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Home My WebLink About16 Development Permit 00-87 Castlegate Sec 3Ph 2270 Greens Prairie Wl~~f) ~-w COLLEGE STATION DEVELOPMENT PERMIT PERMIT NO. 500087 DP-CASTLEGA TE SUB SEC 3 fH 1 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SECTION 3, PHASE 1 DATE OF ISSUE: JANUARY 19, 2001 OWNER: WALLA CE PHILLIPS GREENS PRAIRIE INVESTORS, LTD . 5010 AUGUSTA COLLEGE STATION, TEXAS 77845 SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans, prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state. The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin. In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an area inside 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. 0/-19--0 J Date o-2£· o/ I Date ~-~ COlllGE STATION DEVELOPMENT PERMIT PERMIT NO. 500087 DP-CASTLEGATE SUB SEC 3 PH 1 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SECTION 3, PHASE 1 DATE OF ISSUE: JANUARY 19, 2001 OWNER: WALLACE PHILLIPS GREENS PRAIRIE INVESTORS, LTD. 5010 AUGUSTA COLLEGE STATION, TEXAS 77845 SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans , prior to any construction. Any trees not barricaded will not count towards landscaping points. Barricades must be l ' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as we ll 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 perm it 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 in si de 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. 0/-19'-0/ Date Date Cf W COlllGl STATION DEVELOPMENT PERMIT PERMIT NO. 500087 DP-CASTLEGATE SUB SEC 3 PH 1 FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: CASTLEGATE SECTION 3 , PHASE 1 DATE OF ISSUE: JANUARY 19 , 2001 OWNER: WALLACE PHILLIPS GREENS PRAIRIE INVESTORS , LTD . 5010 AUGUSTA COLLEGE STATION, TEXAS 77845 SITE ADDRESS: 2270 GREENS PRAIRIE RD W DRAINAGE BASIN: SPRING CREEK VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: FULL DEVELOPMENT PERMIT SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees must be barricaded , as shown on plans , prior to any construction. Any trees not barricaded will not count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prev ent silt and debris from leaving the immediate construction site in accordance with the approved eros ion 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 o f 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 w ith 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 inside 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. 0/-19'-0/ Date Owner/ Agent/ Contractor Date ... ENGINEER'S COST ESTIMATE 28-Dec-OO CASTLEGATE SUBDIVISION COLLEGE STATION , TEXAS SECTION 3 -PHASE 1 Item Estimated Unit Estimated No. Description Quantity Price Cost Sitework 1 Mobilization/Layout 1.0 LS $8,000 .00 $8 ,000.00 2 Erosion /Seeding/bale dams/constr. Entr. 1.0 LS $6 ,000 .00 $6,000 .00 3 Site Preparation 2.9 AC $3 ,000.00 $8,700.00 4 Topsoil Stripping & Replacement 2,750 CY $4 .00 $11,000.00 5 Excavation/Grading 4,200 CY $3 .50 $14,700 .00 6 Lime Stabilized Subgrade 9,125 SY $3 .00 $27 ,375.00 7 Concrete Curb and Gutter 5 ,210 LF $7 .00 $36,470.00 8 Base Material -6" depth 4,860 SY $5 .75 $27,945.00 9 Base Material -7" depth 3,690 SY $6.50 $23,985.00 10 Asphalt Paving -1 1 /2" depth 8,550 SY $4.25 $36 ,337.50 11 Color Special Concrete 720 SF $6 .00 $4 ,320.00 12 ADA Ramps 4 EA $400.00 $1,600.00 13 Concrete Apron 1,600 SF $5.00 ~8,000.00 Subtotal $214,432.50 Storm Drainage 14 18" RCP -structural backfill 69 LF $36.00 $2,484 .00 15 18" RCP -non-structural backfill 358 LF $26.00 $9 ,308.00 16 24" RCP -structural backfill 60 LF $38.00 $2 ,280.00 17 24" RCP -non-structural backfill 30 LF $32.00 $960.00 18 27" RCP -structural backfill 56 LF $46.00 $2,576.00 19 27" RCP -non-structural backfill 152 LF $36 .00 $5,472.00 20 42" RCP -non-structural backfill 6 LF $85.00 $510.00 21 54" RCP -structural backfill 178 LF $120.00 $21,360 .00 22 54" RCP -non-structural backfill 500 LF $100.00 $50,000.00 23 Junction boxes 2 EA $2,500.00 $5,000.00 24 Inlets 1 O' wide 9 EA $3 ,200.00 $28,800.00 25 Inlets 15' wide 3 EA $4 ,000.00 $12,000.00 26 Rip Rap at channel discharges 120 TN $40.00 $4,800.00 27 Channel excavation 2,200 CY $3 .00 ~6,600.00 REVIEWED FOR Subtotal $152,150.00 I. COtv1PI 11\t\ICE JAN 0 5 2001 COLLEGE s -1A1 IUl'-J ENGINEERING ~~ Page 1 of 2 Waterline 28 12" Waterline -PVC(C900)-structural backfill 90 LF $46 .00 $4 ,140.00 29 12" Waterline -PVC(C900)-non-structural backfill 540 LF $38.00 $20,520 .00 30 8" Waterline -PVC(C900)-structural backfill 77 LF $30 .00 $2 ,310.00 31 8" Waterline -PVC(C900)-non-structural backfill 1,467 LF $26 .00 $38 ,142.00 32 6" Waterline -PVC(C900)-structural backfill 40 LF $26.00 $1,040.00 33 6" Waterline -PVC(C900)-non-structural backfill 180 LF $18 .00 $3 ,240 .00 34 Gate Valves -12" 1 LF $1 ,500 .00 $1 ,500.00 35 Gate Valves -8" 5 LF $600.00 $3 ,000.00 36 Gate Valves -6" 1 LF $500.00 $500 .00 37 M.J . Bends and Tees 12" 7 EA $500 .00 $3 ,500.00 38 M.J. Bends and Tees 8" 13 EA $350.00 $4,550.00 39 M.J. Bends and Tees 6" 2 EA $250 .00 $500.00 40 Connect to Existing 2 EA $350.00 $700.00 41 Water Services 14 EA $700.00 $9,800.00 42 Fire Hydrant Assembly 4 EA $2,000.00 $8 ,000.00 43 2" Blow off Assembly 3 EA $400.00 ~1,200 .00 Subtotal $102,642.00 Sanitary Sewer 44 8" SOR 26 Pipe 982 LF $30.00 $29,460.00 45 6" SOR 26 Pipe 1,196 LF $20.00 $23 ,920.00 46 Tie-in to existing Manhole 2 EA $500.00 $1,000.00 47 Sewer Services 14 EA $700.00 $9 ,800.00 48 6" Stack Pipe Riser 5 LS $250.00 $1 ,250.00 49 Manholes -12' depth 8 EA $2,400.00 ~19,200 .00 Subtotal $84,630.00 __ ,,,,,, ~~~OF/~,, --<,.?-•••••••• ~-1 ~ Total Sitework $214,432.50 ,. .. * .. ~ t C:J •• ••• t i!' ••• ••• ,. Total Storm Drainage $152, 150.00 '*.. ~ * ~ * • ·················~ Total Water $102,642.00 ~·················· HULTZ l l JOSEPH •• r; .. ~.~··········fi.'f Total Sanitary Sewer ~841630.00 ~··••••••••••• I ,~... 65889 <>.:!di TOTAL CONSTRUCTION $553,854.50 ~~ ~~···~~ Engineering @5% $27,692.73 :At.: ~ Contingency @5% $271692.73 ~ TOTAL PROJECT $609,239.95 {,.-01--0/ Page 2 of 2 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 3, Phase 1 was prepared by me in accordance with the provisions of the City of Co ll ege Station Drainage Policy and Design Standards for the owners hereof. TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 3, PHASE 1 CERTIFICATION .................................................................................................................................................................. 1 ...-- TABLE OF CONTENTS ........................................................................................................................................................ 2 LIST OFT ABLES .................................................................................................................................................................. 3 ,,, INTRODUCTION .................................................................................................................................................................. .4 GENERAL LOCATION AND DESCRIPTION ................................................................................................................. .4 FLOOD HAZARD INFORMATION .................................................................................................................................... 4 DEVELOPMENT DRAINAGE PATTERNS ....................................................................................................................... 4 DRAINAGE DESIGN CRITERIA ....................................................................................................................................... .S ./ STORM WATERRUNOFFDETERMINATION .............................................................................................................. .S / DETENTION FACILITY DESIGN ...................................................................................................................................... 8 / STORM SEWER DESIGN .................................................................................................................................................... 8 " CONCLUSIONS ..................................................................................................................................................................... 9 / APPENDIXA ........................................................................................................................................................................ 10 / Storm S e wer Inlet Design Calculations APPENDIX B ........................................................................................................................................................................ 12 v Storm Sewer Pipe Design Calculations vAP PENDIX C ........................................................................................................................................................................ 33 V' Temporary Drainage Cha11nel Design Calculations (EXHIBIT A ............................................................................................................................................................................ 37 V / Of/site 111/rastructure Plan for Castlegate Subdivision ~ v EXHIBIT B ............................................................................................................................................................................ 39 Post-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 3, PHASE 1 The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 3, 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 3, Phase 1 of this subdivision, which consists of 16.26 acres . The site is wooded with the vegetation primarily consisting of oak trees and yaupons . The existing ground elevations range from elevation 310 to elevation 330. 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. submitted a Request for Conditional Letter of Map Revision (CLOMR) to FEMA to outline a proposed I 100-year floodplain area. This CLO MR No . 00-06-844R was approved by FEMA on 9/8/2000. The proposed floodplain area affects the western edge of Section 3, Phase 1. Refer to Exhibit B for the location of the 100-year floodplain area . DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to development flows in one general direction. For Section 3, Phase 1, the acreage flows toward the west-northwest boundary of the tract and into existing drainage channels and Spring Creek and ultimately flows north to the proposed regional detention facility . Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows: • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design. • Design Storm Frequency Storm Sewer system • Runoff Coefficients Pre-development 10 and 100-year storm events Post-development (single family residential) c = 0.30 c = 0.55 • Rainfall Intensity valu es 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 Concen tration , tc -Due to the small si zes of the drainage areas, the calculated times of concentration, tc, are less than 10 minutes. Therefore, a minimum tc of 10 minutes is used in most cases to determine the rainfall intensity values. Where a lon ger time of concentration was necessary, it is not ed 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. Also, a majority of Section 4 drains into Section 3, so the Section 4 runoff is taken into consideration during analys is of the storm water runoff. The drainage areas for post-development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. 