0 00 0 in 9.2400 cfs 0.0090 ft /ft 0. 0140 14.72 94 in 1.7671 ft2 1.5479 ft2 40.6959 in 56.5487 in 5.9694 fps 5.4772 in 81.8303 % 9 .2535 cfs 5.2364 fps Pipe 104 -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 9.7500 cfs 0 .0090 ft/ft 0 .0140 15.8256 in 1. 7671 ft2 1.6459 ft2 43.7699 in 56.5487 in 5.9240 fps 5.4148 in 87.9203 % 9.2535 cfs 5.2364 fps Castlegate Subdiv ision , Sect i on 1, Phase 1 Col l ege Station, Texas P i pe 1 0 3 -10 Year Storm Mann i ng P i p e Cal cul ator Giv e n I nput Data: Shape .......................... . Solv ing f o r .................... . Di ameter ....................... . 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 ............. . Circu l a r Depth of Flow 24.0000 in 13.7300 cfs 0.0100 ft/ft 0.0140 14.1451 in 3.1416 ft2 1 .9264 ft2 42.0125 in 75.3982 in 7 .1273 fps 6 .6028 in 58 .9380 % 21.0065 cfs 6 .6866 fps Pipe 103 -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 14 .4700 cfs 0 .0100 ft/ft 0 .0140 14.6384 in 3.1416 ft2 2.0070 ft2 43.0195 in 75 .3982 in 7.2099 fps 6.7180 in 60 .9935 % 21 .0065 cfs 6.6866 fps Castlegate Subd ivision, Section 1 , Phase 1 College S tation, Texas Pipe 108 -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 26.2800 cfs 0.0085 ft/ft 0.0140 21.9169 in 3 .9761 ft2 3.4570 ft2 60.5872 in 84.8230 in 7.6020 fps 8.2163 in 81.1735 % 26.5137 cfs 6.6683 fps Pipe 108 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 28.4300 cfs 0 .0085 ft/ft 0 . 0140 24.7431 in 3.9761 ft2 3.8171 ft2 68 .9847 in 84.8230 in 7.4480 fps 7 .9679 in 91.6413 % 26.5137 cfs 6.6683 fps Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texas 2A Pipe 1 07 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Di ameter ....................... . 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 ............. . Ci rcular Depth of Flow 36.0000 in 43.58 0 0 cfs 0.0060 ft /ft 0.0 140 26.9119 in 7 .0 686 ft2 5.6676 ft2 75.1950 in 113.0973 in 7.6894 fps 10.8535 in 74.7552 % 47.9740 cfs 6 .7869 fps Pipe 107 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results : Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONC PIPE CULVERT; NO BE VE LED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 57.0300 cfs 0.0140 316 .3800 ft 310 .0800 ft 309 .9350 ft 36 .0000 in 24 .0000 ft 0 .5 000 3 .6000 ft 6.3633 ft Outlet Control 0.0060 ft/ft 10.4915 fps Castlegate Subdivision, Sect ion 1, Phase 1 Col l ege Stat ion, Texas '2.S Pipe 106 -10 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowr ate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 in 55 .6700 cfs 0.0085 ft/ft 0.0140 28.7247 in 7 .0686 ft2 6.0471 ft2 79.5268 in 113.09 73 i n 9.2061 fps 10 .9495 in 79.7908 % 57.1005 cfs 8.0781 fps Pipe 106 -10 0 Year Storm Culv ert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for ..... ; .............. . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning ' s n .................... . Roadway Elev ation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results : Headwater ...................... . Slope .......................... . Velocity ................... · .... . Circular 1 Headwater 1 1 CONCR PIPE CULVERT ; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 74 .1600 cfs 0. 0140 316 .3800 ft 309.4000 ft 308 .7900 ft 36 .0000 i n 72. 0000 ft 0.5000 2.0000 ft 7.5215 ft Inlet Control 0.0085 ft/ft 12.854 2 fps Castlegate Subdiv ision, Section 1, Phase 1 Co llege Station, Texas P i pe 1 26 -10 Year Storm Manning Pipe Calcul ator Gi v en 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 ............. . Circul ar Depth of Flow 18.0000 in 10.5900 cfs 0 .0200 ft/ft 0 . 0140 11 .82 2 8 in 1.7671 ft2 1.2306 ft2 34.0169 in 56.5487 in 8.6059 fps 5 .2092 in 65.6823 % 13.7943 cfs 7 .8060 fps Pipe 126 -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 11.2800 cfs 0.0200 ft/ft 0. 0140 12.3775 in 1.7671 ft2 1.2956 ft2 35.1989 in 56.5487 in 8.7062 fps 5.3005 in 68.7639 % 13.7943 cfs 7.8060 fps Castlegate Subdiv ision, Section 1, Phase 1 Col l ege Station, Tex as 1.1 Pipe 127 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Di ameter ....................... . 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 ............. . Circu l ar Depth of Flow 24.0000 in 14.1300 cfs 0.0075 ft /ft 0.0140 15 .8949 in 3.1416 ft2 2.2084 ft2 45.6326 in 75.3982 in 6.3984 fps 6.9688 in 66 .22 87 % 18.1922 cfs 5.7907 fps Pipe 127 -100 Year Storm Manning P i pe 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 19.0700 cfs 0.0 075 ft/ft 0.0140 20.9183 in 3.1416 ft2 2.9059 ft2 57 .8069 in 75 .3 982 in 6 .5626 fps 7 .2387 in 87 .1 595 % 18.1922 cfs 5 .7 907 fps Castlegate Subdivi sion, Section l, Phase 1 College Station, Texas Pipe 128 -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 30.0000 in 2 3.830 0 cfs 0.0070 ft /ft 0. 014 0 19.345 2 in 4 .9087 ft 2 3 .3468 ft2 55 .9407 in 94.2478 in 7 .1202 fps 8 .615 2 in 64 .4 840 % 31.866 2 cfs 6 .4 917 fps Pipe 128 -100 Year Storm Manning Pipe Calcul ator 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 30 .0000 in 33 .4900 cfs 0.0070 ft/ft 0. 0140 26.2595 in 4 .9087 ft2 4 .5559 ft2 72 .5946 in 94.2478 in 7 .3509 fps 9 .0372 in 87 .5318 % 31 .8662 cfs 6 .4 917 fps Castlegate Subdivision, Section 1, Phase 1 Co llege Stat ion, Texas Pipe 129 -10 Year Storm Manning Pipe Calcul ator 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 30 .0000 in 30.2600 cfs 0 . 0100 ft/ft 0. 0140 20.1955 in 4 .9087 ft2 3 .5147 ft2 57.7346 in 94.2478 in 8.6095 fps 8.7663 in 67.3182 % 38.0873 cfs 7.7591 fps Pipe 129 -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 vel ocity ............. . Circular Depth of Flow 30.0000 in 40.3300 cfs 0.0100 ft/ft 0.0140 26.6200 in 4.9087 ft2 4.6045 ft2 73.7095 in 94.2478 in 8 .7589 fps 8 .9954 in 88.7333 % 38. 0973 · cfs 7.7591 fps Castlegate Subdiv ision, Section 1, Phase 1 College Station, Texas Pipe 130 -10 Year Storm Manning Pipe Calcu l ator Giv en Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circu l a r Dept h of Flow 36 .0000 in 35 .1100 cfs 0.0050 ft/ft 0.0140 24 .3951 in 7.0686 ft2 5.0988 ft2 69.6245 in 113.09 7 3 in 6 .8860 fps 10 .5455 in 67 .7642 % 43.7941 cfs 6.1956 fps Pipe 130 -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 36.0000 in 46.8600 cfs 0.0050 ft/ft 0.0140 32.7509 in 7.0686 ft2 6.7522 ft2 91.1276 in 113.0973 in 6 .9400 fps 10.6698 in 90.9746 % 43 .7941 cfs 6 .1956 fps Castlegate Subdiv ision, Section 1, Phase 1 College Station, Texas "}\ - APPENDIXC Greens Prairie Road Pipe Design Calculations 32 Castlegate Subdivision Greens Prairie Road Pipe Calculations -S ection 1, Phase 1 Area# A C (acres) 69 0 .23 0 .3 The Rational Method: Q=CIA Q = Flow {cfs) A= Area {acres) C = Runoff Coeff. tc (min) 10 I = Rainfall Intensity {in/hr) I = b I (tc+d)e tc; =Time of concentration {min) Brazos County: 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 Os (in/hr) (cfs) 7 .693 0 .53 25 year storm b = 89 d = 8 .5 e = 0 .754 10years to rm 010 (cfs) 110 I (in/hr) I 8 .635 I 0 .60 form .5 .745 50 years b = 98 d=8 e = O 25 year storm 125 I 025 (in/hr) (cfs) 9 .861 I 0 .68 100 year storm b = 96 d = 8 .0 e = 0.730 50 year storm 100 year storm lso I Oso 1100 I 0 100 (in/hr) (cfs) (in/hr) (cfs) 11 .148 I 0 .77 11 .639 I 0 .80 {Data taken from State DeQ.arfment of Highways and Public TransQ.ortation Hydraulic Manual , page 2-16) - Pipe 100 -10 Ye a r Storm Greens Prairie Road Pipe Mann i ng Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 18.0000 in 0 .9700 cfs 0.0050 ft/ft 0 .0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. 560 2 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 1. 7671 ft2 0.3520 ft2 18.9884 in 56 .5487 in 2.7556 fps 2 .6695 in 25.3346 % 6.8971 cfs 3.9030 fps Pipe 100 -100 Year Storm Greens Prairie Road Pipe 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 ve locity ............. . Circular Depth of Flow 18.0000 in 1.9200 cfs 0.0050 ft/ft 0 .0140 6.4942 in 1.7671 ft2 0.5744 ft2 23.1956 in 56.5487 in 3.3424 fps 3 .5662 in 36 .0787 % 6.8971 cfs 3.9030 fps Castlegate Subdivi sion, Section 1, Phase 1 Col lege Stat ion, Texas )4 APPENDIXD Storm Sewer Drainage Channel Design Calculations 35 Channel 1 -10 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Hei ght ......................... . Bot tom w.idt h ................... . Left slope ..................... . Ri ght slope .................... . Computed Results: Depth .......................... . Vel ocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraul ic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Critical Information Trapezo i dal Dept h of Flow 55.6700 cfs 0.0040 ft/ft 0.0300 30.0000 in 48.0000 i n 0 .2 500 ft/ft (V/H) 0 .2500 ft/ft (V/H) 19 .9845 in 3.1354 fps 138.6441 cfs 17.7553 ft2 2 1 2.7961 in 12.0151 in 207.8757 in 35.0000 ft2 295 .3863 in 66.6149 % Critical depth .................. 14.7951 in Critical slope . . . . . . . . . . . . . . . . . . 0.0146 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.0554 fps Critical area . . . . . . . . . . . . . . . . . . . 11.0121 ft2 Critical pe rimeter . . . . . . . . . . . . . . 170.0031 in Critical h y draulic radius . . . . . . . 9.3 277 in Critical top width . . . . . . . . . . . . . . 166 .3604 in Specific energy . . . . . . . . . . . . . . . . . 1.8181 ft Minimum ene rgy . . . . . . . . . . . . . . . . . . 1.8494 ft Froude number . . . . . . . . . . . . . . . . . . . 0 .5460 Flow condit i on . . . . . . . . . . . . . . . . . . Subcritical Castlegate Subdivi sion, Section l, Phase 1 College Stat ion , Texas Revised January 2001 ~ Channel 1 -100 Year Storm Channel Calculator Giv en 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 ................. . Hydraulic radius ............... . Top width ...................... . Area .......................... · · Perimeter ...................... . Percent full ................... . Critical Information Trapezoidal Depth of Flow 74.1600 cfs 0 .0040 ft/ft 0 .0300 30.0000 in 48.0000 in 0.2500 ft/ft (V /H) 0.2500 ft/ft (V/H) 22.7543 in 3.3760 fps 138 .6441 cfs 21.9670 ft2 235.6369 in 13.4242 in 230.0346 in 35.0000 ft2 295.3863 in 75.8477 % Critical depth . . . . . . . . . . . . . . . . . . 17.0863 in Critical slope . . . . . . . . . . . . . . . . . . 0.0140 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.3720 fps Critical area ................... 13.8049 ft2 Critical perimeter ............. . Critical hydraulic radius ...... . Critical top width ............. . Specific energy .............. ~·. Minimum energy ................. . Froude number .................. . Flow condition ................. . 188.8969 in 10.5237 in 184.6900 in 2.0733 ft 2.1358 ft 0.5560 Subcritical Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texas Revised January 2001 31 Channel 3 -10 Year Storm Channel Calcu l a t o r Giv e n 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 draul i c radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Critical Information Trape zo ida l Depth o f Flow 35.1100 cfs 0.0050 ft/ft 0.0300 26.2000 in 36.0000 in 0. 2500 ft/ft (V /H ) 0.2500 ft/ft (V/H) 16.3722 in 3.0428 fps 102.4269 cfs 11.5389 ft2 171.0089 in 9.7165 in 166.9778 in 25 .6178 ft2 252.0507 in 62 .4894 % Critical depth .................. 12.6340 in Critical slope . . . . . . . . . . . . . . . . . . 0.0155 ft/ft Critical v elocity . . . . . . . . . . . . . . . 4.6244 fps Critical area ................... 7.5923 ft2 Critical perimeter . . . . . . . . . . . . . . 140 .1825 in Critical hydraulic radius ....... 7.7991 in Critical top width .............. 137.0719 in Specific energy . . . . . . . . . . . . . . . . . 1.5082 ft Minimum energy . . . . . . . . . . . . . . . . . . 1.5792 ft Froude number . . . . . . . . . . . . . . . . . . . 0.5891 Flow condition . . . . . . . . . . . . . . . . . . Subcritical Castlegate Subdiv ision, Section 1, Phase 1 College Station, Tex as Revised January 2001 3t Chann el 3 -1 00 Year Storm Channel Ca lcu lator Given I nput Dat a : S hape .......................... . Solving f or .................... . F l owrate ....................... . S lope .......................... . Manning ' s n .................... . He i ght ......................... . Bottom wi dth ................... . Left slope ..................... . Right s l ope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radiu s ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Crit i ca l Informa ti on Tr apezoi dal Dep t h o f Flow 46.8600 cfs 0.00 50 ft /ft 0 .0 300 26.2000 in 36 .0000 in 0.2500 f t /ft (V/H ) 0.2 5 0 0 f t/ft (V/H ) 18.63 1 5 in 3.2768 fp s 10 2.42 6 9 cfs 14.300 5 ft 2 18 9 .639 5 in 10.858 9 in 185 .0 5 22 in 25 .6 178 ft2 252 .0 5 07 in 71 .112 7 % Critical depth .................. 14.5 6 8 4 i n Critical s l ope . . . . . . . . . . . . . . . . . . 0 .0 1 4 9 ft /ft Critical v eloc i t y ............... 4.91 32 fps Critical area . . . . . . . . . . . . . . . . . . . 9.5376 ft2 Cr i tical perimeter . . . . . . . . . . . . . . 15 6.1 3 44 in Cr i tical h y draulic radius ....... 8.7 9 6 4 in Critical top width .............. 15 2.5475 in Specific energy ................. 1 .7195 ft Minimum energy . . . . . . . . . . . . . . . . . . 1 .8 2 1 1 ft Froude number . . . . . . . . . . . . . . . . . . . 0 .5999 Flow condition . . . . . . . . . . . . . . . . . . Subcritical Cast l egate Subdivi s ion, S ect ion 1, Phase 1 Co llege Station, Texa s Revised January 2001 3i *APPENDIXE Design Calculations for Ponds 1, 2 & 3 -Elevation I Storage Data & Graphs -Depth I Discharge Data & Rating Curve for Outlet Structure -Pre-Development HEC-1 Analysis (5, 10, 25 , 50 & 100-Year Events) -Post-Development HEC-1Analysis -5-Year Event -Post-Development HEC-1 Analysis -10-Year Event -Post-Development HEC-1 Analysis -25-Year Event -Post-Development HEC-1 Analysis -50-Year Event -Post-Development HEC-1Analysis -100-Year Event *Added per January 2001 revisions 40 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #1 Elevation vs. Storage Graph Elevation (ft) 324 325 326 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0 .175 0 .000 1 0 .253 0 .210 2 0 .293 0.490 Elevation vs. Storage Pond #1 -0.400 +---------------------7"'-'-----------I ~ ~ (.) ns -; 0.300 -1----------------~---------j en ns ... 0 -en 0.200 -1-------------"7'=--------------j 0.000 s=.-------------,---------------l 324.0 4tl 325.0 Elevation (ft) 326.0 200.0 180.0 160.0 140.0 ~ CJ i 120.0 0 u: G.I 100.0 ~ nl '5 80.0 en c 60.0 40.0 20.0 0 .0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #1 Depth vs. Discharge Graph Elevation Depth Spillway Flow (ft) (ft) (cfs) 324 0 .0 0.0 325 1.0 62 .0 326 2 .0 175.0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #1 / / / ~ ~ ~ 0 .0 42. 1.0 Depth (ft) /I / / 2.0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #2 Elevation vs. Storage Graph Elevation (ft) 318 319 320 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0.494 0 .000 1 0 .550 0.520 2 0 .604 1.100 Elevation vs. Storage Pond #2 ~ 0.800 -+----------------------------< ;r ~ (.) ns ;-0.600 _, ________________________ _, en ~ 0 -"' 0.400 -t-----------------------------t 0.000 -------------~---------------! 318.0 319.0 Elevation (ft) 320.0 ~ 200.0 :t 0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #2 Depth vs. Discharge Graph Elevation Depth Spillway Flow (ft) (ft) (cfs) 318 0 .0 0.0 319 1.0 87 .0 320 2 .0 246 .0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #2 u::: 4) 150.0 -i------------------_,,,c.-.---------1 ~ "' .s::. CJ VI c 100.0 ;--------------..,/--------------1 0.0 1.0 Depth (ft) 2.0 = Castlegate Subdivision -Sect. 1, Ph. 1 Pond #3 Elevation vs. Storage Graph Elevation (ft) 312 313 314 315 316 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0 .390 0.000 1 0.44 1 0.420 2 0.494 0 .880 3 0 .553 1.410 4 0 .622 2.000 Elevation vs. Storage Pond #3 ci> 1.500 ;-----------------------------; i.. (.) ns -Q) Cl ns 0 1.000 ;--------------------------.......... -en 0.000 F-------.,...--------.--------...--------1 312.0 313.0 314.0 Elevation (ft) 315.0 316.0 Castlegate Subdivision -Sect. 1, Ph . 1 Pond #3 Depth vs. Discharge Graph Elevation Depth Outlet Pipe Flow (ft) 312 313 314 315 316 (ft) (cfs) 0 .0 0 .0 1.0 5.0 2.0 19 .0 3 .0 36 .0 4 .0 55 .0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #3 ~ 40.0 ... --------------------------------< ~ 0.0 1.0 2 .0 Depth (ft) 3.0 4.0 HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: Ml133EX2.H1 ***************************************** * * *************************************** * * * * * * FLOOO HYDROGRAPH PACKAGE (HEC·1) SEPTEMBER 1990 VERSION 4.0 * * * * * RUN DATE 11/10/2000 TIME 11:36:17 * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756 -1104 * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ...................................... ...................................... ...................................... Full MicrOCO!ll>Uter l111>lementation by Haestad Methods, Inc. ······································ ....................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIClJS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES ·-RTIMP-AND -RTIOR-HAVE CHANGED FRC»4 THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK ClJTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 41 HEC -1 I NPUT PAG E 1 LIN E ID .•..... 1 ....... 2 ....... 3 ....... 4 .•..... 5 .... ·-.6 •...... 7 ....... 8 ....... 9 ...... 10 1 ID Castlegate Subd i v i sion in Co llege Stat i on , Texa s 2 ID 10/27/00 Fi le Ml 133EX 2 .H 1 JNH 3 ID Detent i on Pond Design 4 ID 5, 10, 25, 50 & 100 -Year/6 -Hour Storms 5 ID Pre -Deve l opment Cond i t i on s 6 ID Drainage Area = 25.69 acres= 0.0401 sm (same as Post -Dev.), TC = 9.4 min, 7 ID Lag = 0.6 TC = 0.09 hrs, C~site SCS Avg. RCN = 72 8 ID SCS METHODOLOGY 9 IT 2 300 10 IO 3 11 KK SU BAR EA 1 12 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 13 PH 5 0 0.60 1 .32 2 .68 3.30 3.70 4 .40 14 BA .0401 15 uo 0.09 16 LS 0 72 17 KK SU BAR EA 1 18 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 19 PH 10 0 0.66 1.45 3 .02 3 .90 4.30 5.20 20 BA .0401 21 UD 0.09 22 LS 0 72 23 KK SUBAREA 1 24 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 25 PH 4 0 0.74 1.64 3.52 4 .60 5 .10 6.20 26 BA .0401 27 UD 0.09 28 LS 0 72 29 KK SUBAREA 1 30 KM SU BAR EA HYDROGRAPH COMPUTATION FOR SUBAREA 1 31 PH 2 0 0.81 1.80 3 .91 5.10 5.70 7.00 32 BA .0401 33 UD 0 .09 34 LS 0 72 35 KK SUBAREA 1 36 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 37 PH 1 0 0.88 1.95 4.30 5 .70 6.30 7.90 38 BA .0401 39 UD 0 .09 40 LS 0 72 41 zz HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: Ml133EX2.H1 ***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * SEPTEMBER 1990 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.0 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 11/10/2000 TIME 11:36:17 * * (916) 756·1104 * * * * * ***************************************** *************************************** 10 IO IT Castlegate Subdivision in College Station, Texas 10/27/00 File MI133EX2.H1 JNH Detention Pond Design 5, 10, 25, 50 & 100-Year/6-Hour Storms Pre-Development Conditions Drainage Area = 25.69 acres = 0.0401 sm (same as Post-Dev.), TC 9.4 min, Lag = 0.6 TC = 0.09 hrs, COfll>Osite SCS Avg. RCN = 72 SCS METHODOLOGY OUTPUT CONTROL IPRNT !PLOT QSCAL VARIABLES 3 0 0. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE !DATE !TIME NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGL! SH UN ITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLO'J STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 11 KK 14 BA 13 PH 16 LS 15 UD ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA HYDR0-35 5-MIN 15-MIN .60 1.32 DEPTHS FOR 5-PERCENT ............... TP-40 60-MIN 2-HR 3-HR 6-HR 2.68 3.30 3.70 4.40 STORM AREA .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER HYPOTHETICAL STORM . .............. 12-HR 24-HR .00 .00 .04 SCS LOSS RATE ST RTL CRVNBR RTIMP .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .09 LAG *** UNIT HYDROGRAPH 15 END-OF -PERIOD ORDINATES qi\ •.•..•..... TP-49 ••••••••••. 2-DAY 4-DAY 7-DAY 10-DAY .00 .00 .00 .00 *** 37. 5. TOTAL RAINFALL = PEAK FLO\J TIME (CFS) (HR) 70. 3.13 *** 127. 3. 181. 2. *** 163 . 1. 110 . 1. *** HYDROGRAPH AT STATION 4.40, TOTAL LOSS = 2.65, TOTAL EXCESS = MAXIMUM AVERAGE FLOW 6·HR 24·HR 72 -HR (CFS) 8. 5. 5. CINCHES) 1. 746 1. 746 1. 746 (AC-FT) 4. 4 . 4. CUMULATIVE AREA = .04 SQ Ml 63. 38. 23. 14. 8. *** 1.75 9.97-HR 5. 1.746 4. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK 20 BA 19 PH 22 LS 21 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA HYDR0-35 5-MIN 15-MIN .66 1.45 DEPTHS FOR 10-PERCENT ··············· TP-40 60-MIN 2-HR 3-HR 6-HR 3.02 3.90 4.30 5.20 STORM AREA .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER HYPOTHETICAL STORM ............... 12-HR 24-HR .00 .00 .04 SCS LOSS RATE ST RTL CRVNBR RTIMP .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UNIT HYDROGRAPH 15 END-OF -PERIOD ORDINATES 110. 63. 38. 1. *** *** TOTAL RAINFALL = 5 .1 5, TOTAL LOSS= 2.84, TOTAL EXCESS MAXIMUM AVERAGE FLO\J 2.31 PEAK FLO\J (CFS) 87. TIME CHR) 3.13 (CFS) (INCHES) (AC-FT) 6-HR 10. 2.312 5. CUMULATIVE AREA = 24-HR 72-HR 6. 6. 2.312 2.312 5. 5. .04 SQ Ml 9.97-HR 6. 2.312 5. ..•.••.•... TP-49 •.......... 2-DAY 4-DAY 7-DAY 10-DAY .00 .00 .00 .00 23. 14. 8 . *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 23 KK 26 BA ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA 25 PH 28 LS 27 UD *** PRECIPITATION DATA DEPTHS FOR 4 -PERCENT HYPOTHETICAL STORM HYDR0 ·35 ............... TP-40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 5·MIN .74 15·MIN 60·MIN 2-HR 3-HR 6 -HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 STORM AREA = .04 SCS LOSS RATE STRTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37 . 5. TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UNIT HYDROGRAPH 15 END·OF·PERICX> ORDINATES 11D. 63. 38. 1. *** *** 23. 14. 8. TOTAL RAINFALL = 6.20, TOTAL LOSS = 3.04, TOTAL EXCESS = 3. 16 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 113. 3.13 (CFS) 14. 8. 8. 8. (INCHES) 3.157 3. 157 3. 157 3.157 (AC-FT) 7. 7. 7. 7. CUMULATIVE AREA = .04 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** 29 KK 32 BA 31 PH 34 LS 33 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 . • • . . • • • • . . . • • . TP-40 • • • • • • • • • • • • . . • . ..•••••.•• TP-49 ..••...••.• 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .81 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 STORM AREA = .04 SCS LOSS RATE STRTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UNIT HYDROGRAPH 15 END-OF-PERICX> ORDINATES 110. 63. 38. 1. *** *** 23. 14. 8. TOTAL RAINFALL = 7.00, TOTAL LOSS = 3. 17, TOTAL EXCESS = 3.83 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 134. 3.13 (CFS) 17. 10. 10. 10. $\ (INCHES) (AC-FT) 3.828 8. CUMULATIVE AREA = 3.828 8 . .04 SQ MI 3.828 8. 3.828 8. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 35 KK 38 BA 37 PH 40 LS 39 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDR0-35 ............... TP-40 . . . . . . . . . . . . . . • . ....•..... TP-49 .....••.... 5-MIN .88 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 STORM AREA = .04 SCS LOSS RATE ST RTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** ~63. 1. HYDROGRAPH AT STATION *** UN IT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 110. 63. 38. 1. *** *** 23. 14. 8. TOTAL RAINFALL = 7.90, TOTAL LOSS = 3.29, TOTAL EXCESS = MAXIMUM AVERAGE FLOlol 4.61 PEAK FLOlol (CFS) 154. TIME (HR) 3.13 (CFS) (INCHES) (AC-FT) 6-HR 20. 4.606 10. CUMULATIVE AREA = 24-HR 72-HR 12. 12. 4.606 4.606 10. 10. .04 SQ Ml 9.97-HR 12. 4.606 10. RUNOFF SUMMARY FLO\.I IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLO\.I FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLO\.I PEAK 6-HOUR 24 -HOUR 72 -HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 70. 3.13 8. 5. 5. .04 HYOROGRAPH AT 87. 3.13 10. 6. 6. .04 HYDROGRAPH AT 113. 3.13 14. 8. 8. .04 HYDROGRAPH AT 134. 3.13 17. 10. 10. .04 HYDROGRAPH AT 154. 3.13 20. 12. 12. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi1335.h1 ***************************************** *************************************** FLOOD HYDROGRAPH PACKAGE CHEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * * RUN DATE 12/20/2000 TIME 22:30:10 * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS~ CALIFORNIA 95616 * ( 16) 756-1104 * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ······································ ...................................... ...................................... ...................................... Full Microc~ter I~lementation by Haestad Methods, Inc . ...................................... ...................................... ....................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATIONA DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND MPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID ....... 1 .... --.2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File MI1335.H1 JNH Detention Pond Design 5-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) scs Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph Computation (TC= 3.4 min.) PH 20 0 0.60 1.32 2.68 3.30 BA .0049 UD 0.034 LS 0 77 Texas 3.70 4.40 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~omputat1on (TC= 4.3 min.) .0117 0.043 0 79 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 2 1 0.494 0 318.0 Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph Computation (TC= 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ••••••• 1 ••••••• 2 ••••••• 3 ••••••• 4 ••••••• 5 ••••••• 6 ••.•••• 7 ••••••• 8 ••••••• 9 •...•• 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) KM Hydrograph Con.,utation (TC= 7.4 m1n.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi1335.h1 ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE CHEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * RUN DATE 12/20/2000 TIME 22:30:10 * * DAVIS~ CALIFORNIA 95616 * * (Y16) 756 -1104 * * **************************************** 9 IO IT Castlegate Subdivision in College Station, 12/20/00 File MI1335.H1 JNH Detention Pond Design 5-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 IDATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT * * *************************************** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph CO!ll>Utation CTC = 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM . . . . . HYDR0-35 ••...• 5-MIN 15-MIN 60-MIN . . . . . . . . . . . . . . . TP-40 . . . . . . . . . . • . • . . . . . • . . . . . . . TP-49 .........•• 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UNIT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.24, TOTAL EXCESS MAXIMUM AVERAGE FLOW 1.99 PEAK FLOW TIME (CFS) (HR) 6-HR 12. 3.07 (CFS) 1. 24-HR 72-HR 1. 1. S1 9.97-HR 1. CINCHES) (AC· FT) 1 .989 1. CUMULATIVE AREA = 1.989 1. .00 SQ MI 1.989 1. 1.989 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 C20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 WORKING R AND D COEFFICIENT AREA .2 .3 .3 DISCHARGE 0. 62. 175. ELEVATION 324.00 325.00 326.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .21 .49 ELEVATION 324.00 325.00 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 11. 3. 10 (CFS) 1. . 1. 1. 1. CINCHES) 1.989 1 .989 1.989 1 .989 (AC· FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE CAC· FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 0. 3. 10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6·HR 24-HR 72-HR 9.97-HR 324.17 3. 10 324.02 324.01 324.01 324.01 CUMULATIVE AREA = .00 SQ MI ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * 2 * * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph COf11X.1tation CTC = 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM ...•• HYDR0-35 ..... . ..•.•••......•• TP-40 . . . . . . . . . . . . . . . . .......... TP-49 ..........• 5-MIN 15-MIN 60-MIN 2·HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4~DAY 7-DAY 10-DAY .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.08, TOTAL EXCESS = 2.15 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\J (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 29. 3.07 CCFS) 3. 2. 2. 2. CINCHES) 2.147 2.147 2.147 2.147 (AC -FT) 1. 1. 1. 1. CUMULATIVE AREA = .01 SQ MI ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLO\J (CFS) 39. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.10 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 4. 2.100 2. CUMULATIVE AREA = MAXIMUM AVERAGE FLO\J 24 -HR 72-HR 2. 2. 2.100 2.100 2. 2. .02 SQ Ml *** 9.97-HR 2. 2.100 2. ** *** *** *** *** •••.••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * 2 * Route thru Detention Pond 2 (28' Broadcrested ~eir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION 1 NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\J CCFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 33. 3.13 CCFS) 4. 2. 2. 2. CINCHES) 2.100 2.100 2.100 2.100 (AC-FT) 2. 2. 2. 2. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 318.38 3.13 318.04 318.03 318.03 318.03 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * 3 * Subarea 6C (1.72 acres) * * ************** Hydrograph COfll>Utation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM ..... HYDR0-35 •..... 