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HomeMy WebLinkAbout1 DP Twin City Church of Christ 03-78 810 Southwest PKWY EDRAINAGE REPORT FOR TWIN CITY CHURCH OF CHRIST College Station, Texas PREPARED FOR: Twin City Church of Christ 810 Southwest Parkway East College Station, Texas 77840 PREPARED BY: ASH & BROWNE ENGINEERING, INC. P .0. Box 10838 College Station, Texas 77842 October 2003 ABEi No. 1000030 0 COPYRIGHT 2003, Ash & Browne , Engi neering, Inc. TAaLE OF CONTENTS GENERAL LOCATION AND DESCRIPTION Locat ion ............................................................. 1 Description of Property ................................................. 1 Proposed Improvements ................................................ 1 DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description .................................. 1 DRAINAGE DESIGN CRITERIA Regulations .......................................................... 2 Development Criteria Reference and Constraints ............................. 2 HYDROLOGICAL CRITERIA Runoff Calculation Method .............................................. 2 Hydraulic Criteria ...................................................... 2 Detention and Storage Calculation Method .................................. 2 DRAINAGE FACILITY DESIGN General Concept ...................................................... 3 Table 1.1 Runoff Quantities Existing Conditions and Developed Conditions without Detention Table 1.2 Runoff Quantities for Basin #3 Point of Study Existing Conditions and Developed Conditions with Detention CONCLUSION Compliance with City Standards .......................................... 4 Effectiveness of Drainage Design ......................................... 4 Explanation of the Effectiveness of Existing and Proposed Improvements ................................. 4 FIGURE#1 LOCATION MAP FIGURE#2 EXISTING DRAINAGE CONDITIONS FIGURE#3 PROPOSED DRAINAGE CONDITIONS FIGURE#4 STAGE STORAGE CURVE FIGURE "116 2-YEAR STORM EVENT HYDROGRAPHS FIGURE#? 5-YEAR STORM EVENT HYDROGRAPHS FIGURE #8 10-YEAR STORM EVENT HYDROGRAPHS FIGURE#10 50-YEAR STORM EVENT HYDROGRAPHS FIGURE #11 1 OD-YEAR STORM EVENT HYDROGRAPHS A TI AC HM ENT #1 CALCULATIONS CERTIFICATION "I, J . Dale Browne, Jr, certify that this report for the drainage design of site plan for the Twin City Church of Christ was prepared by me in accordance with the provisions of the City of College . Station Drainage Policy and Design Standards for the owners thereof." Licensed Professional Engineer State of Texas No. 81890 Drainage Report October 2003 Twin City Church of Christ DRAINAGE REPORT GENERAL LOCATION AND DESCRIPTION Location The proposed site consists of Lot 2 of Southwest Crossing, Phase Ill in the City of College Station. The property is located at 81 O Southwest Parkway in College Station. Refer to Figure #1 for the project Location Map. - The nearest primary drainage-way, Bee Creek, is located to the south. The property is located in the unshaded Flood Zones "X" as shown on FIRM (Flood Insurance Rate Map) map, Map Number: 48041C0144 C, effective date of July 2, 1992. Refer to Figure #1 for the project location with regarding to the FIRM map. Description of Property The site contains 2.30 acres consisting of an existing 6,765 s.f. building, concrete parking lot and grasses/lanascaped areas. There are no primary or secondary drainage-ways located within the site. The site consists of three drainage basins. Basin #1 sheet flows into Southwest Parkway. Basin #2 collects runoff in the parking lot and is conveyed to the main entrance and discharged into Southwest Parkway. Basin #3, a majority of the site, conveys stormwater over the site from the northwest to the southeast corner of the property at which point it is discharged off of the site and onto the property to the east. Once the runoff is on the adjacent property, the water is conveyed to Bee Creek. Proposed Improvements The .proposed project will involve the construction of a single story structure and associated parking facilities . The drainage from this development will be discharged into Southwest Parkway and onto the property to the east of the development. The stormwater that will be discharged onto the adjacent property will be routed through a detention facility prior to its release . DRAINAGE BASINS AND SUB-BASINS Primary and Secondary Basin Description The property is located within the Bee Creek Drainage Basin as set forth in the City of College Station -"Drainage Policy and Design Standards" (Policy). Figure #2 and #3 shows the existing/proposed basins within the property and how the runoff is conveyed off of the site . 