5 / TABLE 1 -Rainfall Intensity & Time of Concentration Calc ulation s Rainfall Intensity Values (in/hr) Storm t,,= Event 10min Is 7.693 110 8 .635 l2s 9.861 150 11 .148 1100 11 .639 Brazos County: 5 y_ea r 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)" I = Rainfall Intensity (in/hr) tc = U(V*60) le = Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 25 y_ear storm 50 y_ear storm 100 y_ear storm b= 89 b = 98 b = 96 d = 8.5 d = 8.5 d = 8.0 e = 0 .754 e = 0 .745 e = 0 .730 / (Data taken from State Department of Hiqhway_s and Public Transportation Hy_draulic Manual , page 2-16) 6 TABLE 2-Post-Development Runoff Information A c tc 05 010 025 050 0100 Area# (acres) (min) (cfs) (cfs) (cfs) (cfs) (cfs) 3 1 .73 0 .55 10 7 .32 8 .22 9 .3 8 10 .61 11 .07 4 0 .91 0 .55 10 3.85 4 .32 4 .94 5 .58 5 .83 63 0 .79 0 .55 10 3.34 3 .75 4 .28 4 .84 5 .06 64 1 .25 0.55 10 5.29 5 .94 6 .78 7.66 8 .00 65 0.64 0 .55 10 2.7 1 3 .04 3.47 3 .92 4 .10 71 0.84 0 .55 10 3 .55 3 .99 4 .56 5 .15 5 .38 72 1.92 0 .55 10 8 .12 9 .12 10.41 11.77 12.29 73 1 .83 0.55 10 7.74 8 .69 9 .93 11.22 11 .71 74 1.47 0 .55 10 6 .22 6 .98 7 .97 9 .01 9.41 75 1.51 0 .55 10 6 .39 7 .17 8.19 9 .26 9 .67 76 0 .54 0 .55 10 2 .28 2 .5 6 2 .93 3 .31 3.46 77 0.7 0 .55 10 2 .96 3 .32 3 .80 4.29 4.48 78 2 .1 0 .55 10 8 .89 9 .97 11 .39 12 .88 13.44 79 0.74 0 .55 10 3.13 3.51 4.01 4 .54 4 .74 80 2 .02 0 .55 10 8.55 9 .59 10.96 12.39 12 .93 81 0 .97 0 .55 10 4.10 4 .61 5 .26 5 .95 6 .21 82 1 .26 0 .55 10 5 .33 5 .98 6 .83 7 .73 8 .07 83 1 .24 0 .55 10 5 .25 5.89 6 .73 7 .60 7 .94 84 2 .05 0 .55 10 8 .67 9 .74 11 .12 12 .57 13 .12 85 1 .51 0 .55 10 6 .39 7.17 8.19 9 .2 6 9.67 86 1 .20 0 .55 10 5.08 5 .70 6 .51 7 .36 7 .68 87 1 .78 0 .55 10 7.53 8.45 9.65 10.91 11 .39 88 0 .63 0 .55 10 2 .67 2 .99 3.42 3 .86 4 .03 89A 0.61 0 .55 10 2 .58 2 .90 3 .31 3 .74 3 .90 90A 0 .78 0 .55 10 3 .30 3 .70 4 .23 4 .78 4 .99 93 1 .5 0 .55 10 6 .35 7 .12 8.14 9 .20 9 .60 94 1.5 0 .55 10 6 .35 7 .12 8 .14 9 .20 9 .60 95 1 .34 0 .55 10 5 .67 6 .36 7 .27 8 .22 8 .58 104 0 .91 0 .55 10 3 .85 4 .32 4 .94 5 .58 5.83 105 1 .36 0 .55 10 5 .75 6.46 7.38 8 .34 8.71 106 1 .65 0 .55 10 6 .98 7 .84 8 .95 10 .12 10.56 107 1 .84 0 .55 10 7 .79 8 .74 9.98 11 .28 11 .78 7 DETENTION FACILITY DESIGN The detention facility handling the runoff from this site will be a regional facility designed b y LJA Engineering & Surveying, Inc. Refer to the Offsite Infrastructure Pl an 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 . Since the storm sewer design of Section 4 directly affects the design of Section 3, the calculations for Section 4 are shown as well. 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 302-306 & 315-318 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 407, 408 & 301) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are summarized in Appendix A. Appendix B presents a summary of the storm sewer pipe design parameters and calculations. /All pipes are 18" in diameter or larger. For pipes with 18 " and 24" diameters , the cross- sectional area is reduced by 25%, as per College Station requirements . A summary of how this was achieved is shown in Appendix B as well. The pipes for the storm sewer system were designed based on the 10-year storm event; however, all will also pass th e 100-year storm event without any headwater. As required by College Station, the velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second, and it does not exceed 15 feet per second. As the data shows, even during low flow conditions, the velocity in the pipes will exceed 2 .5 feet per second and prevent sediment build-up in the pipes . The maximum flow in the storm sewer pipe system will occur in Pipe No. 308. Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows throu gh the storm sewer system for the 10 and--0 -ear events. The maximum velocity for the pipe system in Section 3, Phase 1 will e 14). fe t per second and will occur in Pipe 308. Pipes 308, 321 & 412 will be stubbed out for this phase of construction. A teme,orary drainage channel will b e constructed from the end of each of th ese stubbed out pipes . The locations of th ese channels are shown in Exhibit B. /A temporary blanket easement has been provided to the City for the future development of adjacent areas and the construction of off-site drain age and utility facilities. The ve locity in Channe l No. 1 is 3.0 feet per second for the 10-year even t, and 3.3 feet per second for the 100- year event. The ve locity in Channel No. 2 is 4 .1 feet per second for th e 10-year event, and 4.5 8 feet per second for the 100-year event. These velocities are within the requireme!lts for a seeded grass channel outlined on page 60 of the City of College Station Drainage Policy & Design Standards manual. Rock ripra will be pla~ce ·n Channel No. 2 at the end of Pi e 308 .Jr to prevent erosion from the high velocity of the flow exiting this pipe. Refer to Appendix C for details. 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. This will prevent any impact on the properties downstream of this project. 9 APPENDIX A Storm Sewer Inlet Design Calculations 10 Castlegate Subdivis ion Sectio n 3 -Phase 1 Inlet Length Calculations Inlets In Sump Inlet# Length & Type Flow from Are""" 30 1 ..-(s . Standard I(: 3./ 57/ A c a ,. (acres) (els) 1.73 ' 0 .55 / 8.22 1 1.78 0.55 B.45 / "''I /. 1 O year storm a. . .,, .... Crot., C rot•l•IO'llt Y 10 ... ct1a l (els) lrromlni.t# (els) (els) (ft) I (in) 0.00 I 8.22 9.04 y 0.341 I 4.09 I B.45 9.30 ,/ 0.344 I 4.13 Inlets On Grade 1 O year storm Inlet# Length & Type Flow from Y10 a,_,_, <l.:1pa<:lty Ctty'"'" Are~# (ft) (In) (ft) (els) (els) ./ 30 2 1 O' Rece ssed 1--r 4 ./ 0.310 3.71 0.60 6.04 " -1.71 ·--,_,. 303 1 O' Re cessed BB 0.270 3.24 0.57 5.66 -2 .6Z .... -· 304 -10' Reces sed ~ 93 0.403 4.84 0.69 6.92 -·-----L 305 1,..-VJos - vc=-315 -- y ~_?J6_::_ 317 " 318 10' Re cess ed 95 0.3B3 4.60 0.6B 6.76 -W'Rece ssed "'1l4 -0.399 4.79 0.69 6.92 10' Recessed 104 • I~ 3.9B 0.63 6.25 W ReceSS'ed 105 0.395 4 .74 0.68 6.79 1-1 O' Reces sed 106 ,, 0.4 15 4.98 0 .71 7.08 15' Recessed 107 ..... 0.342 4 .10 0 .63 9.52 Transverse (Crown) slope (tvft) = 0.038 Stra i ght Crown Flow !Solved to find actual depth of flow v\: a= o .56 • (zin) • s"' · y11 ' c0 y = {Q / [0.56 • (zin) • s '"n"' n = Roughness Coefficient = z = Rec iprocal or crown slope = S = StreeVGuller Slope (fVft) y = Depth of flow at inlet (ft) Capacity of In lets on gra de : 0.018 26 Oe = 0.7 • [1 /(H1 • H2)]' [H,'12 • H,"'J Oc = Flow capacity of inlet (els) H 1 ;;:; a+ y H2 =a =gutter depression (2" Standard ; 4" Recessed) y = Dep th of flow in approach gutter (ft) -0.35 ,,-, -1 .93 -0.3' (0 .76 -0.78 Qc.pturM a. . .,,~ .. Cb.,.p-to1a1 (els) , (els) from ln i.t# (els) 4.32 V' 0.00 0.00 2.99 0 .00 0.00 6.92 • UJ..2 1..I 306 4-0.41 6.41 ... 0.00 0.00 6.92 ,,. 0.00 "-0 .21 4.32 ... 0.00 0 .00 6.46 "" 0.76 317 , 318 ~ 0 .43 " 7.08 " 0.00 • 0 .76 B.74 ~ 0.00 0 .00 100 year storm L10-A •q'd L10 .. ctu .. C 100 a. . .,, .... (ft) (ft) (els) (els) ,,,-IJ 11 .07 0.00 13.73 ~ 11 .39 •r•o.sa:r Oc1pt-totl C10.fot1I y,., (els) (els) (ft) (In) 4.327 4.32' 0.346 4.15 2.99 2.99 0.302 3.62 6.92 7.33 0.4B2 5.78 6 .41 6.41 0.429 5 .14 6.92 7.12 0 .446 5.35 4.32 4.32 0.371 4.45 6.46 6.89 0.506 6.08 7.08 7.84 0.464 5.57 8.74 8.74 0.382 4.59 Inlets In su mps, Weir Flow: L =QI (3 • y312 ) c0 y =(QI 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' 1 from Inlet# r 1 0...roo< (ft) 0.64 0.60 0.74 0.72 0 .74 0.66 0.73 0.76 0.68 Crot.i C rot1l•tO'!I. y,,. (els) (els) (ft) I (In) 11 .07 12 .18 I 0.671 8.05 11 .39 12 .53 100 year storm Cc.1peclty Ca.ypau a. ........ a. . .,, .... (els) (els) (els) /(els) fr om lnl4il # 6.39 -0.57 5.B3 " 0.00 5.96 -1.93 4.03 0 .00 7.40 2.20 7.40 2.20 306 7.22 1.42 7.22 0.00 7.40 2.20 7.40 0.00 6.64 -O .B2 5.83 0.00 7.25 1.45 7.25 4.63 317 , 318 7.59 2.97 7.59 0 ,00 10.13 1.65 10.13 0 .00 Oovp-4ot1I <lc.1pt-totl Q100·Tot 1I s L1c1ual (els) (els) (els) (ft/ft) (ft) 0.00 5.B3 5.B3 0.0145 10 0.00 4.03 4.03 0.0145 10 4.40 7.40 11 .BO 0.0102 10 1.42 7.22 8.64 0.0102 __!_Cl_ 2.20 7.40 9.60 0.0 102 __!_Cl_ 0.00 1..-5.83 5.83 0.0 100 10 6.08 " 7.25 13.33 0.0100 10 2.97 7.59 10.56 0.0 100 10 1.65 10.13 11 .78 0.0350 15 Castlegate Subdivision Section 3 • Phase 1 (Section 4 Inl ets Constructed as a Part of Section 3 -Phase 1) Inlet Length Calculations Inlets In Sump 10 year storm Inl et# Length & Ty pe Flow from A c a ,. Q.,.,.,w a,M .. Or ...... ,,,,. Y10 .. ctu .. Area# (acres} (els) (els) from Inlet# (els) (els) (ft) Section 4 Inlets Constructed as a Part of Section 3/Phase 1 407 / 5' Standard /JS • 1.51 0.55 7.17 ,,. e-o:zs• 'l);l.~•06.~ 7.97 8.76 0.337 '77 r£49,P r 0.70 0.55 3.32 / 41 0 ,,... 5 .81 6 .39 0 .299 408 I 1 o· Standard 64 ,., 1.25 0.55 s.94 r 404 5 .94 6.53 0 .302 76 ,;' 0.54 0.55 2.56 > 0.00 409 2.56 2.82 0 .220 Sec11on 4/Phase 1 ·Previously Submitted for Approval (for lnformallonal purposes only) 401 V1' O' Standard 66 0 .49 0.55 2.33 2.33 2.56 0.212 70 1.18 0 .55 5.60 5.60 6.16 0.295 404 V S' Standard 63 0.79 0 .55 3.75 3.75 4.13 0.254 Secilon 4/Phase 2 ·Future Development Affecting the Design of Section 3/Phase 1 (for Informational purposes only) '411 /15' Slandard 79 0.74 0.55 3.51 3.51 3.87 0.248 ) 80 2.02 0.55 9.59 ~ 9.59 10.55 0.36 1 '412 ../ 15' Standard 83 1.24 0 .55 5.89 1.62 i,...-415 .,... 7.51 8.26 0.329 85 1.51 0.55 7.17 7.17 7.89 0.324 '413 / 15' Standard 82 1.26 0.55 5.98 0.00 414 ~ 5.98 6.58 0.303 ------f- 84 2.05 0.55 9.74 9.74 10.7 1 0.363 Inlets will be constructed 1n Section 4 , Phase 2. but affect the design of Secllon 3. Phase 1. Inlets On Grade 1 O year storm Inlet# Length & Type Flow from y,. Op..rloot Oc•p•clty a.,, ... Oc1p1Urwd a. . ., .... Area# (ft) (In) (ft) (els) (els) (els) (els) from In let# Section 4/Phase 1 • Previously Submitted for Approval (for Informational purposes only) 402 ./ 1 O' Recessed 65 0.239 2.87 0.54 5.37 / ·2 .33 3.04 , 0 --f 1 O' Recessed OT65 s .5V' 3.99 .... ,; 403 71 3.18 0.56 ·1 .62 0 405 .l._5' Recessed 72 0.359 4.31 0.65 9.79 .. ·0.67 9.12 0 ~406 -· -710· Recessed 74 0.325 3.90 0.62 6.19 ... ro .19~ 6.19 .. 0 Sec1i on 4/Phase 2 ·Future Development Affecting the Design of Section 3/Phase 1 (for Informational purposes only) '414 .., 10' Recessed 81 0.326 3.91 0.62 6.2CV ·1 .59,.. I'"> 4.61 " '4l5 --~o ;-Rece~ 73 0.414 4.96 0.71 7.07 I ("1.62 7.07" '409 1 O' Recessed 86 0.330 3.96 0.66 6.61V -0 .91 I ~ 5.70 • ---·· 10' Recessed t 78 1£2.49 .... 7.49 • '410 0.407 4.88 0.75 7.49. 'Inlets will be constructed in Section 4, Phase 2. but affect the design of Secllon 3, P hase 1. Transverse (Crown) s lope (fVlt) = 0 .038 Straight Crown Flow (Solved to find actual depth of fiow vl : a= 0.56 • (z/n ) • s"' · y'""' y =(Q I [0 .56 • (z/n) • s"'n"' n =Roughness Coefficient = 0 .018 z = Reciprocal of crown slope = 26 S = StreeVGutter Slope (ft/ft) y = Depth of now at inlet (ft) Capacity of Inlets on grade : O c = 0.7' (1 /(H1 • H,)) • [H 1"'. H,311] O c =Flow capacity of inlet (cfs) H 1 ::: a+ y H2 =a = gutter depression (2" Standard ; 4" Recessed) y = Depth of flow in approach gutter (ft) 0 0 0 0 (In) 4.04 3.59 3.62 2.64 2.55 3.54 3.05 2.97 4.33 3.95 3.89 3.63 4.36 Oayp""ot •l (els) 0.00 0.00 0.00 0.79 0.00 1.62 0.00 2.49 100 year storm L 10-A9q't1• L 10-.1u•I 0 100 a. . ., • .w Orot.1 Orot.1•10% Y100 (ft) (ft) (els) (els) 9.67 ., 4.71 ~5 15 4.48 ... 5.39 8.00 , 7.00 10 3.46 , 0.63 6.53 10 3.14 -----7.55 ,, 3.Q.9 5 5.06 10.80 15 4.74 12.93 • 12.09 15 7.94 4.14 9.67 12 .95 15 8.07 0.00 13 .12 'u1W1Qv.-•r•o .5a3' a.:.p1 ... 0111 0 10.Tot1l Y1 00 (els) (els) {ft) (in) ' 3.04 3.04 0 .267 3.21 3.99 3.99 0.296 3.55 9.12 9.12 0 .402 4.82 6.19 6.98 0.364 4.36 4.61 4.61 0.365 4.38 7.07 8.69 0.463 5 .55 5.70 5 .70 0.369 4.43 7.49 9.97 0.455 5.46 Inlets In sumps. Weir Flow: L = Q I (3 • y 311 ) «> y = (QI 3L)213 L = Length of inlet opening (ft) a= Flow at in let (cfs) y =total depth of now on in let (ft) max y for inlet in sump= 7" = 0 .583' from 1ni.t1 (els) (els) (ft) <t02.403.~~ 14 .38 15.81 0.706 410 9.87 10.86 404 8.00 8.80 0.581 409 4.09 4.50 3.14 3.45 0.536 7.55 8.3 1 5.06 5.56 0.51 6 4.74 5.21 0.571 12.93 14 .22 415 12.08 13 .29 0.656 9.67 10.63 414 8.07 8.87 0.645 13 .12 14 .44 100 year storm ~-Oc1pKlfy a.,, ... Oc1ptul'9d (ft) (els) (els) (el s) 0.56 5.64 ·1 .54 4.10 0.59 5.91 -0.53 5 .38 0.70 10.43 1.87 10.43 0.66 6.57 2.84 6.57 0.66 6.57 -0 .37 6.21 0.76 7.57 4.14 7.57 0.70 7.05 0.63 7.05 0.81 8 .05 5.39 8.05 (In) 8.47 6.98 6.43 6.19 6.86 7.87 7.74 a. . ., .... Q.,,.p ... ot1I Oc1pt-lot1I 0 100.Totel s L KIU.I (els) from Inlet# (els) (els) (els) (ttlft) (ft) 0 0.00 4.10 4.10 0.0285 10 0 0 .00 5.38 5.38 0.0285 10 0 1.87 10.43 12.29 0.0291 15 0 2.84 6.57 9.41 0.0291 10 0 0.00 6.21 6.21 0.0 125 10 0 4.14 7.57 11 .71 0.0 125 10 0 0.63 7.05 7.68 0.0180 10 0 5.39 8.05 13.44 0.0180 10 APPENDIXB Storm Sewer Pipe Design Calculations 12 Castlegate Subdivision Pipe Calculations -Section 3, Phase 1 Inlet Invert Outlet 10 year storm 100 year storm Pipe# Size Length Slope Elev Invert Elev •Actual Flo> Design Flow v,. T ravel Time , tno Actual FloY Design Fl ow v, .. Travel Time , tnot o/. Full %Full (in) (ft) (%) (ft) (ft) (cfs) (cfs} (fps) (sec) (min) (cfs) (cfs) (fps) (sec) (min) "'412 42' 6.0 0 .90 313.37 3 13 .32 56.19 v 9 .8 57.8 1 0 .01 89.85 10.5 83.3 1 O.o1 ; i/ 408 ; 27 55.4 1 .50 / 315 .29 ~ 314.46 " 30.7 1 ,, 10.0 72.3 6 0 .09 33.61 10.1 78 .1 5 0 .09 V _409 ~ 54 24 .0 0 .57; 312.32 I' 312.18 I 100.68 t 9 .5 63.4 3 0 .04 147.71 9 .7 91.4 2 0 .04 ,v ,410 / 54 163.5 0 .67 ~ 3 12 .08 / 3 10 .98 / / 109 .18"' 10.3 63.4 16 0 .26 159.80 10 .5 90 .8 16 0 .26 V,,,4 11 .,,. 