5-MIN 15-MIN 60-MIN ..........•. -••. TP-40 • . . • . • . . • • . . . . . • ••........ TP-49 .......... . 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.24, TOTAL EXCESS 1.99 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 6. 3.07 (CFS) 1. 0. 0. 0. (INCHES) 1.989 1.989 1.989 1.989 (AC-FT) 0. 0. 0. 0. CUMULATIVE AREA = .00 SQ MI *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW (CFS) 38. ************** * * * ADDHYD * * * ************** Add Hydrographs HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 4. 2.084 2. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 3. 3. 2.084 2.084 2. 2. .02 SQ MI *** 9.97-HR 3. 2.084 2. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP iil 2.00%) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC -x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 "" .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313.00 314.00 315 .00 316.00 *** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW CCFS) (HR) 6 -HR 24 -HR 72-HR 9.97-HR 17. 3.40 (CFS) 4. 3. 3. 3. CINCHES) 2.063 2.080 2.080 2.080 (AC-FT) 2. 2. 2. 2. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72 -HR 9.97-HR 1. 3.40 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 313.86 3.40 312.66 312.40 312.40 312.40 CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * * 4 * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph COf11)Utation (TC= 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20 -PERCENT HYPOTHETICAL STORM ....• HYDR0-35 ..... . .............•. TP-40 . . . . . . . . . . . . . . . . .......... TP-49 ........••. 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24 -HR 2-DAY 4-DAY 7-DAY 10-DAY .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .02 .53 lNITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END·OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.08, TOTAL EXCESS = 2.15 PEAK FLOW (CFS) 48. 50 KK TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 9.97 -HR 3.10 (CFS) 5. 3. 3. 3. CINCHES) 2.147 2.147 2.147 2.147 (AC-FT) 2. 2. 2 . 2. CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * ADDHYD * * * ************** Add Hydrographs 51 HC *** PEAK FLO\./ (CFS) 54. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 9. 2.103 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLO\./ 24 -HR 72-HR 6. 6. 2.114 2.114 5. 5 . .04 SQ MI *** 9.97-HR 6. 2.114 5. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 12. 3.07 1. 1. 1. .00 ROUTED TO 11. 3.10 1. 1. 1. .00 324.17 3.10 HYDR OGRAPH AT 2 29. 3.07 3. 2. 2. .01 2 COMBINED AT ADD HYD 39. 3.10 4. 2. 2. .02 ROUTED TO 2 33. 3.13 4. 2. 2. .02 318.38 3.13 HYDROGRAPH AT 3 6. 3 .07 1. 0. 0. .00 2 COMBINED AT ADD HYD 38. 3.13 4. 3. 3. .02 ROUTED TO 3 17. 3.40 4. 3. 3. .02 313.86 3.40 HYDR OGRAPH AT 4 48. 3.10 5. 3. 3. .02 2 COMBI NED AT ADD HYD 54. 3.13 9. 6. 6. .04 ** NORMAL END OF HEC -1 *** NORMA L EN D OF HEC-1 ? .. 'f€M.. EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13310.h1 ***************************************** * *************************************** * * FLOOO HYDROGRAPH PACKAGE (HEC -1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:22:43 * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ······································ ....................................... ....................................... Full Microcorrputer I~lementation by Haestad Methods, Inc . ...................................... ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION 1 DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID ..•.... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File Ml13310.H1 JNH Detention Pond Design 10-Year/6-Hour Storm Post-Development Conditions Drainage Area= 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph COf11XJtation (TC= 3.4 min.) PH 10 0 0.66 1.45 3.02 3.90 BA .0049 UD 0.034 LS 0 77 Texas 4.30 5.20 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~0111JUtat1on (TC= 4.3 min.) .0117 0.043 0 79 KK ADDHYD1 HC 2 KK 2 RS 1 SA 0.494 SQ 0 SE 318.0 Add Hydrographs Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C0111JUtation CTC = 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ....... 1 ..•.... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) KM Hydrograph Computation (TC= 7.4 m1n.) BA .0209 uo 0.074 LS 0 79 KK AOOHYD1 Add Hydrographs HC 2 zz EC1 S/N: 1333000371 HMVersion: 6 .40 Data File: mi13310.h1 ***************************************** * FLCXJD HYDROGRAPH PACKAGE CHEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:22:43 * * **************************************** 9 IO IT Castlegate Subdivision in College Station, Texas 12/20/00 File MI13310.H1 JNH Detention Pond Design 10-Year/6-Hour Storm Post-Develo~nt Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE !DATE !TIME NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * Subareas 6A, 7 & 8 (3.15 acres) * * ************** Hydrograph C~tation (TC= 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL S{ORM ...•. HYDR0-35 ..... . . . . . . . . . . . . . . . . TP-40 . . . . . • . . . . . . . . . . . . . . . . . . . . TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UNIT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 5.15, TOTAL LOSS = 2.40, TOTAL EXCESS 2.75 EAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 15. 3.07 (CFS) 1. 1. 1. 1. (p1 CINCHES) (AC-FT) 2.747 1. CUMULATIVE AREA = 2.747 1. .00 SQ Ml 2.747 1. 2.747 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .2 0. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .00 324.00 .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 14. 3.10 CCFS) 1. 1. 1. 1. CINCHES) 2.747 2.747 2.747 2.747 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 324.22 3.10 324.02 324.01 324.01 324.01 CUMULATIVE AREA = .00 SQ Ml * *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• *** *** *** *** 21 KK 23. BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph COfl1X.ltation CTC = 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM . • . . . HYDR0-35 ..... . . . . . . . • . . . . . • • . TP-40 . . . . . . . . . . . . . . . . . . . . . . . . . . TP-49 ........•.. 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG 56. 94. 46. *** *** 19. *** UNIT HYDROGRAPH a ·END-OF-PERIOD ORDINATES 7. 3. 1. *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 5.15, TOTAL LOSS = 2.22, TOTAL EXCESS = 2.93 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 37. 3.07 (CFS) 4. 2. 2. 2. CINCHES) 2.929 2.929 2.929 2.929 (AC-FT) 2. 2. 2. 2. CUMULATIVE AREA = .01 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 50. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 5. 2.876 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 3. 3. 2.876 2.876 3. 3. .02 SQ MI *** 9.97-HR 3. 2.876 3. ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * * 2 * * ************** Route thru Detention Pond 2 (28' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** PEAK FLOW (CFS) 42. EAK STORAGE (AC-FT) 0. EAK STAGE (FEET) 318.49 TIME (HR) 3.13 TIME (HR) 3.13 TIME (HR) 3.13 *** *** *** HYDROGRAPH AT STATION 2 (CFS) CINCHES) (AC-FT) 6-HR 5. 2.876 3. MAXIMUM AVERAGE FLOW 24-HR 72-HR 3. 3. 2.876 2.876 3. 3. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 0. 0. 0. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 318.06 318.04 318.04 CUMULATIVE AREA = .02 SQ Ml *** 9.97-HR 3. 2.876 3. 9.97-HR 0. 9.97-HR 318.04 *** *** ••• *** *** ••• *** *** *** ••• *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1 .72 acres) ************** Hydrograph COf11XJtation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10 -PERCENT HYPOTHETICAL STORM . . . . . . . . • . . . . . . TP -40 . . . . . . . . . . . . . . . . . . . . . . . . . . TP-49 .........•. 2-HR 3-HR 6-HR 12 -HR 24-HR 2-DAY 4 -DAY 7-DAY 10-DAY 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1 . 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 5.15, TOTAL LOSS = 2.40, TOTAL EXCESS 2.75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24 -HR 72-HR 9.97-HR 8. 3.07 (CFS) 1. 0. 0. 0. CINCHES) 2.747 2.747 2.747 2.747 CAC-FT) o. 0. 0. 0. CUMULATIVE AREA = .00 SQ MI *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** EAK FLOW (CFS) 49. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 6. 2.858 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24·HR 72-HR 4. 4. 2.858 2.858 3. 3. .02 SQ MI *** 9.97-HR 4. 2.858 3. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * * 3 * * Route thru Detention Pond 3 (36 11 RCP Gl 2.00X) ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 lo .6 43 SQ DISCHARGE 0. s. 19. 36. SS. 44 SE ELEVATION 312.00 313.00 314.00 31S.OO 316.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 31S.OO 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97 -HR 24. 3.37 (CFS) 6. 4. 4. 4. CINCHES) 2.824 2.8S1 2.8S1 2.8S1 (AC-FT) 3. 3. 3. 3. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 1. 3.37 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 314.30 3.37 312.82 312.SO 312.SO 312.SO CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• ••• *** *** 4S KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * 4 * * * Subareas 9, 10, 11, 12, 13, 14, 1S, 16 & 17 (13.36 acres) ************** Hydrograph Coqx.1tation (TC = 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM ....• HYDR0-3S ..... . S-MIN 1S-MIN 60-MIN ·2:HR····3:HR 00 T~=~g ··12:HR···24:HR 2:0AY···4:DA~P-4 ?-0AY 00 1o:DAY .66 1.4S 3.02 3.90 4.30 S.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .S3 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 9S. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = S.1S, TOTAL LOSS = 2.22, TOTAL EXCESS 2.93 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 61. 3.10 (CFS) 7. 4. 4. 4. CINCHES) 2.929 2.929 2.929 2.929 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** SO KK ************** * * * * ADDHYD * * ************** Add Hydrographs 11 51 HC *** PEAK FLOW (CFS) 73 . HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6 -HR 12. 2.873 6. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 8. 8. 2.892 2.892 6. 6 . .04 SQ MI 11- *** 9.97-HR 8. 2.892 6. RUNOFF SUMMARY FLO\.I IN CUBIC FEET PER SECOND TIME IN HOURS, AREA I N SQUARE MILES PEAK TIME OF AVERAGE FLO\.I FOR MAXIMUM PE RIOD BASIN MAXIMUM TIME OF OPERATION STATION FLO\.I PEAK 6-HOUR 24-HOUR 72 -HOUR AREA STAGE MAX STAGE HYD RO GRAPH AT 15. 3.07 1. 1. 1. .00 ROUTED TO 14. 3 .10 1. 1. 1. .00 324.22 3.10 HYDR OGR APH AT 2 37. 3 .07 4. 2. 2. .01 2 COM BINED AT AD DHYD 50. 3.07 5. 3 . 3 . .02 ROUTED TO 2 42. 3.13 5. 3. 3 . .02 318.49 3.13 HY DROGRAPH AT 3 8. 3.07 1. 0. 0. .00 2 COM BINED AT ADD HYD 49. 3.13 6. 4. 4. .02 ROUTE D TO 3 24. 3 .37 6. 4. 4. .02 314.30 3.37 HY DROGRAPH AT 4 61. 3.10 7. 4. 4. .02 2 COM BINED AT AD DHYD 73. 3.13 12. 8. 8. .04 *** NORMA L END OF HEC-1 *** NORMA L END OF HEC-1 /'9 " ftA~ EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13325.h1 ***************************************** * * * * *************************************** * * FLOOD HYDROGRAPH PACKAGE (HEC-1) SEPTEMBER 1990 VERSION 4.0 * * * RUN DATE 12/20/2000 TIME 22:26:58 * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECON D STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ······································ ······································ ...................................... ······································ Full MicrocOf!FUter lrrplementation by Haestad Methods, Inc . ...................................... ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM TH OSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALC ULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC -1 INPUT ID .•..... 1 ....... 2 ....... 3 ....... 4 ....... 5 ..•.... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File MI13325.H1 JNH Detention Pond Design 25-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph CQ111PUtation (TC = 3.4 min.) PH 4 0 0.74 1.64 3.52 4.60 BA .0049 UD 0.034 LS 0 77 Texas 5.10 6.20 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 C20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~~tat1on CTC = ~.3 min.) .0117 0.043 0 79 KK ADDHYD1 HC 2 KK 2 RS 1 SA 0.494 SQ 0 SE 318.0 Add Hydrographs Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C~tation CTC = 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ••••••• 1 ••••••• 2 ••••••. 3 ••••••• 4 ••••••• 5 •••..•• 6 ••••••. 7 ..••••• 8 •••...• 9 •••••• 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15 1 16 & 17 (13.36 acres) KM Hydrograph Corrputation (TC = 7.4 m1n.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13325.h1 ***************************************** * FLOOD HYDROGRAPH PACKAGE (HEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:26:58 * * **************************************** 9 IO IT Castlegate Subdivision in College Station, Texas 12/20/00 File MI13325.H1 JNH Detention Pond Design 25-Year/6-Hour Storm Post-Development Conditions Drainage Area= 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME NMIN !DATE !TIME DATA NQ NDDATt NDTIME !CENT 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph C~tation CTC = 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ...•. HYDR0-35 ..... . . . . . . . . . . . . • . . . TP-40 . . . . . . . . . . . . . . . . . • • . . . . . . . TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .74 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UN IT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.55, TOTAL EXCESS = 3.65 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 19. 3.07 (CFS) 2. 1. 1. 1. 11 CINCHES) (AC-FT) 3.654 1. CUMULATIVE AREA = 3.654 1. . 00 SQ Ml 3.654 1. 3.654 1 . *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 lNITIAL CONDITION x .00 llORKING R AND D COEFFICIENT AREA .2 .3 .3 DISCHARGE 0. 62. 175. ELEVATION 324.00 325.00 326.0D *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .21 .49 ELEVATION 324.00 325.DO 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 17. 3.10 (CFS) 2. 1. 1 . 1. CINCHES) 3.654 3.654 3.654 3.654 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 D. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE C FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 324.28 3.10 324.03 324.02 324.02 324.02 CUMULATIVE AREA = .00 SQ Ml ** *** *** ••• *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph C0111'Utation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ..•.. HYDR0-35 ..... . ............... TP-40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .74 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .D1 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END·OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 6.20, TO TAL LOSS = 2.34, TOTAL EXCESS = 3.86 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72 -HR 9.97-HR 46 . 3.07 (CFS) 5. 3. 3. 3 . (INCHES) 3.859 3.859 3.859 3.859 (AC -FT) 2 . 2. 2 . 2. CUMULATIVE AREA = .01 SQ Ml ** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 62. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) CAC · FT> 6-HR 7. 3.798 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 4. 4. 3.798 3.798 3. 3. .02 SQ Ml *** 9.97-HR 4. 3.798 3. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * 2 * Route thru Detention Pond 2 (28' Broadcrested ~eir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320 .00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 EAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 53. 3.13 (CFS) 7. 4. 4. 4. (INCHES) 3.798 3.798 3.798 3.798 (AC· FT) 3. 3. 3. 3. ''AK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 318.61 3.13 318.08 318.05 318.05 318.05 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph COf1llUtation CTC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM •.... HYDR0-35 ..... . ..........•.... TP -40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6 -HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10 -DAY .74 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF -PERIOO ORDINATES 15. 22. 10 . 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.55, TOTAL EXCESS 3.65 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 10 . 3.07 (CFS) 1. 1. 1. 1. CINCHES) 3.654 3.654 3.654 3.654 (AC· FT) 1. 1. 1. 1. CUMULATIVE AREA = .00 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW (CFS) 61. ************** * * * ADDHYD * * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC -FT) 6-HR 8. 3.778 4. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 5. 5. 3.778 3.778 4. 4. .02 SQ MI *** 9.97-HR 5. 3.778 4. *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * * 3 * * Route thru Detention Pond 3 (36" RCP @ 2.00X) ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 .6 43 SQ DISCHARGE 0. 5. 19. 36 . 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** PEAK FLO\J (CFS) 33. EAK STORAGE (AC·FT) 1. PEAK STAGE (FEET) 314.81 45 KK 47 BA 12 PH ·49 LS 48 UD *** *** *** *** *** HYDROGRAPH AT STATION 3 TIME MAXIMUM AVERAGE FLO\J (HR) 6-HR 24-HR 72 -HR 9.97-HR 3 .37 (CFS) 8. 5. 5. 5. CINCHES) 3.731 3.771 3. 771 3.771 (AC· FT) 4. 4. 4. 4. TIME ' MAXIMUM AVERAGE STORAGE CHR) 6-HR 24-HR 72-HR 9.97-HR 3.37 0. 0. 0. 0. TIME MAXIMUM AVERAGE STAGE (HR) 6·HR 24-HR 72-HR 9.97-HR 3.37 312.98 312.60 312.60 312.60 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * * 4 * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph C01TpUtation (TC = 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ..... HYDR0 -35 •.••.. 5-MIN 15-MIN 60-MIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv .74 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79 . *** UN IT HYOROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.34, TOTAL EXCESS 3.86 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\.I (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 75. 3.10 (CFS) 9. 5. 5. 5. (INCHES) 3 .858 3.858 3.858 3.858 (AC· FT) 4. 4. 4. 4. CUMULATIVE AREA = .02 SQ Ml * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 51 HC *** PEAK FLO\.I (CFS) 94. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION . ADDHYD (CFS) CINCHES) (AC-FT) 6 -HR 16. 3.787 8. CUMULATIVE AREA = MAXIMUM AVERAGE FLO\.I 24 -HR 72-HR 10. 10. 3.816 3.816 8. 8. .04 SQ Ml *** 9.97-HR 10. 3.816 8. RUNOFF SUMMARY FLO~ IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PE RIOD BASIN MAXIMUM TIME OF OPERATIO N STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 19. 3.07 2. 1. 1. .00 ROUTED TO 17. 3.10 2. 1. 1. .00 324.28 3.10 HYDROGRAPH AT 2 46. 3.07 5. 3. 3. .01 2 COM BINED AT ADDHYD 62. 3.07 7. 4. 4. .02 ROUTED TO 2 53. 3.13 7. 4. 4. .02 318.61 3.13 HYD ROGRAP H AT 3 10 . 3.07 1 . 1. 1. .00 2 COMBINED AT ADD HYD 61. 3.13 8. 5. 5. .02 ROUTED TO 3 33. 3.37 8. 5. 5. .02 314.81 3.37 HYD ROG RA PH AT 4 75. 3.10 9 . 5. 5. .02 2 COM BI NED AT AD DHYD 94. 3.13 16. 10. 10. .04 *** NOR MAL END OF HEC-1 *** NORMAL END OF HEC-1 t t;~Y~ IEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13350.h1 ***************************************** * *************************************** * FLOOO HYDROGRAPH PACKAGE (HEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:32:57 * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ...................................... ...................................... ...................................... Full Microcomputer i!ll>lementation by Haestad Methods, Inc. ······································ ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM . REPLACES All PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION 1 DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID ....•.. 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File MI13350.H1 JNH Detention Pond .Design 50-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph C~tation (TC= 3.4 min.) PH 2 0 0.81 1.80 3.91 5.10 BA .0049 UD 0.034 LS 0 77 Texas 5.70 7.00 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~~tat1on (TC= 4.3 min.) .0117 0.043 0 79 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 2 1 0.494 0 318.0 Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C~tation (TC= 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ......• 1 ....... 2 ....... 3 ..•.... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) KM Hydrograpll C~tation (TC= 7.4 m1n.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrograplls HC 2 zz HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13350.h1 ***************************************** * * * FLOOD HYDROGRAPH PACKAGE CHEC-1) * * SEPTEMBER 1990 * * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:32:57 * * * ***************************************** 9 10 IT Castlegate Subdivision in College Station, Texas 12/20/00 File MI13350.H1 JNH Detention Pond Design 50-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE !DATE !TIME NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS 9 CALIFORNIA 95616 * * c 16) 756 -1104 * * * *************************************** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph C~tation CTC = 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 5-MIN .81 15-MIN 60-MIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UNIT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.63, TOTAL EXCESS = 4.37 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 21. 3.07 (CFS) 2. 1. 1. 1. ~1 (INCHES) (AC-FT) 4.366 1. CUMULATIVE AREA = 4.366 1. .00 SQ HI 4.366 1. 4.366 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .2 0. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .00 324.00 .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 20. 3.10 (CFS) 2. 1. 1. 1. (INCHES) 4.366 4.366 4.366 4.366 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 324.32 3.10 324.04 324.02 324.02 324.02 CUMULATIVE AREA = .00 SQ HI ** *** *** *** ••• *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph COIJ1)Utation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM 5-HIN .81 HYDR0-35 ..... . 15-HIN 60-HIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIHP STORM AREA .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 7.DD, TOTAL LOSS = 2.42, TOTAL EXCESS = 4.58 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\J (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 52. 3.07 (CFS) 6. 3. 3. 3. CINCHES) 4.584 4.584 4.584 4.584 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .01 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** 26 KK 27 HC *** PEAK FLO\J (CFS) 71. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 8. 4.520 4. CUMULATIVE AREA = MAXIMUM AVERAGE FLO\J 24-HR 72-HR 5. 5. 4.520 4.520 4. 4. .02 SQ Ml *** 9.97-HR 5. 4.520 4. ** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** ••• *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * * 2 * * ************** Route thru Detention Pond 2 (28' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 WORKING R AND D COEFFICIENT AREA .5 .6 .6 DISCHARGE 0. 87. 246. ELEVATION 318.00 319.00 320.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .52 1.10 ELEVATION 318.00 319.00 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\J (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 61. 3.13 (CFS) 8. 5. 5. 5. (INCHES) 4.520 4.520 4.520 4.520 (AC-FT) 4. 4. 4. 4. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 318. 71 3.13 318.09 318.06 318.06 318.06 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph C0111JUtation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 s:MiN 15-MIN 60-MIN 3.91 ·2:HR····3:HR .. T~:~g ··;2 :HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv .81 1.80 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.63, TOTAL EXCESS 4.37 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 12. 3.07 (CFS) 1. 1. 1. 1. (INCHES) 4.366 4.366 4.366 4 .366 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .00 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW (CFS) 71. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 9. 4.498 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 6. 6. 4.498 4.498 5. 5 . .02 SQ Ml *** 9.97-HR 6. 4.498 5. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP @ 2.00X) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 IJORKING R AND D COEFFICIENT .4 .4 .5 .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIM UM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 39. 3.37 (CFS) 9. 6. 6. 6. (INCHES) 4.437 4.490 4.490 4.490 (AC-FT) 5. 5. 5. 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. 3.37 0. 0. o. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 315.16 3.37 313.10 312.68 312.68 312.68 CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * 4 * * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph Computation (TC= 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM . . . . . HYDR0-35 ..... . ............•.. TP-40 . . . . . . . . . . . . . . . . ......•... TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .81 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.42, TOTAL EXCESS = 4 .58 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 87. 3.10 (CFS) 10. 6. 6. 6. (INCHES) 4.584 4.584 4.584 4.584 (AC-FT) 5. 5. 5. 5. CUMULATIVE AREA = .02 SQ Ml * *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 51 HC *** PEAK FLOW (CFS) 110. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 19. 4.498 10. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72 -HR 12. 12. 4.539 4.539 10. 10. .04 SQ Ml *** 9.97-HR 12 . 4.539 10. RUNOFF SUMMARY FLO'.I IN CUBIC FEE T PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLO'.I FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION F LO'.I PEAK 6 -HOUR 24-HOUR 72 -HOUR AREA STAGE MAX STAGE HYOROGRAPH AT 21. 3.07 2 . 1. 1. .00 ROUTED TO 20. 3.10 2. 1. 1 . .00 324.32 3.10 HYOROGRAPH AT 2 52. 3.07 6. 3. 3 . .01 2 COMBINED AT ADO HYO 71. 3.07 8. 5. 5. .02 ROUTED TO 2 61. 3.13 8. 5. 5. .02 318. 71 3 .13 HYOROGRAPH AT 3 12. 3.07 1. 1. 1. .00 2 COMBINED AT ADO HYO 71. 3.13 9. 6. 6. .02 ROUTED TO 3 39. 3.37 9. 6. 6. .02 315.16 3.37 HYOROGRAPH AT 4 87. 3.10 10 . 6. 6. .02 2 COMBINED AT ADO HYO 110. 3.13 19 . 12. 12. .04 *** NORMAL END OF HEC-1 *** NORMAL ENO OF HEC-1 o/J-Y~~ EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi133100.h1 ***************************************** * *************************************** FLOOO HYDROGRAPH PACKAGE CHEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:35:34 * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ....................................... ...................................... ...................................... ...................................... Full Microc~ter l111Jlementation by Haestad Methods, Inc . ...................................... ...................................... ....................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID .....•. 1 ....... 2 : ...... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO KK KM PH BA UD LS Castlegate Subdivision in College Station, 12/20/00 File MI133100.H1 JNH Detention Pond Design 100-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology 2 300 3 1 .0049 0.034 0 Subareas 6A 7 & 8 (3.15 acres) Hydrograph CQl!1)Utation (TC= 3.4 min.) 0 0.88 1.95 4.30 5.70 77 Texas 6.30 7.90 KK RS SA SQ SE 1 1 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR ' 0.175 0 324.0 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67, 68, 1, 2 1 6B (7.46 acres) Hydrograph ~~tat1on (TC= ~.3 min.) .0117 0.043 0 79 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 2 1 0.494 0 318.0 Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C~tation (TC = 4.0 min.) BA .0027 UD 0.040 - LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC -1 INPUT PAGE 2 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15 1 16 & 17 (13.36 acres) KM Hydrograpll C~tation CTC = 7.4 min.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi133100.h1 ***************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * SEPTEMBER 1990 * * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:35:34 * * **************************************** 9 IO IT Castlegate Subdivision in College Station, 12/20/00 File Ml133100.H1 JNH Detention Pond Design 100-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 !DATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATt: NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9 .97 HOURS ENGL! SH UN I TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 ('116) 756-1104 * * * * * * *************************************** *** ••• *** *** *** *** *** *** *** ••• ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph Computation (TC= 3.4 min.) SUBBASIN RUNOFF DATA SUBBASJN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM ..... HYDR0-35 ..... . 5-MIN 15-MJN 60-MJN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv .88 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNJTGRAPH TLAG .03 LAG *** UN IT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.72, TOTAL EXCESS= MAXIMUM AVERAGE FLOW 5. 18 PEAK FLOW (CFS) 24. TIME (HR) 3.07 (CFS) 6-HR 3. 24-HR 72-HR 2. 2. '\ 1 9.97-HR 2. (INCHES) (AC-FT) 5.183 1. CUMULATIVE AREA = 5.183 1. .00 SQ Ml 5 .183 1. 5.183 1. *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .2 o. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .00 324.00 .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 23. 3.10 (CFS) 3. 2. 2. 