1 Drainage Report October 2003 Twin City Church of Christ DRAINAGE DESIGN CRITERIA Regulations No deviations were taken from the City's Policy when this report was composed. Development Criteria Reference and Constraints No prior reports or investigations were reviewed as part of this report. Since no other reports were reviewed or available, this report looks at the impact that the proposed development will have on the adjacent property and Southwest Parkway . Because a majority of the runoff from the site flows onto the adjacent property to the east, a "Point of Study" for Basin #3 was taken at the southeast corner of the property. After development, the peak flow at this location will be kept near equal to or below the current conditions . The main constraint that effects the development is the lack of secondary drainage facilities near the subject site. The lack of a subsurface drainage system within the area dictates that detention of additional runoff is required to keep from impacting adjacent property owners. Therefore, a majority of the runoff from the subject site will be transported to the parking lot and then to a detention facility that will release the runoff at a controlled rate. HYDROLOGICAL CRITERIA Runoff Calculation Method Runoff for all areas was calculated based on the "Rational Method". The runoff coefficients of 0.35 and 0.90 were used for pervious areas (i.e. grassy areas, landscaping , etc.) and impervious areas (i.e. streets, structures, etc.), respectively. The pre-developed and post-developed composite runoff coefficient for each basin is shown on Figures #2 and #3. Intensity was determined based on the City of College Station Intensity Duration Frequency Curves and the calculated time of concentration (with 1 O minutes as a minimum) for each drainage area. The runoff for pre-developed and post-developed condition for Basins #1 and #2 was determined with Quattro Pro spreadsheet program. Because Basin #3 will require a detention facility, Hydraflow "Hydrographs V . 6 .02" was utilized to route the post-developed stor.mwater flow through a detention pond. Hydraulic Criteria There will be no stormwater drainage facilities (i.e. stormsewer, street flow, etc.) as part of this development. Detention and Storage Calculation Method Detention and storage facilities will be required for this development so that the adjacent property is not impacted by the increase in storm water runoff. The size of the detention facility was determined with Hydraflow software program "Hydrographs V . 7 .0". The size of the proposed 2 Drainage Report October 2003 Twin City Church of Christ detention facility was determined based on the storage and discharge characteristics of the proposed detention facility. Refer to Figures #4 and #5 for the stage storage curve and stage discharge curves , respectively. Refer to Figures #IS through #11 for the hydrograph ~urves for all site conditions. Refer to Attachment #1 for the hydrograph data that was used to generate the graphs. DRAINAGE FACILITY DESIGN General Concept As stated previously, the site consists of three drainage basins. The amount of area contributing to Basins #1 and #2 have been decreased which will decease the amount of runoff that is going · to Southwest Parkway. Basin #3 drains a majority of the site to the southeast corner of the property where it is discharged onto the .adjacent property. Due to the lack of any secondary drainage facilities within or adjacent to the project site, the post-developed stormwater runoff from the site must also be discharged from the site at the same location. Under present conditions , all runoff from the site has been determined . The following table illustrates the impact the proposed development will have on