54 58.3 0 .67.1 I 3 10.87 / 310.48 ii I/ 109.18 . 10 .3 63.4 6 0 .09 159.80 10.5 90 .8 6 0 .09 ~ 301 V 54 v 100.0 0 .87 ' 310.38 ~ 309.51 ~ 125.8511" 11 .7 64.0 9 0 .14 182.26 12.0 91 .0 8 0 .14 .I ,ao3v 54 226 .1 0 .96 308.93.,/ 306.76 "1 133.16 ' /12 .3 64 .3 18 0 .3 1 192.12 12 .5 92 .2 18 0 .30 IV 308 -" 54 105 .8 1 .20 306.66 ./ 305.39 , 153.4 1" 13.9 65.6 8 0 .13 2 14.14 14.4 9 1.1 7 0 .12 I 0 .98 I" 302 / 18 69.0 2 .00 3 13.8 9V"' 3 12 .51 ,,. 4 .32 6 .98 ./ 7 .8 50.4 9 0 .15 5 .83 9.42 8 .4 60.6 8 0 .14 I "/306 18 327.2 1.40 3 15.88 3 11 .30 6 .92 ,/ 11 .18 7.4 79 .3 44 0 .74 7.40 11 .95 7.4 85.6 44 0 .74 " ....... 9 05 24,; 27 .0 , 3 .00" 3 10.80 / 309.99 ..... v 13 .8 4 ~ 22 .35 12 .2 56.7 2 0 .0 4 14.80 23.90 12.4 59.1 2 0 .04 .~304 27..; 57.5 ... 1 .4 4" 309.74 V 308.9 1v 20 .25-" 9 .0 55.1 6 0 .11 22 .02 9 .2 58.0 6 0 .10 I I ~ }-324 18 3 1 .0 2 .50 308.10V 307.3.1' J 8 .74 ,. 14.12 / 9 .9 75.3 3 0 .05 10.13 16 .36 9 .8 89.1 3 0 .05 I/ .;323 24 62.7 1 .6 5' 306.83¥' , 305.80 • 15.82 25.55 v 9 .8 77.6 6 0 .11 17.72 28 .62 9 .7 89.0 6 0 .11 /, 322 27 2 7 .0 0 .70 v 305 .35 v' 305.16 ./ 22 .28 v / 6 .9 76 .0 4 0 .07 24 .97 6 .9 85.8 4 0 .07 v 321 27 67 .8 1.00 305.06 v 304.38 26 .60 ;" 8 .2 75 .9 8 0 .14 30.80 8 .1 91 .2 8 0 .14 *These values reflect the actual flow for the 18" & 24" pipes . The design flow for these pipe sizes reflects a 25% reduction in pipe area . (Refer to attached calculation for specific information.) City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mann ings Equation from page 48 of the College Station Drainage Policy & Design Standards Manual : Q = 1.49/n *A* R213 * S112 Q = Flow Capacity (cfs) 18" Pipe: Pipe size (inches)= Wetted Perimeter W P, (ft)= Cross-Sectional Area A , (tt2) = Reduced Area AR , (tt2) = Hydraulic Radius R = A/WP • (ft) = Reduced Hydr Radius RR = A R/WP• (ft) = Roughness Coefficient n = Friction Slope of Conduit S r. (ft/ft) = Example Calculation : Slope Flow Capacity Redu ced Flow Ca pac it y 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 AR , (tt2) = O reduced 4 .28 4 .69 5.06 Hydraulic Radius R = A/WP• (ft) = Reduced Hydr Radius RR = AR/W P• (ft) = Roughness Coefficient n = Friction Slope of Conduit Sr. (ft/ft) = Example Calculation : Slope Fl ow Capacity Reduced Flow Capacity s Q Oreduced 0 .005 14 .89 9.22 0 .006 16 .31 10 .1 0 .007 17 .61 10 .9 Conclusion: 18 4.71 1.766 1.325 0 .375 0 .281 0 .014 0 .01 % Difference O reduceiQ 0.619 0.619 0.619 24 6.28 3.14 2 .355 0 .5 0.375 0 .014 0 .01 % Difference O reduced /Q 0.619 0.619 0.619 Multip ly 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 Sta tion Drainage Poli cy & Design Standards manual. (Fro m Sect. 4 -Ph . 1) Pipe 4081 30 .71 -!, In let 407 1 13 .78 -!, Pipe 409 1 100 .68 -!, Inlet 408 1 8 .50 -!, Pipe 410 1 109 .18 -!, June Box 403 -!- Pipe411 l 109 .18 -!, Inlet 301 I 16 .67 -!, Pipe 301 I 125 .85 -!, Inlet 303 1 2 .99 -!, Pipe 303 1 133.16 -!, June Box 302 J, llPipe 308 1 153.41 II (Into Sect. 3 -Ph. 2) Temporary Channel 2 ivision Castlegate Subd Section 3, Phase 1 -Pipe Q 10 (cfs (From future Sect. 4 -Ph. 2) ~ !Pipe 412 1 56 .19 Inlet 302 1 4.32 -!, Pipe 302 1 4 .32 Inlet 306 1 -!, Pipe 306 -!, Inlet 304 -!, Pipe 305 1 -!, Inlet 305 -!, P ipe 304 Flow Diagram ) I 6 .92 6 .92 6 .92 13 .84 6.41 20 .25 - Inle t 318 1 8 .74 -!, Pipe 324 1 8 .74 -!, Inlet 3 17 1 7 .08 -!- Pipe 323 1 15 .82 -!, lnlet316 I 6.46 -!, Pipe 322 1 22 .28 -!, lnlet315 I 4.32 J, llPipe 321 I 26 .60 II (Into Sec t. 3 -Ph . 2) Temp orary Chann el : (From Sec t. 4 -Ph . 1) Pipe 408 1 33 .61 J, Inlet 407 1 24 .25 J, Pipe 409 1 147 .71 J, Inlet 408 1 12 .09 J, Pipe 41 ol 159 .80 J, Jun e Box 40 3 J, Pipe 411 1 159 .80 J, Inlet 301 I 22.46 J, Pipe 301 I 182 .26 J, Inlet 303 1 4 .03 J, Pipe 303 1 192.12 J, June Box 302 J, llPipe 308 1 214 .1411 (Into Sect. 3 -Ph . 2) Temporary Channel 2 Castlegate Subdivision Section 3, Phase 1 -Pipe Flow D Q 100 {cfs) (Fro m future Se ct. 4 -Ph . 2) ~ !Pipe 412 1 89 .85 Inlet 302 1 5.83 J, Pipe 302 1 5.83 Inlet 306 7.40 J, Pipe 306 1 7.40 Inlet 304 1 7.40 J, Pipe 305 14 .80 J, Inlet 305 7 .22 J, Pipe 304 22 .02 - iagram I lnlet318 I 10 .13 J, Pipe 324 1 10 .13 J, lnlet317 I 7.59 J, Pipe 323 1 17 .72 J, Inlet 316 1 7.25 J, Pipe 322 1 24 .97 J, lnlet315 I 5 .83 J, llPipe 321 I 30.80 II (Into Se ct. 3 -Ph . 2) Temporary Channel : Pipe 301 -10 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 's n .................... . Comput ed Results: Depth .......................... . Area ........................... . Wette d Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hy drauli c Radius ............... . Percent Full ................... . Full fl ow Flowra t e ............. . Full flow ve l oci t y ............. . Circular Depth of Flow 54. 0000 in *' 125. 8500 cf s ,/ 0.00 87 ft/ft 0. 0140 34 .5 336 in 15 .9 04 3 ft2 10 .7402 ft2 100 .0929 in 169 .6460 in 11. 7177 fps t 15 .4515 in 63. 9511 % / 170 .3205 cfs 10 .7091 fps Pipe 30 1 -100 Year Storm Manning Pipe Calcu lator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.00 00 in 182 .2600 cfs 0 .0087 ft/ft 0.0140 De pth . . . . . . . . . . . . . . . . . . . . . . . . . . . 49 . 1396 in Area ........................... . Wetted Area .................... . We tted Perimeter ............... . Perimeter ...................... . Velo city ....................... . Hy d raulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve l oci t y ............. . 15 .9 043 ft2 15 .1 952 ft2 136 .737 8 in 169 .6 460 i n 11.9945 fps 16.00 23 in 90.9993 % 170.3205 cfs 10.70 91 fps Cas t legate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 302 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diame t er ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 18 . 0000 in .,/ 6.9800 cfs 0.0200 ft/ft 0. 0140 Depth . . . . . . . . . . . . . . . . . .. . . . . . . . . . 9. 0636 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloc ity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . 1.7671 ft2 0.8915 ft2 28 .401 6 in 56.5487 in 7.8293 fps 4.5202 in 50.3535 % 13.7943 cfs / 7 .8060 fps Pipe 302 -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 ve locity ............. . Circular Depth of Flow 18.0000 in 9 .4 200 cfs 0.0200 ft/ft 0.0140 10 .9162 in 1.7671 ft2 1.1213 ft2 32.1363 in 56 .5487 in 8 .4 011 fps 5.0243 in 60.6456 % 13.7943 cfs 7.8060 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 3 03 -10 Year Storm Manning Pipe Calculator Giv en Input Data : S hape .......................... . So l v ing for .................... . Diame ter ....................... . Fl o wr ate ....................... . S lop e .......................... . Manning's n .................... . Comput e d Results : Circular Depth of Flow 54.0000 in 133.1600 cfs .......- 0.0096 ft /ft 0 .0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34. 7068 in Area ........................... . Wett e d Area .................... . Wetted Perimeter ............... . Pe r imeter ...................... . Ve l o city ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . 15.9043 ft2 10 .8025 ft2 100.4539 in 169 .6460 in 12 . 3268 fps .t 15.4853 in 64. 2718 % / 178.9134 cfs 11.2494 fps Pipe 3 0 3 -100 Year Storm Manning Pipe Calculator Gi v en Input Data : Shape .......................... . So l v ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 54 .0000 in 192.1200 cfs 0.0096 ft/ft 0.0140 49.7996 in 15.9043 ft2 15.3324 ft2 139.1199 in 169.6460 in 12.5303 fps 15.8703 in 92.22 14 % 178.9134 cfs 11.2494 fps Ca s t legate S ubd ivis i o n, S e ct ion 3 , Phase 1 Co l lege S t ation , Texas Pipe 304 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Co mputed Results: Dep t h .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of F l ow 27.0000 in 20.2500 cfs 0.0144 ft/ft 0.0140 1 4.8669 in 3.9761 ft2 2.2439 ft2 45.1500 in 84.8230 in 9.0245 fps 7.1566 in 55.0626 % 34.5098 cfs 8.6793 fps Pipe 304 -100 Year S t orm Manning Pipe Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Resul t s: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraul ic Radius ............... . Percent Full ................... . Full flow Flowrat e ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 i n 22.0200 c f s 0.0144 ft/f t 0 .0140 15 .6697 in 3 .9761 ft2 2.3931 f t 2 46.7698 in 84.8230 in 9 .2015 fps 7 .3681 in 58 .0359 % 34.5098 cfs 8.6793 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 305 -10 Year Storm Mann ing Pipe Calculator Given Inpu t Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Fl o wrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perime t er ............... . Perime t er ...................... . Veloci t y ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Ci rcular De pth of Flow 2 4 .0000 in 22.3500 cfs 0.0300 ft/ft 0 .0140 1 3 .5973 in 3 .1 416 ft2 1 .8362 ft2 4 0 .9032 in 7 5 .3982 i n 1 2.1717 fps 6.4644 in 56.6555 % 36.3843 cfs 11.5815 fps Pi p e 305 -100 Year Storm Manning Pipe Calculator Giv en Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Res u lts : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Peri meter ...................... . Ve locity ....................... . Hy drau lic Radi u s ............... . Percen t Full ................... . Full flow Flowr at e ............. . Full f low ve l oci t y ............. . Ci rcular Dep t h of Flow 24 .0000 in 23 .9000 cfs 0.0300 ft/f t 0 . 0 140 14 .1908 in 3 .1 416 ft2 1.9 3 39 f t 2 42 .1 053 i n 7 5.3982 in 1 2 .3586 fps 6 . 6139 in 59.1 281 % 36 .3843 cfs 11.5 815 f p s Castlegat e Subdivision , Sec ti on 3 , Phase 1 College Station , Tex as Pipe 306 -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 ...................... . Veloci ty ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci ty ............. . Circular Depth of Flow 18.0000 in 11.1800 cfs 0.0140 ft/ft 0. 0140 14.2705 in 1.7671 ft2 1.5025 ft2 39.5357 in 56.5487 in 7 .4 409 fps 5.4725 in 79.2804 % 11.5411 cfs 6.5309 fps Pipe 306 -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 ...................... . Veloci ty ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 18.0000 in 11.9500 cfs 0.0140 ft/ft 0. 0140 15.4016 in 1.7671 ft2 1.6099 ft2 42 .51 82 in 56.5487 in 7.4227 fps 5.4525 in 85 .5 643 % 11.5411 cfs 6.5309 fps Castlegate Subdivision, Section 3, Phase 1 College Station , Texas Pipe 308 -10 Year Storm Manning Pipe Calculator Given I nput Data: Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowra te ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 54 .000 0 in 153.4100 cfs 0.0120 ft /ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 35. 4429 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloci ty ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci ty ............. . 15.9043 ft2 11 .0659 ft2 101.9969 in 169.6460 in 13 .8633 fps 15.6229 in 65.6351 % 200.0313 cfs 12.5772 fps Pipe 308 -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 54.0000 in 2 14.14 00 cfs 0.0120 ft/ft 0. 0140 49.2028 in 15.9043 ft2 15.2088 ft2 136.9593 in 169 .6 460 in 14.0800 fps 15.9906 in 91.116 3 % 200 .0 313 cfs 12 .5772 fps Castlegate Subdi v ision, Section 3, Phase 1 Coll ege Station, Texas Pipe 321 -10 Year Storm Manning Pipe Calculator Given Inpu t Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Re sults: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 27.0000 in 26 .6000 cfs 0.0100 ft/f t 0.0140 20.5030 in 3.9761 ft2 3.2396 ft2 5 7.1368 in 84.8230 in 8 .2109 fps 8 .1 646 in 75.9372 % 28.7581 cfs 7.2328 fps P ipe 321 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wette d Area .................... . We tt e d Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Ra dius ............... . Percent Full ................... . Full fl ow Flowrate ............. . Full fl ow v elocity ............. . Circular Depth of Flow 27.0000 in 3 0 .8000 cfs 0.0100 ft/f t 0 . 