2. (INCHES) 5.183 5.183 5.183 5.183 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 324.36 3.10 324.04 324.03 324.03 324.03 CUMULATIVE AREA = .00 SQ Ml ** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph Computation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM 5-MIN .88 HYDR0-35 ..... . 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··12:HR···24:HR 2:0Av···4:0A~P-4 ?-0Av··10=0Av 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56 . 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STAT ION 2 TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.49, TOTAL EXCESS = 5.41 PEAK FL~ TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24 -HR 72 -HR 9.97-HR 59. 3.07 (CFS) 7. 4. 4. 4. (INCHES) 5.415 5.415 5.415 5.415 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .01 SQ MI *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FL~ (CFS) 81. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) CAC-FT) 6-HR 10. 5.346 5. CUMULATIVE AREA = MAXIMUM AVERAGE FL~ 24-HR 72-HR 6. 6. 5.346 5.346 5. 5. .02 SQ MI *** 9.97-HR 6. 5.346 5. *** *** ••• ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * * 2 * * ************** Route thru Detention Pond 2 (28' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 PEAK FL~ TIME MAXIMUM AVERAGE FL~ CCFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 70. 3.13 (CFS) 10. 6. 6. 6. (INCHES) 5.346 5.346 5.346 5.346 (AC-FT) 5. 5. 5 . 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97 -HR 0. 3.13 0. 0 . 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72 -HR 9.97-HR 318.80 3.13 318.11 318.07 318.07 318.07 CUMULATIVE AREA = .02 SQ MI *** *** *** *** *** ••• *** *** *** *** *** *** *** *** ••• *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph Computation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM 5-MIN .88 HYDR0-35 ..... . 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Ar···4:0A~P-4 ?-0Ar··1a:0Ar 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA .00 SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOO ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.72, TOTAL EXCESS 5.18 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 13. 3.07 (CFS) 2. 1. 1. 1. CINCHES) 5.183 5.183 5.183 5 .183 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .00 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW CCFS) 80. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD CCFS) CINCHES) (AC-FT) 6-HR 11. 5.323 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 7. 7. 5.323 5.323 5. 5. .02 SQ Ml *** 9.97-HR 7. 5.323 5. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP @ 2.00%) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFIC·IENT .4 .4 .5 .6 lOO .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72 -HR 9.97-HR 45. 3.33 (CFS) 11. 7. 7. 7. (INCHES) 5.243 5.314 5.314 5.314 (AC-FT) 5. 5. 5. 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 2. 3.33 1. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 315.50 3.33 313.23 312.76 312.76 312.76 CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * 4 * * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph CCllJ1)Utation (TC= 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM ..... HY DR0-35 ..... . . . . . . . . . . . . . . . . TP-40 . . . . . . . . . . . . . . . . . . . . . . . . . . TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .88 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UNIT HYDROG RAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.49, TOTAL EXCESS 5.41 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 98. 3.10 (CFS) 12. 7. 7. 7. (INCHES) 5.414 5.414 5.414 5.414 (AC-FT) 6. 6. 6. 6. CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** ••• *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 51 HC *** PEAK FLOW (CFS) 127. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6·HR 23. 5.311 11. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24·HR 72 -HR 14. 14. 5.366 5.366 12 . 12. .04 SQ Ml *** 9.97-HR 14. 5.366 12 . RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6 -HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 24. 3.07 3. 2. 2. .00 ROUTED TO 23. 3.10 3. 2. 2. .00 324.36 3.10 HYDROGRAPH AT 2 59. 3.07 7. 4. 4. .01 2 COMBINED AT ADD HYD 81. 3.07 10. 6. 6. .02 ROUTED TO 2 70. 3.13 10. 6. 6. .02 318.80 3.13 HYDROGRAPH AT 3 13. 3.07 2. 1. 1. .00 2 COMBI NED AT ADD HYD 80. 3.13 11. 7. 7. .02 ROUTED TO 3 45. 3.33 11. 7. 7. .02 315.50 3.33 HYDR OGR APH AT 4 98. 3.10 12. 7. 7. .02 2 COM BINED AT ADD HYD 127. 3.13 23. 14. 14. .04 *** NOR MAL END OF HEC-1 *** NORMAL END OF HEC-1 /«J~;t11~ EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 104 ~l?V'\ REVlEWED FOR ENGINEER'S COST ESTIMATE • co~~PLIANCE 18-0ct-00 CASTLEGATE SUBDIVISION OCT 2 5 2000 COLLEGE STATION , TEXAS SECTION 1, PHASE 1 COLLEGE STAflON Item ENG\NEERING Estimated Unit Estimated No. Description Quantity Price Cost Sitework Castlegate Drive 1 Mobilization/Layout 1 .0 LS $12 ,000 .00 $12 ,000.00 2 Eros ion cntrl /seeding/bale dam/cnst entrance 1 LS $10 ,000 .00 $10,000.00 3 Site Preparation 2 .0 AC $3 ,000.00 $6,000 .00 4 Topsoil Stripping & Replacement 1,700 CY $4.00 $6,800 .00 5 Excavation/Grading 4 ,900 CY $3.50 $17, 150.00 6 Lime Stabilized Subgrade 5,205 SY $3.00 $15 ,615.00 7 Concrete Laydown Curb 3 ,000 LF $7.00 $21,000 .00 8 Base Material -7" depth 4 ,085 SY $6.50 $26 ,552.50 9 Asphalt Pavi ng - 1 1 /2" depth 4 ,085 SY $4.25 $17,361 .25 10 Special Color Paving 1,080 SF $6.00 ~6,480 .00 Subtotal $138,958.75 Ravenstone Loop 11 Site Preparation 3.5 AC $3 ,000 .00 $10 ,500 .00 12 Topsoil Stripping & Replacement 2,560 CY $4 .00 $10,240.00 13 Excavation/Grading 6,300 CY $3.50 $22,050 .00 14 Lime Stabilized Subgrade 9 ,305 SY $3 .00 $27,915 .00 15 Concrete Laydown Curb 5,870 LF $7 .00 $41,090 .00 16 Base Material -6" depth 6,190 SY $5.75 $35,592 .50 17 Base Material -7" depth 715 SY $6 .50 $4 ,647 .50 18 Asphalt Paving - 1 1 /2" depth 6 ,905 SY $4 .25 $29,346.25 19 Concrete Apron 3 ,135 SF $5.00 $15 ,675.00 20 ADA Ramps 2 EA $400 .00 $800.00 21 Sidewalks 180 SF $3.00 $540.00 22 Special Color Paving 525 SF $6.00 ~3,150.00 Subtotal $201,546.25 Kendal Green 23 Site Preparation 0.2 AC $3 ,000.00 $600.00 24 Topsoil Stripping & Replacement 300 CY $4 .00 $1 ,200.00 25 Excavation/Grading 520 CY $3 .50 $1,820 .00 26 Lime Stabilized Subgrade 360 SY $3.00 $1 ,080.00 27 Concrete Laydown Curb 290 LF $7.00 $2 ,030.00 28 Base Material -7" depth 120 SY $6.50 $780 .00 29 Asphalt Paving - 1 1 /2" depth 120 SY $4.25 $510 .00 30 Concrete Apron 800 SF $5 .00 $4,000 .00 31 Special Color Paving 525 SF $6.00 ~3, 150.0 Subtotal $15, 170.( Page 1 of 4 ' ". r J .. "! .. Storm Drainage Castlegate Drive 32 Drainage Pipe -18" RCP -structural backfill 88 LF $36 .00 $3,168.00 33 Drainage Pipe -18" RCP -non-structural backfill 28 LF $26 .00 $728 .00 34 Drainage Pipe -27" RCP -structural backfill 66 LF $46.00 $3,036 .00 35 Drainage Pipe -27" RCP -non -structural backfill 80 LF $36.00 $2,880 .00 36 Inlets 5' wide/junction boxes 1 EA $2,400.00 $2,400 .00 37 Inlets 15' wide 1 EA $4 ,000.00 $4,000.00 38 Safety End Treatment -18" precast 2 EA $750.00 $1,500 .00 39 Headwalls -27" RCP 1 EA $1,600.00 ~1,600 .00 Subtotal $19,312.00 40 Ravenstone Loop 41 Drainage Pipe -18" RCP -structural backfill 27 LF $36 .00 $972 .00 42 Drainage Pipe -18" RCP -non-structural backfill 189 LF $26.00 $4 ,914 .00 43 Drainage Pipe -24" RCP -structural backfill 24 LF $42 .00 $1 ,008 .00 44 Drainage Pipe -24" RCP -non-structural backfill 153 LF $32.00 $4,896.00 45 Drainage Pipe -27" RCP -non-structural backfill 6 LF $36.00 $216.00 46 Drainage Pipe -30" RCP -structural backfill 185 LF $50.00 $9 ,250 .00 47 Drainage Pipe -30" RCP -non-structural backfill 117 LF $40.00 $4 ,680 .00 48 Drainage Pipe -36" RCP -structural backfill 24 LF $60.00 $1,440.00 49 Drainage Pipe -36" RCP -non-structural backfill 95 LF $50 .00 $4 ,750 .00 50 Inlets 5' wide/junction boxes 2 EA $2,400.00 $4 ,800.00 51 Inlets 1 O' wide 6 EA $3 ,200.00 $19,200.00 52 Inlets 15' wide 1 EA $4,000.00 $4,000 .00 53 Headwalls -24" RCP 1 EA $1 ,600.00 $1,600 .00 54 Headwalls -36" RCP 2 EA $2,400.00 $4 ,800.00 55 Drainage Channel Excavation 355 CY $4.00 ~1,420.00 Subtotal $67,946.00 Page 2 of 4 Waterline W1-1 56 12" pipe-PVC-Cl 200 (C900)-structural backfill 180 LF $44.00 $7,920.00 57 12" pipe-PVC-Cl 200 (C900)-non-struc backfill 1,370 LF $30.00 $41,100 .00 58 Gate Valves -12 5 LF $1,500.00 $7,500.00 59 M.J . Bends 12" 3 EA $500.00 $1,500.00 60 M.J. Tees 12" 5 EA $500.00 $2,500.00 61 2" Blow off Assembly 1 EA $400.00 $400.00 62 Water Services (long) 6 EA $800.00 $4,800.00 63 Water Services (short) 6 EA $400.00 $2,400.00 64 Fire Hydrant Assembly 3 EA $2,000.00 ~6,000.00 Subtotal $74,120.00 W1-2 65 8" pipe-PVC-Cl 200 (C900)-non-struc backfill 1, 175 LF $20 .00 $23,500.00 66 Gate Valves -8" 4 LF $600.00 $2,400.00 67 M.J . Bends 8" 4 EA $300.00 $1,200 .00 68 M.J. Tees 8" 1 EA $300.00 $300.00 69 End cap and marking 1 EA $200.00 $200.00 70 Water Services (long) 8 EA $800.00 $6,400.00 71 Water Services (short) 6 EA $400.00 $2,400.00 72 Fire Hydrant Assembly 1 EA $2,000.00 $2,000.00 73 2" Blow off Assembly 2 EA $400.00 ~800.00 Subtotal $39,200.00 W1-3 74 8" pipe-PVC-Cl 200 (C900)-non-struc backfill 983 LF $20.00 $19,660 .00 75 Gate Valves -8" 2 LF $600.00 $1,200.00 76 M.J . Bends 8" 1 EA $300.00 $300.00 77 M .J. Tees 8" 3 EA $300.00 $900.00 78 Water Services (long) 1 EA $800.00 $800.00 79 Fire Hydrant Assembly 1 EA $2,000.00 $2,000 .00 80 2" Blow off Assembly 1 EA $400.00 ~400.00 Subtotal $25,260.00 W1-4 81 8" pipe-PVC-Cl 200 (C900)-structural backfill 50 LF $30.00 $1,500.00 82 8" pipe-PVC-Cl 200 (C900)-non-struc backfill 50 LF $20.00 $1,000.00 83 Gate Valves -8" 1 LF $600.00 $600.00 84 M .J. Tees 8" 1 EA $300.00 $300.00 85 2" Blow off Assembly 1 EA $400.00 ~400.00 Subtotal $3,800.00 W1-5 86 8" pipe-PVC-Cl 200 (C900)-structural backfill 50 LF $30.00 $1,500.00 87 8" pipe-PVC-Cl 200 (C900)-non-struc backfill 50 LF $20.00 $1,000.00 88 Gate Valves -8" 1 LF $600 .00 $600 .00 89 M.J. Bends 8" 1 EA $300.00 $300.00 90 2" Blow off Assembly 1 EA $400.00 ~400.00 Subtotal $3,800.00 Page 3 of 4 Page 4 of 4 Date : July 9 , 2001 To: Amanda Hudec, Accountii .tM From: Bob Mosley, City Enginee~ \\\ Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Castlegate Subdivision, section 1 phase 1 development , we have accepted the following improvements to the City of College Station infrastructure. Streets: 24 foot wide pavement-Belvoir Ct. 24 foot wide pavement-Ravenstone Loop 36 foot wide pavement-Castlegate Dr. Storm Sewer: 18 inch diameter 24 inch diameter 27 inch diameter 30 inch diameter 36 inch diameter Sanitary Sewer: Water: 6 inch PVC sanitary sewer main 8 inch PVC sanitary sewer main 4 foot diameter eccentric manholes 8 inch PVC main 12 inch PVC main Fire Hydrant, assembly 140 linear feet 2,351 linear feet 1,014 linear feet 332 linear feet 201 linear feet 95 linear feet 302 linear feet 146 linear feet 1,648 linear feet 3,472 linear feet 21 each 1,242 linear feet 2,346 linear feet 5 each Based upon our previous meeting, Development Services has begun providing us engineering estimates with the private development plans . This will allow us to identify the cost of the infrastructure in the future. We do not have the engineering estimates for this project. This memo provides a record of the infrastructure acceptance, however, the engineering cost estimates for this infrastructure will be required from Development Services. 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 0 o ~J~ Dear Sir: DATE: /?/Cf QJ] . o)CJCJ / I RE: COMPLETION OF udfe~ . v S~/,/J~J 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 any 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 _ __.,_~~~-r~=CJ~e1___._ ___ and by their sub-contractors as indicated by signatures below . WORK COMPLETED S;b/'M.. .x~~ ~Iv,_ Lftu:J ~;~ J4-,0hi~ S±~ ~&v'iJ DATE s/J3h1 I I S/;;3/(; I ~ J 5/c:23/t!' I J 7 c~~~d/ ~~24-1/ Owner: ~,&o ~ ~~ Contractor: ~~ Address: -50/"Q dr.w.zk· a.c;._L{, Address: l?V' 7 ~nt-~ /jJ, ~/z1;77?t)' Signature ~42 /&{/µ Signature: ~ /fl. 7 lj'·"c·-l c2:Jf ACCEPTANCE & APPROVAL ~ . DEVELOPMENT PERMIT PERMIT NO. 500064 DP-CASTLEGATE SUBDIVISION (CLEARING) FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: October 31, 2000 OWNER: GREENS PRAIRIE INVESTORS, LTD . WALLACE PHILLIPS 5010 AUGUSTA CIRCLE COLLEGE STATION TX 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: FULL DEVELOPMENT PERMIT All construction must be in compliance with the approved construction plans 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. cAdd~~ Date Owner/ Agent/ Contractor Date ~-'1' COLLlGl STATION DEVELOPMENT PERMIT PERMIT NO. 500064 DP-CASTLEGATE SUBDIVISION (CLEARING) FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE ST A TION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: October 31, 2000 OWNER: GREENS PRAIRIE INVESTORS, LTD . WALLACE PHILLIPS 5010 AUGUST A CIRCLE COLLEGE STATION TX 77845 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: FULL DEVELOPMENT PERMIT All construction must be in compliance with the approved construction plans 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 //*"/ •QO Date DEVELOPMENT PERMIT t/f. Application Fee ($100) ~2,/'h ~ «.Application 5--1 /A/-- ~Erosion Control Plan )1~4. EPA/NOi (> S acres) .,,. / ~blic Infrastructure Inspection Fee ($300) ~./-J% L. ~rainage Report # 4-aeCovenants for maintenance of detention/retention ponds . ments Dedicated (separate instrument) 7? . permits issued ' · . Engineer's Estimates (l-4 necessacy for rough grading/clearing ....... all others necessacy for full permit) o:\dcve _ scr\forma\cngr\chkbt.doc 3/2S/99 11 ofl2 Table 2. Item No. 1 Estimate of "Oversized Line" Construction Costs for Installation of 24"0 DTP Water Supply Line Along State Highway 40 Right-of-Way from Existing City of College Station Water Tower at Greens Prairie Road and State Highway 6 and 12"0 PVC Crossin g Lines to Proposed Castle Gate Su bdi vision Estimated Extended Description of Estimated Unit Cost Cost Item Quantity ($/unit) ($) Comment Mobilization/Demobilization 1 EA Lump Sum $5 ,000 2~~= C~tru ~!i!_aym~~o~ce B ~f ~:::__1_ E~-·--·---_____ L_______________ ---------------·---·-- . ..!:~-~2 .. ~ u~ ___ L_~}.?.~-~~9 ..... j -~-9.£.!~.t~J. ~~~~~~-~.!!~!!.~?.~! ______________ ·----····-------·------- 3 Provide & lnstall Connection to Existing 24"0 1 EA Lump Sum $30 ,000 Existing line must remain in service and temporary DIP -Tap and Saddle Existing 24"0 Pipe connecting line will have to be installed. This item only and In stall New 24"0 DIP Water includes the labor, associated activities, and parts (s leeves, etc.) Transmission Pipe to Castle Gate associated with the connection. The materials (tees and values) Subdivision required at the connection point are covered in separate line items. 4 I-Wet Bore 24"0 Beneath Duct Bank 30 LF $160/LF $4,800 --------·· #---- --' --5 Clearing and Grubbing Along Proposed 1 EA Lump Sum $15,000 Hi ghway 40 ROW for Pipeline Route 6 Provi de & Install 24"0 DIP A WW A C 150 7 ,200 LF $58 .50/LF $421,200 Majority of pipeline route will not be in present or proposed (ANSI A2 l .5 l) Thickness C lass 52 with 8 paved area. Therefore, cost assumes only a small portion of the Mil Pol y Wrap Along State Highway 40 line will require structural backfill. Average cover of 6 .0 ft ROW (72"). City of College Station Class D bedding. 7 [ Provide & Install 24"0 DIP Butterfly Valve 5 EA $8 ,000/EA $40,000 One valve at t he point of connection with the existing line and (Main Line) -four valves along the water main route. I =-8 -I ... -;-""'';'' \ J. ·-Provide & Install 24"0 DIP 22.5 . Bend I 6EA $2 ,000/EA $12,000 -~P-~-Ji~.q' I l'r.. ••• ···~·· ,~. ~-. I I 9 Provide & Install 24"0 DIP 11 .25 B end 3EA ~ $2 ,000/EA $6,000 .. ---f ......... ··.\-:~ ·;:t>. --------I ·-------.. -·--------f ~~··r.~~~'"~~~-~ ~\'i)·--- \···~·················· .. ·~':'.\"' ~ Table 2 . Item No. 10 Continued Description of Item Provide & Insta ll 2" Air and Vacuum Valve A.~~embly Estimated Quantity Estimated Unit Cost ($/u nit) Extended ·cost ($) $14 ,000 Comment . -···-· -· ...... ·--·····-·-·-····--···-···----· ··-· -·-· ......... ······-······ ................... -······· ····--···· ·····-· ..... ···-········-····-······· --·····-···-.. ··-·····--·-· ... ·-·········-·-----·--··-·-···--···-· ··--········- _ _}_]_ ___ E!~vide & Install 24"0 by 24"0 x 12 "0 Te ~ .. -1.E~-_ $2,5Q..O/EA $7 ,500 For crossin_g~ of State f--!ighwa _ 40 to Castle 9at ~ubdJvision. -1 2 ------~~!()\'[cfe ~ 1I1 ~~1 .1 .~9 ''(2) s}~)~~~i~~~11! Pip~--8 00 LF · ---·$"7o;i r --$?.§,QQQ f.<?T .t.;.;~ ~~t~~ 1i~~_cr()s~ing~ .C>f[~~~e Hig~~ay~O 13:9~.: ---- ·-------·------··-----·-r-----·-c-------------------------------~------<• 13 Provide & Install 12 "0 PVC C900 CL 200 840 LF $35 /LF $29,400 DR 14 Pipe in Encasement Pipe Across State _ Hig_hway 40 ROW ---1 ---· ----·---·---·---1-----------------·---·-------- 14 Provide & Install 2"0 End of Line Blow-Off--4 EA -~O /EA ·--$-1-,6-0-0-+-B-lo-w---O ff a~d-p-lu_g.f~~;:;-d-o-f-24-,,0-li-n ~--an-d -~t-c_ro_s._si-n -gs-.--11 Riser Assembly (Plug) 11-----11 -------------------------f-----1------·-------------·--·---------n . ······--·--· .. -· OO··•OOOOO•O••OoO••oO·OMO • ••O·'H"H•••••o•H•O••o•••H••-ooOOoo·0-00 OOOO•OO•O•H .... OM'MM''''' woo-••-• ·-·---························--··-···-·--· . . .......... _ ............ ___ ,. ______ ·····-----· -----··-· -·· __ .... ______ ·-·-··-··--··-·------ 15 Provide & Install 12 "0 DIP Gate Valve (Tee 3 EA $1 ,400/EA $4,200 Gate valves for water lines crossing to subdivision . . ··• .... ..... ........ ... ... ... . . .... ~()'.:l:I1~~~i2!:1~t -----~ ---------------·---·-----1 -----·-c---·----------------·------,---·--·- l 6 Chlorination and testing of completed lines 1 EA Lump Sum $2,500 -·-------------·---··-----------------· ----------·--·----·-----------·---------------·-----·-·-- 17 f.:i!t~rfa.~ricSiltfence .... 1,000~f $2.5/LF ··--·-·-·· -..... $2,5QO Stabilization of Construction Exit 1 EA Lump Sum $1 ,200 -·---------·--·--------------------·----11--"------1------·--·-----------------n 18 -·---·-------------------------------1-·----J---------·-----·----------- 19 J3:~s~~c:l~I1g (~!~a.d ~11.:s.Q. ·--4 ~cr~s .. §},_QQQ!A ~~~ $4 ,000 . _ ... .... _ _ .... ~~,,,, .. __ · _§..l!_'!}-1!..Z.<!_fJ!_.<!IJi .. 1:1!i_!.'!.Y!Lq_q_s_t§. ······················· ·-··· ···· ·c!:tt;gq __ ~~c~~~··· F-..... _{_·t_~~ .... -:-=6ci=· ·~=··-·=t·-· _·-·_--_·---_ ..... _....... -· fi.~f;!~ •. · Rf..~!~J '1, ·-·-----· --~!~~t~~~oFr:;;/i~~1iIPWA-T -ER_T_RA_N_S~-11S SION·-------:.r __ , -·-·-rfi·f"--. ~-::~-------------- LINE ALONG STATE HIGHWAY 40 ROW AND 12"0 PVC $73 7 ,044 I*... \ .~. ~ ""'* CROSSING LINES TO CASTLE GATE SUBDIVISION ~··•••:·::••••••••::·::••••.:.:.•••••• ~ _T'\ , .... . ~ --· ~ .... •.rd..>< ~ ~\-.,. .. :: ................ ····~~" ''""'. '·~·.. 44481 1\t" .·;~,, t'()·. '9 c;) ··~.,, t,;.('\i~!:!?1srE~~.;:~.:" ~ \us, ....... t:.~\,;>- \,...ONAL ---'''''~ .. ' ' /TJ/. 11-1-00 f ... , ~~A~ q;y c.s: ~~~~./?JJ~~A~ .. ~/~~~ ~Jtd /'t?~ ~~ ~t:?OC? -0 ~ ~ ~, " \...-. ) ~ @-5000fu'-/- \J f 0-;)-()0 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION q:oDMW .>plication is hereby made for the following development specific site/waterway alterations : 5111.laJ.; v ~ I e-... :Cv--.frCl~+r .-. d.crt: to"-s..f-r ,,_J;-.:-o tt ACKNOWLEDGMENTS: , design engineer/~er. 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. ~ Ak~~~9~ ~~~ Property Owner(s) Con ctor CERTIFICATIONS: (for proposed alterations within designated flood haz.ard areas.) A. I, , certify that any nonresidential structure on or proposed to be on this site as part of this application is design.~_ted to prevent damage to the structure or its contents as a result of flooding from the 100 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. Engineer Date C. I, ~ ~ S ~ h P, S .J-.Jtz_ , cenify that the alterations or development covered by this pennitshall not diminish the flood-carryil( capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of _,,,,,,, Q --\E. OF l'. \\ floodwaysandoffloodway9n.g . 1 ~ 29~00 f.-<..~ ••••·••• ~-r:'• , c:, •• •• ••• •• .., t Engineer Date "* .·· · .. If> fa ii.: "·*'I. \ r\ t" ~ l1--~··········· "* ~ D. I, sJ o ~\.-.. r . ~ "---TL 'do certify that the proposed alterations do not raise th ~~~iicl>ioe~iT ... I flood ve elevationlished i the lates Federal Insurance Administration Flood Hazard Study. 4~ -.. ..SSBB.g ........ i~·I fto~·~~ <:>/4fl ~ ~ ? a _ 0 '."\ .,~;·.~ISTE~~··· ~ ~ _j_ (..,-.1. v \".S; ••••••••• ~0., Engineer Date ''-"<?NAL r:...,,,,--.,,~., Conditions or comments as part of approval :---------------------------- .::cordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris rrom construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. FINAL PLAT APPLICATION FNLP APP.DOC 3125199 3 of3 'I I ~ ·. '' FOR OFFICE USE ONLY P&ZCASENO.: b0=1J8 ATE SUBMITTED: j 0--.?-00 q ~ CD{tfV. FINAL PLAT APPLICATION (check one) Minor __ Amending __ Vacating __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration . MINIMUM SUBMITTAL REQUIREMENTS : v' Filing Fee of $200.00 . _LDevelopment P ermit Application Fee of$100 .00 (if applicable). _Zlnfrastructure Inspection Fee of $300 .00 (applicable if any public infrastructure is being constructed .). Application completed in full. V Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) v One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). VPaid tax certificates from City of College Station, Brazos County and College Station l.S .D. 5 copy of the attached checklist with all items checked off or a brief explanation as to why they are not. __LTwo (2)copies of public infrastructure plans associated with Ws plat (if applicable). d;).7o 6~h~Pm\r1e vJ -\ME OF SUBDIVISION _ _.;_C_a__;~+__;/ e'--)+-(}__._f-e__,. _5C-\_.;_G=-J_,_' 11--'-iJr--'.H'--'i+-' ~i-~ J__.__;i_"'____;_J -1-)-p-~_~_se.__,_/ ____ _ APPLICATION DATA &'ECIFIED LOCATION OF PROPOSED SUBDIVISION /Uo ,+11..._ of' 6 r <: ~ ..-..s Pr1-t"r ; ~ Qc~J-; Wdt o+: +he_ -P-V\.~~ s+~k H'skwo-1 4-0 APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name bre~ ..... .s Pr,_;r;e.. ~veJf-1rS,1 L+J. -WcL(ti-<'.( PJ.....·[/,f?S Street Address 5D I~ f\""sv.sta c._; r c. l ~ City Lo ti~ :f s +~i-: ~ ~ State T i Zip Code 11 ~ 4 S E-Mail Ad dres s ------------ Phone Number 9 1 q ~ b 'l '3 -1 '6 3 '0 Fax Number °I 7 i -b 9 0 -/ 4-S 0 PROPER TI OWNER'S INFORMATION: Name (2 r~e V'\.s ~rrur;e. "'L..01!Sf-arS L+J.. StreetAddress ~u)u A-,v.3v...S{·q., L~rc(c_ City Lo/Je5e 5+c..+,· • .., State -r: {.._ Zip Code J ] ~ 4 5 E-Mail Address ___________ _ Phone Number q 1 °t -f> q 3 -716 3 u Fax Number q 1 Cf -~ 'l 6 -t 4-8 0 ARCI-IlTECT OR ENGINEER'S INFORMATION : Name l c: jC..c"' G ~ \\. vc.. l Lo "'--+-r~ d-ti r ..5 ,.-Joe .Scl..__l+<-, P. £. Street Address l ] \l 1 C., ro ~G """'-f2.c-.J City __ L_-o_l_{ -e_5.!-~-s_:.hl....:........:.c_.1' "'\..:.---- joe 5 c. k.._ ll-z@fey.co"'.ncf State _:C_..__.f.-_'--11 &4-S Zip Code E-Mail Address Phone Number __ q_.__.]_C/,__~_,,b'-q'--0_-_7-'-7_1 .:......! _Fax Number __ q.L...!....7 ....!..'/_--={o.....!..'f....:.0_-_1.:_7!._7!._' ....1....7 ____ _ FINAL PLAT APPLICATION FNLPAPP.DOC 3tl5/99 I of3 TOTAL ACRES OF SUBDIVISION l-3 . 4-Lf R-0-W ACREAGE ~ .~Lf TOTAL# OF LOTS 5 tJ TUMBER OF LOTS BY ZONING DISTRJCT 50 I PDO-H I I -- AVERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: o. ·z.A 1fDO-t-\ I I ! __ FLOODPLAIN ACREAGE 0 . 0 A-c... PARKLAND DEDICATION ACREAGE '3. ~ I Ac. OR FEE AMOUNT ----- A STATEMENT ADDRESSING ANY DIFFERENCES BETWEEN THE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): /\J on.. I!_ REQUESTED VARIANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME --------k k to PD CJ -f-\ £~ ..__; ":5 S f1:~J,.rJ s REQUESTED OVERSIZE PARTICIPATION 0{'{5,·.Je_ W o-~/c·,...C? o...f a V\ r:J r\.o ~ f2-~ D -W ~~ 5 +v..\-e_ H; 1hwc.'1 4--o TOTAL LINEAR FOOTAGE OF PROPOSED : 3 5 '30 STREETS 0 SIDEWALKS S" { t. () SANITARY SEWER LINES z.1 ~ "3 o WATERLINES 2 6 0 CHANNELS { o ~ 0 STORM SEWERS l 1 S o 0 BIKE LANES I PATHS NOTE : DIGI TAL COP Y O F PLAT (IF APPLICABLE) MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct and complete. The undersign ed hereby requ ests appro val by th e City of Colleg e Stati on of the above identified final plat. _.gnature~ FINAL PLAT APPLICATION FNLPAPP .OOC 3/2~199 Date Io, z.. -o u 2 of3 TEX CON G enera l Co ntrac tors Di v. of C DS Ente rprises, Inc. 1707 Graham Rd . • Co ll ege Station , TX 77845 • 409-690 -7711 • Fax: 409-690-9797 October 30 , 2000 Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Ave. South College Station, TX 77842 RE: Castlegate Subdivision, Section 1, Phase 1 -College Station, Tex as D ear Ms . George : Attached is a cop y of the letter addressin g the Drainage Report comment noted on Staff Rev iew Comments No . 2 and a copy of the EPA NOi form. The schedule for the park de v elopment will be provided with the nex t Phase submitted for approval. Also attached ar e 3 copies of the construction drawings to be stamped for appro v al. We w ill come pickup the ex tra copies that you do not need. If you have any questions or need additiona l information, please do not hesitate to gi v e me a call at ( 409) 690-7711 . Sincerely Yours , Joe Schultz, P .E. Ci vi l Engineer Attachments r • t • ) I .,,,,.. -· TEX CON Ge ne ral Co ntracro rs D i1·. of C DS £111 c 1priscs . fo e . 17 0 7 Graham Rd . •C oll ege St a ti o n , TX 77 845 • 409 -690 -7711 • Fax : 409 -690 -9 79 7 Octob er 27, 2000 Ted Mayo~ Asst. City Engineer City of College Station 1101 Texas Ave . South College Station, TX 77842 RE : Castlegate Subdivision, Section 1, Phase l -College Station, Texas Dear Mr. Mayo : It was noted in the review comments for the drainage report for the above re fe renc ed project that the dev e lopment will increase the stormwater runoff onto the adj ac ent downstream property and Greens Prairie Road . This runoff eventually flows und e r Green Prairie Road again and into Spring Creek. Although a regional detention facility will be constructed for this development along Spring Creek near State Highway 6 , the impact to the adjacent property owners and Green Prairie Road must be addressed . Approximately one-half of the area draining to Greens Prairie Road will flow through a series of 3 ponds to be constructed in the park along Castlegate Drive. An analysis using the HEC-1 computer modeling software has been completed for the preliminary design of the ponds and their spillway structures. This analysis indicates the post-development peak runoff will be reduced by the ponds and will be equal to or less than the pre-development peak runoff. This analysis includes the development of Section 1, Phase 2, and the Section 4 , Phase 1, in addition to this initial development. Also , additional detention can be provided in the Section 1, Phase 2 development if necessary . Based on this analysis, the stormwater peak runoff after development will be less than or equal to the pre-development runoff and there will be no adverse impacts to the downstream landowners or drainage structures . T he design of the ponds is ongoing and a revised drainage report will be submitted as soon as the pond design is finalized . , If you have any questions or need additional information, please do not hesitate to give me a call at ( 409) 690-7711 . Sincerely Yours, ~~ Joe Schultz, P .E. Civil Engineer ~, ·r--~=-=-:::~~-=-=-=---=----==~~~~~-::-~~--pr;~ THIS FOAM REPLACES PREVIOUS FOAM 3510-6 (8-98) Form Approved . OMS No. 2040-0 i See Reverse for Instructions United States Environmental Protection Agency Washington. DC 20460 NP DES FORM OEPA Notice of Intent (NOi) for Storm Water Discharges Associated with CONSTRUCTION ACTIVITY Under a NPOES General Permit Submission of this Notice of Intent constitutes notice that the party identified in Section I of this l0<m intends to be authorized by a NPDES permit iss~ tor storm water discharges associated with construction activity in the State/Indian Country Land identified in Section II of this f0<m . Submission of this Nol of Intent also constitutes notice that the party identified in Section I of this form meets the eligibility requirements in Part l.B. of the general permit (inciud those related to protection of endangered species determined through the procedures in Addendum A of the general permit), understands that continL autho<ization to discharge is contingent on maintaining permit eligibility, and that implementation of the Storm Water Pollution Prevention Plan required un. Part IV of the general permit will begin al the time the permittee commences work on the construction project identified in S&cion II below. IN ORDER OBTAIN AUTHORIZATION. ALL INFORMATION REQUESTED MUST BE INCLUDED ON THIS FORM . SEE INSTRUCTIONS ON BACK OF FOF I. Owner/Operator (Applicant) Information Name: (f1f1/\1l101l'l1 I bi~ 1tV1f:.1.iiA-1L..1 1L10,N1T ,,<,A,L I r,o l~jl Address:ll 11101]1 1&1e.1flifiiA-1r?