Southwest Parkway and the adjacent property if detention is not provided . - Table 1.1 Runoff Quantities Existing Conditions and Developed Conditions without Detention Basin Existing Runoff Proposed Runoff Increase/( Decrease) (cfs) (cfs) (cfs) Stonn Frequency (yr) Stonn Frequency (yr) Stonn Frequency (yr) 2 5 10 2S so 100 2 5 10 25 so 100 2 5 10 2S so 100 ~ 0 .25 0 .30 0 .34 0 .38 0 .43 0 .45 0 .21 0.25 0.28 0 .33 0 .37 0 .38 (0 .04) (0 .05) (0 .06) (0.05) (0.06) (0 .07) 2 .88 3 .51 3 .94 4 .50 5 .08 5 .31 1 .73 2 .10 2 .36 2 .69 3 .04 3 .18 (1.15) (1.41 ) (1 .58) (1 .81) (2 .04) (2.13) 2 .70 3 .38 3.85 4 .43 5 .04 5 .26 8.52 10.36 11 .63 13.28 15.01 15.68 5.82 6 .98 7 .78 8 .85 9 .97 10.42 Based on the above information, Basins #1 and #2 will not required detention. Basin #3 will have a significant increase in runoff due to the proposed development; therefore, a detention facility is requ ired . The following table shows the post-development runoff at the Point of Study for Basin #3 after it has been is routed through the proposed detention facilities: 3 Drainage Report October 2003 Twin City Church of Christ Table 1.2 Runoff Quantities for Basin #3 Point of Study Existing Conditions and Developed Conditions with Detention Existing Runoff Proposed Runoff lncrease/(Decrease) (cfs) (cfs) (cfs) Storm Frequency (yr) Storm Frequency (yr) Storm Frequency (yr) 2 I 5 I 1 o I 25 I so I 1 oo 2 I s I 1 o I 25 I 50 I 1 oo 2 I 5 I 1 o I 25 I 50 l 1 oo I 2 .10 I 3 .38 I 3 .85 I 4 .43 I 5 .04 I 5 .26 I 2 .54 I 3 .21 I 3 .68 I 4 .11 I 4 .73 I 4 .95 I (0 .16) I (0 .111 I (0 .1:0 I (0 .26) I (0 .31) I (0 .31 11 As can be seen from the above table, the proposed development with the detention facility will decrease the amount of runoff that is currently being discharged at the Point of Study for ~asin #3 . CONCLUSION Compliance with City Standards From the information that is presented in this report, we have shown that the development of this site will meet the City's policy. Effectiveness of Drainage Design The proposed drainage plan shows how the stormwater will be conveyed onto the adjacent street and property. The installation of a detention facility for the Basin #3 will help control runoff being discharged onto the adjacent property. Explanation of the Effectiveness of Existing and Proposed Improvements The creation of the detention facility for this project allows the increase in runoff to be deta ined on site so that the discharge off of the site is less than the existing undeveloped conditions. Upon review of the design calculations , the detention facilities will be capable of handling all storm events from a 2-year storm to a 100-year storm . 4 PROJECT SITE SCALE: 1 • -500' 0 250' SOC' 1000030-008-01 ZONEX FIGURE#1 TWIN CITY CHURCH OF CHRIST LOCATION/FEMA MAP ASB lk BBOWIY.E ErtGIJYEEIUJYGI me. Enginem and Conluilllnl! P .O. Box 101f38, College Station, TClla! 17842 919-846-6914 877-245 -4839 FlllC 979-845-8914 SOUTHWEST PARKWAY DRAINAGE BASIN f3 ...._ \ I I I LEGEND --285-- -:>-:>- EXISTING CONTOUR FLOW PATH FOR Tc CALCULATIONS )";:~~(_EXISTING t=~.=-..., BUILDING / SCALE: 1 • • 60' 0 15' JO' DO' 1000030-004-01 -~- DRAINAGE BASIN 1/2 NOJE(S): 1. DRAINAGE BASIN 1 STORMWA~ RUNOFF SHEET FLOWS TO SOUlHWEST PAAKWAY. AA.EA: 0.13 AC. C: 0.30 Tc: 10 min. 2. DRAINAGE BASIN 2 STORMWA~ RUNOFF FLOWS SOUlHWEST PARKWAY VIA DRIVEWAY. AA.EA: 0.44 AC. 0 0.90 0.20 AC. 0 0.30 C (COMPOSllE): 0 .71 Tc: 10 min. 3. DRAINAGE BASIN 3 STORMWA~ RUNOFF FLOWS TO SOUlHERN CORNER OF PROPERTY. AA.EA: 0.53 AC. 0 0.90 1.00 AC. 0 0.30 C (COMPOSllE): 0.51 Tc: 30 min. FIGURE #2 TWIN CITY CHURCH OF CHRIST EXISTING DRAINAGE CONDITIONS ASll lk IJBOWI'lE EIYGIIYEEBil'lCi1 IJYC. Engineen and Consultants P.O. Box 10838, College Station, Texas 77842 979-846-6914 !!77-24S-4839 Fax: 979-846-8914 DRAINAGE BASIN §3 DRAINAGE BASIN #1 LEGEND SOUTHVVESTPARKWAY --285 --EXISTING CONTOUR --•--PROPOSED CONTOUR -:>-:>-PR POSED FLOW PATH ' I \ DRAINAGE BASIN /12 NOJE{S): 1. DRAINAGE BASIN 1 STORMWA 1ER RUNOFF SHEET fl..OWS TO SOUTHWEST PAAKWAY. AREA: 0.11 AC. C: 0.30 Tc: 10 min. 2. DRAINAGE Bt§!N 2 . 