0140 2 4.6371 in 3.9761 ft2 3.8060 ft2 68 .6054 in 84.8230 in 8.0925 fps 7 .98 86 in 9 1 .2484 % 28.7581 cfs 7 .2328 fps Castlegate Subdiv isi o n, Section 3 , Phase 1 College Station, Texas Pipe 322 -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 22.2800 cfs 0.0070 ft/ft 0.0140 20.5233 in 3.9761 ft2 3.2428 ft2 57 .1842 in 84.82 30 in 6.8706 fps 8.1660 in 76 .01 22 % 24.0608 cfs 6.0514 fps Pipe 322 -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 in 24.9700 cfs 0.0070 ft /ft 0 .014 0 23.1770 in 3 .9 761 ft2 3.6321 ft2 63 .990 5 in 84.8230 in 6.8748 fps 8.1735 in 85.8408 % 24.0608 cfs 6 .051 4 fps Castl ega te Subdivision, Section 3 , Phase 1 College Station, Texas Pipe 323 -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 o f Flow 24.0000 in 25.5500 cfs 0.0165 ft /ft 0.0140 18.6160 in 3 .1416 ft2 2.6147 ft2 51.7142 in 75.3982 in 9.7716 fps 7.2808 in 77.5666 % 26 .9834 cfs 8 .5891 fps Pipe 323 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24.0000 in 28.6200 cfs 0 .0165 ft/ft 0. 0140 2 1.3678 in 3.1416 ft2 2 .9544 ft2 59.1960 in 75.3982 in 9 .6873 fps 7.1868 in 89.0324 % 26.9834 cfs 8.5891 fps Castl e gate Subdiv ision, S e cti o n 3, Ph a s e 1 Coll e g e Station, Te xas Pipe 324 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 14 .1 200 cfs 0.0250 ft/ft 0. 0140 13.5469 in 1.7671 ft2 1 .4267 ft2 37.8076 in 56.5487 in 9.8967 fps 5.4341 in 75.2606 % 15.4225 cfs 8.7273 fps Pipe 324 -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 18.0000 in 16 .3600 cfs 0.0250 ft/ft 0.0140 16.0301 in 1.7671 ft2 1.6622 ft2 44.4105 in 56.5487 in 9.8426 fps 5.3895 in 89.0559 % 15.4 22 5 cfs 8.7273 fps Castl eg ate Subdivision, Sec ti o n 3, Phase 1 College Station, Texas Pipe 408 -10 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning 's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 30.7100 cfs 0.0150 ft/ft 0 . 0140 19.5104 in 3.9761 ft2 3.0766 ft2 54.8697 in 84.82 30 in 9.9819 fps 8.0741 in 72.2608 % 35.2214 cfs 8 .8583 fps Pipe 408 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 27.0000 in 33 .6100 cfs 0.0150 ft/ft 0.0140 21.0961 in 3.9761 ft2 3 .3331 ft2 58 .5472 in 84 .8230 in 10.0837 fps 8 .1980 in 78.1338 % 35.2214 cfs 8 .8583 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 409 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 100.6800 cfs 0 .0057 ft/ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34. 2569 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . 15.9043 ft2 10.6404 ft2 99.5174 in 1 69.6460 in 9.4621 fps 15 .3964 in 63.4387 % 137.8621 cfs 8.6682 fps Pipe 409 -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 ............... . Perimet er ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 54.0000 in 147.7100 cfs 0.0057 ft/ft 0. 0140 49.3427 in 15.9043 ft2 15.2384 ft2 137.4542 in 169.6460 in 9 .6933 fps 15.9641 in 91.3753 % 137 .8621 cfs 8.6682 fps Castlegate Subdiv ision, Section 3, Phase 1 College Station, Texas Pipe 410 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 109.1800 cfs 0 .0067 ft/ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34. 2623 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 15.9043 ft2 10.6423 ft2 99.5286 in 169.6460 in 10.2591 fps 15.3975 in 63.4486 % 149.4668 cfs 9.3979 fps Pipe 410 -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 ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 54.0000 in 159.8000 cfs 0 .0067 ft/ft 0. 0140 49.0058 in 15.9043 ft2 15.1663 ft2 136.2730 in 169.6460 in 10.5365 fps 16.0263 in 90 .7514 % 149.4668 cfs 9.3979 fps Castlegate Subdivision, Section 3 , Phase 1 College Station, Texas Pipe 411 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 109.1800 cfs 0.0067 ft/ft 0. 0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34. 2623 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 15.9043 ft2 10.6423 ft2 99.5286 in 169.6460 in 10.2591 fps 15.3975 in 63.4486 % 149 .4668 cfs 9.3979 fps Pipe 411 -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 54.0000 in 159.8000 cfs 0.0067 ft/ft 0 .0140 49.0058 in 15.9043 ft2 15.1663 ft2 136.2730 in 169 .6460 in 10.5365 fps 16.0263 in 90.7514 % 149.4668 cfs 9.3979 fps Castlegate Subd ivi sion, Section 3 , Phase 1 College St ation, Texas Pipe 412 -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 42.0000 in 56.1900 cfs 0.0090 ft/ft 0. 0140 24.2754 in 9. 6211 ft2 5.7620 ft2 72.5511 in 131 .94 69 in 9.7518 fps 11.4365 in 57.7986 % 88.6292 cfs 9.2119 fps Pipe 412 -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 ............... . Perime t er ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42 .0000 in 89.8500 cfs 0 .0090 ft/ft 0.0140 34.9721 in 9.6211 ft2 8.5610 ft2 96.54 7 1 in 131. 9469 in 10.4952 fps 12 .7688 in 83.2668 % 88.6292 cfs 9.2119 fps Castlegate Subdivision, Section 3 , Phase 1 College Sta ti on , Texas APPENDIXC Temporary Drainage Channel Design Calculations 33 Castlegate Subdivision Temporary Drainage Channel Calculations -Section 3, Phase 1 Channel #1 Calculations Area 010 0100 (cfs) (cfs) By-pass from Inl et 315 : 0 .00 0 .00 By-pass from Inl et 316 : 0.43 ./ 6 .08 From Pipe 32 1: 26.60v" 30 .80 v Total Flow to Temp Drainage Channel : 27.03 .,; 36.BB V' Channel #2 Calculations Area# A c tc 010 0100 (acres) (min) (cfs) (cfs) ' 89A 0 .61 0 .55 10 2 .90 J 3 .90 v/ 90 A 0 .78 0 .55 10 3 .70 { 4 .99 v From Pipe 308 : 153.4 1"' 214 .14 1 Total Flow to Temp Drain age Channel : 160.01 ~ ,,223.o j " / Temporary Drainage Channel No . 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 .......................... . Ve locity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 27.0300 cfs / 0.0040 ft/ft 0 .0300 24. 0000 in v 24.0000 in ./ 0.5000 ft/ft (V/H) 0.5000 ft/ft (V/H) 20 .1 037 i n ,, 3. 01 54 fp s • 39.9735 cfs 8.9639 ft2 113.9064 in 11 .3321 i n 104.4147 in 12.0000 ft2 131.3313 in/ 83. 7653 % ./ Temporary Drai nage Channel No. 1 -100 Year Storm Channel Calculator Gi ven Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Mann ing ' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Veloci t y ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radi u s ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . T rapezoidal Depth of Flow 36.8800 cfs / 0.0040 ft/ft 0 .0300 2 4.0000 in "' 24.0000 in 0.5000 ft /ft (V/H) 0.5000 ft/ft (V/H) 23 .1479 in i/ 3 .2637 fps v 39.9735 cfs 11.3000 ft2 1 27.5204 in 1 2.7603 in 116 .5915 i n 12 .0000 ft2 131 .3313 in 96.4494 % Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Temporary Drainage Channel No . 2 -10 Yea r Storm Channel Ca lculator Given Input Data: Shape .......................... . Solving for .................... ·. Flowrate ....................... . Slope .......................... . Manning 's n .................... . Height ......................... . Bottom widt h ................... . Left slope ..................... . Right slope .................... . Computed Res ult s: Depth .......................... . Veloci t y ....................... . Full Flowra te .................. . Flow area ...................... . Flow perimeter ................. . Hydrau l ic radi u s ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapez oida l Depth of Flow 160.0100 cfs ~ 0.0040 ft /ft 0 .0 300 36.0000 in ,,. 144.0000 in · 0.3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 25.2360 in v 4 .1413 fps Y 317.9446 cfs 38 .6378 ft2 305.0580 in 18.2386 in 296.9453 in 63.2727 ft2 373.7549 in 70.0999 % / Temporary Drainage Channel No. 2 -10 0 Year Storm Channe l Ca lcul ator Gi ven Input Data: S hape .......................... . Solving for .................... . Flowra t e ....................... . Slope .......................... . Manning 's n .................... . Height ......................... . Bot t o m width ................... . Left slope ..................... . Right slope .................... . Computed Results: Dept h .......................... . Ve locity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth o f Fl ow 223.0300 cfs v 0.0040 ft /ft 0.0300 36.0000 in 144. 0000 in ' 0.3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 30.0231 i n / 4.5524 fps V 317.9446 c fs 48.9917 f t 2 335.6100 in 21. 0209 in 325 .9584 in 63.2727 ft2 373.7549 in/ 83.3976 % Castlegate Subdiv ision , Section 3 , Phase 1 Co ll ege Station, Texas EXHIBIT A Off site Infrastructure Plan for Castlegate Subdivision 37 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 3, 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. REV\EWED FOR \ C()t\ADI I I\ "'CE J~N O 5 2001 COLLEG E ~ ~ h • iu1'1 ENG\NEER\NG ~ TABLE OF CONTENTS DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 3, 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 APPENDIXA ........................................................................................................................................................................ 10 Storm Sewer J11let Desig11 Calculatio11s APPENDIX B ........................................................................................................................................................................ 12 Storm Sewer Pipe Desig11 Calcufatio11s APPENDIX C ........................................................................................................................................................................ 33 Temporary Drai11age Cha1111el Desig11 Calculatio11s EXHIBIT A ............................................................................................................................................................................ 37 Of/site 111/rastructure Pla11 for Castlegate Subdivisio11 EXHIBIT B ............................................................................................................................................................................ 39 Post-Developme11t Drainage Area Map 2 LIST OF TABLES TABLE 1 -Rainfall Intensity & Time of Concentration Calculations .............................................. 6 TABLE 2 -Post-Development Runoff Information ............................................................................ 7 3 DRAINAGE REPORT CASTLEGATE SUBDIVISION SECTION 3, PHASE 1 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Castlegate Subdivision, Section 3, 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 3, Phase 1 of this subdivision, which consists of 16.26 acres . The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 310 to elevation 330. 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. submitted a Request for Conditional Letter of Map Revision (CLOMR) to FEMA to outline a proposed 100-year floodplain area. This CLOMR No. 00-06-844R was approved by FEMA on 9/8/2000. The proposed floodplain area affects the western edge of Section 3, Phase 1. Refer to Exhibit B for the location of the 100-year floodplain area . DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to development flows in one general direction. For Section 3, Phase 1, the acreage flows toward the west-northwest boundary of the tract and into existing drainage channels and Spring Creek and ultimately flows north to the proposed regional detention facility. Refer to the Offsite Infrastructure Plan in Exhibit A for the location of this proposed detention facility. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as follows : • The Rational Method is utilized to determine peak storm water mnoff rates for the storm sewer design. • Design Storm Frequency Storm Sewer system • Runoff Coefficients Pre-development 10 and 100-year storm events Post-development (single family residential) c = 0 .30 c = 0 .55 • Rainfall Intensity values for Brazos County for a minimum time of concentration 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 si zes of the drainage areas , the calculated times of concentration, tc, are less than 10 minutes . Therefore, a minimum tc of 10 minutes is used in most cases to determine the rainfall intensity values. Where a longer time of concentration was necessary, it is noted and used accordingly. Refer to Table 1 for calculations . STORM WATER RUNOFF DETERMINATION The peak mnoff 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 mnoff coefficients are based on the future development of this tract. Also , a majority of Section 4 drains into Section 3, so the Section 4 nmoff is taken into consideration during analysis of the storm water mnoff. The drainage areas for post-development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. 