\i 1f2.101A-1P1 City: State: l.LJl9 I I Has the Storm Water Pollution Prevention Plan (SWPPP) been prepared? Yes ~ No 0 Optional : Address of location of SWPPP for viewing SW PPP ~ress in Section f above 0 Address in Section II above 0 Other address (if known) belo Phone: Address : ~'~~~~~~~~~~~~~~~~~~~~~~~~~~~~l~I~~~~~ I I I City: Name of Receiving Water: Month Day Year Monrh Day Year Estimated Construction Start Date Estimated Completion Date Estimate of area to be disturbed (to nearest acre}: I I I I 12 1SI Estimate of Like~hood of Discharge (choose only one): 1. 0 Unlikely 3 . ~Once per week 5 . 0 Continual 2 . 0 Once per month 4 . 0 Once per day flt. Certification State: LLJ Zip Code: 1-1 I I I I Based on instruction provided in Addendum A of the permit. a1 there any fisted endangered°' threatened species. or designa · critical habitat in the project area? YesEJ No~ I have satisfied permit eligibility with regard to protection of endangered species through the indicated section of Part 1.8 .3.e of the permit (ched< one or more boxas): (a)~bJO (c)O (d)o I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a sysl• designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons v. manage this system. °'those persons directly responsible for gathering the information. the information submitted is. to the best of my knowledge 2 belief. true. accurate. and complete. I am aware that there are significant penalties for submitting false information. including the possib1l1ty of line 2 imprisonment for knowing violations . Signature : EPA Form 3510-9 replaced 3510-6 (8 -98) TEX, CON Gen eral Con tractors Div. of CDS En terprises, In c. 1707 Graham Rd . • College Station, TX 77845 • 409-690-7711 • Fax: 409-690-9797 October 27 , 2000 )tr~~ Ted Mayo ~ Asst. City Engineer City of College Station 1101 Texas Ave. South College Station, TX 77842 RE : Castlegate Subdivision, Section 1, Phase 1 -College Station, Texas Dear Mr. Mayo: It was noted in the review comments for the drainage report for the above referenced project that the development will increase the stormwater runoff onto the adjacent downstream property and Greens Prairie Road. This runoff eventually flows under Green Prairie Road again and into Spring Creek. Although a regional detention facility will be constructed for this development along Spring Creek near State Highway 6, the impact to the adjacent property owners and Green Prairie Road must be addressed. Approximately one-half of the area draining to Greens Prairie Road will flow through a series of 3 ponds to be constructed in the park along Castlegate Drive. An analysis usiul::, ihc HEC-1 curnpuLer modeling sofrware has been completed for the preliminary design of the ponds and their spillway structures . This analysis indicates the post-development peak runoff will be reduced by the ponds and will be equal to or less than the pre-development peak runoff. This analysis includes the development of Section 1, Phase 2, and the Section 4, Phase 1, in addition to this initial development. Also, additional detention can be provided in the Section 1, Phase 2 development if necessary. Based on this analysis, the storm water peak runoff after development will be less than or equal to the pre-development runoff and there will be no adverse impacts to the downstream landowners or drainage structures. The design of the ponds is ongoing and a re v ised drainage report will be submitted as soon as the pond design is finalized. • If you have any questions or need additional information, please do not hesitate to give me a call at ( 409) 690-7711. Sincerely Yours , ~~ Joe Schultz, P .E . Civil Engineer TEX CON General Contractors Di v. of CDS Enterprises, Inc. 1707 Graham Rd . College Station , TX 77845 • * 1h.it, rtpof t '11~ bftrl revi5ed . ~ oo--•,8 Drainage Report for Castlegate Subdivision Section 1, Phase 1 College Station, Texas September 2000 Developer: Greens Prairie Investors, 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 Drainage Report for Castlegate Subdivision Section 1, Phase 1 College Station, Texas September 2000 Developer: Greens Prairie Investors , 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 1, 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. C\-11-~o TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, 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 ........................................................................................................................ S STORM WATER RUNOFF DETERMINATION .............................................................................................. S DETENTION FACILITY DESIGN ...................................................................................................................... 8 STORM SEWER DESIGN .................................................................................................................................... 8 CONCLUSIONS ..................................................................................................................................................... 9 APPENDIX A ........................................................................................................................................................ 10 Storm Sewer Inlet Design Calculations APPENDIX B ........................................................................................................................................................ 12 Storm Sewer Pipe Design Calculations APPENDIX C ........................................................................................................................................................ 30 Greens Prairie Road Pipe Design Calculations APPENDIX D ........................................................................................................................................................ 33 Storm Sewer Drainage Channel Design Calculations EXHIBIT A ........................................................................................................................................................... 38 Offsite Infrastru cture Plan for Castlegate Subdivision EXHIBIT B ............................................................................................................................................................ 40 Po st-Development Drainage Area Map 2 LIST OF TABLES TABLE 1 -Rainfall Intensity & Time of Concentration Calculations .............................................. 6 TABLE 2 -Post-Development Runoff Information ............................................................................ 7 3 INTRODUCTION DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 1 The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 1, 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 LOCATION AND DESCRIPTION The project is located on a 162 acre tract located west of State Highway 6 along th e north side of Greens Prairie Road in College Station, Texas. This report addresses Section 1, Phase 1 of this subdivision, which is made up of 23.44 acres . The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations rang e from elevation 308 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 . However, LJA Engineering & Surveying, Inc. has submitted a Request for Conditional Letter of Map Revision to FEMA to outline a proposed 100-year floodplain area. This proposed floodplain area does not affect Section 1. Section 1 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 1, approximately the front thre e-fourths of the acreage flows toward the southeast boundary of the tract and into existing drainage channels. The back fourth of the acreage for Section 1 flows primarily to the northwest into existing drainage channels or onto the proposed State Highway 40 right-of-way. Both areas follow existing 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 de sign parameters for the storm sewer are as follows: • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design . • Design Storm Frequency Storm Sewer system 10 and 100-year storm events • Runoff Coefficients Post-development (single family residential) c = 0 .55 • Rainfall Intensity values for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table , and the intensities are calculated with the higher values where required. • Time of Concentration, tc -Due to the small sizes of the drainage areas, the majority of 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 RUNOFF DETERMINATION The peak runoff values were determined in accordance with the criteria presented in the previous section for the 5, 10, 25, 50, and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for future 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) Storm tc= 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 Intens ity (in/hr) tc = U(\1*60) le= Time of concentration (min) L =Length (ft) V =Velocity (ft/sec) 25 Y._ear storm 50 Y._ear storm 100 Y._ear storm b= 89 b= 98 b= 96 d= 8.5 d = 8.5 d= 8.0 e = 0.754 e = 0.745 e = 0.730 6 TABLE 2 -Post-Development Runoff Information Castlegate Subdivision Section 1, Phase 1 A c Area# (acres) Section 1 -Phase 1 1 >" 1 . 75 ,/ 0 .55 / 2 ./ 0 .71 ,/ / 0 .55 67 .,,,.,., 1 .05 ,,,,, 0 .55 68 / 0 .34 / 0 .55 7 / 0 .76 ./ / 0 .5 5 8 / 0 .91 / 0 .55 9 / 2 .2 0 / 0 .55 10 t/ 1 .51 ;" 0 .55 30 ./ 1 .28 ,, 0 .55 31 / 0 .78 ,,,. 0 .55 .... 32 // 0 .37 V' 0.55 33 -0 .65 V 0 .55 34 v 0.46 _,,. 0 .55 35 ....,. 0 .88 "' 0 .55 35/ 1.06 v 0 .55 37 v 1 .84 " 0 .55 5 .,,., 1.74 ...... 0 .55 38 "" 2 .27/ 0 .55 tc Os (min) (cfs) 10 v 7.40 I 10 3 .00 10 4.44 10 1.44 10 3 .22 10 3.85 10 9 .31 10 6 .39 10 5.42 10 3 .30 10 1 .57 10 2 .75 10 1 .95 10 3 .72 10 4.49 10 7 .79 10 7 .36 10 9 .60 Section 1 -Phase 2 -affecting Phase 1 12 I..-0 .86 V 0 .55 10 3 .64 13 -1 .2 5 .. 0 .55 10 5 .29 14 / 0 .78 y. 0 .55 10 3 .30 15 v 1 .52 ~ 0 .55 10 6.43 16 I/ / 1 .54 / 0 .55 10 6 .52 17 ...... V 1.42 V 0 .55 10 6 .01 010 (cfs) 8 .31 3 .37 4 .99 1 .61 3 .61 4.32 10.45 7.17 6 .08 3.70 1 .76 3 .09 2.18 4 .18 5 .03 8.74 8 .26 10.78 4 .08 5 .94 3 .70 7 .22 7.31 6 .74 Section 4 -Phase 1 -affecting Section 1, Phase 1 6 6 (..-0 .4 9 ,, 0 .55 70 v 1 .18 4 0 .55 The Rational Method: Q=CIA Q = F low (cfs ) A= Area (acres) C = Runoff Coeff. I = Rainfall Inte nsity (in /hr) 10 2 .07 2 .33 10 4 .99 5 .60 7 02s Oso 0100 (cfs) (cfs) (cfs) 9.49 10.73 11 .20 3 .85 4 .35 4 .55 5 .69 6.44 6.72 1.84 2 .08 2 .18 4 .12 4 .66 4 .87 4 .94 5 .58 5 .83 11.93 13.49 14 .08 8.19 9 .26 9 .67 6 .94 7 .85 8.19 4 .23 4 .78 4.99 2 .01 2.27 2 .37 3 .53 3 .99 4.16 2.49 2.82 2 .94 4.77 5.40 5 .63 5 .75 6 .50 6 .79 9.98 11.28 11.78 9.44 10 .67 11 .14 12.31 13.92 14 .53 4.66 5 .27 5 .51 6.78 7 .66 8 .00 4 .23 4 .78 4 .99 8.24 9.32 9 .73 8 .35 9.44 9 .86 7.70 8 .71 9 .09 2 .66 3.00 3 .14 6.40 7 .24 7 .55 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site will be a regional facility designed by LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. The runoff from this project flows into existing drainages and then into Spring Creek. The detention facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. 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 III 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 intercep:ted-:b}'. ets 103, 104, HO & 123 was calculateo:::Uy using-th apaci of Inlets On Graae equation. The capacities or the inlets m sumps (Inlets 101, 102, 106-107, 121-122 & 124) were calculated using tlie Inlet ·n Sumps, Weir Rlo :w equation ·th a aximum allowable epth of 7" (5" gutter flow plus "gutter aepression). 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, u Pi es 106 & G7 will also pass the 100-year stonn._event without any headwater. The headwaters for these two pipes are less than the proposed minimum final grade behind the inlets; therefore , the runoff is contained within the right-of-way. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second , and it does not exceed 15 feet per second. As the data shows, even during low flow conditions , the velocity in the pipes will exceed 2 .5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 106 . Appendix B contains a summary of the Manning pipe calculations as w ell as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events. The maximum velocity for the pipe system in Section 1, Phase 1 will be 9 .72 feet per second and will occur in Pipe No. 102 . Pipe 402 shows a higher velocity, but this is the ultimate design value once Section 4 is constructed . Pipes 108 & 402 will be stubbed out for this phas e of construction . 8 An 18" RCP is proposed for the entrance to the subdivision on Castlegate Drive at Greens Prairie Road . This size of pipe will adequately pass the 5, 10, 25 , 50 & 100-year storm events . The data and related calculations can be found in Appendix C. The storm sewer design also involves two drainage channels, Channel 1 and Channel 3. (Channel 2 lies in Phase 2 of Section 1 and will be addressed at a later date). Channels 1 and 3 are trapezoidal channels approximately 2.5 feet deep (includes 0.5 feet of freeboard) with 4: 1 side slopes . Channel 1 has a bottom width of 4 feet, and receives water from Pipe 106 . Channel 3 has a bottom width of 3 feet, and receives water from Pipe 130. The channels will be seeded to establish grass cover, which allows a maximum velocity of 4.5 feet per second (College Station Drainage Policy & Design Standards, Table VII-2, page 60). The calculated velocities for these channels are well within this requirement. Refer to Appendix D for the channel calculations. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site . The proposed storm sewer system should adequately control the runoff and release it into existing drainages . Also, the regional detention facility should adequately reduce the peak post-development runoff to less than the pre-development runoff for the design storm event. 9 APPENDIX A Storm Sewer Inlet Design Calculations 10 Castlegate Subdivision Section 1, Phase 1 Inlet Length Calculations Inlets In Su mp Inlet# Length & Type Flow from Are a# Sectio n 1/Phase 1 t01 .,..1s· Standa rd ~ 67 l ·401 Ao· Standa rd 66 70 102 v 5' Standard 2 v 68 I- 10 v 106 i/10' Standa rd 12 v 107 /is· Standa rd 9 '"' 13 ,, /io· Sta ndard 3 1 v 121 --- / 36 .' 122 l/io· Standard ~ 35 ~· A c o,, (a cres ) (els ) 1.75 0.55 8.3 1 1.05 0.55 4.99 0.4 9 0.55 2.33 1.18 0.55 5.60 0.71 0.55 3.37 0.34 0.55 1.6 1 1.51 0.55 7.17 0.86 0.55 4.08 2.2 0.55 10.45 1.25 0.55 5.94 0.78 ~ 0.55 3.70 ' 1.06 0.55 5.03 ,,,. 0.4 6 0.55 2.18 0.88 0.55 4.18 10 year storm Q c;•rry over Q Total Q Total+1 0% Y 10.actu .. L1o ~•q 'd . L 10-actulll (els ) from inlet# (els) (els ) (ft) (I n) (ft) (ft) 8.31 9.14 0.342 4.11 10 .95 . 15 4.99 5.49 0.283 3.39 2.33 2.56 0.212 2.55 6.53 .. 10 • 5.60 6.16 0.295 3.54 3.37 3.71 0.244 2.93 4.11.....- 5 "' / 1.61 1.78 0.185 2.22 0.84 ,,,. 103 .,, 8.0 1 v , 8.8 1 0.337 4.05 9.96 .. 10 ..... 4.08 4.49 0.262 3.15 ..A. 10.4 5 11.49 0.373 4.47 15 " 14.25 0'.9<!1C \Oi.•2§.109 6.85 (.J.54.., 0.3 18 3.82 11 3.70 4.07 0.253 3.03 1 .20 "' 10 ..... 5.03 5.54 0.284 3.40 0.00 .# 123 \.' 2 .18 2.40 0.207 2.4 9 7.05/ 10 ...... 2.2Q." 120 ,. 6.38 7.0 1 0.3 10 3.72 t24 ~Standard 32 • 0 .37 0.55 1.76 "IC 1.76 1.93 0.191 2.29 3 9¥1-5 ./ ......... 33 I-0.65 0.55 3.09 3.09 3.40 0.236 2.83 ·This inlet will be c onstructed wi th Sectio n 4 , but it a ffec ts th e d esi gn of S ection 1\\:ase 1. *us ing y_ = 7" = 0.583' Inl ets On Grade 10 yeai"'!,!orm In let # Length & Ty pe Flow fro m y,, Q J19rlooc O c•ptureod O bypu• "Q,~.,~·· Q by p.tot•I O up.tot .i 0 10.Total Area# (ft) (i n ) (ft) (els ) (el s) (els1'. from inlet# (els ) (els ) (els) Sect ion 1/Ph ase 1 ['\. 103 -' 5' Recessed 7 v 0.257 3.09 0.55 2.77 .. 0.84 v -,, "' 0.84 2.77 3.6 t v' 104 r' 1 O' Recessed 8 v 0 .306 3.67 0.57 5.71 v • f 1.39 1' ........ .. o.oo 5.71 5.7t ,,, 120 ,...-1 O' Recessed 37 v 0 .36 1 4.34 0.65 6.54 ,,. 2.20 "' ~ 2.20 6.54 8.74 >---V'1 O' Recessed 12 3 30 ~ 0 .357 4.28 0 .64 6.43 -0.35 0.00 6.4 3 6.43 Se ction 1/Phase 2 (affecti ng Ph ase 1) 6'. v'110 1 O' Recessed 15 0.353 4.24 0.65 6.46 0.76 0.76 6.4 6 7.22 V 111 10· Recessed 16 0.355 4.26 0.65 6 .4 8 0.83 0.83 6.48 7.3 1 ~1 08 10' Recessed 14'7" 0.372 4.4 6 0.59 5.93 1:2~· 0.76 110 o.oa. 6.68 6.68 -h09 10' Recessed 17 ' 0.390 4.68 0.67 6.66 0.08 0.83 111 f-' 0112 .;; 6.66 7.58 v ·These inlets w ill NOT be constructed 1n S ection 1, Phas e 1, but they affe ct the des ign of Section 1, Phase 1. Tra nsverse (C rown ) s lope (tuft) = 0 .038 Strai ght Crown Fl o w {S o lved t o f i nd actua l depth o f flow , y): a= o.s6 • (zl n) • s '12 • y'" '* y =(Q t [0 .56 • (zlnl • s 112n"' n =Roughness Coe fficient= 0 .0 18 z = Reciprocal o f c rown slope = S = S treeVG utte r Slo pe (tuft) y = Depth of flow at inlet (ft) C a p ac ity o f In l ets o n g rad e : Oc = 0 .7 • [1/(H , • H2)) • [H 1 512• H2 512] Oc =Flow capacity of inl e t (cfs} H, =a + y 26 H2 = a = g utter de pression (2" Sta ndard ; 4" Rece ssed} y = Depth of flo w in approach gutter (ft ) Inlets in s umps, W eir Flow: L = Q I (3 • y 312 ) ¢ y = (Q I 3L)213 L = Length of inle t opening (ft) Q = Flow a t inlet (cfs} y = total depth of flow on Inlet (ft} max y for inlet in sump = 7" = 0 .583' Y 100 (ft) 0.288 0.312 0.4 04 0.391 0.395 0.397 0.418 0.464 100 yea r st orm 0 100 C urry over Oroi.1 O r ota1+10% Y 100 (els ) (els) from Inlet# (els ) (els ) (ft) (I n) 11.20 11 .20 12.32 0 .577 6.92 6.72 6.72 7.39 3.14 3.14 3.45 0.536 6.4 3 7.55 7.55 8.3 1 4.55 4.55 5.00 0 .624 7.49 2.18 2.18 2.3 9 9.67 1.95 103 11 .62 12.78 0.733 8.80 5.51 5.5 1 6.06 14.08 14 .08 15.4 9 0.788 9.45 8.00 6.5 1 104, 10!, 109 14 .52 15 .97 4.99 4.99 5.4 9 0.57 1 6.86 6.79 6.79 7.4 6 2.94 1.36 123 4.30 4.73 0.664 7.96 5.63 4.8 1 120 10.4 4 11.48 2.37 2.37 2.6 1 0.612 7.34 4.16 4.16 4.58 10 0 ye ar storm Q J19rlooc O capt ur.cl O by pan O urrycw., O b.,.p.toc• O c ap.tot .. 0 100-Totlll s L actu al (i n) (ft) (els ) (els) (els) from Inlet# (el s ) (els ) (els) (ftlft) (ft) 3.46 0.58 2.92 1.95 1.95 2.92 4.87 0.02 70 5 .,/ 3.74 0.60 6.02 -0.20 0.00 6.02 6.02 0.027 0 10 \/ 4.85 0.70 6.97 4.8 1 4.81 6.97 11.78 0.0260 10 ..,; 4.69 0.68 6.84 1.36 1.36 6.84 8.19 0.0 150 10 " 4.74 0.69 6.88 2.85 2.85 6.88 9.73 0.0200 10 4.76 0.69 6.90 2.96 2.96 6.90 9.86 0.0200 10 5.02 0.63 6.27 -1 .28 2.85 11 0 1.57 7.54 9.12 0.0130 10 5.57 0.7 1 7.11 1.98 2.96 111 4.94 7.11 12.05 0.0 130 10 APPENDIXB Storm Sewer Pipe Design Calculations 12 Castlegate Subdivision Pipe Calculations -Section 1, Phase 1 Inlet Outlet 1 O year storm 100 year stor m P i pe# S ize Le n gth S l ope Invert Invert El ev Elev *Actual Flow Design Flow V 10 % Fu ll Travel Time, tno *Actual Flow Design Flow V 100 % F u ll Travel Time, tr10 (in) (ft) (%) (ft) (ft) (cfs ) (cfs) (fps ) (sec) (m i n ) (cfs ) (cfs) (fps) (se c ) (m i n ) ,/ 100 18 v 88.0 0 .50 329.72 329.2 8 0 .60 ,. 0 .97 2 .76 ... 25 .3 32 0.53 0 .80 1.92 ..... 3.34 / 36.1 " 26 0.44 / 402 18 1" 28 .0 ,, 4 .00 322 .03,.., 320 .91 ( ir •• 7 .93 "**12 .81 /**11 .79 **59.2 ,/ 2 0.04 **10.69 **17 .26 **12 .47 **73 .3 2 0 .04 ,/ 101 27 " 66 .0 ' 0 .90 320.16 ,; 319 .57 "' 21.23 ,/ 7.58 66.3 .... 9 0 .15 28 .61 7 .78 87.2 8 0.14 102 27 ,, 80.0 1.40 319.46 318 .34 26 .21 .,,. 9.44 65.8 "' 8 0.14 35.34 9 .72 85 .9 8 0.14 v' T~ 18 " 27.0 0.90 328.25 328 .01 5.71 .,,,. 9 .22 v 5 .97 81.8 5 0 .08 6 .02 9.72 5.92 87.9 5 0.08 v' 103 24 " 153.0 1.00 327.51 325 .9 8 8.48 11"" 13.7Y 7 .13 58 .9 21 0 .36 8 .94 14.44 7.21 61.0 21 0.35 v 108 27 6.0 0 .85 310.88 310 .83 ***2 6 .28 ***7.6 ***81 .2 1 0 .01 ***28.43 ***7 .45 ***91 .6 1 0 .01 ..... 107 36 24 .0 0 .60 310 .08 309 .94 43 .58 ..... 7.69 74.8 3 0 .05 57 .03 10.49 100 .0 2 0 .04 "',... 106 36 71.0 0.85 309.40 308.80 55.67 ..-9.21 79 .8 8 0.13 74.16 12 .8 5 100.0 6 0.09 ..... 126 18 . 189.0 "' 2.00 ~ -321.5 1Y 317.73 • 6 .54 10 .56 / 8 .61 65.7 22 0 .37 6 .97 11 .26 8.71 68 .8 22 0 .36 "' 127 24 . 24.0 ~ 0 .75 . 317.43 . 317.25 I 8 .73 ....... 14 .1 -6 .40 66.2 4 0.06 11 .78 19 .02 6 .56 87 .2 4 0 .06 128 30 ' 117 .0 0.70 . 316.75 ' , 315.93 "' 23.83 "" 33.49 16 0.27 ,,, 7.12 64.5 16 0.27 7.35 87.5 ~ 129""' 30 '-185 .0 "' 1.00 315 .87 • 314 .02 ~ 30.26 "" 8 .61 67.3 21 0.36 40.33 8 .76 88.7 21 0.35 ----...... 130 36 24 .0 0.50 . 313.53 . 313.41 / 35.11 / 6.89 67 .8 3 0.06 46 .86 6.94 91.0 3 0 .06 v' *These values reflect the actual fl ow for the 18" & 24" pipes. Th e design flow for thes e pipe s izes reflects a 25 % redu ction in pipe area . (Refer to attached calculation for spe cific informati on .) **Future values, once Section 4, Phase 1 is completed . ***Future values, once Section 1, Pha se 2 is completed. City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% / U s ing Mann i ng s Equation from page 48 of th e C oll eg e Sta ti o n Drai n age P o li cy & D esig n Standa rd s M a nua l : Q = 1.49/n *A * R213 * 5 112 Q = Flow Capacity (cfs ) 18" Pipe: Pipe siz e (inch e s) = W etted Peri meter W P, (ft)= Cross-Sectional Are a A , (ft2 ) = Reduced Area A R, (ft2 ) = Hydraulic Radius R = A/W P• (ft) = Redu c ed Hy dr Radius R R = A R/W P• (ft) = Roughness Coefficient n = Friction Slope of Conduit St> (ft/ft) = Ex ample Calc ulation: Slope Fl ow Capacity Redu ced Flow Capa ci ty s Q 0 .005 6 .91 0.006 7 .57 0 .007 8 .18 24" Pipe: Pipe size (in c hes) = Wetted Peri meter W P• (ft)= Cross-Sectional Area A , (ff ) = Reduced Area A R, (ff) = O redu ced 4 .28 4.69 5 .0 6 Hydraulic Radius R = A/W P' (ft) = Reduced Hydr Radius RR = A R/WP• (ft) = Roughness Coeffi c ie nt n = Friction Slope of Cond u it Sr. (ft/ft) = Ex ample Calculation : Slope Fl ow Ca pacit y Redu ce d Fl ow Ca pac it y s Q O reduced 0 .005 14 .89 9 .22 0 .006 16 .3 1 10.1 0 .007 17 .6 1 10 .9 Conclusion: 18 4 .7 1 1 .7 66 1 .32 5 0 .3 75 0.28 1 0.014 0 .01 % Diffe re n ce O red uced/Q 0.619 0.619 0.619 24 6.2 8 3.14 2 .3 55 0 .5 0.3 75 0 .014 0 .01 % Diffe re n ce O reduced /Q 0.619 0.619 0.619 M ultiply actu a l Q in 18" & 24" p ipes b y 1.615 to refl ect a 25% re duc t io n i n t h e c ro ss-secti ona l area ca ll e d for on pag e 4 7 , p a rag ra ph 5 o f the Co ll ege S tati o n D ra in ag e Po l icy & Desig n Sta nda rds m a nua l. Castlegate Subdivision Section 1, Phase 1 -Pipe Flow Diagram 0 10 (cfs) Shaded areas will be constructed in future development. ____ ___, Pipes 108 & 402 will be stubbed out during Section 1, Phase 1 Construction . Inlet 120 1 f 6 .54 J, Inlet 111 I 6.48 Pipe 1261 6 .54 I Inlet 121 1 8 .73 " J, J, J, Pipe 1141 6 .48 Inlet 122 1 8.56 " Pipe 127 1 8.73 J, J, Inlet 110 1 6.46 Pipe 128 1 23 .83 ~ J, J, Pipe 1131 12.94 Inlet 123 1 6.43 J, J, June Box 103 Pipe 1291 30 .26 J J, J, Pipe 112 1 12 .94 Inlet 124 1 4 .85 J, J, llPipe 1301 35 .11 II J I Inlet 108 1 6.68 J, Pipe 110T 26 .28 J, 0 June Box 102 " Inlet 401 I 7.93 Inlet 104 5 .71 J, J, J, Pipe 1091 26.28 Pipe 401 1 7.93 Pipe 104 5.71 J, J, J, June Box 101 June Box401 2 .77 J, J, . Pipe402j 7 .93 J, Inlet 101 I 13 .30 J llPipe 1031 ll J 8.48 J Pipe 1 oa ! 26 .28 J, In let 107 1 17 .30 J, J, Pipe 101 I 21 .23 I Pipe 107 1 43 .58 J, J, Inlet 102 1 4 .98 I Inlet 106 1 12 .09 J, J, llP ipe 10 21 26 .2 1 t . llP ipe 10 61 55 .6 7 II / 6.66 ~ Pipe 111 6.66 J J J Castlegate Subdivision / Section 1, Phase 1 -Pipe Flow Diagram Q 100 (cfs) Shaded areas will be constructed in future development. ___ ___. Pipes 108 & 402 will be stubbed out during Section 1, Phase 1 Construction . Inlet 120 1 6 .97 J, Inlet 111 I 6.90 Pipe 1261 6 .97 Inlet 121 I 11.78 J, J, J, Pipe 1141 6.90 Inlet 122 1 14.74 ~ Pipe 1271 11 .78 J, J, Inlet 1101 6.88 Pipe 1281 33.49 J, J, Pipe 1131 13.78 Inlet 123 1 6 .84 .J, J, June Box 103 Pipe 1291 40 .33 J, J, Pipe 1121 13.78 Inlet 1091 7 .11 Inlet 124 1 6 .53 J, J, J, Inlet 1081 7.54 Pipe 111 1 7.11 llPipe 1301 46 .86 II J, Pipe .,.1101 28.43 .J, June Box 102 Inlet 401 j 10.69 Inlet 104 1 6 .02 .J, -L J, Pipe 1091 28.43 Pipe 401 I 10.69 Pipe 1041 6 .02 .J, J, J, June Box 101 June Box401 Inlet 103 1 2 .92 J, J, J, Pipe 1 OB I 28.43 Pipe 4021 10.69 J, llPipe 1031 8 .94 II J, Inlet 1071 28.60 lnlet101 I 17 .92 J, J, Pipe 1071 57 .03 Pipe 101 I 28 .61 J, J, lnlet106 I 17 .13 Inlet 102 1 6 .73 J, J, j!Pipe 102 1 35 .34 II II Pipe 1061 7 4 .16 II Pipe 402 -10 Year S t o rm Manning Pipe Calcul ator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth o f Flow 18.0000 in 12. 840 0-cfs 0 .0400 ft/ft 0.0140 10.6568 in 1.7671 ft2 1.0895 ft 2 31. 60 7 0 in 56.5487 in 11.7852 fps k 4.9637 in I 59. 2046 % 19.5081 cfs 11.0393 fps Pipe 402 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n ................ _ .. _ . Computed Results : Depth .......................... . Area ...................... -.... - Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 17.3100 cfs 0.0400 ft/ft 0.0140 13.1936 in 1.7671 ft2 1.3881 ft2 36.9991 in 56 .5487 in 12.4700 fps 5.40 2 6 in 73 .29 7 6 % 19 .50 8 1 cfs 11.0 393 fps .J Cas tleg a te Subd ivisi o n, S ecti o n 1, Ph ase 1 Coll e g e S tati o n , Texa s Pipe 101 -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 veloci t y ............. . Circular Depth of Flow 27.0000 in 21. 2300 cfs I 0.0090 ft/ft 0.0140 17.9056 in 3.9761 ft2 2.7992 ft2 51. 3872 in 84.8230 in 7.5843 fps 7.8440 in ; 66.3171 % 27.2824 cfs 6.8616 fps Pipe 101 -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 27.0000 in 28.6100 cfs 0.0090 ft/ft 0. 0140 23.5480 in 3.9761 ft2 3.6796 ft2 65.0776 in 84.8230 in 7.7752 fps 8.1421 in 87.2149 % 27.2824 cfs 6.8616 fps j Castlegate Subdivis ion, Section 1, Phase 1 College Station, Texas I J Pipe 102 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flo wrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circu l ar Depth of Flow 21. 0000 in I 26.2100 cfs 0 .0140 ft/ft 0. 0140 17.7761 in 3 .9761 ft2 2 .776 2 ft 2 51.1136 in 84.8230 in 9.4410 fps 7.8212 in 65.8374 % .. 34.0271 cfs 8.5580 fps Pipe 102 -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 35.3400 cfs 0. 0140 ft/ft 0. 0140 23.2026 in 3.9761 ft2 3.6355 ft2 64.0640 in 84.8230 in 9.7209 fps 8.1716 in J 85.9355 % 34.0 2 71 cfs 8.5580 fps Cast l egat e Subdiv ision, S ect ion 1, Phas e 1 College S tati o n, Texas I Pipe 104 -10 Yea r Storm Manning Pipe Calculator Giv en I nput Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 9.2400 cfs j 0.0090 ft/ft 0. 0140 14.7294 in 1.7671 ft2 1 .5479 ft2 40.6959 in 56 .5487 in 5.96 9 4 fps 5.4772 in 81. 8303 % 9.2535 cfs 5.2364 fps Pipe 104 -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 18 .0000 in 9.7500 cfs 0.0090 ft/ft 0.0140 15.8256 in 1.7671 ft2 1. 6459 ft2 43 .7699 in 56 .5487 in 5.9240 fps 5.41 4 8 in 87 .9 2 03 % 9.2535 c fs 5 .2364 fps Castl e g a te Subd ivision, S e cti o n 1, Ph ase 1 Coll e g e Station, Texas j Pipe 103 -10 Year Storm Manning Pipe Cal culator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Are a ........................... . We tted Area .................... . We tted Perime ter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 24 . 0000 in -I 13.7300 cfs 0 .0100 ft/ft 0.0140 14 .1451 in 3.1416 ft2 1.9264 ft2 42 .0 125 in 75.3982 in 7.1273 fps 6.60 28 in 58 .9380 % 21.0065 cfs 6 .6866 fps Pipe 103 -100 Ye ar Storm Manning P ipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Peri meter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flo w Flowrate ............. . Full flow veloci t y ............. . Circular Depth of Flow 24.0000 in 14.4700 cfs 0.0100 ft/ft 0. 0140 14.6384 in 3.1416 ft2 2 .00 70 ft2 43.0195 in 75 .398 2 in 7 .2099 fps 6.718 0 in 6 0 .9935 % 2 1 .0065 c fs 6 .6 866 fps Castlegate Subdiv ision , Section 1, Phase 1 Co ll ege Station, Texas J Pipe 108 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in J 26 .2800 cfs 0.0085 ft/ft 0.0140 21.9169 in 3.9761 ft2 3.4570 ft2 60. 5872 in 84 .8230 in 7.6020 fps 8.2163 in 81.1735 % ,, 26.5137 cfs 6.6683 fps v Pipe 108 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27.0000 in 28.4300 cfs 0.0085 ft/ft 0.0140 24.7431 in 3.9761 ft2 3.8171 ft2 68.9847 in 84.8230 in 7.4480 fps 7 .9679 in 91.6413 % j 26.5137 cfs 6. 6683 fps J Ca s tl e gate Subd ivision, Secti o n 1, Phase 1 Coll e ge Statio n, Tex as I Pipe 107 -1 0 Year S t o rm Manning Pipe Calculator Giv en Input Data : Shape .......................... . So l v ing f o r .................... . Diameter ....................... . Fl o wrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . We tt e d Perimeter ............... . Perimeter ...................... . Veloc i t y ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow / 36. 0000 in JI 43.5800 cfs J 0 .0060 ft/ft 0 .0140 26 . 9119 in 7.0686 ft2 5.6 6 76 ft 2 75.1950 in 113.0973 in 7.6894 fps 10.8535 in 74 .7552 % " 47.9740 cfs 6 .7869 fps J Pipe 107 -100 Year Storm Culv ert Calculator Ente r ed Data: Shape .......................... . Number of Barrels .............. . Solv ing for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description·' ............ . Ov ertopping .................... . Flowrate ....................... . Manning ' s n .................... . Roadway Elev ation .............. . I nl e t Elev ation ................ . Outlet Elev ation ............... . Di ameter ....................... . Le ngth ......................... . Ent r an ce Lo s s .................. . Circular 1 Headwater 1 1 CONC P I P E CULVERT ; NO BE VELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 57.0300 cfs 0.0140 316 .3800 ft 310.0800 ft 309 . 