3. STORMWA 1ER RUNOFF fl..OWS SOUTHYEST PARKWAY VIA DRIVEWAY. AREA: 0.27 AC. 0 0.90 0.10 AC. 0 0.30 C {COMPOSITE): 0.74 Tc: 10 min. ~· .. --.. . DRAINAGE BASH 3 STORMWA 1ER RUNOFF fl..OWS TO SOUTHERN CORNER OF PROPERTY. AAEA: 1.32 AC. 0 0.90 0.50 AC. 0 0.30 C {COMPOSITE): 0.74 Tc: 10 min. / SCALE: 1 • • 60' o 15' JO' eu 1000030-005-01 FIGURE #3 TWIN CITY CHURCH OF CHRIST PROPOSED DRAINAGE CONDITIONS ASH lit BRO.WIYE EIYGil'IEERllYG, IlYC. Engineers and Consultants P.O . Box 10838, College Station, Tc:iw 77842 97~46-6914 877-245-4839 Fa><: ~14 287.00 286.50 c 0 +:I 286.00 ro > Q) w 285.50 285.00 0 0 TWIN CITY CHURCH OF CHRIST Figure #4 -Stage Storage Curve -------- ~ ~ --------v ~v / I r 5,000 10,000 Storage (cf) 15,000 - 20,000 287.00 286.50 c 0 +::; 286.00 ro > Q.) w 285.50 285.00 TWIN CITY CHURCH OF CHRIST Figure #5 -Stage Discharge Curve ---------------------- ----------- ~ ~ / / ,J v / / / I I 0 0 2 4 6 8 Discharge (cfs) -- 10 TWIN CITY CHURCH OF CHRIST Figure #6 -2-Year Storm Event 0 10 20 30 40 50 60 70 80 90 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention TWIN CITY CHURCH OF CHRIST Figure #7 -5-Year Storm Event i o ~~-+---"-"--~~~--+~-'---+~---+----:--:--+-~-1-~~ 0 10 20 30 40 50 60 70 80 90 Time (min.) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention TWIN CITY CHURCH OF CHRIST Figure #8 -10-Year Storm Event 12 ~~~~~~~~~~~~~~~-,---~~ ~I. j. i\L ... 1 J.t 10 --+--------~-+--~>------+~---+-~--+-~-+-~-+-~~ t-t +-+ +-+ + -+ r + + + t t t I T -1-+ r ~ I l +---+-+i ~ 8 --+-----+--'-'--+---"--'-->--~~-"--,--1--C---+---C--!-~-+-~~ ~ 1 -+--+---+--t---+--+ + t + j 11 i--+--+--+----- ro 6 -+----+-~--~r----t~--+~---+-~--+-~-t--c-~ ~ +--+--+--f----+ + t r 1 +-+-~1 ~ 4 ~~-t--~~~r----t~--+~---+-~--+-~-t--c-I ~ t t r t 0 10 20 30 40 50 60 70 80 90 Time (min.) -Existin g Conditions -Developed Conditions -Developed Conditions w /Detention 14 12 .-10 ~ (.) ~ 8 -ro a::: 6 3: 0 LL 4 2 0 TWIN CITY CHURCH OF CHRIST Figure #9 -25 -Year Storm Event i I j -t t J __ I -f _L I \ I I ~ -I I - I I I \ +tH -r4+ ~-tr H+ I +t-H-I I I-f-->--I I j \ I I I ' I I I +ft I I I I , \ I I I I I I f ~-11 P ~ d' 111-l++-4-++r -1-p L rtt ' I ' I I I I I I I I ' I I I \ I I I I I I I ~ ~-I ::pl~ ..,.,.~ "l --...... ~~ -t +w r-.. , ~-..L..._ ,_ ~ r-.... \ , .... -1_ J! " .. v ,, ,_...,,, 1' i ,-,...,... -{..,: -~ I I (__ ~ Iii" ' - ' I I I -H-H +t+-- l+t - I I I +t rt --+--i--ll 0 10 20 30 40 50 60 70 80 90 Time (min .) -Existing Conditions -Developed Conditions -De veloped Conditions w/Detention 16 14 12 -(./) u 10 --Q) +J 8 Cts 0::: ~ 6 0 u.. 4 2 0 0 TWIN CITY CHURCH OF CHRIST Figure #10 -50-Year Storm Event -t +t + r + r r + ___,_ -r -+-+ l --+ t----+ l 10 20 30 40 50 60 70 80 90 Time (min.) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention ..- TWIN CITY CHURCH OF CHRIST Figure #11 -100-Year Storm Event 16 -.-~-.--~-,--~-r-~-.--~---,-~--r-~----,--~-.-~~ tl l+j--+-1-+ 14 -+-~~-+-r--+-+-~I --t---,----r----+-~-t--'---+-+-1 ~~'~~~ t +-+-+-+-12 -+----+-----+-~-+--~--+-~-t--'---+-~-+-~-+-~~ + r -1--1-+ +-"' 010 -+-~-+-__.-+-+-~-+---'----+--r---t-~-+-~-+-~-+---"-~ ~ -l--4+t t+ r ~l -+--+ ro 8 -+-----+-~-----~-+-~-+-~-+---'-----+-~~~--+~----< 0:::: t+ +r r+ -1-t ~ 6 -+---,~-+-,~~~--+-'-~--+-1 -1 --+~~~~.__-1 -+-~~ ~ I j-+--+---i 4 --+--+~--+-~~~--+-~~=--.::,--+---;--+--7--+~~~~ 2 -t/L~~:J__+-1-+-\-µ+~J+-i---t::::+::~~~+-+...,...k~~ o ~~-+--_;_-1--_;_-1-~--1-_:___-1-__;_----+--~---+-~~~-=--< 0 10 20 30 40 50 60 70 80 90 Time (min .) -Existing Conditions -Developed Conditions -Developed Conditions w/Detention Drainage Report Twin City Church of Christ ATTACHMENT#1 CALCULATIONS October 2003 By: JOB TWIN CITY CHURCH OF CHRIST RATIONAL DRAINAGE CALCULATIONS DRAINAGE BASIN #1 EXISTING AND PROPOSED CONDITIONS October 2003 ABEi # 1000030 DRAINAGE AREA TYPES EXISTING Area Runoff Coefficient {acres} Grassy/landscaped Areas (Pervious) 0.1300 0.30 Grassy/Landscaped Areas (Pervious) Total : 0.1300 0.300 Existing Flow Path Description Length Slope Data Slope (ft) Beain Elev. End Elev. (%) Overland Flow 52 290 .00 289.00 1.92 Proposed Flow Path Descriptio n Length Slope Data Slope (ft} Begin Elev. End Elev. (%) Overland Flow 36 289.00 288 .00 2 .78 Time of Concentration Tc Used PROPOSED Area Runoff Coefficient (acres} 0.11 0 .30 0.1100 0.300 Velocity T ime (fps} {min .