5 TABLE 1 -Rainfall Intensity & Time of Concentration Calculations Rainfall Intensity Values (in/hr) Storm t.:= Event 10min Is 7 .693 110 8.635 l2s 9.861 lso 11 .148 1100 11 .639 Brazos County: 5 'i.ear storm 10 'i.ear storm b= 76 b = 80 d = 8.5 d = 8.5 e = 0.785 e = 0 .763 I= b I (tc+dt I = Rainfall Intensity (in/hr) tc = U(V*60) le= Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 25 'i.ear storm 50 'i.ear storm 100 'i.ear storm b = 89 b= 98 b= 96 d = 8 .5 d = 8 .5 d = 8 .0 e = 0 .754 e = 0 .745 e = 0 .730 (Data taken from State Department of Hiqhwa'i.S and Public Transportation HY.draulic Manual , page 2-16) 6 TABLE 2 -Post-Development Runoff Information A c tc Os 010 02s O so 0 100 Area# (acres) (min) (cfs) (cfs) (cfs) (cfs) (cfs) 3 1 .73 0.55 10 7 .32 8 .22 9 .38 10 .61 11 .07 4 0 .91 0 .55 10 3 .85 4 .32 4 .94 5 .58 5 .83 63 0 .79 0.55 10 3 .34 3.75 4 .28 4 .84 5 .06 64 1.25 0 .55 10 5 .29 5.94 6 .78 7 .66 8.00 65 0 .64 0 .5 5 10 2 .71 3.04 3.47 3 .92 4 .10 71 0 .84 0 .55 10 3 .55 3 .99 4.56 5.15 5 .38 72 1 .92 0 .55 10 8 .12 9 .12 10.41 11 .77 12 .29 73 1 .83 0 .55 10 7.74 8 .69 9.93 11 .22 11 . 71 74 1.47 0 .55 10 6.22 6 .98 7 .97 9.01 9.41 75 1 .51 0 .55 10 6 .39 7 .17 8.19 9 .26 9.67 7 6 0 .54 0 .55 10 2 .28 2 .56 2.93 3 .31 3.46 77 0 .7 0 .55 10 2.96 3 .32 3 .80 4 .29 4.48 78 2 .1 0.55 10 8 .89 9 .97 11 .39 12.88 13.44 79 0 .74 0 .55 10 3 .13 3.51 4.01 4 .54 4 .74 80 2 .02 0 .55 10 8 .55 9 .59 10.96 12.39 12 .93 81 0 .97 0 .55 10 4 .10 4 .61 5 .26 5 .95 6 .21 82 1 .26 0 .55 10 5 .33 5 .98 6 .83 7.73 8 .07 83 1 .24 0 .55 10 5 .25 5 .89 6 .73 7 .60 7 .94 84 2.05 0 .55 10 8 .67 9 .74 1 1.12 12 .57 13 .12 8 5 1 .51 0 .55 10 6.39 7.17 8 .19 9 .26 9 .67 86 1.20 0 .55 10 5 .08 5 .70 6 .51 7 .36 7 .68 87 1 .78 0 .55 10 7.53 8.45 9 .65 10 .91 11 .39 88 0.63 0 .55 10 2 .67 2 .99 3.42 3.86 4 .03 89A 0 .61 0 .55 10 2.58 2.90 3.31 3 .74 3 .90 90A 0.78 0.55 10 3.30 3.70 4 .23 4 .78 4 .99 93 1 .5 0 .55 10 6.35 7.12 8.14 9.20 9 .60 94 1.5 0 .55 10 6 .35 7 .12 8 .14 9.20 9.60 95 1 .34 0.55 10 5 .67 6 .36 7 .27 8 .22 8 .58 104 0 .9 1 0 .55 10 3.85 4 .32 4 .94 5.58 5 .83 105 1.36 0.55 10 5 .75 6.46 7 .38 8.34 8 .71 106 1.65 0.55 10 6 .98 7 .84 8 .95 10.12 10 .56 107 1.84 0.55 10 7 .79 8 .74 9 .98 11.28 11 .78 7 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) meetin g 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. Since the storm sewer design of Section 4 directly affects the design of Section 3, the calculations for Section 4 are shown as well. 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 int ercepted by Inlets 302-306 & 315-318 was calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 407, 408 & 301) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are summarized in Appendix A. Appendix B presents a summary of the storm sewer pipe design parameters and calculations. All pipes are 18 " in diameter or larger. For pipes with 18" and 24" diameters, the cross- sectional area is reduced by 25%, as per College Station requirements. A summary of how this was achieved is shown in Appendix B as well. The pipes for the storm sewer system were designed based on the 10-year storm event; however, all will also pass the 100-year storm event without any headwater. 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 wi ll occur in Pipe No. 308. 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 3, Phase 1 will be 14.1 feet per second and will occur in Pipe 308. Pipes 308 , 321 & 412 will be stubbed out for this phase of construction. A temporary drainage channel will be constructed from the end of each of th ese stubbed out pip es. The locations of these channels are shown in Exhibit B . A temporary blanket easement has be en provided to the City for the futur e developm ent of adjacent areas and th e construction of off-site draina ge and utilit y facilities. The ve lo city in Channel No . 1 is 3.0 feet per second for the 10-year event , and 3.3 feet per second for the 100- year event. The ve locity in Channel No . 2 is 4.1 feet per second for th e 10-year eve nt , and 4.5 8 feet per second for the 100-year event. These velocities are within the requireme!1ts for a seeded grass channel outlined on page 60 of the City of College Station Drainage Policy & Design Standards manual. Rock riprap will be plac ed in Channel No . 2 at the end of Pipe 308 to prevent erosion from the high velocity of the flow exiting this pipe. Refer to Appendix C for details . 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 regiona l detention facility should adequately reduce the peak post-development runoff to less than the pre-development runoff for the design storm event. This wi ll prevent any impact on the properties downstream of this project. 9 APPENDIX A Storm Sewer Inlet Design Calculations JO Castlegate Subd iv is ion Sect ion 3 • Phase 1 Inlet Lengt h Calculati ons In lets In Sump In let # Flow from A 1 O year storm c a ,. Clc."Y.w .. a.. .... Crot.1•1ct'JI, Y10-ac:tu•I Length & Type Area # (acres) (e ls) (els) ltromlnlet # (els ) (els) (It) I (I n) 301 15' Slandard 3 1.73 0.55 8.22 0.00 I 87 1.78 0.55 8.45 I Inlet s On Grade In let# Length & Type Flowffom y,. a pw1oot a. .... ., Area# (It) (In) (It) (els) 302 10' Recessed 4 0 .310 3.71 0 .60 6 .04 303 ~ecessed __ 8_8_ 0 .270 3.24 0.57 5.66 --·-··-~ ---304 1 O' Recessed 93 0 .403 4 .84 0 .69 6.92 -·-----305 --306 --· 315 ---316 -----317 318 1 O' Recessed 95 0 .383 4.60 0 .68 6.76 W Recessed 94 0 .399 4.79 0.69 6.92 -1 O' Reces sed 104 0.332 3.98 0.63 6.25 WRecessecr-105 0.395 4.74 0.68 6.79 10' Recessed 106 0.415 4.98 0.71 7.08 15' Re cessed 107 0.342 4.10 0.63 9.52 Transverse (Crown) slope (fVft ) = 0.038 Stra i ght Crown Flow !Solved to f i nd actua l depth of flow. y l : a= o.56 • (z/n) • s "' • y.,, ~ y = {Q / [0.56 • (z/n) • s "'n"' n = Roughness Coefficient = z = Rec iprocal of crown slope = S = Slreel/Gutter Slope (fVft) y = Deplh of fiow al inlet (ft) Ca p acity of In lets o n g rade : 0.018 26 Oc = 0 .7 ' [1 /(H 1 • H2)] • [H ,"'· H,"'l Oe = Flow capacity of inlet (cfs) H, =a+ y H2 =a = gutter depression (2" Standard: 4" Recessed) y = Depth of flow in approach gutter (ft) 8.22 9.04 0.341 I 4.09 8.45 9.30 0.34 4 I 4.13 1 O year storm Q byfHIU ac.pt"'" Q,,...,~w Q byp-4otM (els) (els) (els) from lni.t # (els) ·1 .71 4 .32 0.00 0.00 ·2.67 2.99 0.00 0.00 0.21 6.92 0.21 306 0.41 ·0 .35 6.41 0.00 0 .00 0.21 6.92 0.00 0.21 ·1.93 4.32 0.00 0.00 -0.33 6.46 0.76 317 , 318 0.43 0.76 7.08 0.00 0.76 ·0.78 8.74 0.00 0.00 100 year storm L ,.~..,.·d· L10_.1.1.1 a ,,, Q,,..., •• w C rot•I Oroe..1•10% y,,, (It) (It) (els) (e ls) 13.73 15 11.07 0.00 11 .39 Ocapt.Cod Q 10·Total y,,, (els) (e ls) (It) (In) 4.32 4.32 0.346 4.15 2.99 2.99 0.302 3.62 6.92 7.33 0.482 5.78 6 .41 6.41 0.429 5.14 6.92 7.12 0.446 5.35 4.32 4.32 0.371 4.45 6 .46 6.89 0.506 6.08 7.08 7.84 0.464 5.57 8.74 8.74 0.3 82 4.59 Inl ets In sumps . Weir Flow: L = Q I (3 ' y312 ) ~ y = (Q I 3 L )213 L = Length of inlet opening (ft) Q = Flow al inlet (cfs) y = total depth of fiow on inlet (ft) max y fo r i nlet in su mp = 7" = 0.583' I from Inlet# (els) (e ls) (It) I I 11.0 7 12.18 0.671 I I 11 .39 12.53 100 year storm a,..._ CJcapecMy 0 -.yp.u CluptuM (It) (els) (els) (els) 0.64 6.39 ·0.57 5.83 0.60 5.96 ·1.93 4.03 0.74 7.40 2.20 7.40 0.72 7.22 1.42 7.22 0.74 7.40 2.20 7.40 0.66 6.64 ·0.82 5.83 0.73 7.25 1.45 7.25 0.76 7.59 2.97 7.59 0 .68 10.13 1.65 10.13 (In) 8.05 Q,,...,~w O byp-lol•I 0c.pt-1otl C 100.Tot•I s L..,,..,., (els) tromln .. t# (els) (els) (els) (It/It) (It ) 0.00 0 .00 5 .83 5 .83 0.0145 10 0 .00 0.00 4.03 4.03 0.0 145 10 2.20 306 4.40 7.40 11 .80 0.0102 10 0.00 1.42 7.22 8.64 0.0102 10 0.00 2.20 7.40 9.60 0 .0102 10 0.00 0.00 5.83 5.83 0.0100 10 4.63 317, 318 6.08 7.25 13.33 0 .0100 10 0.00 2.97 7.59 10.56 0.0100 10 0.00 1.65 10.13 11 .78 0.0350 15 Castlegate Subdivision Se ction 3 • Phase 1 (Section 4 Inlets Constructed as a Part of Section 3 ·Phase 1) Inlet Length Calculations Inlets In Sump 10 year storm Inlet# Length & Type Flow fro'" A c a,. Clc•rry ou r Orot.1 Orot.i.10'11. Y10 .. c1u.I Area# (acres) (els) (els) ftomlnlel" (els) (els) (ft) Section 4 lnlets Constructed as a Part of Section 3/Phase 1 .... 407 15' Standard 75 1.51 0.55 7.17 0.79 •OZ.oM).l.•06.•0I 7.97 8.76 0.337 77 0.70 0.55 3.32 2.49 41 0 5.81 6 .39 0.299 408 10' Standard 64 1.25 0.55 5.94 404 5.94 6.53 0.302 76 0.54 0.55 2.56 0.00 409 2.56 2.82 0.220 Section 4/Phase 1 ·Previously Submitted for Approval (for Informational purposes only) 401 10' Stand ard 66 0.49 0.55 2.33 2.33 2.56 0.212 70 1.18 0.55 5 .60 5.60 6.16 0.295 404 5' Standard 63 0.79 0.55 3.75 3.75 4.13 0.254 Section 4/Phase 2 ·Future Development Affecting the Design ol Section 3/Phase 1 (for Informational purposes only) "411 15' Standard 79 0.74 0.55 3.51 3.51 3.87 0.248 BO 2.02 0.55 9.59 9.59 10.55 0.36 1 "412 15' Standard 83 1.24 0.55 5.89 1.62 415 7.51 8.26 0.329 85 1.51 0.55 7.17 7.17 7.89 0.324 '413 15' Standard 82 1.26 0.55 5.98 0.00 414 5.98 6.58 0.303 84 2.05 0.55 9.74 9 .74 10.71 0.363 Inlets will be constructed 1n Sec tion 4 , Phase 2. but affect the design of Section 3 , Phase 1. Inlets On Grade 1 O year storm Flow from y,, a.. ..... Oc.1peclty a.YP•H Oc.pt ..... a. • .,, .... Inlet# Length & Type Area# (ft) (In) (ft) (els) (els) (els) (els) fromlnlel# Section 4/Phase 1 • Previously Submitted for Approval (for Informational purpo&es only~ 402 1 O' Recessed 65 0.239 2.87 0.54 5.37 -2 .33 3.04 0 403 1 O' Recessed 71 0.265 3.18 0.56 5.61 ·1 .62 3.99 0 405 15' Recessed 72 0.359 4.31 0.65 9.79 .0.67 9.12 0 406 10' Recessed 74 0.325 3.90 0.62 8.19 0.79 6.19 0 Section 4/Phase 2 • Future Development Affecting the Design or Section 3/Phase 1 (for Informational purposes only) '414 1 O' Recessed 8 1 0.326 3.91 0 .62 6.20 ·1 .59 4.61 ·4 15 -~ 1 O' Recessed 73 0.414 4.96 0.71 7.07 1.62 7.07 -;-;;09-1 O' Recessed 86 0.330 3.96 0.66 6.61 -0.91 5.70 -· "410 1 O' Recessed 78 0.407 4.88 0.75 7.49 2.49 7.49 Inlets will be constructed 1n Section 4 , Phase 2, but affect the design or Section 3, Phase 1. Transverse (Crown ) slope (!Ult)= 0.038 Straight Crown Flow !Solved to find actual depth of flow. yl : a= 0.56 • (z/n ) • s"' · y'""' y =(Q I [0.56 • (z/n) • s"'n"' n = R oughness Coefficient = z ::: Re ci procal of crown slope = S = StreeVGu tter Slope (ft/It) y = Depth of flow at in let (ft) Capacity of Inlets on grade : O c = 0 .7 • (1/(H1 • H2)J • [H,"'· H /2] O c = Flow c apacity of in let (cfs) H1 ::: a+ y 0 .018 26 H2 =a = gutter depression (2" Standard; 4" Recessed) y = Depth or flow in approach gutter (ft) 0 0 0 0 (In) 4.04 3.59 3.62 2.64 2.55 3.54 3.05 2 .97 4.33 3.95 3.89 3.63 4.36 Ot,yp-cot.J (els) 0.00 0.00 0.00 0.79 0.00 1.62 0.00 2.49 100 year storm L 10-Reci'd• L 10-.ctue1 Cm a. • .,, .... a, .... Orot•MO% y , .. (ft) (ft) (els) (els) 11 .35 15 9.67 4 .71 4 .48 5.39 7.00 10 8.00 3.46 0.63 6.53 10 3.14 7.55 3.09 5 5.06 10.80 15 4.74 12.93 12.09 15 7.94 4 .14 9.67 12.95 15 8.07 0.00 13 .12 Utlngy,_•r•0.5aJ' Oc1pt-lot•I QIO·Tot•I y ,,. (els) (els) (ft) (In) 3.04 3.04 0.267 3.21 3.99 3.99 0 .296 3.55 9.12 9.12 0.402 4.82 6.19 6.98 0.364 4 .36 4.61 4.6 1 0.365 4.38 7.07 8.69 0.463 5.55 5 .70 5.70 0.369 4.43 7.49 9.97 0 .455 5.46 Inlets In sumps. Weir Flow : L • QI (3' y312 ) «> y • (QI 3L)v3 L = Length or in let opening (ft) Q =Flow at inlet (els) y = total depth of flow on inlet (ft) max y for inlet in sump= 7" = 0 .583' from Inlet# (els) (els) (ft) ·'' "°2 • ..00.*>5,40I 14 .38 15 .81 0.706 41 0 9.87 10.86 404 8.00 8.80 0.581 409 4.09 4.50 3.14 3.45 0.536 7.55 8.31 5 .06 5 .56 0.516 4 .74 5 .21 0.571 12 .93 14 ,22 41 5 12 .08 13 .29 0.656 9.67 10.63 414 8.07 8.87 0.645 13 .12 14 .44 100 year storm a,_, ... Ocap•cll:y ~YP•H Oc1ptuA1d (ft) (els) (els) (els) 0 .56 5 .64 -1.54 4.10 0.59 5 .91 ·0.53 5 .3 8 0.70 10.43 1.87 10 .43 0.66 6.57 2.84 6.57 0.66 6.57 .0.37 6.21 0.76 7.57 4.14 7.57 0.70 7.05 0.63 7.05 0.81 8.05 5 .39 8 .05 (In) 8.47 6.98 6 .43 6.19 6.86 7.87 7.74 a. • .,, .... 