9350. ft J 36 .0000 in 2 4 .0000 ft 0.5000 Tail water ....................... 3.6000 ft ~ Co mput e d Re su l ts : Head wat er ...................... . Slop e .......................... . Veloc ity ....................... . 6.3 633 ft Out le t Co n trb l 0.00 60 f t/ft 1 0 . 4915 f ps J Ca s tl egate S u b d i v i s i o n, Sect i on 1, Ph ase 1 Co l lege Station, Texas Pipe 106 -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 ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 in ./ 55. 6700 cfs " 0 .0085 ft /ft 0. 0140 28.7247 in 7.0686 ft2 6. 0471 ft2 79.5268 in 113.0973 in 9.2061 fps 10.9495 in / 79.7908 % 57.1005 cfs 8.0781 fps ./ Pipe 106 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Circular 1 Headwater 1 1 I Chart Description .............. . Scale Description .............. . Overtopping .................... . CONCR PIPE CULVERT; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Eleva tion ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . 74.1600 cfs 0. 0140 316.3800 ft 309.4000 ft 308.7900 ft 36.0000 in 72.0000 ft 0.5000 2.0000 ft 7.5215 ft Inlet Control 0.0085 ft/ft 12.8542 fps ../ Castlegate Subdiv ision, Section 1, Phase 1 College Station, Texas Pipe 1 26 -1 0 Yea r Sto rm Mann i n g P i p e Cal c ulator Gi ven Input Da ta : S h a p e .......................... . So l v ing f or .................... . Di amet er ....................... . Fl ow rat e ....................... . S l o pe .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . We tted Are a .................... . We t t e d Perime t e r ............... . P erimete r ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Fu ll fl ow Fl o wrate ............. . Full fl ow v elocity ............. . Circular Depth o f . Flow/ 18 . 0 00 0 lil 'h 10 .5 9 00 cfs J 0.0 2 00 ft /ft 0 . 0140 11 .8228 in 1 . 7671 ft2 1.2 306 ft2 34 .01 69 in 56.5487 in 8.6059 fps 5.2092 in j 65 .6823 % 13 . 7943 cfs 7.8060 fps Pipe 126 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . S o l v ing for .................... . Diameter ....................... . Flowrate ....................... . S l o pe .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Ar ea ........................... . Wetted Area .................... . Wetted Perimeter ............... . P e rime ter ...................... . Ve l o city ....................... . Hy drauli c Radius ............... . Pe r c ent Ful 1 ................... . Fu ll fl ow Fl ow rate ............. . Ful l fl ow ve l oci t y ............. . Circular Depth of Flow 18.0000 in 11.2800 cfs 0.0200 ft/ft 0 . 0140 12.3775 in 1.7671 ft2 1.2956 ft2 35 .1989 in 56.5487 in 8 .706 2 fps 5 .3005 in 68.76 3 9 % v 13.7943 cfs 7.80 6 0 f ps ../ Castlegate S u b d ivi s i o n, Sec t ion 1, Phase 1 College S t ation, Texas I Pipe 127 -10 Year Storm Manning Pipe Calculator Giv en Input Data : S hape .......................... . Solv ing for .................... . Diameter ....................... . Flo wrate ....................... . Sl o pe .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . We tted Area .................... . Wet t ed Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of . Flow / 24 .0000 in .J 14 .1300 cfs V 0.0075 ft/ft 0.0140 15 .8949 in 3.1416 ft2 2.2084 ft2 45 .632 6 in 75.3982 in 6.3984 ~ps j 6.9688 in 66.2287 % j 18 .1922 cfs 5.7907 fps Pipe 127 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . P e r c ent Full ................... . Full flow Flowr ate ............. . Full fl ow v elocity ............. . Circular Depth of Flow 24.0000 in 19.0700 cfs 0 .0075 ft/ft 0 . 0140 20.9183 in 3.1416 ft2 2 .9059 ft2 57.8069 in 75.3982 in 6.5626 fps 7.2387 in 87.1595 % J 18 , 192 2 cfs J 5 .7907 fps Cast leg a t e Subd iv i s i o n, S ec ti o n l, Phase 1 Coll ege S t a ti o n, Texas / Pipe 128 -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 ...................... . Ve locity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow/ 30.0000 in 23.8300 cfs j 0.0070 ft/ft 0. 0140 19.3452 in 4.9087 ft2 3.3468 ft2 55.9407 in 94.2478 in 7.1202 fps 8.6152 in j 64.4840 % 31.8662 cfs j 6.4917 fps Pipe 128 -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 30.0000 in 33.4900 cfs 0.0070 ft/ft 0. 0140 26.2595 in 4.9087 ft2 4.5559 ft2 72.5946 in 94.2478 in 7 .3509 fps 9.0372 in 87.5318 % 31.8662 cfs 6.4917 fps J J Castlegate Subdivision, Section 1, Phase 1 College Station, Texas / Pipe 129 -10 Year Storm Manning Pipe Calculator Give n Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 30.0000 in 30.2600 cfs 0.0100 ft/ft 0.0140 20.1955 in 4.9087 ft2 3.5147 ft2 57.7346 in 94.2478 in 8.6095 fps 8.7663 in 67.3182 % 38.0873 cfs 7 .7591 fps I v Pipe 129 -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 ve locity ............. . Circular Depth of Flow 30.0000 in 40.3300 cfs 0.0100 ft/ft 0.0140 26.6200 in 4.9087 ft2 4.6045 ft2 73.7095 in 94.2478 in 8.7589 fps 8. 9954 in j 88 . 7333 % I 38.08 73 cfs 7.7591 fps Castlegate Subdivision, Section 1, Phase 1 College Station, Texas ~--------------------------------- / Pipe 1 3 0 -1 0 Yea r Storm Mann i ng P ipe Ca l c u lat o r Given Input Data: Sh a pe .......................... . S o l v ing fo r .................... . Di ameter ....................... . Flowrate ....................... . Slo pe .......................... . Manning ' s n .................... . Comput e d Results : Depth .......................... . Are a ........................... . We tt e d Are a .................... . We tt e d Pe rimeter ............... . P e rime t er ...................... . Ve locity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full fl ow v elocity ............. . Circ ul a r Depth of .Flow/; 3 6 .0000 i n 3 5.110 0 c f s 0.0050 f t /ft 0.0140 24.39 51 in 7 .0 6 8 6 ft 2 5 .09 88 ft 2 6 9 .6245 in 113 .0973 in 6.88 6 0 fps 10.5455 in 67.76 42 % j 43.7941 cfs j 6 .1956 fps Pipe 130 -100 Yea r Storm Manning Pipe Calcu lator Giv en Input Data: Shape .......................... . Solv i ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manni n g' s n .................... . Computed Results: Depth .......................... . Ar ea ........................... . Wetted Area .................... . We tt ed Perimeter ............... . Perime t er ...................... . Veloci t y ....................... . Hy draul i c Radius ............... . Percent Full ................... . Ful l fl ow Fl owrate ............. . F u l l fl ow ve l oc ity ............. . Circular Depth of Flow 3 6 .0000 in 46 .8600 c fs 0.0 050 ft/f t 0. 0140 32.7509 in 7 .0686 ft2 6 .7 5 22 ft2 91.1 2 76 in 1 1 3 .097 3 in 6.9400 fps 10.6 69 8 in I 90 .9 746 % 43 .7 9 4 1 c fs j 6.1 956 f ps Ca s t legate Subdi v i s i o n, Section 1, Ph ase 1 Co ll ege S t a t ion , Texas / APPENDIXC Greens Prairie Road Pipe Design Calculations 30 Castlegate Subdivision Greens Prairie Road Pipe Calculations -Secti Area# A C (acres) 69 0 .23 0 .3 The Rational Method: Q=CIA Q = Flow (cfs) A= Area (a cres) C = Runoff Coeff. t c (min) 10 I = Rainfall Intensity (in/hr) I = b I (tc +d)e 5 year storm Is O s (in/hr) (cfs) 7 .693 0 .53 tc =Time of concentration (min) Bra zos County: 5 ~ear s torm 10 ~ea r storm 25 ~ea r storm b = 76 b = 80 b = 89 d = 8.5 d = 8 .5 d = 8 .5 e = 0 .785 e = 0 .763 e = 0 .754 10 year storm 110 010 (in/hr) (cfs) 8 .635 0 .60 50 ~ear storm b = 98 d = 8 .5 e = 0 .745 ....-- I' on 1, Phase 1 25 year storm 50 year storm 100 year storm 125 0 25 lso Q 50 1100 I 0100 (in/hr) (cfs) (in/hr) (cfs) (in/hr) (cfs) 9 .861 0 .68 11 .14 8 0 .77 11 .639 i 0 .80 100 ~ear storm b = 96 d = 8.0 e = 0 .730 Given Input Data: Pipe 100 -10 Year Storm Greens Prairie Road Pipe Manning Pipe Calculator Shape .......................... . Circular Solving for .................... . Diameter ....................... . Flowra te ....................... . Slope .......................... . Dept h of Flow 18. 0000 in ./ 0.9700 cfs 0 .00 50 ft/ft ./ Manning's n . . . . . . . . . . . . . . . . . . . . . 0.0 140 Computed Res ults : Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 . 5602 in Area ........................... . Wetted Area .................... . Wetted Pe rimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Ful l ................... . Full flow Flowrate ............. . Full flow ve locity ............. . 1 .7671 ft2 0.3520 ft 2 18.9884 in 56.5487 in 2.7556 fps 2.6695 in 25.3346 % 6.8971 cfs 3.9030 fps t oD Pipe ~-100 Year Storm Greens Prairie Road Pipe Manning Pipe Calculator Given Input Data : I Shape .......................... . Solv ing for .................... . Diameter ....................... . F lowra te ....................... . Slope .......................... . Manning ' s n .................... . Circular Depth of Flow 18 .0000 in 1.9200 cfs 0 .005 0 ft/ft 0. 0140 Computed Results: Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 6. 494 2 in Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1. 7671 ft2 Wetted Area . . . . . . . . . . . . . . . . . . . . . 0.5744 ft2 Wetted Pe r ime t er ................ 23 .1 956 in Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . 56.5487 in 3 .3424 fps 3.5662 in 36.0787 % 6 .8 971 cfs 3.9030 fps Castlegate Su bdivision, Section 1, Phase 1 Co llege Station, Texas / APPENDIXD / Storm Sewer Drainage Channel Design Calculations 33 Channel 1 -10 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 ................... . Critical Informati on Trapezoidal Depth of Flow 55. 6700 cfs ' 11 0.0040 ft /ft y ~ 0 .0300 / 24.0000 in " 48.0000 i n 0.2500 ft/ft (V /H) .-;. 0 . 2500 ft/ft (V /H) " 19. 9845 in I 3.1354 fps 83 .5380 cfs 17.7553 ft2 212.7961 in 12.0151 in 207.8757 in 24.0000 ft2 245 .9091 in 83 .2686 % Critical depth .................. 14.7951 in Critical slope . . . . . . . . . . . . . . . . . . 0.0146 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.0554 fps Critical area ................... 11.0121 ft2 Critical perimeter . . . . . . . . . . . . . . 170.0031 in Critical hydraulic radius . . . . . . . 9 .3 277 in Critical top wi dth . . . . . . . . . . . . . . 166.3604 in Specific energy . . . . . . . . . . . . . . . . . 1.8181 ft Minimum energy .................. 1 .8494 ft Froude number . . . . . . . . . . . . . . . . . . . 0.5460 Flow condition .................. Subcritical Castlegate S ubd ivision, Section 1, Phase 1 Co llege Station, Texas Channel 1 -100 Year Storm Channel Calculator Given Input Data : Shape .......................... . Solv ing for .................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bot tom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ................ . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 74 .1600 cfs .,,. '30 0.0040 ft/ft ~ 0.0300 ,....... ............ 4 . 0000 in "') /' 48.0000 in 0 . 2500 ft/ft (V /H) ./ 0. 2500 ft/ft (V /H) ' 2 2.754 3 in 3 .37 60 fps 83 .5 380 cfs 21.9670 ft2 235.6369 in 13.4242 in 230.0346 in 24.0000 ft2 245.9091 in 94.8097 % Critical Informat ion Critical depth .................. 17.0863 in Critical slope .................. 0.0140 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.3720 fps Critical area ................... 13.8049 ft2 Critical perimeter .............. 188.8969 in Critical hydraulic radius . . . . . . . 10.5237 in Critical top width .............. 184.6900 in Specific energy . . . . . . . . . . . . . . . . . 2.0733 ft Minimum energy .................. 2 .1358 ft Froude number ................... 0.5560 Flow condition .................. Subcritical Cas tleg a t e Subd ivisi o n, S e cti o n 1, Pha s e 1 Co llege St a t ion, Texa s ' Channel 3 -10 Year Storm Channel Calculator Giv en 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 ................... . Critical Information Trapezoidal Depth of Fl o w 35 .1100 cfs 0 .0050 ft/ft 0 .0300 24 . 0000 in "' 36. 0000 in v 0 .2500 ft/ft (V /H) 0 .2500 ft/ft (V/H ) 16 .3722 in / 3.0428 fps • 83.5301 cfs 11.5389 ft2 171.0089 in 9 .7165 in 166.9778 in 22.0000 ft2 233 .9091 in 68 .2176 % / Critical depth .................. 12.6340 in Critical slope . . . . . . . . . . . . . . . . . . 0.0155 ft/ft Critical v elocity . . . . . . . . . . . . . . . 4 .6244 fps Critical area ................... 7 .5923 ft2 Critical perimeter .............. 140.1825 in Critical hydraulic radius ....... 7.7991 in Critical top width .............. 137.0719 in Specific energy ................. 1.5082 ft Minimum energy .................. 1.5792 ft Froude number ................... 0 .5891 Flow condition .................. Subcritical Ca stlega te S u b di vision, S e c t ion l, Ph ase 1 College S t ation, Texas ,, Channel 3 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Fl ow rate ....................... . Slope .......................... . Manning' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Ri ght slope .................... . Compu ted Results: Depth .......................... . Veloci t y ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 46. 8600 cfs " 0.0050 ft/ft 0 .0300 24.0000 in 36.0000 in 0.2500 ft/ft 0 .2500 ft/ft / (V/H) (V /H) 18.6315 in / 3.2768 fps 83.5301 cfs 14.3005 ft2 189.6395 in 10.8589 in 185.0522 in 22.0000 ft2 233 . 9091 in / 77.6314 % Critical Information Critical depth .................. 14.5684 in Critical slope .................. 0.0149 ft/ft Critical velocity . . . . . . . . . . . . . . . 4.9132 fps Critical area ................... 9.5376 ft2 Critical perimeter ............. . Critical hydraulic radius ...... . Critical top width ............. . Specific energy ................ . Minimum energy ................. . Froude number .................. . Flow condition ................. . 156 .1344 in 8 .7 964 in 152.5475 in 1.7195 ft 1.8211 ft 0.5999 Subcritical Castlegate Subdivision, Section 1, Phase 1 College Station , Texas EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 38 EXHIBITB Post-Development Drainage Area Map 40 General Co ntra cto rs Di v. of C DS Enterprises, Inc. J IL/ Jo I 3:4~ I 707 Graham Rd. • Coll eg e Station , TX 77845 • 409-690-7711 • Fax: 409-690-9797 January 4, 2001 Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Avenue South College Station, TX 77842 RE : Castlegate Subdivision, Section 1, Phase 1 -College Station, Texas Dear Ms. George: Attached are 2 copies of the revised drainage report and the marked-up copy of the original drainage report for Section 1, Phase 1. The drainage report has been revised to include the design of the ponds in the park. I apologize for delay in getting this information to you. If you have any questions or need additional information, please do not hesitate to give me a call at (979) 690 -7711. Sincerely Yours , Joe Schultz, P .E. Civil Engineer Attachments Drainage Report for Castlegate Subdivision Section 1, Phase 1 College Station, Texas September 2000 January 2001 Developer: Greens Prairie Investors , Ltd. By Greens Prairie Associates, LLC 5010 Augusta College Station, Texas 77845 (979) 693-7830 Prepared Br TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 oW:oJ7 oo-cia REV\E\NED FOR \ C(lfu1 Dl 11'. t\ 1CE JAN 0 8 Z001 COLLE.Gt:.~,,.... 1J1-J ENG I NA CERTIFICATION I, Joseph P. Schultz, Licensed Professional E ngineer No. 65889 , State of Texas , certi fy that this report for the drainage design for the Castlegate Subdivision, Section 1, Phase 1 (revised January 2001 as noted in bold italics) was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. _,,, \ ~· OF f )~'rl * .... ·····~~~ ;~~ .. ~. '-.. •, \ ,,,~ '* .• ... *Vt tt*: '"' ~ ~···································1. , .. AQ~.~f.tl.I .. ~91~.Y.~E ... ~ Ii_~• 6 9 I (C61! ,~···~ ssa <::>.:!JI f~~··f.91srs~~ .. 0• ~; '' ~s •······· .., ~~~7tA - r~~~· 0:, ,,ov ~ tdii/f- Gingli. smI:Eii TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, 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 ...................................................................................................... 6 DETENTION FACILITY DESIGN ............................................................................................................................. 8 STORM SEWER DESIGN ......................................................................................................................................... 10 CONCLUSIONS .......................................................................................................................................................... 11 APPENDIX A ............................................................................................................................................................... 12 Storm Sewer Inlet Design Calculations APPENDIX B ............................................................................................................................................................... 14 Storm Sewer Pipe Design Calculations APPENDIX C ............................................................................................................................................................... 32 Greens Prairie Road Pipe Design Calculations APPENDIX D .................................................................................................................................................•........ : .... 35 Storm Sewer Drainage Channel Design Calculations *A:PPENDIX E ............................................................................................................................................................. 40 Design Calculations/or Ponds I, 2 & 3 -Elevation I Storage Data & Graph s -D epth I Discharge Data & Rating Curve for Outlet Structure -Pre-D evelopm ent HEC-J Analy sis (5, JO , 25 , 50 & JOO-Year Events) -Post-Developm ent HEC-J Analy sis -5-Year E vent -Post-Development HEC-J Analysis -JO -Year E ve nt -Post-Developm ent HEC-J Analysis -25-Year Event -Post-D evelopm ent HEC-J Analysis -50-Year E vent -Post-D evelopm ent HEC-J Analysis -JOO -Year E ve nt40 EXHIBIT A ................................................................................................................................................................. 104 Offsite Infrastructure Plan for Castlegate Subdivision EXHIBIT B ................................................................................................................................................................. 106 Post-Development Drainage Area Map *EXHIBIT C ............................................................................................................................................................... 108 Pre-Development Drainage Area Map -Pond Design *Added per January 2001 revisions 2 LIST OF TABLES TABLE 1 -Rainfall Intensity Calculations & Times of Concentration ..................................... 6 TABLE 2 -Post-Development Runoff Information -Storm Sewer System ............................. 7 TABLE 3 -Pre-Development Runoff Information -Detention Pond Design ........................... 8 TABLE 4 -Post-Development Runoff Information -Detention Pond Design .......................... 8 TABLE 5-Flood Routings ............................................................................................................. 9 3 INTRODUCTION DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 1, PHASE 1 The purpose of this report is to provide the hydrological effects o f the construction of the Castlegate Subdivision, Section 1, 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 LOCATION AND DESCRIPTION The project is located on a 162 acre tract located west of State Highway 6 along the north side of Greens Prairie Road in College Station, Texas. This report addresses Section 1, Phase 1 of this subdivision, which is made up of 23.44 acres . The site is wooded with the vegetation primarily consisting of oak trees and yaupons . The existing ground elevations range from elevation 308 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 48041 C0205-C. Zone X Areas are determined to be outside of the 500-year floodplain . However, LJA Engineering & Surveying, Inc. has submitted a Request for Conditional Letter of Map Revision to FEMA to outline a proposed 100-year floodplain area. This proposed floodplain area does not affect Section 1. Section 1 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 1, approximately the front three-fourths of the acreage flow toward the southeast boundary of the tract and into existing drainage channels which flow under Greens Prairie Road. The back fourth of the acreage for Section 1 flows primarily to the northwest into existing drainage channels or onto the proposed State Highway 40 right-of- way. Both areas follow existing drainage channels and ultimately flow north to the proposed regional detention facility . Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility . Approximately one-half of the area that flows to Greens Prairie Road will drain into three ponds proposed to be constructed in the park area along the north side of Castlegate Drive. The location of these ponds is shown in Exhibit B. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer and pond design are as follows : • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design . • The HEC-J computer program developed by the Hydrologic Engineering Center is used to model the runoff for the entire site and through the ponds. • Design Storm Frequency Storm Sewer system Ponds • Runoff Coefficients 10 and 100-year storm events 5, JO, 25, 50, and JOO-year storm events Post-development (single family residential) c = 0 .55 • CN -Runoff Curve Numbers -HEC-J The Brazos County soil survey map was reviewed and it was determined that approximately 50% of the soils at the project site are classified as Hydrologic Type "C" soils and 50% as Type "D" soils, which have a high runoff potential. Therefore, the following curve numbers were developed: Existing Condition CN = 72 Developed Area -Residential wl some park area CN = 7 7 Developed Area -Residential CN = 79 • Rainfall Intensity values for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table, and the intensities are calculated with the higher values where required. • Rainfall depths used for the HEC-J model are taken from Hydro-35 and TP-40 publications for this area. • Time of Concentration, t0 Pond Design -The time of concentration for the pre- development condition is 9.4 minutes. The post-development time of concentration is shown in Table 1. • Time of Concentration, tc, Storm Sewer System , Post-Development -Due to the small sizes of the post-development storm sewer drainage areas, the calculated times of concentration, tc, are less than 10 minutes. Therefore, a minimum tc of 10 minutes is used to determine the rainfall intensity for the storm sewer system . 5 STO RM WATER RUNOFF DETERMINATION The peak runoff values were determined in accordanc e with the criteria presented in the prev ious section for the 5 , 10 , 2 5, 50 , and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for future de v elopment are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. The runoff determination for the pond design was computed by the HEC-1 computer model program. The drainage basin information for the pre-and post- development conditions is provided in Tables 3 and 4 , respecti v ely. TABLE 1 -Rainfall Intensity Calculations & Times of Concentration Rainfall Intensity Values , I (in/hr) Stonn t.:= Event 10min Is 7 .693 110 8 .635 125 9 .861 lso 11 .148 1100 11 .639 Brazos County: I = b I (tc+d)e I = Rainfall Intensity (in/hr) le= U(V*60) le =Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 5 'i..ear storm 10 'i..ear storm 25 'i..ear storm 50 'i..ear storm 100 'i..ear storm . b = 76 b = 80 b = 89 b = 98 b = 96 d = 8.5 d = 8.5 d = 8.5 d = 8.5 d = 8.0 e = 0.785 e = 0.763 e = 0 .754 e = 0.745 e = 0 .730 (Data taken from State Department of Highwa'i..S and Public Transportation HY..draulic Manual , page 2-16) Summary of Times of Concentration , Tc (min) -Pond Design Pre-Development 9.4 Post-Development Sub-Area 1 (Areas 6A, 7 & 8) 3.4 Sub-Area 2 (Areas 66 , 70 , 67 , 68 , 1, 2 & 68) 4 .3 Sub-A rea 3 (Area 6C) 4 .0 Sub-Area 4 (Areas9, 10 , 11 , 12 , 13 , 14, 15 , 16& 17) 7.4 6 TABLE 2 -Post-Development Runoff Information -Storm Sewer System A c tc Os Area# (acres) (min) (cfs) Section 1 -Phase 1 1 1 .75 0 .55 10 7 .40 2 0.71 0 .55 10 3 .00 67 1 .05 0 .55 10 4 .44 68 0 .34 0.55 10 1 .44 6A 1 .48 0 .36 10 4 .10 68 1 .94 0 .36 10 5 .37 6C 1 .72 0 .36 10 4 .76 7 0 .76 0 .55 10 3 .22 8 0 .91 0 .55 10 3 .85 9 2 .20 0 .55 10 9 .31 10 1 .51 0.55 10 6.39 11 2.28 0.47 10 8 .24 30 1 .28 0 .55 10 5 .42 31 0 .78 0 .55 10 3 .30 32 0 .37 0 .55 10 1 .57 33 0 .65 0 .55 10 2 .75 34 0 .46 0 .55 10 1 .95 35 0 .88 0 .55 10 3 .72 36 1 .06 0 .55 10 4.49 37 1 .84 0 .55 10 7.79 5 1 .74 0 .55 10 7 .36 38 2 .27 0 .55 10 9.60 Section 1 -Phase 2 -affecting Phase 1 12 0 .86 0.55 10 3 .64 13 1 .25 0 .55 10 5 .29 14 0 .78 0.55 10 3 .30 15 1 .52 0 .55 10 6 .43 16 1 .54 0 .55 10 6 .52 17 1 .42 0.55 10 6 .01 Section 4 -Phase 1 -affecting Phase 1 66 0 .49 0 .55 70 1 .18 0 .55 The Rati o nal Method: Q=CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) 10 2 .07 10 4 .99 7 010 025 O so 0100 (cfs) (cfs) (cfs) (cfs) 8.31 9 .49 10 .73 11 .2 0 3 .37 3 .85 4 .35 4 .55 4 .99 5 .69 6.44 6 .72 1 .61 1 .84 2 .08 2 .18 4.60 5 .25 5 .94 6 .20 6 .03 6 .89 7 .79 8 .13 5.35 6.11 6.90 7 .21 3 .61 4 .12 4 .66 4 .87 4 .32 4 .94 5 .58 5 .83 10.45 11 .93 13.49 14.08 7 .17 8 .19 9 .26 9 .67 9 .25 10 .57 11.95 12.47 6 .08 6 .94 7 .85 8 .19 3 .70 4 .23 4 .78 4 .99 1 .76 2 .01 2 .27 2 .37 3 .09 3 .53 3 .99 4 .16 2 .18 2 .49 2 .82 2 .94 4 .18 4.77 5 .40 5 .63 5.03 5 .75 6.50 6.79 8 .74 9 .98 11 .28 11 .78 8 .26 9 .44 10 .67 11 .14 10 .78 12.31 13 .92 14 .53 4.08 4 .66 5 .27 5 .51 5 .94 6 .78 7 .66 8 .00 3 .70 4 .23 4 .78 4 .99 7 .22 8 .24 9 .32 9 .73 7 .31 8 .35 9.44 9 .86 6 .74 7 .70 8 .71 9.09 2 .33 2 .66 3 .00 3 .14 5 .60 6 .40 7 .24 7 .55 TABLE 3 -Pre-Development Runoff Information -Detention Pond Design Drainage Area (acres ) = *2 5 .69 Runoff Curve No . (CN) = 72.0 Time of Concentration , Tc (min) = 9.4 *Using a pre-development drainage area eq ual to the post-development area of25 .69 acres results in a lower pre-development p eak runo ff, whi ch is more conservative th an using the actua l pre-development area of 27 .25 acres as shown in Exhi bit C. TABLE 4-Post-Development Runoff Information -Detention Pond Design Drainage Area Curve Tc Area Number (acres) Number (min) 6A, 7 & 8 3 .15 77 3 .4 66 , 70 , 67, 68, 1, 2 & 6B 7.46 79 4 .3 6C 1.72 77 4 9 , 10, 11 , 12 , 13, 14 , 15 , 16 & 17 13.36 79 7.4 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site is proposed to be a regional facility designed by LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. The runoff from this project flows into existing drainages and then into Spring Creek. The detention facility is located adjacent to Spring Creek prior to Spring Creek entering the State Highway 6 right-of-way. However, the runoff from Section 1 drains onto adjacent private property and Greens Prairie Road prior to entering Spring Creek; therefore, the increased runoff due to this development must be addressed. The peak runoff rate for the post-development conditions will be reduced to less than or equal the peak rate for the pre-development conditions by routing some of the runoff into the three proposed ponds in the park. The drainage areas used for the analysis and design of these ponds is shown in Exhibit B. The discharge from the project site is evaluated at the property line where the runoff flows to Greens Prairie Road. The elevation/area data for the ponds was reduced by 10%/or the input into the HEC-1 model to allow for sediment storage. The ponds have adequate storage, including an additional 10% for sediment storage. The storage volume is based on the grading of the ponds as shown in Exhibit B. The three proposed ponds are being constructed in the park area for aesthetic and recreational purposes. The dams for Ponds 1 and 2 will consist of concrete retaining walls in which the water will flow over for a waterfall effect. These dams will function as broad crested weirs for the spillway analysis. Pond 1 will have a 20 foot wide spillway 8 and a normal water surface elevation of 324 feet. The top of the dam will be elevation 325, and the maximum water surface for the JOO-year storm is 323.36. Pond 2 will have a 28 foot wide spillway and a normal water surface elevation of 3J 8 feet. The top of the dam will be elevation 3J9, and the maximum water surface for the JOO-year storm is 3J8.80. Pond 3 will have a normal water surface elevation of 3J 2 feet and a top of dam elevation of 3J 6.25. The freeboard in this pond will provide the necessary storage to reduce the runoff from the project to the pre-development level. The maximum water surface for the JOO-year storm for Pond 3 is 3J5.50. The outlet structure for Pond 3 will consist of a 36" diameter reinforced concrete pipe (RCP) at a 2.0% slope. A concrete headwall will be constructed at the inlet of the outlet pipe. The outlet pipe drains into the existing drainage. Concrete riprap will be provided at the discharge area of the outlet pipe to prevent erosion. The calculation of the detention pond storage volume, the rating curve of the detention pond outlet structure, and the HEC-J analysis data are provided in Appendix E. The storm sewer piping for the Pond 3 outlet pipe will be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class III pipe. The peak flow out of the ponds is determined by the HEC-J computer program. The results of the HEC-J analysis are provided in Appendix E, and also in a summary shown in Table 5. Additionally, Table 5 summarizes the maximum water surface elevation as well as the amount offreeboard provided. As shown in Table 5, the peak runoff from the project site is reduced to less than the pre-development peak runoff for each of the storm events. Also, the freeboard in Pond 3 is greater than 0. 