} 0.5 1.7 TOTAL: 1.7 Velocity Time (fps} (m in.} 1.0 0.6 TOTAL: 0.6 Existing Conditions (10 min.} I 1.7 min. 10.0 min. Intensity= b/ (Tc+ d)"e Proposed Conditions (10 min.} I 0 .6min . 10.0 mi n. Storm BRAZOS COUNTY Period Existing Proposed Exlstina Proposed Increase b d e Intensity Intensity Runoff Runoff (Year} (in/hr} (in/hr} (cfs} (cfs) (cfs) 2 65 8.0 0.806 6.3 6.3 0.25 0.21 -0.04 5 76 8.5 0 .785 7.7 7.7 0.30 0.25 -0 .05 10 80 8.5 0.763 8.6 8.6 0.34 0.28 -0.05 25 89 8.5 0.754 9.9 9.9 0.38 0.33 -0.06 50 98 8.5 0.745 11 .1 11 .1 0.43 0.37 -0.07 100 96 8.0 0.730 11 .6 11 .6 0.45 0.38 -0.07 Note: Detention is not required . By: JOB TWIN CITY CHURCH OF CHRIST RATIONAL DRAINAGE CALCULATIONS DRAINAGE BASIN #2 EXISTING AND PROPOSED CONDITIONS October 2003 ABEi # 1000030 DRAINAGE AREA TYPES EXISTING Area Runoff Coefficient (acres) Grassy/Landscaped Areas (Pervious) 0.20 0.30 Pavement, Building, etc. (Impervious) 0.44 0 .90 Grassy/Landscaped Areas (Pervious) Pavement, Building, etc. {Impervious) Total : 0.6400 0 .713 Existing Flow Path Description Length Slope Data Slope (ft) Begin Elev. End Elev. (%) Shallow Concentrated Flow 338 289.50 287.25 0.67 Proposed Flow Path Description Length Slope Data Slope (ft) Begin Elev. End Elev. (%} Shallow Concentrated Flow 212 NA NA NA Time of Concentration Tc Used PROPOSED Area Runoff Coefficient (acres) 0 .10 0.30 . 0 .27 0.90 0 .3700 0 .738 Velocity Time (fps) (min.) 1.0 5.6 TOTAL: 5.6 Velocity Time (fps) (min .) 1.5 2.4 TOTAL: 2.4 Existing Conditions (1 O min.) I 5.6 min. 10.0 min. Intensity= b/ (Tc+ d)"'e Proposed Conditions (10 min .) I 2.4 min. 10.0 min . Storm BRAZOS COUNTY Period Existing Proposed Existing Proposed Increase b d e Intensity Intensity Runoff Runoff (Year) (in/hr) (in/hr) (cfs) (cfs) (cfs) 2 65 8.0 0.806 6.3 6 .3 2.88 1.73 -1 .16 5 76 8.5 0.785 7.7 7.7 3.51 2 .10 -1.41 10 80 8 .5 0.763 8.6 8.6 3.94 2.36 -1 .58 25 89 8.5 0 .754 9.9 9.9 4.50 2 .69 -1 .80 50 98 8.5 0.745 11.1 11.1 5.08 3.04 -2 .04 100 96 8.0 0 .730 11.6 11 .6 5.31 3 .18 -2.13 Note: Detention is not required. Reservoir Report Reservoir No. 1 -Pond Pond Data Page 1 Hydraftow Hydrographs by lntelisolve Pond storage is based on known contour areas. Average end area method used. Stage I Storage Table Stage (ft) 0 .00 0 .35 0 .85 1.35 1.85 Elevation (ft) 285.15 285.50 286.00 286.50 287.00 Contour area (sqft) 00 1,749 6,356 14,720 24,544 Culvert I Orifice Structures [A] [B] [C] [D] Risein = 9 .0 0 .0 0.0 0.0 Span in = 9 .0 0 .0 0 .0 0 .0 No. Barrels = 1 0 0 0 Invert El. ft = 285.15 0 .00 0 .00 0 .00 Length ft = 0.0 0.0 0 .0 0 .0 Slope% = 0 .00 0 .00 0 .00 0 .00 N-Value = .013 .013 .000 .000 Orff. Coeff. = 0 .60 0 .60 0 .00 0 .00 Multi-Stage = n/a No No No Stage I Storage I Discharge Table Stage Storage Elevation ClvA ClvB ft cuft ft cfs cfs 0.00 0 285.15 0.00 0 .35 306 285.50 0.53 0 .85 2 ,332 286.00 1.87 1.35 7,601 286.50 2 .67 1.85 17,417 287.00 3 .29 • Iner. Storage (cuft) 0 306 2,026 5,269 9,816 Total storage (cuft) 0 306 2 ,332 7 ,601 17,417 Weir Structures [A] [B] Crest Len ft = 2 .50 0 .00 Crest El. ft = 286.30 0 .00 WeirCoeff. = 3 .33 o_oo Weir Type = Rect Multi-Stage = No No [C] [D] 0.00 0 .00 0 .00 0.00 0 .00 0.00 No No Exfiltratlon Rate = 0.00 ln/hr/sqft Tailwater Elev. = 0.00 ft Not&: All outflows have been analyzed under inlet and outlet control. ClvC ClvD WrA WrB WrC WrD Exfil Total cfs cfs cfs cfs cfs cfs cf s cfs 0 .00 0 .00 0 .00 0.53 0 .00 1.87 0 .74 3.42 4 .88 8 .16 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Timeto Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 2 .70 1 . 30 7,298 - --DB #3 Ext . 2 Rational 8 .52 1 10 7,668 ---DB#3 Pro . 3 Rational 9 .87 1 10 8 ,885 ---DB#3 Pro. 4 Reservoir 2 .54 1 25 8 ,883 3 286 .34 5 ,966 Pond ·. Proj . file: Drainage Calculations.pFPleturn Period: 2 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve Hydrograph Report Hyd. No. 1 DB #3 Ext . Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 2 yrs = 1.5 ac = 3.464 in/hr = Brazos. IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 0 .18 5 0.45 8 0.72 11 0 .99 14 1 .26 17 1 .53 20 1 .80 23 2 .07 26 2.34 29 2.61 32 2 .61 35 2.48 38 2.34 41 2.21 44 2.07 47 1 .94 50 1.80 53 1.67 56 1.53 59 1.40 62 1.26 65 1.13 68 0 .99 71 0 .86 74 0 .72 77 0 .59 80 0.45 83 0 .32 86 0.18 ... End Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge = 2 . 