0.yp-10(111 Oc1pl-tot•I 0 100.fot•l s L •clu•I (els) from Inlet# (els) (els) (els) (ft/ft) (ft) 0 0.00 4.10 4 .10 0.0285 10 0 0.00 5.38 5 .38 0.0285 10 0 1.87 10.43 12 .29 0.0291 15 0 2.84 6.57 9.41 0.0291 10 0 0.00 6.21 6.21 0.0 125 10 0 4.14 7.57 11 .71 Toi25 __ 1_0_ 0 0.63 7.05 7.68 0.0 180 10 0 5.39 8.05 13.44 0.0180 10 APPENDIXB Storm Sewer Pipe Design Calculations 12 Castlegate Subdiv is ion Pipe Calculations -Section 3 , Phase 1 Inlet Invert Outlet 10 y ear storm 100 yea r storm Pi p e# Size Length Sl ope E lev Invert Elev ~Actu a l Fl ov Design Fl ow V 10 Trave l Time, tTto arr Ac tu al Flov Design Flow V 100 Trave l Time, t11oe "lo Fu ll %Fu ll (i n) (ft) (%) (ft) (ft) (cfs) (cfs) (fps ) (sec) (mi n ) (cfs) (cfs) (fps) (sec) (min) 4 12 42 6.0 0 .90 3 13 .37 313 .32 56 .19 9 .8 57 .8 1 0 .01 89 .85 10 .5 83 .3 1 0 .01 408 27 55.4 1.50 3 15 .29 3 14.46 30 .71 10 .0 72.3 6 0 .09 33 .6 1 10 .1 78 .1 5 0 .09 409 54 24 .0 0 .57 3 12 .32 3 12.18 100.68 9 .5 63.4 3 0 .04 147.71 9 .7 9 1.4 2 0 .04 4 10 54 163.5 0 .67 312 .08 310 .98 109.18 10 .3 63.4 16 0 .26 159.80 10 .5 90 .8 16 0 .26 4 11 54 58 .3 0 .67 310 .87 310.48 109.18 10 .3 63.4 6 0 .09 159.80 10 .5 90 .8 6 0 .09 30 1 54 100.0 0 .87 310.38 309 .5 1 125.85 11 .7 64 .0 9 0 .14 182 .26 12 .0 9 1.0 8 0 .14 303 54 226 .1 0 .96 308 .93 306 .76 133.16 12 .3 64 .3 18 0.31 192.12 12 .5 92.2 18 0 .30 308 54 105.8 1 .20 306 .66 305.39 153.41 13.9 65.6 8 0.13 214 .14 14 .4 91 .1 7 0 .12 0.98 302 18 69 .0 2 .00 3 13.89 3 12.5 1 4 .32 6 .98 7 .8 50 .4 9 0.15 5 .83 9.42 8 .4 60.6 8 0 .14 306 18 327.2 1.40 3 15.88 311 .30 6 .92 11 .18 7.4 79.3 44 0 .74 7.40 11.95 7 .4 85.6 44 0 .74 305 24 27 .0 3 .00 3 10 .80 309 .99 13.84 22 .35 12 .2 56 .7 2 0 .04 14 .80 23 .90 12.4 59 .1 2 0 .04 304 27 57 .5 1.44 309 .74 308 .9 1 20 .25 9 .0 55.1 6 0 .1 1 22.02 9 .2 58 .0 6 0 .10 324 18 31 .0 2 .50 308 .10 307 .33 8 .74 14 .12 9 .9 75 .3 3 0 .05 10 .13 16.36 9 .8 89 .1 3 0 .05 323 24 62.7 1.65 306 .83 305 .80 15.82 25 .55 9 .8 77 .6 6 0 .11 17 .72 28 .62 9 .7 89 .0 6 0 .1 1 322 27 27 .0 0 .70 305.35 305 .16 22 .28 6 .9 76 .0 4 0 .07 24 .97 6 .9 85.8 4 0 .07 32 1 27 67 .8 1.00 305.06 304 .38 26 .60 8 .2 75 .9 8 0 .14 30 .80 8 .1 91 .2 8 0 .14 *These valu es reflec t th e a ctual flo w for the 18" & 24" pipes . Th e des ign flo w for th ese pip e si zes reflects a 25% reduct ion in pipe a rea . (Refer to attached ca lculati o n for spec ifi c inform ation .) City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mannings Equation from page 48 of the College Station Drainage Policy & Des ig n Standards Manual : Q = 1.49/n *A* R213 * S 112 Q =Flow Capacity (cfs) 18" Pipe: Pipe si ze (inches) = Wetted Perimeter W P, (ft)= Cross-Sectional Area A , (tt2) = Reduced Area A R, (tt2) = Hydraulic Radius R = A/WP • (ft) = Reduced Hydr Radius RR = A R/W P• (ft) = Roughness Coefficient n = Friction Slope of Conduit S1o (ft/ft)= Example Calculation : Slope Fl ow Capacity Reduced Flow Capaci ty 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, (ft2 ) = O redu ced 4.28 4.69 5.06 Hydraulic Radius R = A/W P' (ft) = Reduced Hydr Radius RR = A R/W P• (ft) = Roughness Coefficient n = Friction Slope of Conduit S1, (ft/ft) = Example Calculation : Slope Fl ow Capacity Reduced Flow Capaci ty s Q Oreduced 0 .005 14 .89 9 .22 0 .006 16.31 10.1 0 .007 17.61 10.9 Conclusion: 18 4 .71 1 .766 1 .325 0 .375 0 .281 0 .014 0 .01 % Differen ce Q reduced /Q 0.619 0.619 0.619 24 6 .28 3 .14 2 .355 0 .5 0 .375 0 .014 0 .01 % Differen ce O redu ce d/Q 0.619 0.619 0.619 Multiply actual Q in 18" & 24" pipes by 1 .615 to reflect a 25% reduction in the cross-sectional area called for on page 47, paragraph 5 of the Co ll ege Station Drainage Pol icy & Design Standards manual. (Fro m Sect. 4 -Ph . 1) P ipe 408 1 30 .71 J, Inlet 407 1 13 .78 J, Pipe 409 1 100 .68 J, Inlet 408 1 8 .50 J, Pipe 410 1 109 .18 J, June Box 4 03 J, Pipe 411 1 109.18 J, Inlet 301 I 16 .67 J, Pipe 301 I 125.85 J, Inlet 303 1 2 .99 J, Pipe 303 1 133 .16 J, June Box 302 J, llPipe 308 1 153.41 II (I nto Se ct. 3 -Ph. 2) Temporary Channel 2 ion Castlegate Subdivis Section 3, Phase 1 -Pipe Flo w Diagram 010 {cfs) I (From future Sec t. 4 -Ph. 2) ~ !Pipe 412 1 56 .19 I Inlet 306 6 . 92 J, Pipe 306 6. 92 J, In let 302 1 4 .32 Inlet 304 1 6 . 92 J, J, Pipe 302 1 4.32 Pipe 305 13 .84 J, Inlet 305 6. 41 J, Pipe 304 20 .25 .-- Inlet 318 1 8 .74 J, Pipe 324 1 8 .74 J, lnlet317 I 7 .08 J, Pipe 323 1 15 .82 J, lnlet316 I 6.46 J, Pipe 322 1 22 .28 J, Inlet 3 15 1 4 .32 J, llPipe 321 I 26 .60 II (Into Se ct. 3 -Ph . 2) Temp orary Chann el '. (From Sect. 4 -Ph . 1) P ipe 408 1 33.61 J, In let 407 1 24 .25 J, Pipe 409 1 147 .71 J, Inlet 408 1 12 .09 J, Pipe 410 1 159 .80 J, June Box 403 J, Pipe411 l 159.80 J, Inlet 301 I 22.46 J, Pipe 301 I 182 .26 J, Inlet 303 1 4 .03 J, P ipe 303 1 192 .12 J, June Box 302 J, llP ipe 308 1 214.1411 (Into Se ct. 3 -Ph . 2) Temporary Channel 2 Castlegate Subdi Section 3 , Phase 1 -Pipe vision Flow Diagram 0 100 (cfs ) I (From future Sect. 4 -Ph . 2) ~ !Pipe 412 1 89 .85 Inlet 302 1 5 .83 J, Pipe 302 1 5.83 Inlet 306 7.40 J, Pipe 306 7.40 J, Inlet 304 1 7.40 J, Pipe 305 14 .80 J, Inlet 305 1 7.22 J, Pipe 304 22 .02 .-- Inlet 318 1 10 .13 J, Pipe 324 1 10.13 J, Inlet 317 1 7 .59 J, Pipe 323 1 17.72 J, Inlet 316 1 7 .25 J, Pipe 322 1 24.97 J, Inlet 315 1 5.83 J, llPipe 321 I 30.80 II (Into Sect. 3 -Ph . 2) Temp ora ry Channel : Pipe 301 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Comput ed Res ul ts: Circular Depth of Flow 54 .0000 in 125.8500 cf s 0.00 87 ft/ft 0. 0 140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 . 533 6 in Area ........................... . Wette d Area .................... . Wette d P erimeter ............... . Perimeter ...................... . Veloc ity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . 15.9043 ft2 10.740 2 ft2 100 .0929 in 169.6460 in 11.71 77 fps 15.4515 in 63.9511 % 170 .3205 cfs 10.70 91 fps Pipe 30 1 -100 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: De pth .......................... . Area ........................... . We tted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydraul ic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full fl ow ve l oci t y ............. . Circular Depth o f Flow 54.0000 in 182.2600 cfs 0.0087 ft /ft 0.014 0 49.1396 in 15 .9043 ft2 15 .1952 ft2 136 . 7378 in 169.6460 in 11 .9945 fps 16.00 23 in 9 0 .9993 % 170.3205 cfs 10.70 91 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 30 2 -10 Year Storm Manning Pipe Calcu lat o r Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perime t er ...................... . Veloci t y ....................... . Hy drau lic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18.0000 in 6 .9800 cfs 0 .0200 ft /ft 0. 0140 9.0636 in 1.7671 ft2 0.8915 ft2 2 8.4016 in 56 .5487 in 7.8293 fps 4 .5202 in 50.3535 % 13. 7943 cfs 7.8060 fps Pipe 302 -100 Year Storm Manning Pipe Calcu la t o r Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Res u lts: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perime t er ...................... . Velocity ....................... . Hydraul ic Radi u s ............... . Percent Full ................... . Full flow Flowrate ............. . Full f l ow v elocity ............. . Circular Depth of Flow 18 .0000 in 9.4200 cfs 0 .0200 ft/ft 0 .0140 10 . 9162 in 1.7671 ft2 1 .1 213 ft2 32 .1363 i n 56 .5487 in 8.4011 fps 5.0243 in 60.6456 % 13.7 943 cfs 7.8060 fps Castlegate Subdiv i sion , Section 3 , Phase 1 College Station, Texas Pipe 303 -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 ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 54.0000 in 133.1600 cfs 0.0096 ft/ft 0. 0140 34.7068 in 15.9043 ft2 10.8025 ft2 100 .4539 in 169.6460 in 12.3268 fps 15.4853 in 64.2718 % 178.9134 cfs 11.2494 fps Pipe 303 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 192.1200 cfs 0.0096 ft/ft 0.0140 Depth ........................... 49.7996 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . 15.9043 ft2 15.3324 ft2 139.1199 in 169.6460 in 12 .5303 fps 15.8703 in 92.2214 % 178.9134 cfs 11 .2494 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 304 -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 20 .2500 cfs 0.0144 ft/ft 0.0140 14.8669 in 3.9761 ft2 2.2439 ft2 45.1500 in 84.8230 in 9.0245 fps 7.1566 in 55.0626 % 34.5098 cfs 8.6793 fps Pipe 304 -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 22.0200 cfs 0.0144 ft/ft 0. 0140 15.6697 in 3.9761 ft2 2.3931 ft2 46.7698 in 84.8230 in 9.2015 fps 7.3681 in 58.0359 % 34.5098 cfs 8.6793 fps Castlegate Subdivision, Sec ti on 3, Phase 1 College Station, Texas Pipe 305 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Compu ted Results: Depth .......................... . Area ........................... . Wet ted Area .................... . Wet ted P er imeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Fl owra t e ............. . Full flow ve locity ............. . Circular Depth of Flow 2 4.0000 in 22.3500 c f s 0.0300 ft/ft 0. 014 0 13.5973 in 3.1416 ft2 1.8362 ft2 40.9032 in 75.3982 in 12. 1717 fps 6.4644 i n 56 .6 555 % 36 .3843 cfs 11.5815 fps Pipe 305 -100 Ye ar Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Dep th .......................... . Area ........................... . We tted Area .................... . Wet ted Perimeter ............... . Perimete r ...................... . Veloc ity ....................... . Hydrauli c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Circu lar Depth of Flow 2 4 .0000 i n 23.9000 cfs 0.0 300 ft/ft 0. 0140 14.1908 in 3.1416 ft2 1.933 9 ft2 42.1053 in 75.3982 in 12.3586 fps 6.6139 in 59.1281 % 36.3843 cfs 11 .5815 fps Castl egate Subdivision , Section 3 , Phase 1 College Station, Texas Pipe 306 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Co mp uted Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Veloc ity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 18.0000 in 11.1800 cfs 0. 0140 ft/ft 0. 0140 14.2705 in 1.7671 ft2 1.5025 ft2 39.5357 in 56.5487 in 7.4409 fps 5.4725 in 79.2804 % 11. 5411 cfs 6 .5309 fps Pipe 306 -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 ...................... . Veloc ity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 18.0000 in 11 .9500 cfs 0. 0140 ft/ft 0. 0140 15.4016 in 1.7671 ft2 1.6099 ft2 42.5182 in 56.5487 in 7.4227 fps 5.4525 in 85.5643 % 11.5411 cfs 6.5309 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Tex as Pipe 3 08 -10 Year St o rm Manning P i pe Calcu lator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 153 .4100 cfs 0.0120 ft /ft 0 . 0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 35 . 4429 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 15.9043 ft2 11.0659 ft2 101.9969 in 169.6460 in 13 .86 3 3 fps 15 .6229 in 65.6351 % 200.0313 cfs 12.5772 fps Pipe 308 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Comput ed Results: Circular Depth of Flow 54 .0000 in 214 .1400 cfs 0.0120 ft/ft 0. 0140 Depth ........................... 49.2028 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . 15.9043 ft2 15.2088 ft2 136.9593 in 169.6460 i n 14.0800 fps 15.9906 in 91.1163 % 200.0313 cfs 12.5772 fps Castlegate Subdiv ision, Secti o n 3, Pha se 1 Col leg e St a ti o n, Tex as Pipe 321 -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 26.6000 cfs 0.0100 ft/ft 0. 0140 20 .5030 in 3 .9761 ft2 3.2396 ft2 57.1368 in 84.8230 in 8.2109 fps 8.1646 in 75.9372 % 28.7581 cfs 7.2328 fps Pipe 321 -100 Year Storm Manning Pipe Calculator Given Inpu t Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wet t ed Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 30.8000 cfs 0 .0100 ft/ft 0. 0140 24.6371 in 3 .9761 ft2 3.8060 ft2 68.6054 in 84.8230 in 8.0925 fps 7.9886 in 91.2484 % 28.7581 cfs 7.2328 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 3 22 -10 Year St o rm Manning Pipe Calculator Giv en Input Data : Shape .......................... . S o l v ing for .................... . Diameter ....................... . Fl o wrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Ar ea ........................... . Wetted Area .................... . Wetted Perimeter ............... . P e rimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth o f Flow 2 7.0000 in 22 .2 80 0 cfs 0.0070 ft/ft 0.0140 20.52 3 3 in 3.9761 ft2 3.2428 ft2 57.184 2 in 84.8230 in 6.870 6 fps 8.1660 i n 76 .0122 % 24.0608 cfs 6.051 4 fps Pipe 322 -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 F l owrate ............. . Full flow v elocity ............. . Circul ar Depth o f Flow 27.0000 in 24 .9700 cfs 0 .0070 ft/ft 0. 