5 foot for the J 00-year storm event. TABLE 5-Flood Routings Freq. Existing Pond3 Pond3 Max Water Top of Freeboard Uncontrolled Total AOIN lnflOIN OutflOIN Surface Dam AOIN AOIN (cfs) (cfs) (cfs) (ft) (ft) (ft) (cfs) (cfs) 5-yr. 70 38 17 313.86 316 .25 2.39 48 54 10-yr. 87 49 24 314.30 316.25 1.95 61 73 25-yr. 113 61 33 314.81 316 .25 1.44 75 94 50-yr. 134 71 39 315.16 316.25 1.09 87 110 100-yr. 154 80 45 315.50 316 .25 0.75 98 127 9 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 III 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 103, 104, 120 & 123 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 101, 102, 106-107, 121-122 & 124) 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 but Pipes 106 & 107 will also pass the 100-year storm event without any headwater. The headwaters for these two pipes are less than the proposed minimum final grade behind the inlets; therefore, the runoff is contained within the right-of-way. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2.5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe No. 106. Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events. The maximum velocity for the pipe system in Section 1, Phase 1 will be 9. 72 feet per second and will occur in Pipe No. 102.· Pipe 402 shows a higher velocity, but this is the ultimate design value once Section 4 is constructed. Pipes 108 & 402 will be stubbed out for this phase of construction. An 18" RCP is proposed for the entrance to the subdivision on Castlegate Drive at Greens Prairie Road. This size of pipe will adequately pass the 5, 10, 25, 50 & 100-year storm events. The data and related calculations can be found in Appendix C. The storm sewer design also involves two drainage channels, Channel 1 and Channel 3. (Channel 2 lies in Phase 2 of Section 1 and will be addressed at a later date). Channels 1 and 3 are trapezoidal channels approximately 2.5 feet deep (includes 0.5 feet of freeboard) with 4:1 side slopes. Channel 1 has a bottom width of 4 feet, and receives water from Pipe 106. Channel 3 has a bottom width of 3 feet , and receives water from Pipe 130. The 10 channels will be seeded to establish grass co v er, which allows a max imum velocity of 4.5 feet per second (College Station Drainage Policy & Design Standards , Table VII-2 , page 60). The calculated velocities for these channels are well within this requirement. Refer to Appendix D for the channel calculations . CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site . The proposed storm sewer system should adequately control the runoff and release it into existing drainages. Also, the three proposed ponds to be constructed in the park should adequately reduce the peak post-development runoff to less than the pre- development runoff for the design storm event. No flood impacts to downstream landowners or to Greens Prairie Road are expected as a result of this development. 11 APPENDIX A Storm Sewer Inlet Design Calculations 12 Castlegate Subdivision Section 1, Phase 1 Inlet Length Cal c u lations In lets In Sump Inlet# Length & Type Flow from Area# Section 1/Phase 1 101 15' Standard 1 67 •401 10' Standard 66 70 102 5' Standard 2 68 106 1 O' Standard 10 ---12 107 15' Standard 9 I--- 13 121 10' Standard 31 36 122 1 O' Standard 34 ~ 124 5' Standard 32 ---33 A c a ,, (a cres) (cfs) 1.75 0 .55 8.31 ---1.05 0 .55 4.99 0.49 0 .55 2.33 1.18 0 .55 5.60 0.71 0 .55 3.37 0.34 0 .55 1.61 1.51 0 .55 7.17 ------I- 0.86 0 .55 4.08 2.2 0.55 10.45 ---1.25 0.55 5.94 0.78 0.55 3.70 1.06 0.55 5.03 0.46 0.55 2.18 --0.88 0.55 4.18 0.37 0.55 1.76 ----0.65 0.55 3.09 10 year storm a. __ a, ... ~al.t+10~ Y10-...tu .. L 1o~eq'd . L 10-.au.i a , .. (cfs) from lnlett (cfs) (cfs) (ft) (In) (ft) (ft) (cfs) 8.31 9.14 0.342 4.11 11 .20 -------,_ ----10.95 15 4.99 5.49 0.283 3.39 6.72 2.33 2.56 0.212 2 .55 6.53 10 3.14 5.60 6.16 0.295 3.54 7.55 3.37 3.71 0.244 ~ 4.55 c---4.11 5 1.61 1.78 0.185 2.22 2.18 0 .84 103 8.01 8.81 0.337 4.05 9.67 -------c-------9.96 10 4.08 4.49 0.262 3.15 5.51 10 .45 11 .49 0.373 4.47 14.25 14.08 -15 0.92 104, 108. 109 6.85 7.54 0.318 3.82 8.00 3.70 4.07 0.253 3.03 7.20 10 4 .99 0284 5.03 5.54 3.40 6.79 0 .00 123 2.18 2.40 0.207 2.49 7.05 10 2 .94 2.20 . 120 6.38 7.01 0.310 3.72 5.63 1.76 1.93 0.191 2.29 3.99 5 ~ ------3.09 3.40 0.236 2.83 4.16 . This inlet will be constructed with Section 4 , but 1t affects the design of Section 1, Phase 1 . •using y....,. = 7" = 0 .583' Inlets On Grade 10 yea r storm Inlet# Length & Type Flow from y,. a _ .... a. ....... a.,. •• a. __ Q byp-toh1i Cc.-totlll 010-Tar.i Ar ea# (ft) (I n) (ft) (cfs) (cf•) (cfs) from lnlett (cfs) (cfs) (cfs) Section 1/Phase 1 103 5' Recessed 7 0 .257 3.09 0.55 2.77 0.84 0.84 2.77 3.61 104 1 O' Recessed 8 0 .306 3.67 0.57 5.71 -1 .39 0.00 5.71 5.71 -1 O' Recessed ---'---a:74 120 37 0 .361 4.34 0.65 6.54 2.20 2.20 6.54 123 1 O' Recessed ~ 0 .357 4.28 0.64 6.43 -0 .35 0.00 6.43 6.43 Section 1/Phase 2 (1ffectlna Phase 1) ·1 10 1 O' Recessed 15 0.353 4.24 0.65 6.46 0.76 0.76 6.46 7.22 -·111 1 O' Recessed 16 0.355 4.26 0.65 6.48 0.83 0.83 6.48 7.31 1 O' Recessed ------ ---I- ·108 14 0.372 4.46 0.59 5.93 -2 .22 0.76 110 0.00 6.68 6.68 -----'109 1 O' Recessed 17 0.390 4.68 0.67 6.66 0.08 0.83 111 0.92 6.66 7.58 •These inlets will NOT be constructed 1n Section 1 , Phase 1 , but they affect the design of Section 1 , Phase 1 . Transverse (Crown) slope (ft/ft) = 0 .038 Straight Crown Flow (Solved to find actual depth of flow. vl : a= o .5 6 • (z/n) • s '12 • y113 ¢ y = {Q / [0.56 • (z/n) • s "'n"' n = Roughness Coefficient = z = Reciprocal of crown slope = S = StreeUGutter Slope (ft/ft) y = Depth of flow at inlet (ft) Capacity of Inlets on grade : Oc = 0 .7' (1/(H, • H,)]' [H,512-H,512) Oc =Flow capacity of inlet (els) H 1 =a+ y 0 .018 26 H2 = a = gutter depression (2" Standard ; 4" Recessed) y = Depth of flow in approac h gutter (ft) Inlets In sumps. Weir Flow : l = Q I (3 'y312 ) ¢ y = (Q I 3L)v3 L = Length of in let opening (ft) Q = Flow at in le t (cfs) y = total depth of flow on inlet (ft) max y for inlet in sump = 7" = 0 .583' Y 100 (ft) (In) 0.288 3.46 0.312 3.74 0.404 4.85 0.391 4.69 0.395 4.74 0.397 4.76 0.418 5.02 0.464 5.57 100 year storm o.c ~°"'-Orot .. Q Tot.t+10'Mo y , .. (cfs) from ln19tl (cfs) (cfs) (ft) (In) 11 .20 12.32 ------0.577 6.92 6.72 7.39 3.14 3.45 0 .536 6.43 7.55 8.31 4.55 5.00 0.624 7.49 2.18 2.39 1.95 103 11 .62 12.78 0 .733 8.80 5.51 6.06 14.08 15.49 0 .788 9.45 6.51 104 ,108,109 14.52 15.97 4.99 5.49 0.571 6.86 ---6.79 7.46 1.36 123 4.30 4.73 0 .664 7.96 4.81 120 10.44 11 .48 2.37 2.61 0.612 7.34 -------4.16 4.58 100 year storm a _ .... a. ....... Q byp •• a. __ Q byp-tal81 Cc.,cot.i 0 100-Tot .. s L -ctu.i (ft) (cfs) (cfs) (cfs) from inlet I (cfs) (cfs) (cfs) (ft/ft) (ft) 0.58 2.92 1.95 1.95 2.92 4.87 0.0270 5 --0 .60 6 .02 -0 .20 0.00 6.02 6.02 0.0270 10 ----o:70 6.97 4.81 ------4.81 '6:97 0.0260 ---- 11 .78 10 -------I----I-------- 0.68 6.84 1.36 1.36 6.84 8.19 0.01 50 10 0.69 6.88 2.85 2.85 6.88 9.73 0.0200 10 "6:90 ----g:-55 ----0.69 6.90 2.96 2.96 0.0200 10 ---- 0.63 ~ -1 .28 2.85 110 1.57 7.54 9.12 0.0130 10 2:96 ----- 0.71 7.11 1.98 111 4.94 7.11 12 .05 0.0130 10 APPENDIXB Storm Sewer Pipe Design Calculations 14 .t\ Castlegate Subdivision Pipe Calculations -Section 1 , Phase 1 Inlet outlet 10 year storm 100 year storm P ipe # S ize Length Slope Invert Invert El ev Elev *Actual Flow Design Flow V 10 %Fu ll Travel Time, tno *Actual Flow Design Flow V100 % Full (i n ) (ft) (%) (ft) (ft) (cf s ) (cfs) (fps) (sec) (m i n) (cfs) (cfs) (fps) 100 18 88.0 0 .50 329.72 329.28 0.60 0 .97 2 .76 25 .3 32 0.53 0 .80 1.92 3 .34 36 .1 402 18 28 .0 4 .00 322.03 320.91 **7 .93 ··12.81 ··11.79 **59 .2 2 0 .04 ··10.69 **17 .26 ··12 .47 **73 .3 --- 101 27 66 .0 0 .90 320.16 319.57 21 .23 7 .58 66 .3 9 0 .15 28 .61 7 .78 87 .2 --,_ ---- 102 27 80 .0 1.40 319.46 318.34 26 .21 9.44 65 .8 8 0 .14 35 .34 9 .72 85 .9 104 18 27 .0 0.90 328.25 328.01 5 .71 9 .22 5 .97 81 .8 5 0 .08 6 .02 9 .72 5 .92 87 .9 ----·- 103 24 153 .0 1.00 327 .51 325.98 8 .48 13.7 7 .13 58 .9 21 0 .36 8 .94 14 .44 7 .21 61 .0 108 27 6.0 0 .85 310 .88 310.83 ···26.28 ···1.6 ***81.2 1 0 .01 ***28 .43 ***7.45 ***91.6 -·------- 107 36 24 .0 0 .60 310.08 309.94 43 .58 7 .69 74 .8 3 0.05 57 .03 10 .49 100.0 ------· --- 106 36 71 .0 0 .85 309.40 308.80 55 .67 9 .21 79.8 8 0 .13 74.16 12.85 100.0 126 18 189.0 2 .00 321 .51 317 .73 6 .54 10.56 8 .61 65 .7 22 0 .37 6 .97 11 .26 8 .71 68 .8 ---- 127 24 24 .0 0 .75 317.43 317 .25 8 .73 14 .1 6.40 66.2 4 0 .06 11 .78 19.02 6 .56 87 .2 -- 128 30 117.0 0 .70 316.75 315.93 23 .83 7 .12 64 .5 16 0 .27 33.49 7 .35 87.5 ------- 129 30 185 .0 1.00 315.8 7 3 14 .02 30.26 8 .61 67.3 21 0 .36 40.33 8.76 88 .7 ---- 130 36 24 .0 0 .50 313.53 313.41 35.11 6 .89 67 .8 3 0.06 46.86 6 .94 91 .0 *These valu es refl ect th e actual fl ow fo r th e 18" & 24" pip es . The des ign flow for th ese pipe sizes reflects a 25% reduction in pipe area. (Re fer to attac hed calc ul ati on fo r spe cifi c in form ati on.) **Future values, once Section 4, Phase 1 is compl eted . ***Future values, once Secti on 1, Pha se 2 is compl eted. Travel Time, tnoo (sec) (min) 26 0.44 2 0 .04 - 8 0 .14 8 0 .14 5 0 .08 -- 21 0 .35 1 0.01 --- 2 0 .04 -- 6 0 .09 22 0.36 -- 4 0 .06 ---~- 16 0 .27 ---- 21 0.35 ·-- 3 0 .06 City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mann ings Equatio n from page 48 of the College Station Drainag e Policy & Des ign Standards Manua l: Q = 1.49/n *A* R213 * S112 Q = Flow Capacity {cfs) 18" Pipe: Pipe si ze {inches)= 18 Wetted Perimeter W P, {ft)= 4 .71 Cross-Sectional Area A , {ff) = 1. 766 Reduced Area AR , {ff) = 1 .325 Hydraulic Radius R =A/WP, {ft)= 0 .375 Reduced Hydr Radius RR= AR/W p, {ft)= 0 .281 Roughness Coefficient n = 0 .014 Friction Slope of Conduit S1, {ft/ft) = 0 .01 Example Calculation: Slope Flow Capacity Reduced Flow Capacity % Difference s Q Oreduced O reduce ctfQ 0.005 6 .91 4 .28 0.619 0 .006 7 .57 4 .69 0.619 0 .007 8 .18 5 .06 0.619 24" Pipe: Pipe size {inches)= 24 Wetted Perimeter W P, {ft)= 6 .28 Cross-Sectional Area A , {ff)= 3 .14 Reduced Area AR , {ff) = 2 .355 Hydraulic Radius R =A/WP, {ft)= 0 .5 Reduced Hydr Radius RR= A R/W p, {ft)= 0.375 Roughness Coefficient n = 0 .014 Friction Slope of Conduit S1, {ft/ft) = 0.01 Example Calculation: Slope Flow Capacity Reduced Flow Capacity % Difference s Q Oreduced O reduced /Q 0.005 14 .89 9.22 0.619 0 .006 16 .31 10 .1 0.619 0 .007 17.61 10 .9 0.619 Conclusion: Multiply actual Q in 18" & 24" pipes by 1.615 to reflect a 25% reduction in the cross-sectional area called for on page 47 , paragraph 5 of the College Station Drainage Policy & Design Standards manual. 11. Castlegate Subdivision Section 1, Phase 1 -Pipe Flow Diagram 010 {cfs) Shaded areas will be constructed in future development. Pipes 108 & 402 will be stubbed out during Section 1, Phase 1 Construction . Inlet 120 1 6 .54 J, Inlet 111 I 6 .48 Pipe 1261 6 .54 Inlet 121 1 8 .73 J, J, J, Pipe 1141 6 .48 Inlet 122 1 8 .56 Pipe 1271 8 .73 J, J, Inlet 110 1 6.46 Pipe 1281 23 .83 J, J, Pipe 1131 12.94 Inlet 123 1 6.43 J, J, June Box 103 Pipe 1291 30 .26 J, J, Pipe 1121 12 .94 Inlet 109 1 6.66 Inlet 124 1 4 .85 J, J, J, Inlet 1081 6.68 +--Pipe 111 1 6 .66 llPipe 1301 35 .11 11 J, Pipe 11 OI 26.28 J, June Box 102 Inlet 401 I 7.93 Inlet 104 1 5.71 J, J, J, Pipe 1091 26.28 Pipe 401 1 7.93 Pipe 1041 5 .71 J, J, J, June Box 101 June Box401 Inlet 103 1 2 .77 J, J, Pipe 4021 7.93 J, l!Pipe 1031 8 .48 II Pipe 1 OB I 26 .28 J, J, Inlet 107 1 17.30 lnlet101 I 13 .30 J, J, Pipe 1071 43.58 Pipe101 I 21.23 J, J, Inlet 106 1 12 .09 Inlet 102 1 4 .98 J, J, llPipe 102 1 26 .21 II llPipe 1061 55 .67 II Castlegate Subdivision Section 1, Phase 1 -Pipe Flow Diagram Q 100 (cfs) Shaded areas will be constructed in future development. Pipes 108 & -402 will be stubbed out during Section 1, Phase 1 Construction . Inlet 120 \ 6.97 J, Inlet 111 I 6 .90 Pipe 126 \ 6.97 Inlet 121 1 11.78 J, J, J, Pipe 114 \ 6 .90 Inlet 122 \ 14 .74 ~ Pipe 1271 11.78 J, J, Inlet 110 \ 6.88 Pipe 128 \ 33.49 J, J, Pipe 113 \ 13.78 Inlet 123 \ 6.84 J, J, June Box 103 Pipe 1291 40.33 J, J, Pipe 1121 13 .78 Inlet 109 1 7 .11 Inlet 124 1 6.53 J, J, J, Inlet 108 \ 7 .54 Pipe 111 1 7 .11 llPipe 1301 46.86 II J, Pipe 11 OI 28.43 J, June Box 102 Inlet 401 I 10.69 Inlet 104 1 6.02 J, J, J, Pipe 1091 28 .43 Pipe 401 \ 10.69 Pipe 1041 6.02 J, J, J, June Box 101 June Box401 Inlet 103 1 2 .92 J, J, J, Pipe 1 OB I 28.43 Pipe 402 1 10.69 llPipe 1031 8 .94 \I J, J, Inlet 107 1 28 .60 lnlet101 I 17 .92 J, J, Pipe 107 \ 57 .03 Pipe 101 \ 28 .61 J, J, Inlet 106 1 17 .13 Inlet 102 1 6.73 J, J, llPipe 102 1 35.34 II llPipe 106! 74 .16 !I Pipe 4 0 2 -10 Year Storm Mann i ng Pipe Calculator Gi v 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 ............. . Circu l ar Depth of Flow 18 .0000 in 12 .8400 cfs 0.0400 ft/ft 0.0140 10 .6568 in 1. 7671 ft2 1.0895 ft2 31. 6070 in 56 .5487 in 11.7852 fps 4.9637 in 59 .2046 % 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 ....................... '. Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18 .0000 in 17 .3100 cfs 0.0400 ft/ft 0.0140 13.1936 in 1. 7671 ft2 1.3881 ft2 36.9991 in 56 .5487 in 12 .4700 fps 5.4026 in 73.2976 % 19 .5081 cfs 11. 0393 fps Castlegate Subdiv ision, Section 1, Phase 1 College Station, Tex as \ 4' Pipe 101 -10 Year Storm Mann ing 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 21 .230 0 cfs 0.0090 ft/ft 0.0140 17.9056 in 3.9761 ft2 2 .7992 ft2 51.3872 in 84.8230 in 7.5843 fps 7.8440 in 66.3171 % 27 .2 824 cfs 6 .8616 fps Pipe 101 -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 28.6100 cfs 0.0090 ft/ft 0.0140 23.5480 in 3.9761 ft2 3.6796 ft2 65.0776 in 84.8230 in 7 .7752 fps 8 .1421 in 87 .2149 % 27 .2824 cfs 6.8616 fps Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texas l.o Pipe 102 -10 Year Storm Manning Pipe Calcula tor 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 27.0000 in 26.2100 cfs 0. 0140 ft/ft 0. 0140 17.7761 in 3.9761 ft2 2.7762 ft2 51 .1136 in 84.8230 in 9 .4410 fps 7.8212 in 65.8374 % 34.0271 cfs 8.5580 fps Pipe 102 -10 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 27.0000 in 35 .3400 cfs 0 . 0140 ft/ft 0.0140 23.2026 in 3 .9761 ft2 3 .6355 ft2 64 .0640 i n 84.8230 in 9.7209 fps 8 .1716 in 85.9355 % 34.0271 cfs 8 .5580 fps Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texa s 1..\ Pipe 104 -10 Yea r Storm Manning Pipe Calculator Giv en I nput Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18 .0000 in 9 .2400 cfs 0 .0090 ft/ft 0 .0140 14 .7294 in 1.7671 ft2 1.5479 ft2 40.6959 in 56.5487 in 5 .9694 fps 5 . 4772 in 81.8303 % 9.2535 cfs 5.2364 fps Pipe 104 -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 9.7500 cfs 0 .0090 ft/ft 0.0140 15 .8256 in 1.7671 ft2 1.6459 ft2 43.7699 in 56.5487 in 5.9240 fps 5.4148 in 87.9203 % 9.2535 cfs 5.2364 fps Castlegate Subdivision, Section 1, Phase 1 College Station, Texas Pipe 103 -10 Year Storm Mann ing Pipe Calculator Giv e n Inpu t Data: Shape .......................... . S olving for .................... . Di ameter ....................... . Flowrate ....................... . Sl ope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Peri meter ............... . Pe r imeter ...................... . Ve l ocity ....................... . Hyd r aulic Radius ............... . Pe r cent Fu ll ................... . Full flow Flowrate ............. . Full flow v eloc i t y ............. . Ci r c u lar Depth of Flow 2 4.00 00 i n 1 3 .7 3 0 0 cfs 0 .01 00 f t /ft 0 . 0140 1 4.1 4 5 1 i n 3 .1416 ft2 1 .9 2 6 4 f t 2 42 .0 1 25 i n 75 .3 9 8 2 in 7.127 3 fps 6.60 2 8 i n 58 .9380 % 2 1 .0065 cfs 6.6866 fps Pipe 103 -100 Year Storm Manning P i pe Calcul ator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . S l ope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Ar ea .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve l ocity ....................... . Hyd r auli c Radius ............... . P e rc ent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circul a r Depth of Flow 24 .0000 in 14 .4700 cfs 0 .0100 ft/ft 0.0140 14 .6384 in 3.1 4 16 ft 2 2.0070 ft2 43.0195 in 75 .398 2 in 7 .2099 fps 6.7180 i n 60.9935 % 21. 0065 · cfs 6 .6866 fps Cast lega t e Subd ivi s i on, S e ct ion 1 , Pha se 1 College S tati on, Tex as Z.> Pipe 108 -10 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Di ameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Vel ocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Ci rcular Depth of Flow 27.0000 in 26.2800 cfs 0 .008 5 ft/ft 0. 0140 21. 9169 in 3.9 761 ft2 3.4570 ft2 60.5872 in 84 .8230 in 7.6020 fps 8.2163 in 81.1735 % 26.5137 cfs 6.6683 fps Pipe 108 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth ................ ~ ......... . Area ........................... . Wetted Area .................... . Wetted Perimeter ................ . Perimeter ...................... . Velocity ........................ . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27 .0000 i n 28.4300 cfs 0.0085 ft/ft 0. 0140 24.7431 in 3.9761 ft2 3.8171 ft2 68 .9847 in 84 .8230 in 7.4480 fps 7 .9679 i n 91.6413 % 26.5137 cfs 6.6683 fps Castlegate Subdivision, Section 1, Phase 1 Co llege Station , Tex as 2.~ Pipe 107 -10 Year Storm Manning P ipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloc ity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 in 43.5800 cfs 0.0060 ft/ft 0.0140 26. 9119 in 7.0686 ft2 5.6676 ft2 75 .1950 in 113.0973 in 7 .6894 fps 10.8535 in 74.7552 % 47.9740 cfs 6.7869 fps Pipe 107 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning ' s n .................... . Ro adway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tailwater ...................... . Computed Results : Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONC PIPE CULVERT; NO BEVELED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 57 .0300 cfs 0 .01 40 316.3800 ft 310.0800 ft 309.9350 ft 36.0000 in 24.0000 ft 0 .5000 3 .6000 ft 6.3633 ft Outlet Control 0 .0060 ft/ft 10.4915 fps Castlegate Subdivision, Section 1, Phase 1 College Station, Texas 2S Pipe 106 -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 F low 36.0000 in 55.6700 cfs 0.0085 ft /ft 0 . 0140 28.7247 in 7.0686 ft2 6.0471 ft2 79.5268 in 113.0973 in 9.2061 fps 10 .9495 in 79.7908 % 57.1005 cfs 8 .0781 fps Pipe 106 -100 Year Storm Culvert Calculator Entered Data: Shape .......................... . Number of Barrels .............. . Solving for .................... . Chart Number ................... . Scale Number ................... . Chart Description .............. . Scale Description .............. . Overtopping .................... . Flowrate ....................... . Manning ' s n .................... . Roadway Elevation .............. . Inlet Elevation ................ . Outlet Elevation ............... . Diameter ....................... . Length ......................... . Entrance Loss .................. . Tail water ...................... . Computed Results: Headwater ...................... . Slope .......................... . Velocity ....................... . Circular 1 Headwater 1 1 CONCR PIPE CULVERT; NO BE VEL ED RING ENTRANCE SQUARE EDGE ENTRANCE WITH HEADWALL Off 74.1600 cfs 0. 0140 316.3800 ft 309.4000 ft 308.7900 ft 36.0000 in 72 . 0000 ft 0 .5000 2.0000 ft 7.5215 ft Inlet Control 0.0085 ft/ft 12 .8542 fps Castlegate Subdivi sion, Section 1 , Phase 1 College Station, Texas P i pe 126 -10 Ye a r S t o rm Mann i ng Pipe Ca lculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Resu l ts: Depth .......................... . Area .......................... · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Ci r cul a r Depth of Flow 18 .00 0 0 in 10 .5900 cfs 0.0200 ft/ft 0 . 0140 11 .8228 in 1.7671 ft2 1 .2306 ft2 34.016 9 in 56.548 7 i n 8 .6059 fps 5 .209 2 in 65.68 2 3 % 13 .7943 cfs 7 .8060 fps Pipe 126 -1 00 Year Storm Manning P i pe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope ........................ : .. Manning ' s n .................... . Computed Results: Depth .......................... . Area ............................ . Wetted Area ....... · ............. . Wetted Perimeter ............... . Perimete r ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v eloc i t y ............. . Circular Depth of Flow 18 .0000 in 11.2800 cfs 0.0200 ft/ft 0.0140 12 .3775 in 1.7671 ft2 1.2956 ft2 35.1989 in 56.5487 in 8 .7062 fps 5 .3005 in 68.7639 % 13. 7 9 43 cfs 7 .806 0 fps Castlegate Subd ivis ion , Sect i on 1 , Phase 1 College Station, Tex as t.1 I ------· Pipe 127 -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 14 .1300 cfs 0.0075 ft/ft 0. 0140 15.8949 in 3.1416 ft2 2.2084 ft2 45.6326 in 75 .3982 in 6.3984 fps 6.9688 in 66.2287 % 18.1922 cfs 5.7907 fps Pipe 127 -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 ............. . Fu ll flow velocity ............. . Circular Depth of Flow 24.0000 in 19.0700 cfs 0.0075 ft/ft 0.0140 20.9183 in 3.1416 ft2 2.9059 ft2 57.8069 in 75.3982 in 6.5626 fps 7.2387 in 87.1595 % 18.1922 cfs 5.7907 fps Castlegate Subdivision, Section 1, Phase 1 College Station, Texas Pipe 128 -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 30.0000 in 23.8300 cfs 0.0070 ft/ft 0.0140 19.345 2 in 4.9087 ft2 3 .3468 ft2 55.9407 in 94.2478 in 7.1202 fps 8.6152 in 64.4840 % 31.8662 cfs 6.4917 fps Pipe 128 -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 30.0000 in 33.4900 cfs 0.0070 ft/ft 0 .0140 26.2595 in 4 .9087 ft2 4 .5559 ft2 72.5946 in 94 .2478 in 7.3509 fps 9 .0372 i n 87.5318 % 31 .8662 cfs 6.4917 fps Castlegate Subdivision, Section 1, Phase 1 College Station, Texas Pipe 129 -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 30.0000 in 30.2600 cfs 0 .0100 ft/ft 0 . 0140 20.1955 in 4 .9087 ft2 3 .5147 ft2 57.7346 in 94.2478 in 8 .6095 fps 8.76 63 in 67 .3182 % 38.0873 cfs 7.7591 fps Pipe 129 -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 30.0000 in 40.3300 cfs 0. 0100 ft/ft 0.0140 26.6200 in 4.9087 ft2 4 .6045 ft2 73.7095 in 94.2478 in 8.7589 fps 8.9954 in 88.7333 % 38.0873 cfs 7.7591 fps Castlegate Subdivi sion, Section 1, Phase 1 College Station, Texas Pipe 130 -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 36.0000 in 35.1100 cfs 0.0050 ft/ft 0.0140 24.3951 in 7 .0686 ft2 5 .0988 ft2 69.6245 in 113 .0973 in 6.8860 fps 10 .5455 in 67.7642 % 43.7941 cfs 6 .1 956 fps Pipe 130 -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 36 .0000 in 46.8600 cfs 0.0050 ft/ft 0. 0140 32.7509 in 7 .0686 ft2 6.7522 ft2 91.1276 in 113.0973 in 6.9400 fps 10.6698 in 90.9746 % 43 .7941 cfs 6.1956 fps Castlegate Subdiv ision, Section 1, Phase 1 College Station , Texas )\ APPENDIXC Greens Prairie Road Pipe Design Calculations 32 Castlegate Subdivision Greens Prairie Road Pipe Calculations -Section 1, Phase 1 A tc Area# c (acres) (min) 69 0.23 0 .3 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 County: 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 15 I Os (in/hr) (cfs) 7 .693 I 0 .53 25 year storm b = 89 d = 8.5 e = 0 .754 1 O year storm 110 I 010 (in/hr) (cfs) 8 .635 I 0.60 50 year storm b = 98 d = 8 .5 e = 0 .745 25 year storm ,25 I 025 (in/hr) (cfs) 9 .861 I 0.68 100 year storm b = 96 d = 8.0 e = 0 .730 50 year storm 100 year storm lso I Oso 1100 I 0100 (in/hr) I (cfs) (in/hr) I (cfs) 11.148 1 0.77 11 .639 I 0 .80 (Data taken from State Department of Highways and Public Transportation Hydraulic Manual, page 2-16) Pipe 100 -10 Year Storm Greens Prairie Road Pipe Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Circular Depth of Flow 18.0000 in 0.9700 cfs 0.0050 ft/ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 4. 560 2 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 1.7671 ft2 0.3520 ft2 18.9884 in 56.5487 in 2.7556 fps 2.6695 in 25.3346 % 6.8971 cfs 3.9030 fps Pipe 100 -100 Year Storm Greens Prairie Road Pipe 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 ve locity ............. . Circular Depth of Flow 18.0000 in 1.9200 cfs 0.0050 ft/ft 0.0140 6.4942 in 1.7671 ft2 0.5744 ft2 23.1956 in 56.5487 in 3.3424 fps 3.5662 in 36.0787 % 6.8971 cfs 3 .9030 fps Castlegate Subdiv ision, Section 1, Phase 1 College Stat ion, Texas )4 APPENDIXD Storm Sewer Drainage Channel Design Calculations 35 Channel 1 -10 Yea r St o rm 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 ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Critical Information Trapezoidal Depth of Flow 55.6700 cfs 0.0040 ft/ft 0.0300 30.0000 in 48.0000 in 0.2500 ft/ft (V/H) 0.2500 ft/ft (V/H) 19 .9845 in 3.1354 fps 138.6441 cfs 17.7553 ft2 212. 7961 in 12.0151 in 207.8757 in 35.0000 ft2 295.3863 in 66.6149 % Critical depth .................. 14.7951 in Critical slope . . . . . . . . . . . . . . . . . . 0.0146 ft/ft Critical velocity . . . . . . . . . . . . . . . 5.0554 fps Critical area . . . . . . . . . . . . . . . . . . . 11.0121 ft2 Critical perimeter . . . . . . . . . . . . . . 170.0031 in Critical hydraulic radius . . . . . . . 9.3277 in Critical top width . . . . . . . . . . . . . . 166.3604 in Specific energy . . . . . . . . . . . . . . . . . 1 .8181 ft Minimum energy . . . . . . . . . . . . . . . . . . 1.8494 ft Froude number . . . . . . . . . . . . . . . . . . . 0 .5460 Flow condition . . . . . . . . . . . . . . . . . . Subcritical Castlegate Subd ivision ; Section 1, Phase 1 College Station, Texas Revised January 2001 }" Channe l 1 -100 Year Stor m Channel Calculat or Giv en 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 ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Critical Information Trape z oidal Depth of Flow 74 .1600 cfs 0.0040 ft/ft 0.0300 30.0000 in 48.0000 in 0.2500 ft/ft (V/H) 0.2500 ft/ft (V/H) 22.7543 in 3.3760 fps 138.6441 cfs 21 .9670 ft2 235.6369 in 13 .4242 in 230.0346 in 35 .0000 ft2 295.3863 in 75.8477 % Critical depth . . . . . . . . . . . . . . . . . . 17.0863 in Critical slope . . . . . . . . . . . . . . . . . . 0.0140 ft/ft Critica~ velocity . . . . . . . . . . . . . . . 5.3720 fps Critical area ................... 13.8049 ft2 Critical perimeter . . . . . . . . . . . . . . 188 .8969 in Critical hydraulic radius . . . . . . . 10.5237 in Critical top width . . . . . . . . . . . . . . 184 .6900 in Specific energy ................. 2 .0733 ft Minimum energy .................. 2.1358 ft Froude number . . . . . . . . . . . . . . . . . . . 0.5560 Flow condition . . . . . . . . . . . . . . . . . . Subcritical Castlegate Subdiv ision, Section 1, Phase 1 College Station, Texas Revised January 2001 31 Channel 3 -10 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 ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 35.1100 cfs 0 .0050 ft/ft 0.0300 26.2000 in 36.0000 in 0 . 2500 ft/ft (V /H) 0 .25 00 ft/ft (V/H) 16.3722 in 3.0428 fps 10 2 .4 26 9 cfs 11. 5389 ft2 171 .00 89 in 9.7165 in 166.9778 in 25.6178 ft2 252.0507 in 62.4894 % Critical I nformation Critical depth .................. 12.6340 in Critical slope . . . . . . . . . . . . . . . . . . 0.0155 ft/ft Critical vel oc ity ............... 4.6244 fps Critical area ................... 7.5923 ft2 Critical perimeter . . . . . . . . . . . . . . 140 .18 25 in Critical hydraulic radius ....... 7.7991 in Critical top width .............. 137 .0719 in Specific energy . . . . . . . . . . . . . . . . . 1.5082 ft Minimum energy . . . . . . . . . . . . . . . . . . 1.5792 ft Froude number . . . . . . . . . . . . . . . . . . . 0 .5891 Flow condition Subcritical Castlegate Subdivision, Section 1, Phase 1 College Station, Texas Revised January 2001 3~ Channel 3 -100 Year Storm Channel Calculator Given I nput Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . He i ght ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results : Depth .......................... . Velo city ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimete r ................. . Hy draul ic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent ful l ................... . Critic al Information Trapezoidal Depth of Flow 46.8600 cfs 0 .0050 ft/ft 0 .0300 26. 2000 in 36.0000 in 0 .2 50 0 ft/ft (V/H) 0.2 500 ft /ft (V/H) 18.6315 in 3.2768 fps 10 2.4269 cfs 14.3005 ft2 189.6395 in 10 .8589 in 185.052 2 in 25.6178 ft2 25 2 .0507 in 71 .1127 % Critical depth .................. 14 .5684 in Critical slope . . . . . . . . . . . . . . . . . . 0 .0149 ft/ft Critical veloci t y ............... 4.913 2 fps Critical area . . . . . . . . . . . . . . . . . . . 