70 cfs Time interval = 1 min Runoff coeff. = 0.51 Time of cone. (Tc) = 30 mi n Ase/Rec limb fact = 1 /2 Hydrograph Volume = 7,298 cuft Hydrograph Report Hyd. No. 2 DB #3 Pro . Hydrograph type = Rational Storm frequency = 2 yrs Drainage area = 1.8 ac Intensity = 6.327 in/hr IDF Curve = Brazos .IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 0 .85 4 3 .41 7 5 .96 10 8.52 << 13 7 .24 16 5 .9? 19 4 .69 22 3.41 25 2 .13 28 0 .85 ... End Page 1 Hydraflow Hydrographs by lnteli solve Peak discharge = 8.52 cfs Time interval = 1 min Runoff coeff. = 0. 7 4 Time of cone . (Tc)= 10 min Ase/Rec limb fact = 1/2 Hydrograph Volume = 7,668 cuft Hydrograph Report Hyd. No. 3 DB #3 Pro . Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 2 yrs = 1.9 ac = 6 .327 in/hr = Brazos .IDF Hydrograph Discharge Table Time --Outflow (min cfs} 1 0 .99 4 3.95 7 6 .91 10 9.87 << 13 8 .39 16 6.9.1 19 5 .43 22 3.95 25 2 .47 28 0 .99 ... End Page 1 Hydraflow Hydrograph s by lntelisolve Peak discharge = 9.87 cfs Time interval = 1 min Runoff coeff. = 0 .83 Time of cone . (Tc)= 10 min Ase/Rec limb fact = 1/2 Hydrograph Volume = 8,885 cuft ;·'. Hydrograph Report Hyd. No. 4 Pond Hydrograph type Storm frequency Inflow hyd . No. Max. Elevation = Reservoir = 2 yrs = 3 = 286.34 ft Storage Indication method used . Hydrograph Discharge Table Time Inflow Elevation ClvA (min) cfs ft cfs 3 2.96 285.43 0.38 6 5 .92 285.65 0 .91 9 8.88 285.93 1 .71 12 8 .88 286.10 2.05 15 7 .40 286.20 2.23 18 5 .92 286.28 2.35 21 4.44 286 .32 2.42 24 2.96 286.34 2 .45 27 1 .48 286.34 2 .44 30 0.00 286.31 2.40 33 0 .00 286.27 2.33 36 0 .00 286.23 2.27 39 0 .00 286 .19 2 .21 42 0.00 286.15 2.15 45 0 .00 286.12 2.08 48 0 .00 286.08 2 .02 51 0.00 286 .05 1.96 54 0 .00 286.02 1 .90 57 0 .00 285 .96 1 .78 60 0 .00 285.88 1.60 63 0.00 285 .82 1 .39 66 0.00 285.76 1.21 69 0.00 285.71 1.07 72 0 .00 285 .66 0 .94 75 0.00 285.62 0.84 78 0 .00 285.59 0 .74 81 0.00 285 .56 0.67 84 0 .00 285.53 0 .60 87 0 .00 285 .50 0.54 90 0.00 285.43 0.37 93 0 .00 285.36 0.25 96 0 .00 285.32 0.18 99 0 .00 285 .29 0 .13 ... End ClvB ClvC Clv D cfs cfs cfs Page1 Hydranow Hydrographs by lntelisolve Peak discharge Time interval Reservoir name Max. Storage = = = = 2 .54 cfs 1 min Pond 5,966 cuft outnow hydrograph volume = 8 ,883 cuft WrA WrB WrC WrD Exfil Outflow cfs cfs cf s cfs cfs cfs 0 .38 0 .91 1 .71 2 .05 2 .23 2 .35 0.04 2.46 0 .08 2.53 0 .07 2 .51 0 .02 2.41 2.33 2 .27 2 .21 2 .15 2.08 2 .02 1.96 1 .90 1.78 1.60 1.39 1.21 1 .07 0 .94 0 .84 0.74 0 .67 0 .60 0 .54 0.37 0.25 0.18 0.13 Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) · elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cult) 1 Rational 3 .38 1 30 9,117 ---DB #3 Ext. 2 Rational 10.36 1 10 9 ,325 ---DB#3 Pro . 3 Rational 12.00 1 10 10,803 ---DB #3 Pro . 4 Reservoir 3 .27 1 25 10,802 3 286 .48 7,366 Pond - Proj . file: Drainage Calculations .pFWeturn Period: 5 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve ·.Hydrograph Report Hyd. No. 1 DB #3 Ext . Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 5yrs = 1.5 ac = 4.327 in/hr = Brazos. IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 0 .23 5 0 .56 8 0.90 11 1.24 14 1.58 17 1.91 20 2.25 23 2.59 26 2.93 29 3.26 32 3 .26 35 3.10 38 2 .93 41 2.76 44 2.59 47 2.42 50 2.25 53 2 .08 56 1.91 59 1.74 62 1.58 65 1.41 68 1 .24 71 1.07 74 0 .90 77 0.73 80 0.56 83 0.39 86 0.23 ... End Page 1 Hydranow Hydrographs by lntelisolve Peak discharge = 3.38 cfs Time interval = 1 min Runoff coeff. = 0.51 Time of cone. (Tc) = 30 min Ase/Rec limb fact = 1 /2 Hydrograph Volume = 9, 117 cuft Hydrograph Report Hyd. No. 2 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 5 yr$ = 1.8 ac = 7.693 in/hr = Brazos. !OF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1.04 4 4.14 7 7.25 10 10.36 << 13 8.81 16 7.25 19 5.70 22 4.14 25 2 .59 28 1.04 ... End Page1 Hydraflow Hydrograptis by lntelisolve Peak discharge = 10.36 cfs Time interval = 1 min Runoff coeff. = 0. 