014 0 23.1770 in 3 .9761 ft2 3.6321 ft2 63.99 0 5 in 84.8 23 0 in 6.8748 fps 8.17 3 5 in 85.8 4 08 % 2 4.0 60 8 cfs 6.0514 fps Cast lega t e S ubd ivis i o n , Sec ti o n 3 , Ph ase 1 Co l lege Sta t ion, Texas Pipe 323 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Compu ted Results : Depth .......................... . Area ........................... . Wet ted Area .................... . Wetted Perime ter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0 000 in 25 .5 500 cfs 0.0165 ft/ft 0. 0140 18.6160 in 3.1416 ft2 2.6147 ft2 51.7142 in 75.3982 in 9.7716 fps 7.2808 in 77.5666 % 26.9834 c fs 8 .5891 fps Pipe 323 -1 00 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . We tted Area .................... . Wet ted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . F ull flow Flowrate ............. . Ful l flow v elocity ............. . Circular Depth of Flow 2 4 .0000 in 2 8 .6200 cfs 0. 016 5 ft/ft 0 .0140 21.3678 in 3.1416 ft2 2.9544 ft2 59.1960 in 75.3982 in 9.6873 fps 7.1868 i n 89.0324 % 26.9834 cfs 8.5891 fps Castl ega te Subdivision , Section 3, Phase 1 College Station, Texas Pipe 324 -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 Flowrat e ............. . Full flow ve locity ............. . Circular De pth of F l ow 18 .0000 in 14 .1200 cfs 0 .0250 ft/ft 0.0140 13 .5469 i n 1.7671 ft2 1 .4267 ft2 37.8076 i n 56.5487 in 9.8967 fp s 5.4341 i n 75.2606 % 15.4225 cfs 8.7273 fps Pipe 324 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Comp uted Res u lts: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full f l ow Flowrate ............. . Fu l l flow velocity ............. . Ci r cular Depth of Flow 18.0000 in 16 .3600 cfs 0.0 250 ft /f t 0 . 0 140 1 6.030 1 i n 1 .7 671 ft2 1 .6622 f t 2 44 .4105 in 56.5487 in 9.8426 fps 5.3895 in 89 .0559 % 1 5 .4225 cfs 8.7273 fps Castlegate Subdivis ion, Section 3 , Phase 1 College Station, Texas Pipe 408 -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 veloc ity ............. . Circular Depth of Flow 27.0000 in 30.7100 cfs 0.0150 ft/ft 0.0140 19.5104 in 3.9761 ft2 3.0766 ft2 54.8697 in 84.8230 in 9.9819 fps 8.0741 in 72.2608 % 35.2214 cfs 8.8583 fps Pipe 408 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 27.0000 in 33.6100 cfs 0.0150 ft/ft 0.0140 21.0961 in 3.9761 ft2 3.3331 ft2 58.5472 in 84.8230 in 10.0837 fps 8.1980 in 78.1338 % 35 .2 214 cfs 8.8583 fps Castlegate Subdiv ision, Section 3, Phase 1 College Station, Texas Pipe 409 -10 Year Stor m Manning Pipe Cal c ulat o r Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 100 .6800 cfs 0.0057 ft /ft 0. 0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 4. 2569 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . 15.9043 ft2 10.6404 ft2 99.5174 in 169.6460 in 9.4621 fps 15.3964 in 63.4387 % 137 . 8621 cfs 8 .6682 fps Pipe 409 -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 ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 54.0000 in 147.7100 cfs 0.0057 ft/ft 0. 0140 49.3427 in 15.9043 ft2 15.2 384 ft2 137.4542 in 169.6 460 in 9.69 3 3 fps 15 .9641 in 91.3753 % 137.8621 cfs 8.6682 fps Castlegate Subd iv isi o n, S ec t ion 3, Phas e 1 Coll e g e Statio n , Texas Pipe 410 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results : Circular Depth o f Flow 54 .0000 in 109.1800 cfs 0 .0067 ft /ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 . 2623 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . 15.9043 ft2 10 .6423 ft2 99 .5286 in 169.6460 in 10.2591 fps 15.3975 in 63.4486 % 149.46 68 cfs 9.3979 fps Pipe 410 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Res u lts: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 54 .0000 in 159 .8000 cfs 0 .0067 ft/ft 0.0140 49 .0058 in 15.9043 ft2 15.1663 ft2 136.2730 in 169.6460 in 1 0 .5365 fps 16.0263 in 90.7514 % 149.4668 cfs 9.3979 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 411 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 109.1800 cfs 0.0067 ft/ft 0.0140 Depth . . . . . . . . . . . . . . . . . . . . . . . . . . . 34. 2623 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . 15 .·9043 ft2 10.6423 ft2 99.5286 in 169.6460 in 10. 2591 fps 15.3975 in 63.4486 % 149 .466 8 cfs 9.3979 fps Pipe 411 -100 Year Storm Manning P ipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Circular Depth of Flow 54.0000 in 159.8000 cfs 0.0067 ft/ft 0. 0140 Depth ........................... 49.0058 in Area ........................... . Wetted Area .................... . Wetted Pe rimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci ty ............. . 15.9043 ft2 15.1663 ft2 136.2730 in 169.6460 in 10.5365 fps 16.0263 in 90.7514 % 149.4668 cfs 9.3979 fps Castlegate Subdivision, Section 3, Phase 1 College Station, Texas Pipe 412 -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 42.0000 in 56.1900 cfs 0 .0090 ft/ft 0.0140 24.2754 in 9 .6211 ft2 5.7620 ft2 72. 5511 in 131.9469 in 9.7518 fps 11. 4365 in 57.7986 % 88.6292 cfs 9. 2119 fps Pipe 412 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slbpe .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 89.8500 cfs 0.0090 ft/ft 0 . 0140 34.9721 in 9. 6211 ft2 8.5610 ft2 96.5471 in 131.9469 in 10.4952 fps 12.7688 in 83.2668 % 88.6292 cfs 9 . 2119 fps Castlegate Subdiv ision, Section 3, Phas e 1 College Station, Tex as APPENDIXC Temporary Drainage Channel Design Calculations 33 Castlegate Subdivision Temporary Drainage Channel Calculations -Section 3 , Phase 1 Channel #1 Calculations Area 0 10 0 100 (cfs) (cfs) By-pass from Inlet 315: 0 .00 0.00 By-pass from Inl et 316 : 0.43 6 .08 From Pipe 32 1: 26 .60 30 .80 Total Flow to Temp Dra inage Channel : 27.03 36.88 Channel #2 Calculations Area# A c t c 010 0 100 (acres) (min) (cfs) (cfs) 89 A 0 .61 0 .55 10 2.90 3 .90 90A 0 .78 0 .55 10 3.7 0 4 .99 From Pipe 308 : 153 .41 2 14 .14 Total Fl ow to Temp Drai nage Channe l: 160.01 223.03 Temporary Drainage Channel No. 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 ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 27.0300 cfs 0.0040 ft/ft 0.0300 24.0000 in 2 4.0000 in 0. 5000 ft/ft (V /H) 0.5000 ft/ft (V/H) 20.1037 in 3.0154 fps 39.9735 cfs 8.9639 ft2 113. 9064 in 11.3321 in 104.4147 in 12.0000 ft2 131. 3313 in 83.7653 % Temporary Drainage Channel No. 1 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Height ......................... . Bottom width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydra ulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 36 .8800 cfs 0.0040 ft/ft 0.0300 24.0000 in 24.0000 in 0.5000 ft/ft (V/H) 0 .5000 ft/ft (V/H) 23.1479 in 3.2637 fps 39.9735 cfs 11.3000 ft2 127 .5204 in 12.7603 in 116.5915 in 12.0000 ft 2 131.3313 in 96.4494 % Castlegate Subdiv ision, Section 3, Phase 1 College Station, Texas Temporary Drainage Channel No. 2 -10 Yea r Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... ·. Flowrate ....................... . Slope .......................... . Manning's n .................... . Height ......................... . Bott o m width ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hy draulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Depth of Flow 160.0100 cfs 0.0040 ft/ft 0.0300 36.0000 in 144.0000 in 0.3300 ft/ft (V/H) 0.3300 ft/ft (V/H) 2 5.2360 in 4 . 1 413 fps 317.9446 cfs 38.6378 ft2 305.0580 in 18.2386 in 296.9453 i n 63.2727 ft2 373.7549 in 70.0999 % Temporary Drai n age Channel No. 2 -100 Year Storm Channel Calculator Given Input Data: Shape .......................... . Solving for .................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Heigh t ......................... . Bottom widt h ................... . Left slope ..................... . Right slope .................... . Computed Results: Depth .......................... . Velocity ....................... . Full Flowrate .................. . Flow area ...................... . Flow perimeter ................. . Hydraulic radius ............... . Top width ...................... . Area ........................... . Perimeter ...................... . Percent full ................... . Trapezoidal Dep t h of Flow 223.0300 cfs 0 .0040 ft/ft 0 .0300 36.0 000 in 14 4 .0000 in 0.3300 ft/f t (V/H) 0.3300 ft/ft (V/H) 30 .0231 in 4.5524 fps 317.9446 cfs 48 .9917 ft2 335.6100 in 21.0209 in 325.9584 in 63.2727 ft2 373.7549 in 83.3976 % Castlegate Subdivision, Section 3, Phase 1 Co ll ege Station, Texas EXHIBIT A Offsite Infrastructure Plan for Castlegate Subdivision 37 Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 3, Phase 1 College Station, Texas January 2001 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR l C()l\API IAf\.ICE JAN 0 5 2001 COLLEGE STATION ENGINEERING ~ 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Castlegate Subdivision, Section 3, Phase 1 , and to provide the criteria used in the design of this sanitary sewer system . The project will include the construction of approximately 2176 feet of sanitary sewer line . The line will service th e proposed development of the Castlegate Subdivision, Section 3, Phase 1, as well as the future development of Phase 2 . 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-D3034 . The proposed manholes are 4' diameter manholes, and vary from 7' to 12 ' in depth , with sewer line slopes ranging from 0.5 % to 3 .70%. The maximum distance between manholes is less than 500 feet, as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33% and 0 .50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5 , which results in the adjusted daily flow . This value is then multiplied by 3 .0 to determine the peak hourly flow . The velocities for the lines were calculated using Manning's Equation. According to the TNRCC , the minimum velocity for sewer systems flowin g full is 2.0 feet per second . As shown in Table 1, the minimum anticipated flow velocities fo r the proposed sewer lines at 50% full meet this requirement. The flow for 100 % full will not be less than the flow for 50% full; therefore , the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 fe et per second . The values in Table 1 are well below this maximum velocity. ~ • TABLE I -SEWER LlNE FLOW DATA 0 Manhole No . o f Units From Cumulat iv e Average Percent 50% Full z Size Length Slope Peak Flow Q) Number Dwelling Unit Merging Dwel ling Daily Flow Full Flow Velocity c :.J From To (in) (ft) (%) Servic es Lines Units (gpm) (cfs) (cfs) (%) (cfs) (fps) The following shaded information is for reference on ly. II has previously bee n subm itt ed. Section 4 to Manhol e 306 132 2 (S:l-3), 148 30 .83 0.0687 0 .3 090 --14 ($3-1) - 306 305 8 270.80 1.20 0 -148 30 .8 3 0 .0687 0 .3090 32.9 0.6619 3.8 "7 305 304 8 241 .80 1.50 2 -150 31 .25 0 .0696 0 .3132 31.2 0 .7400 4 .2 M (/') 304 303 8 273.20 1.50 3 2 1 (53-4) 174 36 .24 0 .0807 0 .3633 33 .8 0 .7400 4 .2 Future Development to Manhole 303 8 -182 37 .91 0.0844 0.3800 --- 303 302 8 153.60 1.00 0 -182 37 .91 0 .0844 0 .3800 38 .5 0 .6042 3.5 302 301 8 111.00 1.00 0 -182 37 .91 0 .0844 0 .380 0 38 .5 0 .6042 3.5 N 309 308 6 350 .90 1.00 8 - 8 1.67 0 .0037 0.0167 11 .8 0 .28 06 2 .9 M (/') 308 306 6 370.00 1.00 6 -14 2 .92 0.00 65 0 .0292 15 .5 0 .2806 2 .9 The following shaded information is for reference only. II has previou sly been subm itted. ~ 310 306 6 111 .87 1.00 2 2 0.42 0.0009 0.0042 6.2 0 .2806 2 .9 M - (/') 3 15 314 6 250 .60 3.70 5 4(S3-5) 9 1.87 0 .0042 0 .0188 9.2 0 .5397 5 .5 314 3 13 8 25 0.40 0 .50 3 -12 2 .50 0.0056 0 .025 1 11 .8 0.4272 2.4 "'i' 313 312 8 256 .70 0.50 4 M -16 3 .33 0 .0074 0 .0334 13 .5 0.4272 2.4 (/') 312 31 1 8 2 74.40 0 .75 4 -20 4 .17 0.0093 0 .0418 13 .6 0 .5233 3.0 311 303 8 200 .10 1.00 1 -21 4 .37 0 .0097 0 .0438 13.0 0 .6042 3 .5 '1 M 316 314 6 222.90 1.50 4 (/') -4 0.83 0 .0 019 0 .0084 7.8 0 .3436 3 .5 n =0.01 3 Re fer to construction drawings for manhole locations . 4.0 CONCLUSlONS [t is our d e te tmination based on the criteria and data develop e d that th e propos ed sewe r line will provide sufficient capacity for the anticipate d wastewater flows ge nerat ed by this deve lopm e nt and the development of S ec tion 3, Ph ase 2. 2 7 Design Report Proposed Sanitary Sewer Line Improvements for Castlegate Subdivision Section 3, Phase 1 College Station, Texas January 2001 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR ~ CO~API ll\f\ICE JAN 0 5 2001 COLLEGE STA 1 ION ENGINEERING \ . 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Castlegate Subdivision, Section 3, Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 2176 feet of sanitary sewer line . The line will service the proposed development of the Castlegate Subdivision, Section 3, Phase 1, as well as the future development of Phase 2 . 