9 .5376 ft2 Critical perimete r ............. . Critical h y draulic radius ...... . Critical top width ............. . Specific energy ................ . Minimum energy ................. . Froude number .................. . Flow condition ................. . 156.1344 i n 8 .796 4 in 152.5475 in 1.7195 ft 1. 8211 ft 0 .5999 Subcritical Castlegate Subd ivision, Section 1, Phase 1 College Station, Texas Revised January 2001 3i *APPENDIXE Design Calculations for Ponds 1, 2 & 3 -Elevation I Storage Data & Graphs -Depth I Discharge Data & Rating Curve for Outlet Structure -Pre-Development HEC-1 Analysis (5 , 10, 25 , 50 & 100-Year Events) -Post-Development HEC-1Analysis -5-Year Event -Post-Development HEC-1 Analysis -10-Year Ev ent -Post-Development HEC-1 Analysis -25-Year Event -Post-Development HEC-1 Analysis -50-Year Event -Post-Development HEC-1Analysis -100-Year Event *Added per January 2001 revisions 40 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #1 Elevation vs. Storage Graph Elevation (ft) 324 325 326 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0 .175 0 .000 1 0 .253 0 .210 2 0 .293 0.490 Elevation vs. Storage Pond #1 -0.400 -l-----------------------------j .sr Cl,) ... 0 ns ;-0.300 -+-----------------------------< C> ns ... 0 -en 0.200 -1------------,,.=---------------1 0.000 F-------------,----------------1 324.0 ~' 325.0 Elevation (ft) 326.0 200.0 180.0 160.0 140.0 ~ (J -; 120.0 0 ii: Cl) 100.0 Cl ... "' "5 80.0 II) c 60.0 40.0 20.0 0.0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #1 Depth vs. Discharge Graph Elevation Depth Spillway Flow (ft) (ft) (cfs) 324 0 .0 0 .0 325 1.0 62.0 326 2 .0 175 .0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #1 / / ./ ~ ~ ~ 0.0 4 z. 1.0 Depth (ft) /. / / 2.0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #2 Elevation vs. Storage Graph Elevation (ft) 318 319 320 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0.494 0 .000 1 0 .550 0.520 2 0.604 1.100 Elevation vs. Storage Pond #2 -0.800 +--------------------~------! ~ e CJ ca -; 0.600 +---------------..,,,,___----------! C'I ca ... 0 -~ 0.400 ,-----------7"''----------------I 0.000 ---------------------------! 318.0 319.0 Elevation (ft) 320.0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #2 Depth vs. Discharge Graph Elevation Depth Spillway Flow (ft) (ft) (cfs) 318 0 .0 0 .0 319 1.0 87 .0 320 2 .0 246 .0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #2 Vi 200.0 -1-----------------------7'-------I -~ 3:: 0 ~ 150.0 -1-------------------/:------------1 e IV .c CJ en c 100.0 -l---------------,;£---------------1 0 .0 1.0 Depth (ft) 2.0 ~ Castlegate Subdivision -Sect. 1, Ph. 1 Pond #3 Elevation vs. Storage Graph Elevation (ft) 312 313 314 315 316 Depth Area Cumulative Volume (ft) (ac) (ac-ft) 0 .390 0 .0 00 1 0 .441 0.420 2 0.494 0 .880 3 0 .553 1.410 4 0 .622 2.000 Elevation vs. Storage Pond #3 Qi 1.500 ;----------------------------------1 ... (.) ~ Cl> C'I ~ 0 1.000 -t-------------------------------1 -UJ 0.000 -F'-------..,.-------..--------.-------1 312.0 313.0 4S 314.0 Elevation (ft) 315.0 316.0 Castlegate Subdivision -Sect. 1, Ph. 1 Pond #3 Depth vs. Discharge Graph Elevation Depth Outlet Pipe Flow (ft) 312 313 314 315 '316 (ft) (cfs) 0 .0 0.0 1.0 5 .0 2 .0 19 .0 3 .0 36 .0 4 .0 55 .0 Rating Curve for Outlet Structure Depth vs. Discharge Pond #3 0.0 ....-=::;...__-----------~------~--------< 0.0 1.0 2.0 Depth (ft) 3.0 4.0 HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: MI133EX2.H1 ***************************************** * * *************************************** * * * * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * RUN DATE 11/10/2000 TIME 11:36:17 * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756 -1104 * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ....................................... ...................................... ........................................ ....................................... Full MicrocClflllUter Iq>lementation by Haestad Methods, Inc • ...................................... ······································ ....................................... ······································ 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES All PREVIOUS VERSIONS OF HEC-1 KN~N AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFL~ SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 41 HEC -1 INPUT PAGE LINE ID ......• 1 .••••.• 2 ......• 3 ....... 4 ....... 5 ..••... 6 ....... 7 •.•.... 8 ....... 9 ...... 10 1 ID Castlegate Subdivision in College Station, Texas 2 ID 10/27/00 File MI133EX2.H1 JNH 3 ID Detention Pond Design 4 ID 5, 10, 25, 50 & 100-Year/6 -Hour Storms 5 ID Pre -Development Cond i tions 6 ID Drainage Area = 25.69 acres = 0.0401 sm (same as Post-Dev .), TC = 9.4 min, 7 ID Lag = 0.6 TC = 0.09 hrs, C~site SCS Avg. RCN = 72 8 ID SCS METHODOLOGY 9 IT 2 300 10 IO 3 11 KK SUBAREA 1 12 KM SUBAREA HYOROGRAPH COMPUTATION FOR SUBAREA 1 13 PH 5 0 0.60 1.32 2 .68 3_30 3.70 4.40 14 BA .0401 15 uo 0.09 16 LS 0 72 17 KK SUBAREA 1 18 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 19 PH 10 0 0.66 1.45 3 .02 3.90 4.30 5.20 20 BA .0401 21 UD 0.09 22 LS 0 72 23 KK SUBAREA 1 24 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 25 PH 4 0 0.74 1.64 3.52 4.60 5.10 6.20 26 BA .0401 27 UD 0.09 28 LS 0 72 29 KK SUBAREA 1 30 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 31 PH 2 0 0-81 1.80 3.91 5.10 5.70 7.00 32 BA .0401 33 uo 0.09 34 LS 0 72 35 KK SUBAREA 1 36 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 37 PH 1 0 0.88 1.95 4.30 5.70 6.30 7.90 38 BA .0401 39 UD 0.09 40 LS 0 72 41 zz HEC1 S/N: 1333000371 HMVersion: 6.40 Data File: MI133EX2.H1 ***************************************** *************************************** * * * * * FLOOD HYDROGRAPH PACKAGE CHEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * * RUN DATE 11/10/2000 TIME 11:36:17 * * * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGJC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 * (916) 756-1104 * * ***************************************** *************************************** 10 JO IT Castlegate Subdivision in College Station, Texas 10/27/00 File MJ133EX2.H1 JNH Detention Pond Design 5, 10, 25, 50 & 100-Year/6-Hour Storms Pre-Development Conditions Drainage Area= 25.69 acres= 0.0401 sm (same as Post-Dev.), TC= 9.4 min, Lag = 0.6 TC = 0.09 hrs, C0f11>0site SCS Avg. RCN = 72 SCS METHODOLOGY OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE !DATE !TIME NQ NDDATE NDTIME I CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOT AL Tl ME BASE .03 HOURS 9.97 HOURS ENGLISH UN I TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MlLES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 11 KK 14 BA 13 PH 16 LS 15 UD ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 5-PERCENT HYPOTHETICAL STORM HYDR0-35 ....•••••••.... TP-40 . . . . . . . . . • . . . . . . .......... TP-49 .......... . 5-MIN .60 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .04 .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNJTGRAPH TLAG .09 LAG *** UNIT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 'ti\ l ------- *** 37. 5. *** 127. 3. 181. 2 . *** 163. 1. HYDROGRAPH AT STATION 110 . 1 . *** 63. *** 38 . 23. 14. 8. TOTAL RAINFALL = 4.40, TOTAL LOSS = 2.65, TOTAL EXCESS = 1 .75 PEAK FLOIJ TIME MAXIMUM AVERAGE FLOIJ (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 70. 3.13 (CFS) 8. 5. 5. 5 . (INCHES) 1. 746 1. 746 1.746 1. 746 (AC-FT) 4. 4. 4. 4. CUMULATIVE AREA = .04 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 17 KK 20 BA 19 PH 22 LS 21 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM HYDR0-35 . • • • • • . • . • • . • . . TP-40 . • . . . . . . • . • • • • . . • • . • • • • • . . TP-49 ......•••.. 5-MIN .66 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 STORM AREA .04 SCS LOSS RATE STRTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UN IT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 110. 63. 38. 1. *** *** 23. 14. 8. TOTAL RAINFALL = 5.15, TOTAL LOSS= 2.84, TOTAL EXCESS MAXIMUM AVERAGE FLOW 2.31 PEAK FLOW (CFS) 87. TIME (HR) 3.13 (CFS) CINCHES) (AC-FT) 6-HR 10. 2.312 5. CUMULATIVE AREA = 24-HR 72-HR 6. 6. 2.312 2.312 5. 5. .04 SQ Ml 9.97-HR 6. 2.312 5. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 23 KK 26 BA ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA 25 PH 28 LS 27 UD *** PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM HYDR0 -3 5 . . . . . • . . . . . . . . . TP-40 . . . . . . . . . . . . . . . . . . . . . . . . . . TP -49 .......... . 5-MIN .74 15 -MIN 60-MIN 2-HR 3 -HR 6 -HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10 -DAY 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 STORM AREA = .04 SCS LOSS RATE ST RTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5 . TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UNIT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 110. 63. 38 . 1. *** *** 23. 14. 8. TOTAL RAINFALL = 6.20, TOTAL LOSS = 3.04 , TOTAL EXCESS = 3.16 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24 -HR 72-HR 9.97-HR 113. 3.13 (CFS) 14. 8. 8. 8. CINCHES) 3.157 3.157 3.157 3.157 (AC-FT) 7. 7. 7. 7. CUMULATIVE AREA = .04 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** 29 KK 32 BA 31 PH 34 LS 33 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 • • • . • • . • • . . • • • . TP-40 • • • • • . • • • • • . . . . . ••.••••••• TP-49 •••••.••.•• 5-MIN .81 15-MIN 60-MIN 2-HR 3-HR 6·HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 STORM AREA = .04 SCS LOSS RATE STRTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** 163. 1. HYDROGRAPH AT STATION *** UN IT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 110. 63. 38. 1. *** *** 23. 14. 8 . TOTAL RAINFALL = 7.00, TOTAL LOSS = 3.17, TOTAL EXCESS= MAXIMUM AVERAGE FLOW 3.83 PEAK FLOW (CFS) 134. TIME (HR) 3.13 (CFS) 6 -HR 17. 24-HR 72-HR 10 . 10. )\ 9.97-HR 10. t -....... ______ _ (INCHES) (AC-FT) 3.828 8. CUMULATIVE AREA = 3.828 8. .04 SQ Ml 3.828 8 . 3 .828 8. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 35 KK 38 BA 37 PH 40 LS 39 UD *** ************** * * * * * * SUBAREA 1 ************** SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .04 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDR0-35 ..•...••.•....• TP -40 . . . . • • • . • . • • . . . . .......... TP-49 ..........• 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24 -HR 2-DAY 4-DAY 7-DAY 10 -DAY .88 1.95 4.30 5 . 70 6. 30 7. 90 • 00 • 00 . 00 . 00 . 00 . 00 STORM AREA = .04 SCS LOSS RATE STRTL CRVNBR RTIMP .78 INITIAL ABSTRACTION 72.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 37. 5. TLAG .09 LAG *** 127. 3. 181. 2. *** ~63. 1. HYDROGRAPH AT STATION *** UN IT HYDROGRAPH 15 END-OF-PERIOD ORDINATES 110. 63. 38. 1. *** *** 23. 14. 8. TOTAL RAINFALL = 7.90, TOTAL LOSS = 3.29, TOTAL EXCESS MAXIMUM AVERAGE FLOl.I 4.61 PEAK FLOW (CFS) 154. TIME CHR) 3.13 (CFS) CINCHES) (AC-FT) 6-HR 20. 4.606 10. CUMULATIVE AREA = 24-HR 72-HR 12. 12. 4.606 4.606 10_ 10. .04 SQ Ml 9.97-HR 12. 4.606 10. RUNOFF SUMMARY FLO\J IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE HILES PEAK TIME OF AVERAGE FLO\J FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLO\J PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 70. 3.13 8. 5. 5. .04 HYDROGRAPH AT 87. 3.13 10. 6. 6. .04 HYDROGRAPH AT 113. 3.13 14. 8. 8. .04 HYDROGRAPH AT 134. 3.13 17. 10. 10. .04 HYDROGRAPH AT 154. 3.13 20. 12. 12. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 ........ ________ _ JEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi1335.h1 '**************************************** *************************************** * FLOOD HYDROGRAPH PACKAGE CHEC-1) * • SEPTEMBER 1990 * * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:30:10 * * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAV!Sk CALIFORNIA 95616 (Y16) 756-1104 * * * * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ....................................... ...................................... ...................................... Full Microc0111JUter Implementation by Haestad Methods, Inc . ...................................... ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK -ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION 1 DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM ........ ________ _ LINE 45 46 47 48 49 50 51 52 HEC -1 INPUT ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) KM Hydrograph Coq:iutation (TC= 7.4 min.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz PAGE 2 LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID .....•• 1 ....... 2 .•..... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File MI1335.H1 JNH Detention Pond Design 5-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph COf!IPUtation (TC= 3.4 min.) PH 20 0 0.60 1.32 2.68 3.30 BA .0049 UD 0.034 LS 0 77 Texas 3.70 4.40 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67, 68, 1, 2 1 6B (7.46 acres) Hydrograph ~~tat1on (TC = ~.3 min.) .0117 0.043 0 79 KK ADDHYD1 Add Hydrographs HC 2 KK 2 Route thru Detention Pond 2 (28' Broadcrested Weir) RS 1 STOR SA 0.494 0.550 0.604 SQ 0 87 246 SE 318.0 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C~tation (TC= 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 ~EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi1335.h1 ***************************************** * FLOOD HYDROGRAPH PACKAGE (HEC -1) SEPTEMBER 1'990 * * * * VERSION 4.0 * * * RUN DATE 12/20/2000 TIME 22:30:10 * * **************************************** 9 IO IT Castlegate Subdivision in College Station, 12/20/00 File MI1335.H1 JNH Detention Pond Design 5-Year/6-Hour Storm Post-Develo~nt Conditions Dra i nage Area '= 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 IDATE ITIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOT AL TI ME BASE .03 HOURS 9.97 HOURS ENG LI SH UN ITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLO\I STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * *************************************** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph Coq:iutation (TC= 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM ...•. HYDR0-35 ..... . . . . . . . . . . . . . . . . TP-40 . . . . . . . • . . . . . . . . . . . . . . . . . . TP -49 ........•.. 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10 -DAY .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .DO .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UN IT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.24, TOTAL EXCESS 1.99 PEAK FLO\I TIME MAXIMUM AVERAGE FLO\I (CFS) (HR) 6-HR 24 -HR 72-HR 9.97-HR 12. 3.07 (CFS) 1. 1. 1. 1. S1 CINCHES) · (AC-FT) 1.989 1. CUMULATIVE AREA = 1.989 1. .00 SQ Ml 1.989 1. 1.989 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * Route thru Detention Pond 1 (20' Broadcrested Weir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 \.IORKING R AND D COEFFICIENT .2 0. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .00 324.00 .21 325.00 COMPUTED STORAGE -ELEVATION DATA .49 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 11. 3.10 (CFS) 1. 1. 1. 1. (INCHES) 1.989 1.989 1.989 1.989 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 324.17 3.10 324.02 324.01 324.01 324.01 CUMULATIVE AREA = .00 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph C~tation (TC ~ 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM HYDR0-35 ..... . •.•............ TP-40 . . . . . . • . . . . . . . . . .......... TP-49 .......... . 5-MIN .60 15-MIN 60 -MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10 -DAY 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 4 .22, TOTAL LOSS = 2.08, TOTAL EXCESS = 2.15 PEAK FL~ TIME MAXIMUM AVERAGE FL~ (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 29. 3.07 (CFS) 3. 2. 2. 2. CINCHES) 2.147 2.147 2.147 2.147 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .01 SQ HI ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FL~ (CFS) 39. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.10 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 4. 2.100 2. CUMULATIVE AREA = MAXIMUM AVERAGE FL~ 24-HR 72-HR 2. 2 . 2.100 2.100 2. 2. .02 SQ HI *** 9 .97-HR 2. 2.100 2. ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * 2 * Route thru Detention Pond 2 (28' Broadcrested Weir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION 1 NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** PEAK FL~ (CFS) 33. EAK STORAGE (AC-FT) 0. PEAK STAGE (FEET) 318.38 TIME (HR) 3.13 TIME (HR) 3.13 TIME (HR) 3.13 *** *** *** HYDROGRAPH AT STATION 2 (CFS) (INCHES) (AC-FT) 6-HR 4. 2.100 2. MAXIMUM AVERAGE FL~ 24-HR 72-HR 2. 2. 2.100 2.100 2. 2. MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 0. 0. 0. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 318.04 318.03 318.03 CUMULATIVE AREA = .02 SQ HI *** 9.97-HR 2. 2.100 2. 9.97-HR 0. 9.97-HR 318.03 *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** S'i 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph C~tation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM ...•. HYDR0-35 ..... . 5-MIN 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;o:oAv .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.24, TOTAL EXCESS 1.99 PEAK FLOW TIME MAXIMUM AVERAGE FLO\I (CFS> (HR) 6-HR 24-HR 72-HR 9.97-HR 6. 3.07 CCFS) 1. 0. 0. 0. CINCHES) 1.989 1.989 1.989 1.989 (AC-FT) o. 0. 0. 0. CUMULATIVE AREA = .00 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** . 38 KK 39 HC *** PEAK FLOW (CFS) 38. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 4. 2.084 2. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 3. 3. 2.084 2.084 2. 2. .02 SQ Ml *** 9.97-HR 3. 2.084 2. *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * * 3 * * Route thru Detention Pond 3 (36 11 RCP iil 2.00X> ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC . x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 '-' .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .42 .88 1.41 2 .00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9 .97-HR 17. 3.40 CCFS) 4 . 3. 3. 3. (INCHES) 2.063 2.080 2.080 2.080 (AC-FT) 2. 2. 2. 2. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 1. 3.40 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 313.86 3.40 312.66 312.40 312.40 312.40 CUMULATIVE AREA = .02 SQ Ml '** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * 4 * Subareas 9, 10, 11 , 12, 13, 14, 15, 16 & 17 ( 13. 36 acres) * * ************** Hydrograph CoqxJtation (TC = 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 20-PERCENT HYPOTHETICAL STORM ....• HYDR0-35 ..•... 5-MIN 15-MIN 60-MIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4?-oAv··;o:oAv .60 1.32 2.68 3.30 3.70 4.40 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 4.22, TOTAL LOSS = 2.08, TOTAL EXCESS 2 .15 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 48. 3.10 (CFS) 5. 3. 3. 3. (INCHES) 2.147 2.147 2.147 2.147 (AC-FT) 2. 2. 2. 2. CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** ••• *** *** ••• *** *** *** *** *** *** *** ••• *** *** *** *** *** ••• *** ••• *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 51 HC *** !PEAK FLOW (CFS) 54. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME CHR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 9. 2.103 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 6. 6. 2.114 2.114 5. 5. .04 SQ HI *** 9.97-HR 6. 2.114 5. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6 -HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 12. 3.07 1. 1 . 1. .00 ROUTED TO 11. 3.10 1. 1. 1. .00 324.17 3.10 HYDROGRAPH AT 2 29. 3.07 3. 2. 2. .01 2 COMBINED AT ADD HYO 39. 3.10 4. 2. 2. .02 ROUTED TO 2 33. 3.13 4. 2. 2. .02 318.38 3.13 HYDROGRAPH AT 3 6. 3.07 1. 0. 0. .00 2 COMBINED AT ADDHYD 38. 3.13 4. 3. 3. .02 ROUTED TO 3 17. 3.40 4. 3. 3. .02 313.86 3.40 HYDROGRAPH AT 4 48. 3.10 5. 3. 3. .02 2 COMBINED AT ADDHYD 54. 3.13 9. 6. 6. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 ? .. ~AA_ EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13310.h1 ***************************************** * *************************************** * * FLOOD HYDROGRAPH PACKAGE CHEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:22:43 * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ...................................... ...................................... ······································ Full Microcomputer Ifllllementation by Haestad Methods, Inc . ...................................... ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * C203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM I LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC -1 INPUT ID .•..... 1 ....... 2 ..•.... 3 .....•. 4 ...•... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO KK KM PH BA UD LS Castlegate Subdivision in College Station, 12/20/00 File MI13310.H1 JNH Detention Pond Design 10-Year/6-Hour Storm Post-Development Conditions Drainage Area= 25.69 Acres (total) SCS Methodology 2 300 3 10 .0049 0.034 0 Subareas 6A 7 & 8 (3.15 acres) Hydrograph Computation (TC= 3.4 min.) 0 0.66 1.45 3.02 3.90 n Texas 4.30 5.20 KK RS SA SQ SE 1 1 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.175 0 324.0 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~Of11:>Utat1on (TC= ~.3 min.) .0117 0.043 0 79 KK ADDHYD1 HC 2 KK 2 RS 1 SA 0.494 SQ 0 SE 318.0 Add Hydrographs Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C C1.72 acres) KM Hydrograph COf11:>Utation (TC = 4.0 min.) BA .0027 UD 0.040 LS 0 n KK ADDHYD1 HC 2 KK 3 RS 1 SA 0.390 SQ 0 SE 312.0 Add Hydrographs Route .thru Detention Pond 3 (36 11 RCP@ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11 , 12, 13, 14, 15, 16 & 17 ( 13. 36 acres) KM Hydrograph C~tation (TC= 7.4 min.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz EC1 S/N: 1333000371 HMVersion: 6 .40 Data File: mi13310.h1 **************************************** *************************************** FLCXlD HYDROGRAPH PACKAGE (HEC-1) SEPTEMBER 1990 VERSION 4.0 * * * * * ' RUN DATE 12/20/2000 TIME 22:22:43 * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVISA CALIFORNIA 95616 (Y16) 756 -1104 * * * * * * * '***************************************: *************************************** 9 IO IT Castlegate Subdivision in College Station, 12/20/00 File Ml13310.H1 JNH Detention Pond Design 10-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 !PLOT 0 QSCAL 0. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 !DATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT COMPUTATION INTERVAL TOTAL TIME BASE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph Coq:>Utation (TC= 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL S~ORM .•... HYDR0-35 ..... . .••..••........ TP-40 . . . • . • . . . . . . . . . . .......... TP-49 .......... . 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10 -DAY .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 STORM AREA . 00 . SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UNIT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 5. 15, TOTAL LOSS = 2.40, TOTAL EXCESS 2.75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72 -HR 9.97-HR 15. 3.07 (CFS) 1. 1. 1. 1. (p1 (INCHES) (AC-FT) 2.747 1. CUMULATIVE AREA = 2.747 1. .00 SQ Ml 2.747 1. 2.747 1. ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE *** PEAK FLOW (CFS) 14. ************** * * * * Route thru Detention Pond 1 (20' Broadcrested Weir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION STORAGE ELEVATION .00 324.00 *** NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .2 o. 324.00 .3 62. 325.00 .3 175. 326.00 *** .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** HYDROGRAPH AT STATION TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 9.97-HR 3.10 (CFS) 1. 1. 1. 1. (INCHES) 2.747 2.747 2.747 2.747 (AC-FT) 1. 1. 1 . 1. PEAK -STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 324.22 3.10 324.02 324.01 324.01 324.01 CUMULATIVE AREA = .00 SQ Ml * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph Computation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM ..... HYDR0-35 •..... 5-MIN 15-MIN 60-MIN ............•.• TP-40 . . . . • . • • • . . . . . . . ........•. TP-49 .•.......•• 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4 ;DAY 7-DAY 10-DAY .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 5.15, TOTAL LOSS = 2.22, TOTAL EXCESS = 2.93 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97 -HR 37. 3.07 (CFS) 4. 2. 2. 2. CINCHES) 2.929 2.929 2.929 2.929 (AC-FT) 2. 2. 2. 2. CUMULATIVE AREA = .01 SQ MI ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 50. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) CAC-FT) 6-HR 5. 2.876 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 3. 3. 2.876 2.876 3. 3. .02 SQ MI *** 9.97-HR 3. 2.876 3. * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE *** EAK FLOW (CFS) 42. ************** * * * 2 * Route thru Detention Pond 2 (28' Broadcrested Weir) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION STORAGE ELEVATION .00 318.00 *** NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** *** *** HYDROGRAPH AT STATION 2 TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 9.97-HR 3.13 (CFS) 5. 3. 3. 3. (INCHES) 2.876 2.876 2.876 2.876 (AC-FT) 3. 3. 3. 3. 0 AK STORAGE TIME MAXIMUM AVERAGE STORAGE 9.97-HR (AC -FT) CHR) 6-HR 24-HR 72-HR 0. 3.13 0. 0. 0. 0. >EAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 318.49 3.13 318.06 318.04 318 .04 318 .• 04 CUMULATIVE AREA = .02 SQ MI *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph C~tation CTC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM .•... HYDR0-35 ..•..• 5-MIN 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Av···4:0A~P -4 ?-oAv··;o:oAv .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 5.15, TOTAL LOSS = 2.40, TOTAL EXCESS 2. 75 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72 -HR 9.97-HR 8. 3.07 (CFS) 1. 0. 0. 0. CINCHES) 2.747 2.747 2.747 2.747 CAC-FT) 0. 0. 0 . 0 . CUMULATIVE AREA = .00 SQ Ml *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** EAK FLOW (CFS) 49. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 6. 2.858 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 4. 4. 2.858 2.858 3. 3. .02 SQ Ml *** 9.97-HR 4. 2.858 3. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * * 3 * * Route thru Detention Pond 3 (36 11 RCP @ 2.00%) ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 lo .6 43 SQ DISCHARGE 0. 5. 19 . 36 . 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316 .00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLO\.I TIME MAXIMUM AVERAGE FLO\.I (CFS) (HR) 6-HR 24 -HR 72-HR 9.97-HR 24. 3.37 (CFS) 6. 4. 4. 4. (INCHES) 2.824 2.851 2.851 2.851 (AC-FT) 3. 3. 3. 3. '~AK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 1. 3.37 0. 0. 0. 0. EAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97 -HR 314.30 3.37 312.82 312.50 312.50 312 .50 CUMULATIVE AREA = .02 SQ MI r k• *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 45 KK 47 BA -12 PH 49 LS 48 UD *** ************** * * * * 4 * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph C0111JUtation (TC = 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM HYDR0-35 .•.... 15-MIN 60 -MIN . . . . . . . . . . . . . . . TP-40 . . . . . • . . . . . . . . . . . . . . . . . . . . TP -49 .......... . 5-MIN .66 2-HR 3-HR 6-HR 12-HR 24 -HR 2-DAY 4-DAY 7-DAY 10-DAY 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE STRTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END -OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 5 .15, TOTAL LOSS = 2.22, TOTAL EXCESS 2.93 EAK FLO\.I TIME MAXIMUM AVERAGE FLO\.I (CFS) (HR) 6 -HR 24-HR 72 -HR 9.97-HR 61. 3.10 (CFS) 7. 4. 4. 4. (INCHES) 2.929 2.929 2.929 2.929 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .02 SQ MI .• *** *** *** ••• *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 11 51 HC *** PEAK FLOW (CFS) 73. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 12. 2.873 6. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 8. 8. 2.892 2.892 6. 6. .04 SQ Ml 11- *** 9.97-HR 8. 2.892 6. RUNOFF SUMMARY FLO\J IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLO\J FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLO\J PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 15. 3.07 1. 1. 1. .00 ROUTED TO 14. 3.10 1. 1. 1. .00 324.22 3.10 HYDROGRAPH AT 2 37. 3.07 4. 2. 2. .01 2 COMBINED AT ADDHYD 50. 3.07 5. 3. 3. .02 ROUTED TO 2 42. 3.13 5. 3. 3. .02 318.49 3.13 HYDROGRAPH AT 3 8. 3.07 1. 0. 0. .00 2 COMBINED AT ADDHYD 49. 3.13 6. 4. 4. .02 ROUTED TO 3 24. 3.37 6. 4. 4. .02 314.30 3.37 HYDROGRAPH AT 4 61. 3.10 7. 4. 4. .02 2 COMBINED AT AODHYD 73. 3.13 12. 8. 8. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 /~" YtA,( 13 EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13325.h1 ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE CHEC-1) * * U.S. ARMY CORPS OF ENGINEERS * SEPTEMBER t990 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.0 * * 609 SECOND STREET * * * * RUN DATE 12/20/2000 TIME 22:26:58 * * DAVIS~ CALIFORNIA 95616 * * c 16) 756-1104 * * * * **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ...................................... ...................................... ...................................... ······································ Full Microc<>q:XJter Implementation by Haestad Methods, Inc . ...................................... ······································ ...................................... ······································ 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION 1 DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID .•..... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT IO Castlegate Subdivision in College Station, 12/20/00 File MI13325.H1 JNH Detention Pond Design 25-Year/6-Hour ·storm Post-Development Conditions Drainage Area= 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph CQq:>Utation (TC= 3.4 min.) PH 4 0 0.74 1.64 3.52 4.60 BA .0049 UD 0.034 LS 0 77 Texas 5.10 6.20 KK RS SA SQ SE 1 1 0.175 0 324.0 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~<>q)Utat1on (TC= 4.3 min.) .0117 0.043 0 79 KK ADDHYD1 HC 2 KK 2 RS 1 SA 0.494 SQ 0 SE 318.0 Add Hydrographs Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph C<>q)Utation CTC = 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ....... 1 •••••.• 2 ••••••• 3 ••••••. 4 •.....• 5 ••••••• 6 .•..... 7 .••.... 8 ......• 9 ..•.•• 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) KM Hydrograph Computation (TC= 7.4 m1n.) BA .0209 UD . 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz EC1 S/N: 1333DDD371 HMVersion: 6.4D Data File: mi13325.h1 ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * SEPTEMBER 199D * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.D * * 6D9 SECOND STREET * * DAVIS 9 CALIFORNIA 95616 * * ( 16) 756-11D4 * * * * RUN DATE 12/2D/2DDD TIME 22:26:58 * * * * **************************************** *************************************** 9 IO IT Castlegate Subdivision in College Station, 12/2D/DD File MI13325.H1 JNH Detention Pond Design 25-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 !PLOT D QSCAL D. PRINT CONTROL PLOT CONTROL HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 D DDDD 3DD D D958 19 !DATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE END! NG TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .D3 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPitATION DEPTH · LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *** *** *** ••• *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 1D KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * Subareas 6A, 7 & 8 (3.15 acres) * * ************** Hydrograph Coq:iutation (TC= 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .DD SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ...•. HYDR0-35 ..... . ...•.........•. TP·4D . . . . • • . . . . . . • • . • ....•..... TP-49 .......... . 5-MIN 15-MIN 6D·MIN 2-HR 3-HR 6-HR 12-HR 24•HR 2-DAY 4-DAY 7-DAY 1D-DAY .74 1.64 3.52 4.6D 5.1D 6.2D .DD .DD .DD .DD .DD .DD STORM AREA = .DD SCS LOSS RATE ST RTL CRVNBR RTIMP .6D INITIAL ABSTRACTION 77.DD CURVE NUMBER .DD PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .D3 LAG *** UN IT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. D. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 6.2D, TOTAL LOSS = 2.55, TOTAL EXCESS 3.65 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 19. 3.D7 (CFS) 2. 1. 1. 1. 11 (INCHES) (AC-FT) 3.654 1. CUMULATIVE AREA = 3.654 1. .00 SQ MI 3.654 1. 3.654 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * Route thru Detention Pond 1 (20' Broadcrested ~eir) * * ************** HYOROGRAPH RCXJTING DATA STORAGE RCXJTI NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .DO WORKING R ANO 0 COEFFICIENT .2 0. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .00 324.00 .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** *** *** HYOROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72·HR 9.97-HR 17. 3.10 (CFS) 2. 1. 1. 1. (INCHES) 3.654 3.654 3.654 3.654 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC·FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24·HR 72-HR 9.97-HR 324.28 3.10 324.03 324.02 324.02 324.02 CUMULATIVE AREA = .00 SQ MI ** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 uo *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph Coq:iutation CTC = 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ...•. HYOR0·35 ..... . 5-MIN 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;o:oAv .74 1.64 3.52 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVICXJS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG 56. 94. 46. *** *** 19. *** UN IT HYOROGRAPH 8 'END-OF-PERIOO ORDINATES 7. 3. 1. *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.34, TOTAL EXCESS = 3.86 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 46. 3.07 (CFS) 5. 3. 3. 3. (INCHES) 3.859 3.859 3.859 3.859 (AC· FT) 2. 2. 2. 2. CUMULATIVE AREA = .01 SQ Ml ** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 62. ************** * * * ADDHYD * * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC · FT) 6-HR 7. 3.798 3. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 4. 4. 3.798 3.798 3. 3. .02 SQ Ml *** 9.97-HR 4. 3.798 3. ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * 2 * Route thru Detention Pond 2 (28' Broadcrested Weir) * * ************** HYOROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1.10 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 EAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24 -HR 72-HR 9.97-HR 53. 3.13 (CFS) 7. 4. 4. 4. (INCHES) 3.798 3.798 3.798 3.798 CAC·FT) 3. 3. 3. 3. 'AK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC· FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 o. 0. 0. 0. EAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 318.61 3.13 318.08 318.05 318.05 318.05 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * 3 * Subarea 6C (1.72 acres) * * ************** Hydrograph C~tation (TC = 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM ............... TP-40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.55, TOTAL EXCESS = 3.65 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 10. 3.07 (CFS) 1. 1. 1. 1. CINCHES) 3.654 3.654 3.654 3.654 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .00 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW (CFS) 61. ************** * * * * ADDHYD * * ************** 1 Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 8. 3.778 4. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 5. 5. 3.778 3.778 4. 4. .02 SQ MI *** 9.97·HR 5. 3.778 4. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP iil 2.00X) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 60 .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313.00 314.00 315.00 316.00 *** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** PEAK FLOW (CFS) 33. EAK STORAGE (AC-FT) 1. PEAK STAGE (FEET) 314.81 45 KK 47 BA 12 PH 49 LS 48 uo *** *** *** *** *** HYDROGRAPH AT STATION 3 TIME MAXIMUM AVERAGE FLOW (HR) 6-HR 24-HR 72-HR 9.97-HR 3.37 (CFS) 8. 5. 5. 5. (INCHES) 3.731 3.n1 3.n1 3.n1 CAC-FT) 4. 4. 4. 4. TIME MAXIMUM AVERAGE STORAGE CHR) 6-HR 24-HR 72-HR 9.97-HR 3.37 0. 0. 0. 0. TIME MAXIMUM AVERAGE STAGE (HR) 6-HR 24-HR 72-HR 9.97-HR 3.37 312.98 312.60 312.60 312.60 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * * 4 * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph Coq:>Utation (TC= 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 4-PERCENT HYPOTHETICAL STORM 5-MIN .74 HYDR0-35 15-MIN 60-MIN 1.64 3.52 ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 4.60 5.10 6.20 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 6.20, TOTAL LOSS = 2.34, TOTAL EXCESS = 3.86 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 75. 3.10 (CFS) 9. 5. 5. 5. (INCHES) 3.858 3.858 3.858 3.858 (AC-FT) 4. 4. 4. 4. CUMULATIVE AREA = .02 SQ Ml * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYO * * ************** Add Hydrographs 51 HC *** PEAK FLOW (CFS) 94. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 16. 3.787 8. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 10. 10. 3.816 3.816 8. 8. .04 SQ MI *** 9.97-HR 10. 3.816 8. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 19. 3.07 2. 1. 1. .00 ROUTED TO 17. 3.10 2. 1. 1. .00 324.28 3.10 HYDROGRAPH AT 2 46. 3.07 5. 3. 3. .01 2 COMBINED AT ADDHYD 62. 3.07 7. 4. 4. .02 ROUTED TO 2 53. 3.13 7. 4. 4. .02 318.61 3.13 HYDROGRAPH AT 3 10. 3.07 1. 1. 1. .00 2 COMBINED AT ADDHYD 61. 3.13 8. 5. 5. .02 ROUTED TO 3 33. 3.37 8. 5. 5. .02 314.81 3.37 HYDROGRAPH AT 4 75. 3. 10 9. 5. 5. .02 2 COMBINED AT ADDHYD 94. 3.13 16. 10. 10. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 1i;~YEAA- EC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi13350.h1 ***************************************** *************************************** * * * FLOOD HYDROGRAPH PACKAGE SEPTEMBER 1990 VERSION 4.0 CHEC·1) * * * * * * RUN DATE 12/20/2000 TIME 22:32:57 * * * * * * * * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756-1104 * * * * * * ***************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ······································ ...................................... ...................................... ······································ Full Microc0!11JUter I""lementation by Haestad Methods, Inc. ······································ ······································ ...................................... ...................................... 37 Brookside Road* Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION 1 DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID ••••••• 1 ....... 2.· ...... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 10 10 '10 10 ID ID ID IT 10 Castlegate Subdivision in College Station, 12/20/00 File Ml13350.H1 JNH Detention Pond Design 50-Year/6-Hour Storm Post-Development Conditions Drainage Area= 25.69 Acres (total) SCS Methodology 2 300 3 KK Subareas 6A 7 & 8 (3.15 acres) KM Hydrograph C~tation (TC= 3.4 min.) PH 2 0 0.81 1.80 3.91 5.10 BA .0049 UD 0.034 LS 0 77 Texas 5.70 7.00 KK RS SA SQ SE 1 1 0.175 0 324.0 ~~~~e ,thru Detention Pond 0.253 0.293 1 (20' Broadcrested Weir) KK KM BA UD LS 2 .0117 0.043 0 62 175 325.0 326.0 Subareas 66L 70, 67 1 68, 1, 2 1 6B (7.46 acres) Hydrograph ~Of11JUtat1on (TC= 4.3 min.) 79 KK ADDHYD1 Add Hydrographs HC 2 KK 2 Route thru Detention Pond 2 (28' Broadcrested Weir) RS 1 STOR SA 0.494 0.550 0.604 SQ 0 87 246 SE 318.0 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph COf11JUtation (TC= 4.0 min.) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC · 1 INPUT ID ••••••• 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ••••••• 9 ...... 10 KK 4 KM BA .0209 UD 0.074 LS 0 KK ADDHYD1 HC 2 zz Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13 .36 acres) Hydrograph Coq:>Utation (TC= 7.4 m1n.) 79 Add Hydrographs PAGE 2 HEC1 S/N: 1333000371 HMVersion: 6.40 ***************************************** * * Data File: mi13350.h1 * FLOOD HYDROGRAPH PACKAGE CHEC-1) * * * * SEPTEMBER 1990 * VERSION 4.0 * * * RUN DATE 12/20/2000 TIME 22:32:57 * * * ***************************************** 9 10 IT Castlegate Subdivision in College Station, 12/20/00 File Ml13350.H1 JNH Detention Pond Design 50-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) scs Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 !DATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS~ CALIFORNIA 95616 * * (Y16) 756-1104 * * * *************************************** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * Subareas 6A, 7 & 8 (3.15 acres) * * ************** Hydrograph Coq>Utation CTC = 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA 5-MIN .81 HYDR0-35 ..•••• 15-MIN 60-MIN 1.80 3.91 DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM ............... TP-40 . . • . . . . . . . . . . • . . .......... TP-49 ........••. 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 STORM AREA .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UN IT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.63, TOTAL EXCESS 4.37 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 21. 3.07 (CFS) 2. 1. 1. 1. 'b1 (INCHES) (AC-FT) 4.366 1. CUMULATIVE AREA 4.366 1. .00 SQ MI 4.366 1. 4.366 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION 1 NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 lNITIAL CONDITION .00 WORKING R AND D COEFFICIENT .2 0. 324.00 .3 62. 325.00 .3 175. 326.00 *** STORAGE ELEVATION .oo 324.00 .21 325.00 COMPUTED STORAGE-ELEVATION DATA .49 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOIJ (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 20. 3.10 (CFS) 2. 1. 1. 1. (INCHES) 4.366 4.366 4.366 4.366 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT> (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.10 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 324.32 3.10 324.04 324.02 324.02 324.02 CUMULATIVE AREA = .00 SQ MI ** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph C°""°tation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 s:MiN 15-MIN 60-MIN •.........•.... TP-40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .81 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .oo SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.42, TOTAL EXCESS = 4.58 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24-HR 72-HR 9.97-HR 52. 3.07 (CFS) 6. 3. 3. 3. CINCHES) 4.584 4.584 4.584 4.584 CAC-FT) 3. 3. 3. 3 . CUMULATIVE AREA = . 01 SQ Ml * *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 71. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 8. 4.520 4. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 5. 5. 4.520 4.520 4. 4. .02 SQ Ml *** 9.97-HR 5. 4.520 4. ** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * 28 KK * 2 * Route thru Detention Pond 2 (28' Broadcrested Weir) * * ************** HYDROGRAPH ROUTING DATA 29 RS STORAGE ROUT! NG NSTPS NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 WORKING R AND D COEFFICIENT 30 SA AREA .5 .6 .6 31 SQ DISCHARGE o. 87. 246. 32 SE ELEVATION 318.00 319.00 320.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .52 1.10 ELEVATION 318.00 319.00 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 61. 3.13 (CFS) 8. 5. 5. 5. (INCHES) 4.520 4.520 4.520 4.520 (AC-FT) 4. 4. 4. 4. AK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR> 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 318.71 3.13 318.09 318.06 318.06 318.06 CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * 3 * Subarea 6C (1.72 acres) * * ************** Hydrograph Corrputation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM 5-MIN .81 HYDR0-35 ..... . 15-MIN 60-MIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.63, TOTAL EXCESS MAXIMUM AVERAGE FLOW 4.37 PEAK FLOW (CFS) 12. TIME (HR) 3.07 (CFS) CINCHES) (AC-FT) 6-HR 1. 4.366 1. CUMULATIVE AREA = 24-HR 72-HR 1. 1. 4.366 4.366 1. 1. .00 SQ Ml 9.97-HR 1. 4.366 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW CCFS) 71. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) (AC-FT) 6-HR 9. 4.498 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 6. 6. 4.498 4.498 5. 5. .02 SQ MI *** 9.97-HR 6. 4.498 5. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP iil 2.00%) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 ~o .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 3 12.00 313.00 314.00 315 .00 316.00 *** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315 .00 316 .00 *** *** *** *** *** HYOROGRAPH AT STATION 3 PEAK FLO\J TIME MAXIMUM AVERAGE FLO\J (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 39. 3.37 (CFS) 9. 6. 6. 6. (INCHES) 4.437 4.490 4.490 4.490 (AC-FT) 5. 5. 5. 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) (HR) 6-HR 24-HR 72-HR 9.97-HR 2. 3.37 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) (HR) 6-HR 24-HR 72 -HR 9.97-HR 315.16 3.37 313. 10 312.68 312.68 312.68 CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * * 4 * * Subareas 9, 10 , 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph C~tat i on CTC = 7.4 min.) SUBBASIN. RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2-PERCENT HYPOTHETICAL STORM HYDR0-35 s:MiN 15-MIN 60-MIN ............... TP -40 . . . . . . . . . . . . . . . . .......... TP-49 .......... . 2-HR 3 -HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .81 1.80 3.91 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVICXJS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UNIT HYDROGRAPH 13 END-OF-PERIOO ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 7.00, TOTAL LOSS = 2.42, TOTAL EXCESS 4.58 PEAK FLO\J (CFS) 87. 50 KK TIME MAXIMUM AVERAGE FLO\J CHR) 6-HR 24-HR 72-HR 9 .97 -HR 3. 10 (CFS) 10. 6. 6. 6. (INCHES) 4.584 4.584 4.584 4.584 (AC-FT) 5 . 5 . 5 . 5. CUMULATIVE AREA = .02 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ************** * * * ADDHYD * * * ************** Add Hydrographs '11 51 HC *** PEAK FLOW (CFS) 110. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3. 13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6 -HR 19. 4.498 10. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 12. 12. 4.539 4.539 10. 10. .04 SQ Ml *** 9.97-HR 12. 4.539 10 . RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6 -HOUR 24 -HOUR 72 -HOUR AREA STAGE MAX STAG E HYDROGRAPH AT 21. 3.07 2. 1. 1 . .00 ROUTED TO 20. 3.10 2. 1. 1. .00 324.32 3 .1 0 HYDROGRAPH AT 2 52. 3.07 6 . 3. 3. .01 2 COMBINED AT ADDHYD 71. 3.07 8. 5. 5. .02 ROUTED TO 2 61. 3.13 8. 5. 5. .02 318 .71 3.13 HYDROGRAPH AT 3 12. 3.07 1. 1. 1. .00 2 COMBINED AT ADDHYD 71. 3.13 9. 6. 6. .02 ROUTED TO 3 39. 3.37 9. 6. 6. .02 315.16 3.37 HYDROGRAPH AT 4 87. 3.10 10. 6. 6. .02 2 COMBINED AT ADDHYD 110. 3.13 19. 12. 12. .04 *** NORMAL END OF HEC -1 *** NORMAL END OF HEC-1 o/J-Y~ iEC1 S/N: 1333000371 HMVersion: 6.40 Data File: mi133100.h1 ***************************************** • *************************************** FLOOD HYDROGRAPH PACKAGE CHEC-1) SEPTEMBER 1990 VERSION 4.0 • • • • • * RUN DATE 12/20/2000 TIME 22:35:34 * • • • • • • • • U.S. ARMY CORPS OF ENGINEERS • HYDROLOGIC ENGINEERING CENTER • 609 SECOND STREET • DAVISQ CALIFORNIA 95616 • ( 16) 756-1104 • • • **************************************** *************************************** x x xxxxxxx xxxxx x x x x x x xx x x x x x xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ....................................... ...................................... ...................................... ...................................... Full MicrocOlll>Uter Irrplementation by Haestad Methods, Inc . ...................................... ...................................... ...................................... ...................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 HEC-1 INPUT ID ..•.... 1 ....... 2 .....•. 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10 ID ID ID ID ID ID ID IT 10 KK KM PH BA UD LS Castlegate Subdivision in College Station, 12/20/00 File MI133100.H1 JNH Detention Pond Design 100-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology 2 300 3 1 .0049 0.034 0 Subareas 6A 7 & 8 (3.15 acres) Hydrograph CQl!lPUtation (TC= 3.4 min.) 0 0.88 1.95 4.30 5.70 77 Texas 6.30 7.90 KK RS SA SQ SE 1 1 Route thru Detention Pond 1 (20' Broadcrested Weir) STOR 0.175 0 324.0 0.253 0.293 62 175 325.0 326.0 KK KM BA UD LS 2 Subareas 66L 70, 67, 68, 1, 2 1 6B (7.46 acres) Hydrograph ~Ol11lUtat1on (TC= ~.3 min.) .0117 0.043 0 79 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 2 1 0.494 0 318.0 Route thru Detention Pond 2 (28' Broadcrested Weir) STOR 0.550 0.604 87 246 319.0 320.0 KK 3 Subarea 6C (1.72 acres) KM Hydrograph COl11lUtation CTC = 4.0 min .) BA .0027 UD 0.040 LS 0 77 KK ADDHYD1 Add Hydrographs HC 2 KK RS SA SQ SE 3 1 0.390 0 312.0 Route thru Detention Pond 3 (36 11 RCP @ 2.00%) STOR 0.441 0.494 0.558 0.622 5 19 36 55 313.0 314.0 315.0 316.0 PAGE 1 LINE 45 46 47 48 49 50 51 52 HEC-1 INPUT PAGE 2 ID ....•.. 1 ....... 2 ....... 3 ....•.. 4 ....... 5 .•..... 6 ....... 7 ....... 8 ....... 9 ...... 10 KK 4 Subareas 9, 10, 11, 12, 13, 14, 15 1 16 & 17 (13.36 acres) KM Hydrograph C~tation (TC = 7.4 min.) BA .0209 UD 0.074 LS 0 79 KK ADDHYD1 Add Hydrographs HC 2 zz lEC1 S/N: 1333000371 HMVers i on: 6.40 Data File: mi133100.h1 ***************************************** * FLOOD HYDROGRAPH PACKAGE CHEC-1) * SEPTEMBER 1990 * VERSION 4.0 * * * * RUN DATE 12/20/2000 TIME 22:35:34 * * **************************************** 9 IO IT Castlegate Sutxlivision in College Station, 12/20/00 File MI133100.H1 JNH Detention Pond Design 100-Year/6-Hour Storm Post-Development Conditions Drainage Area = 25.69 Acres (total) SCS Methodology OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE Texas HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 !DATE !TIME MINUTES IN COMPUTATION INTERVAL STARTING DATE NQ NDDATE NDTIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLO\I STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT *************************************** * * * U.S. ARMY CORPS OF ENGINEERS * * HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET * * DAVIS¢ CALIFORNIA 95616 * * ( 16) 756-1104 * * * *************************************** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** 10 KK 13 BA 12 PH 15 LS 14 UD *** ************** * * * * * * Subareas 6A, 7 & 8 (3.15 acres) ************** Hydrograph C~tation CTC = 3.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM 5-MIN .88 HYDR0-35 ..... . 15-MIN 60-MIN ·2:HR····3:HR .. T~=~~ ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 STORM AREA = .00 SCS LOSS RATE ST RTL CRVNBR RTIMP .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .03 LAG *** UNIT HYDROGRAPH 7 END-OF-PERIOD ORDINATES 35. 39. 14. 5. 2. 1. 0. *** *** *** *** HYDROGRAPH AT STATION TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.72, TOTAL EXCESS= MAXIMUM AVERAGE FLO\I 5 .18 PEAK FLO\I (CFS) 24. TIME (HR) 3.07 (CFS) 6-HR 3. 24-HR 72-HR 2. 2. 91 9.97-HR 2. CINCHES) (AC-FT) 5.183 1. CUMULATIVE AREA = 5 .183 1. .00 SQ Ml 5.183 1. 5 .183 1. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 16 KK 17 RS 18 SA 19 SQ 20 SE ************** * * * * * * ************** Route thru Detention Pond 1 (20' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 WORKING R AND D COEFFICIENT AREA .2 .3 .3 DISCHARGE 0. 62. 175. ELEVATION 324.00 325.00 326.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .21 .49 ELEVATION 324.00 325.00 326.00 *** *** *** *** *** HYDROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 23. 3.10 (CFS) 3. 2. 2. 2. CINCHES) 5.183 5. 183 5. 183 5. 183 (AC-FT) 1. 1. 1. 1. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 0. 3. 10 0. 0. o. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 324.36 3.10 324.04 324.03 324.03 324.03 CUMULATIVE AREA = .00 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** 21 KK 23 BA 12 PH 25 LS 24 UD *** ************** * * * * 2 * * Subareas 66, 70, 67, 68, 1, 2, 6B (7.46 acres) ************** Hydrograph C~tation (TC= 4.3 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .01 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM HYDR0-35 ............... TP -40 . . . . . . • . . . . . . . . . .......... TP-49 .......... . 5-MIN .88 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24 -HR 2-0AY 4-DAY 7-DAY 10-DAY 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .01 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UN IT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 56. 94. 46. 19. 7. 3. 1. *** *** *** *** 1. HYDROGRAPH AT STATION 2 TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.49, TOTAL EXCESS = 5.41 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 59. 3.07 (CFS) 7. 4. 4. 4. (INCHES) 5.415 5.415 5.415 5.415 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .01 SQ MI ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 26 KK 27 HC *** PEAK FLOW (CFS) 81. ************** * * * * ADDHYD * * ************** Add Hydr~graphs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.07 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 10. 5.346 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 6. 6. 5.346 5.346 5. 5. .02 SQ MI *** 9.97-HR 6. 5.346 5. ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 28 KK 29 RS 30 SA 31 SQ 32 SE ************** * * * * 2 * * ************** Route thru Detention Pond 2 C28' Broadcrested Weir) HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS ITYP RSVRIC x AREA DISCHARGE ELEVATION NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .5 0. 318.00 .6 87. 319.00 .6 246. 320.00 *** STORAGE ELEVATION .00 318.00 .52 319.00 COMPUTED STORAGE-ELEVATION DATA 1. 10 320.00 *** *** *** *** *** HYDROGRAPH AT STATION 2 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 70. 3.13 (CFS) 10. 6. 6. 6. (INCHES) 5.346 5.346 5.346 5.346 (AC· FT) 5. 5. 5. 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT> (HR) 6-HR 24-HR 72-HR 9.97-HR 0. 3.13 0. 0. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE C FEET) (HR) 6-HR 24-HR 72-HR 9.97-HR 318.80 3.13 318.11 318.07 318.07 318.07 CUMULATIVE AREA = .02 SQ MI *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 33 KK 35 BA 12 PH 37 LS 36 UD *** ************** * * * * 3 * * Subarea 6C (1.72 acres) ************** Hydrograph CO!llJUtation (TC 4.0 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM 5-MIN .88 HYDR0-35 ..... . 15-MIN 60-MIN ·2:HR····3:HR .. T~:~g ··;2:HR···24:HR 2:0Av···4:0A~P-4 ?-oAv··;a:oAv 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA .00 .60 INITIAL ABSTRACTION 77.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .04 LAG *** UNIT HYDROGRAPH 8 END-OF-PERIOD ORDINATES 15. 22. 10. 4. 1. 1. 0. *** *** *** *** HYDROGRAPH AT STATION 3 0. TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.72, TOTAL EXCESS 5.18 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 13. 3.07 (CFS) 2. 1. 1. 1. CINCHES) 5.183 5.183 5.183 5.183 (AC-FT) 1. 1. 1. 1. CUMULATIVE AREA = .00 SQ Ml *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 38 KK 39 HC *** PEAK FLOW (CFS) 80. ************** * * * * ADDHYD * * ************** Add Hydrographs HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) CINCHES) CAC-FT) 6-HR 11. 5.323 5. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 7. 7. 5.323 5.323 5. 5. .02 SQ Ml *** 9.97-HR 7. 5.323 5. *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** ••• *** *** *** 40 KK 41 RS 42 SA ************** * * * 3 * Route thru Detention Pond 3 (36 11 RCP iii 2.00%) * * ************** HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS ITYP RSVRIC x AREA 1 NUMBER OF SUBREACHES OR TYPE OF INITIAL CONDITION .00 INITIAL CONDITION .00 WORKING R AND D COEFFICIENT .4 .4 .5 .6 too .6 43 SQ DISCHARGE 0. 5. 19. 36. 55. 44 SE ELEVATION 312.00 313 .00 314.00 315.00 316.00 *** COMPUTED STORAGE-ELEVATION DATA STORAGE .00 .42 .88 1.41 2.00 ELEVATION 312.00 313.00 314.00 315.00 316.00 *** *** *** *** *** HYDROGRAPH AT STATION 3 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) CHR) 6-HR 24 -HR 72 -HR 9.97-HR 45. 3.33 (CFS) 11. 7. 7. 7. CINCHES) 5.243 5.314 5.314 5.314 (AC· FT) 5. 5. 5. 5. EAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC-FT) CHR) 6-HR 24-HR 72-HR 9.97-HR 2. 3.33 1. o. 0. 0. PEAK STAGE TIME MAXIMUM AVERAGE STAGE (FEET) CHR) 6-HR 24-HR 72-HR 9.97-HR 315.50 3.33 313.23 312.76 312.76 312.76 CUMULATIVE AREA = .02 SQ Ml '** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 45 KK 47 BA 12 PH 49 LS 48 UD *** ************** * * * 4 * * * Subareas 9, 10, 11, 12, 13, 14, 15, 16 & 17 (13.36 acres) ************** Hydrograph C~tation (TC = 7.4 min.) SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM ....• HYDR0-35 ..... . 5-MIN 15-MIN 60-MIN ·2:HR····3 :HR .. T~=~g ··;2:HR···24:HR 2:0Av···4:0Aip-4?-oAv··;o:oAv .88 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 SCS LOSS RATE ST RTL CRVNBR RTIMP STORM AREA = .02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 30. 1. TLAG .07 LAG *** 95. 1. 110. 0. *** 79. *** UN IT HYDROGRAPH 13 END-OF-PERIOD ORDINATES 41. 23. 12. *** *** HYDROGRAPH AT STATION 4 7. 4. 2. TOTAL RAINFALL = 7.90, TOTAL LOSS = 2.49, TOTAL EXCESS 5.41 PEAK FLOW TIME MAXIMUM AVERAGE FLOW (CFS) (HR) 6-HR 24-HR 72-HR 9.97-HR 98. 3.10 (CFS) 12. 7. 7. 7. CINCHES) 5.414 5.414 5.414 5.414 (AC-FT) 6. 6. 6 . 6. CUMULATIVE AREA = .02 SQ Ml ** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** 50 KK ************** * * * * ADDHYD * * ************** Add Hydrographs 51 HC *** PEAK FLOW (CFS) 127. HYDROGRAPH COMBINATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIME (HR) 3.13 *** *** *** *** HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) (AC-FT) 6-HR 23. 5.311 11. CUMULATIVE AREA = MAXIMUM AVERAGE FLOW 24-HR 72-HR 14. 14. 5.366 5.366 12. 12. .04 SQ Ml *** 9.97-HR 14. 5.366 12. RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX STAGE HYDROGRAPH AT 24. 3.07 3. 2. 2. .00 ROUTED TO 23. 3 .10 3. 2. 2 . .00 324.36 3.10 HYDROGRAPH AT 2 59. 3.07 7. 4. 4. .01 2 COMBINED AT ADDHYD 81. 3.07 10. 6. 6. .02 ROUTED TO 2 70. 3.13 10. 6. 6. .02 318.80 3 .13 HYDROGRAPH AT 3 13. 3.07 2. 1. 1. .00 2 COMBINED AT ADDHYD 80. 3.13 11. 7. 7. .02 ROUTED TO 3 45. 3.33 11. 7. 7. .02 315.50 3.33 HYDROGRAPH AT 4 98. 3.10 12. 7. 7. .02 2 COMBINED AT ADDHYD 127. 3.13 23. 14. 14. .04 *** NORMAL END OF HEC-1 *** NORMAL END OF HEC-1 /cJO~)ilf~ EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 104