7 4 Time of cone . (Tc)= 10 min Ase/Rec limb fact = 1/2 Hydrograph Volume = 9,325 cun Hydrograph Report Hyd. No. 3 DB #3 Pro . Hydrograph type Storm frequency Drainage area Intensity IDF Curve · = Rational = 5 yrs = 1.9 ac = 7 .693 in/hr = Brazos .IDF Hydro~raph Discharge Table Time --Outflow (min cfs) 1 1 .20 4 4.80 7 8.40 10 12 .00 << 13 10.20 16 8.40 19 6 .60 22 4.80 25 3 .00 28 1.20 ... End Page 1 Hydraflow Hydrographs by l nteli~lve Peak discharge = 12.00 cfs Time interval = 1 min Runoff coeff. = 0.83 Time of cone. (Tc) = 1 O min Ase/Rec limb fact = 1 /2 Hydrograph Volume= 10,803 cuft Hydrograph Report Page 1 Hydraflow Hydrographs by lntelisolve Hyd. No. 4 Pond Hydrograph type = Reservoir Peak discharge = 3.27 cfs Storm frequency = 5 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = Pond Max. Elevation = 286.48 ft Max. Storage = 7,366 cuft Storage Indication method used. Outflow hydrograph volume = 10,802 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cfs ft cf s cfs cfs cfs cf s cfs cfs cfs cfs cfs 3 3.60 285.49 0.51 ------------------------------ ---------0.51 6 7.20 285.70 1.05 -------·-----------------------------1.05 9 10.80 286.01 1.89 --------·-------------------------1.89 12 10.80 286.17 2.18 -------------------------------------2.18 15 9.00 286.30 2.39 ------·-----0.01 ............ ---------------2.40 18 7.20 286.40 2.53 ----- ----------0.26 --------------------2.79 21 5.40 286.46 2.61 --------------0.51 ------------------3.12 24 3.60 286.48 2.64 ----- ----------0.63 ------------------3.27 27 1.80 286.47 2.63 ---------------0.58 ---------.............. ----3.21 30 0.00 286.43 2.58 ----.............. -----0.40 ----------------2.97 33 0.00 286.38 2.51 --------------0.20 ------------------2.7 .. 1 36 0.00 286.34 2.44 --------------0.07 --------- ---------2.51 39 0.00 286.30 2.38 ------------------------------------2.38 42 0.00 286.26 2.31 -------------------------------------2.31 45 0.00 286.22 2.25 . -------~--------------- -------·-----2.25 48 0.00 286.18 2.19 ------------ ---------------------2.19 51 0.00 286.14 2.13 -------------------------------------2.13 54 0.00 286.11 2.06 -------------------------------------2.06 57 0.00 286.07 2.00 --------------- -----------------------2.00 60 0.00 286.04 1.94 -------------------------------------1.94 63 0.00 286.01 1.88 ----------------------- --------------1.88 66 0.00 285.93 1.73 ----------------------------------1.73 69 0.00. 285.86 1.53 ----- -------------------------------1.53 72 0.00 285.80 1.33 ----- --------------------------------1.33 75 0.00 285.74 1.16 --------- ---------------------------1.16 78 0.00 285.69 1.02 ---------------- -----------------------1.02 81 0.00 285.65 0.90 -------------------------------------0.90 84 0.00 285.61 0.80 -------------------------------------0.80 87 0.00 285.58 0.72 ------·----------------------------0.72 90 0.00 285.55 0.64 ----- ----------------------------------0.64 93 0.00 285.52 0.58 -------------------------------- -----0.58 96 0.00 285.49 0.50 ---------------------------------------0.50 99 0.00 285.40 0.33 ----- -------------------------- -----0.33 102 0.00 285.35 0.23 -----_"6 ___ ----- ---------- ----- ----------0.23 ... End Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum ·Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 3 .85 1 3o 10,399 - --DB #3 Ext . 2 Rational 11 .63 1 10 10,466 ---08#3 Pro . 3 Rational 13.47 1 10 12,126 ---08#3 Pro . 4 Reservoir 3 .68 1 25 12,124 3 286.54 8 ,297 Pond Proj. file: Drainage Calculations.pFPNturn Period: 10 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve Hydrograph Report Hyd. No. 1 DB #3 Ext. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 10 yrs = 1.5 ac = 4.936 in/hr = Brazos .IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 0.26 5 0.64 8 1.03 11 1.41 14 1.80 17 2.18 20 2 .57 23 2.95 26 3.34 29 3.72 32 3.72 35 3.53 38 3 .34 41 3.15 44 2 .95 47 2.76 50 2.57 53 2.38 56 2.18 59 1.99 62 1 .80 65 1.60 68 1.41 71 1.22 74 1.03 77 0.83 80 0.64 83 0.45 86 0.26 ... End Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge = 3 .85 cfs Time interval = 1 min Runoff coeff. = 0.51 Time of cone. (Tc)= 30 min Ase/Rec limb fact = 1 /2 Hydrograph Volume = 10 ,399 cun Hydrograph Report Hyd. No. 2 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 10 yrs = 1.8 ac = 8.635 in/hr = Braz:os. IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1.16 4 4.65 7 8 .14 10 11.63 << 13 9 .88 16 8 .1:4 19 6 .40 22 4.65 25 2 .91 28 1 .16 ... End Page 1 Hydraflow Hydrographs by ll")telisolve Peak discharge = 11 .63 cfs Time interval = 1 min Runoff coeff. = 0 . 