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-D3034. The proposed manholes are 4' diameter manholes, and vary from 7' to 12' in depth, with sewer line slopes ranging from 0.5% to 3.70%. The maximum distance between manholes is less than 500 feet, as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33 % and 0.50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALVES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5 , which results in the adjusted daily flow . This value is then multiplied by 3 .0 to determine the peak hourly flow. The velocities for the lines were calculated using Manning's Equation. According to the TNRCC, the minimum velocity for sewer systems flowing full is 2 .0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore , the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. I "; TABLE 1 -SEW E R LlNE FLOW DAT A 0 Ma nhole No. o f Uni ts From Cumu lative Averag e Perce nt 50 % Full z Size Length Slope Pea k Flow QI Number Dwe lling Unit Merg ing Dwe lling Da ily Flow Full Fl o w c _J From To (in) (ft) (%) Serv ices Lines Units (gpm) (cfs ) (cfs) (%) (cfs) The following shaded informa tion is for reference only. It has previously been submitted. Se ctio n 4 to Manh ole 306 132 2 (53-3), 148 30.83 0 .0687 0 .3 090 --14(53-1) 30 6 305 8 270.80 1.20 0 -14 8 30.83 0 .0687 0.3090 32.9 0 .66 19 ...... 305 304 8 241 .80 1.50 2 -150 31.25 0 .0696 0 .3132 31 .2 0 .7400 . M (/) 304 303 8 273 .20 1.50 3 21 (53-4 ) 174 36 .24 0 .0807 0 .3633 33 .8 0 .7400 Future Development to Manhole 303 8 -182 37.91 0.0844 0.3800 -- 303 302 8 153 .60 1.00 0 -182 37.91 0.0844 0 .3800 38 .5 0.6042 ' 302 301 8 111 .00 1.00 0 -182 37.91 0 .0844 0 .3800 38 .5 0 .6042 ~ 309 308 6 350.90 1.00 8 -8 1.67 0 .0037 0.0 167 11.8 0 .2806 M (/) 308 306 6 37 0.0 0 1.00 6 -14 2.92 0 .0065 0.0292 15.5 0.2806 Th e followin g shaded info rm a tion is for reference only. It has pre viou sly been s ubmitted. M c:-, 310 306 6 111 .87 1.00 2 - 2 0.42 0 .0009 0 .0042 6.2 0 .2806 (/) 315 31 4 6 25 0 .60 3.70 5 4(S3-5) 9 1.87 0 .0042 0 .0188 9.2 0.5397 314 313 8 250.40 0.50 3 12 2 .50 0 .0056 0 .0251 11 .8 0.4272 ""1" 313 312 8 256 .70 0.50 4 16 3.33 0 .0074 0 .0334 13 .5 0.4272 M - (/) 312 31 1 8 274.40 0 .75 4 -20 4 .17 0 .0093 0 .0418 13 .6 0 .5233 311 303 8 200 .10 1.00 1 -21 4 .37 0 .0097 0 .0438 13.0 0 .6042 I() c:-, 3 16 314 6 222 .90 1.50 4 -4 0 .83 0 .0019 0 .0084 7.8 0.3436 (/) n = 0.0 13 Refer to const ruction drawings fo r m anh o le lo cation s. 4.0 CONCL US lONS It is o ur d etetmin ation b ased o n the crit eria a nd d a ta d evelop ed that th e p ro posed sewer lin e w ill provide s uffi c ie nt c a pac it y fo r th e anticip ated wastew ate r flow s ge nerated b y thi s d evelo pme n t an d th e d evelo pme nt o f Sec ti o n 3, Ph ase 2. 2 Ve loci ty (f ps) - 3.8 4 .2 4 .2 - 3.5 3 .5 2 .9 2 .9 2 .9 5.5 2.4 2.4 3.0 3 .5 3.5 Name/Finn: Address: DEVELOPMENT SERVICES TRANSMITTAL LETTER f e.x.tc" -Joe Sc.b""lr<-Date: ll-1£>-Z.ooo Phone: wt:fO ... 7111 Fax: ~'rO -q7'(1 We are transmitting the following for Development Services to review and comment: (Check all that apply .): 0 Master Development Plan w/ 0 Redlines ~Development Permit App . 0 Preliminary Plat w/ 0 Redlines 0 Conditional Use Permit Er Final Plat w/ 0 Redlines 0 Rezoning Application 0 FEMA CLOMNCLOMR/LOMA/LOMR w/ 0 Redlines 0 Variance Request 0 Site Plan w/ 0 Redlines 0 Other -Please specify 0 Grading Plan 0 Landscape Plan 0 Irrigation Plan 0 Building Construction Documents w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines w/ 0 Redlines .FRASTRUCTURE AND ENGINEERING DOCUMENTS All infrastructure documents must be submitted as a complete set. The following are included in the complete s et : Er Waterline Construction Documents w/ 0 Redlines 9"' Sewerline Construction Documents w/D Redlines la" Drainage Construction Documents w/ 0 Redlines 9' Street Construction Documents w/ 0 Redlines D Easement application with metes & bounds decsription &:("Drainage Letter or Report w/ D Redlines Gr' Fire Flow Analysis w/ 0 Redlines (see.~+. I PkAse I Jow...,~to..f-ls.,..) , Special Instructions: TRANSMIIT AL LETI'ER TRANSMIT.DOC 03123/99 0 TxDOT Driveway Permit 0 TxDOT Utility Permit 0 Other -Please specify I ofl ... WC {ff) -EiJv 31 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION >plication is hereby made for the following development specific site/waterway alterations : $v..\i&iv~tph/\ 1" ~c1.<;rk • .v:.A·~-Co--.o~k.i\ itY"' ACKNOWLEDGMENTS: I. Wo.llo..u. f \U1L; ot., , design engineer/owner, hereby acknowledge or affirm that: -----~~~ ........ ~~~---------- The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station. Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application. I agree to construct the improvements proposed in this application according to these documents and the requirements of Chaprer 13 of the College Station Ci~ ~~~,w:;..,,." Property Owner(s) Contra r CERTIFICATIONS: (for proposed alterations within designated flood hazard areas.) A. L certify that any nonresidential structure on or proposed to be on this site as part of this application is designz,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 Conditions or comments as part of approval: ---------------------------- .;cordance with Chapter 13 of the Code of Ordinances of the City of College Station. measures shall be taken to insure that debris rrom construction. erosion. and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. FINAL PLAT APPLICATION FNLPAPP .DOC JnS/99 3 of3 \ \ ~:~f1Vy\ /Jc FINAL PLAT APPLICATION OP {JtJ-SC7»7 (check one) Minor _Amending ./ Final _Vacating _Replat 1De following items must be submitted by an established filing deadline date for P & Z Conunission consideration. MINIMUM SUBMITTAL REQUIREMENTS: ____!i_ Filing Fee of $200.00 . ../ Development Permit Application Fee of $100.00 (if applicable). -:;r Infrastructure Inspection Fee of $300. 00 (applicable if any public infrastructure is being constructed.). ~Application completed in full . ~Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review .) --==-One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). _L_ Paid tax certificates from City of College Station, Braros County and College Station I.S .D . ~A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. _L_ Two (2)copies of public infrastructure plans associated with .~ plat (if applicable). APPLICATION DATA APPLICANf /PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name G<U.N\S J?oM<~ uM"fh-h"~ 1 Ltd. -~o.fuu pb.illip'> street Address 5 010 A~u.st" () ai.t.. City (o ll~e $±Jim State 1"){. Zip cocfe 11'b4-S E-Mail Address ----------- Phone Number 'l11 .. ~~ 2 -1f>'?O Fax Number '114 -(pj0-1~ / 25$ .. 4-41<1 r ~Lt-PROPER1Y OWNER'S INFORMATION: Name th~t.c..w, Vr4k(~ lnJ"t.~klz 1 L:f-J. Street Address 5 0 \ 0 ~u ~S"'-C. \cc.Lt. City u Ll~e 5taii B"V' State T~ Zip Code 119JA$ Phone Number q11, (/l';.-1'0'?0 E-Mail Address ----------- Fax Number __,~~J~q-~~~~~0~--1~¥0:...w.wO'--------- ARCIDTECT OR ENGINEER'S INFORMATION: Name 1°.R.'.j.C.oVl -(.,.h>e Sck.vJ.\-~ l e. E. StreetAddress \101 Cqc~ 1<). City (p~ &t"1z '&-l-\. State T'£ Zip Code ] 1f34S E-Mail Address 'ioesdu.l+.~. (!? ±excm . ne.-.f- J Phone Number "l1 ~ -fu'W '"' 1] l\ Fax Number _Cf.~1L.l'lL..---""bc.L!'fO~--'tµ7_J_1_J_7 _______ _ FINAL PLAT APPLICATION I ofJ r 'OTAL ACRES OF SUBDIVISION l' · Z.." fUMBER OF LOTS BY ZONING DISTRICT • R-0-W ACREAGE 3 .5l'f Z6 tW=iJ TOT AL # OF LOTS / ---- • VERAGE ACREAGE OF EACH RESIDENTIAL LOT BY ZONING DISTRICT: D,b,{ I (?W· \t I I I __ LOODPLAIN ACREAGE Q. fe 2.. 1ARKLAND DEDICATION ACREAGE _ __..0'----OR FEE AMOUNT ____ _ tJo ----- ---''-- l STATEMENT ADDRESSING ANY DIFFERENCES BE'IWEEN THE FINAL PLAT AND APPROVED MASTER >EVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): No~e.. rnQUESTED VARIANCES TO SUBDMSION REGULATIONS & REASON FOR SAME ______ _ &S·1x .\:n £1)J) .. ~ b"'~ St<LnJkJs REQUESTED OVERSIZE PARTICIPATION of.fu;t... \'.l~~~,v.... ,dwj vW-}\d g.. o. uJ. of ~(O~OtU StaXL ili+~~ A-0 TOTAL LINEAR FOOTAGE OF PROPOSED: _t.'-f. ___ S_._1_,_I _STREETS 1 O SIDEWALKS --~-- __ --z._, to~~~-SANITARY SEWER LINES :Z.1 5'1 I WATERLINES --,,~A,_~,~-CHANNELS {-\"~"'~1) _ _..l+-,40-=--=f> __ STORM S~RS _ ...... \,._.,1 ....... oo..___ :SIK.I! hMffiS I PA11IS NOTE: DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITIED PRIOR TO FILING. 1he applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto are true, correct and complete. 1he undersigned hereby requests approval by the City of College Station of the above identified final plat. /2-d-oo Date FINAL PLAT APPLICATION 2 of3 -- ---- -- - l of3 mi s FORM R E PLACES PR E VI O U S FO RM 35 10 -G (0 -90 ) ·------1-0<m l\p p rovod . ( Seo R c v orsc fo r Ins truc tions Unitod St ato s E nvironmontal Pro<oa<on AQ<Jrx::y Wa shington_ DC 20460 NPOES FORM OEPA Notloc of Intent (NOi) for S torm Water Disc harges Ai;.s oclatcd wr u CONSffiUCTION ACTIVITY Undc< a Nf>OES Gcnoral Permit Sl.bmission ot th is Notioo ot lntont oonstitutos notice that tho party idontiriod in Soclioo I ol this lorm inloods to l>o autho rli:od by a N P (or storm wator <f<Sdlar<JOS associated with construction activity in tho Stalollndian Country Land idonl.ifiod lo Sociion U o( this lo<rn. SUxn o( lnlont also oonstiMos notico lt\at lho party ldonl.ifiod in Section I or this Corm moots lho oli9ib1lity <OQvlromonts in Part 1.8. o( tho qonoi !hose rola1ed lo protodioo o( oodangernd &pocios do<ermlnod through tho procoduros In Addoodum Ao( tho gonoral pormit). uodo rsta au<horixatioo lo <f<Sdlargo Is c:ontingont on maitlta1nlng pormit eligaJllity. and lt\al imp{omonta!ioo o( lho Slorm Wator Poaution Provuotion I Part rv o( tho gono<al pomllt will bo<Jin al tho limo tho po<mittoo ex><nmoocos ¥<Qr1( on tho construction project idon(ifiod in Socion II bok OBTAIN AUTI-iOAIZATION. ALL INFORMATION AEOOESTEO MUST BE INCLUDED ON mis FOAM. SEE INSTRUCTIONS ON I. Owner/Opcrst0< (Appllcanl) lnfoonation Namo : 111f1/\?101f\li I <ne 1r-J1G-1~A,i.1 iC-10t11T 1G-A1c I r,o 1~J1 Address: 11 111 01]1 d,1£?d\fiiA-1(!j 1fl101lt1P1 I I I City: Stale : {[j_1J I I I Status o( OwnoclC)f II . Profec1/Slte lnfocmstl<>n Is the facility Covnlly Lane Pro/ectNamo: 1l;A.S1"T1L,§G1A1T1lf1 ,_s,q,G,£l1JiU1lJS1I1J.)1fV1 I I I I I I I I Yo Project Address/Location: W10 I ( rh~1 IS> 1F1 ,G 1< IC r<: l"-P I iP1r ,o.:, i Ir I,· I c I I e, 0 JI\ iO I I I I. 101 .. City: (yt)l,l1l1~1€t 151f1f\if1Ji01N1 I I I I I I State: [[r{J ZJpCodo: 17171\?r:fi . I c< o ( • Latitu00:1310(l~fl10f Lon<Jitu00 :l 1</1'1lf1bfl1()f County:J3'1R.1A.12-101S1 1 I I I 11 I Has the Storm Waler Pollution Prevention Plan (SWPPP) been prepared? Yos g----No 0 Opcjonat Add.rass or locatioo of SWPPP lo< viewioq SWPPP 0 Address in Section II above 0 Other address Phone : A.dd<es:s :~l~~~~~_.__.__.__.__.__._....._....._....._....._....._....._....._....._....._....._....._....._~l~l~l__.1__.I__.__._.__, I I I I I Name at Receivilg Watec: t/10101 II yo10101 fO 1'f (Ji()t~1C10 ,/f ....,,. 0.,. Mow Ab1lh 0q KJM Es6mated Construdion Stact Date Estimated~ Date Estimate at area to be disturbed (lo nearest aae): I I I I I Z i5J Estimate at llkeihood of Oischanie (choose only one): 1. 0 Uolilcely 2 . 0 Oncu po< month fll . Cectltkatlon 3. ~Once po< wool( •. 0 Once poc day S. 0 Continual State: LLJ I I I I I Based on instrudion p«Mded io Mdeodum A tll9nl any isted ondangeced oc lhreateoed spec cri(ical habitat in the pro;ect area? YesEJ No~ I haw salisfied permit eigbClity with rogatd to 1 oodangered species lhrour,11 f1G indicated socOO at the po<mit (cfledc one o< mo<o boms): ca1~b1D cc>O (d ) I certify uncle< penal(y o( law 1hat this documenl and all attactiments wo<e pc-epacod under my di<ectioo or supo!Vision in aococda r desiqnod lo aSS1Ke ltlat qualiflod pecsonoel pc-opeciy qather and evaluate tho infocmatioo submitted. Based on my inquiry or the pers< manage Chis system. o< lflOSe po<soos diredly respoosl>Ce foe qathoring the info<malion. the info<malion Slbmittod is. to tho t>ost ot n l>olio( lrue. accurate. and complete . I am aware lhal lho<o are si<Jnificant penal1ios foe stbmittin9 falso infocmatioo. including the po: imcxisonmont roe lcnowing violations . Dato : I 01'l.I 1 Siq<uture : (PA Fo<m JS10-9 rO(>lacoo 3510~ (6 -96)