7 4 Time of cone. (Tc) = 10 min Ase/Rec limb fact = 1/2 Hydrograph Volume= 10,466 cuft Hydrograph Report Hyd. No. 3 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 10 yrs = 1.9 ac = 8 .635 in/hr = Brazos . IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1 .35 4 5.39 7 9.43 10 13.47 << 13 11.45 16 9.43 19 7.41 22 5.39 25 3 .37 28 1.35 ... End Page 1 Hydraflow Hydrographs by lntelisotve Peak discharge = 13.47 cfs Time interval = 1 min Runoff coeff. = 0 .83 Time of cone. (Tc) = 1 O min ·Ase/Rec limb fact = 1/2 . Hydrograph Volume = 12,1 26 cuft Hydrograph Report Page 1 Hydranow Hydrographs by lntelisolve Hyd. No. 4 Pond Hydrograph type = Reservoir Peak discharge = 3.68 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = Pond Max. Elevation = 286.54 ft Max. Storage = 8,297 cuft Storage Indication method used. Outflow hydrograph volume = 12, 124 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB ClvC ClvD WrA WrB WrC WrD Exfil Outflow (min) cf s ft cfs cfs cfs cf s cf s cf s cf s cfs cfs cfs 3 4.04 285.51 0.55 -------·--------------------------0.55 6 8.08 285.74 1.16 --------------------------------------1.16 9 12.13 286.05 1.95 ----- -----------------------------------1.95 12 12.13 286.23 2.27 -------------------------------------2.27 15 10.10 286.38 2.50 --------------0.18 -----------------2.68 18 8.08 286.48 2.65 -------------0.64 ----- --------------3.29 21 6.06 286.52 2.70 ------·--------0.88 ------------------3.58 24 4.04 286.54 2.72 ---------------0.95 -----------------3.68 27 2.02 286.53 2.71 -----................ -----0.92 ----------------3.63 30 0.00 286.51 2.68 ---------------0.78 ------------------3.46 33 0.00 286.46 2.61 ------------0.51 ------------------3.12 36 0.00 286.40 2.54 --------------0.28 -------.............. -----2.82 39 0.00 286.36 2.47 --------------0.12 -----------------2.59 42 0.00 286.32 2.41 -------·--------0.03 -----------------2.44 45 0.00 286.27 2.34 -------------- ----- ------------·-------2.34 48 0.00 286.24 2.28 -------------------- --------........... -----2.28 51 0.00 286.20 2.22 -----------------------------------2.22 54 0.00 286.16 2.16 -------------------------------------2.16 57 0.00 286.12 2.09 ---------------------------------2.09 60 0.00 286.09 2.03 -------- ----------------------------2.03 63 0.00 286.05 1.97 ------------------------------------1.97 66 0.00 286.02 1.91 ----- ----- -----------------------------1.91 69 0.00 285.97 1.81 -------------------------------------1.81 72 0.00 285.89 1.64 --------------------------------------1.64 75 0.00 285.83 1.42 ------------------------------------1.42 78 0.00 285.77 1.24 ............. -----------·----------------------1.24 81 0.00 285.72 1.09 ------------------------------------1.09 84 0.00 285.67 0.96 -------------------------------------0.96 87 0.00 285.63 0.85 ------------------------ ----- ---------0.85 90 0.00 .285.59 0.76 -----------------------------------0.76 93 0.00 285.56 0.68 ----- ----------------------------------0.68 96 0.00 285.53 0.61 --------- ----------------------------0.61 99 0.00 285.51 0.55 ---------------------------------0.55 102 0.00 285.44 0.40 ----------------------------------------0.40 105 0.00 285.37 0.27 ---------------.......... ----- -------------0.27 108 0.00 285.33 0.19 ------------------- ----------------0.19 ... End Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No. type flow interval peak hyd(s) elevation storage description «origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 Rational 4 .43 1 30 11,956 -- - 06#3 Ext. 2 Rational 13.28 1 . 10 11,953 ---06#3 Pro . 3 Rational 15.39 1 10 13,849 - - - 06#3 Pro . 4 Reservoir 4 .17 1 25 13,847 3 286 .60 9,541 Pond I Proj . file: Drainage Calculations. GRINturn Period: 25 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve .Hydrograph Report Hyd. No. 1 DB #3 Ext. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 25 yrs = 1.5 ac = 5 .675 in/hr = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 0 .30 5 0 .74 8 1.18 11 1 .62 14 2.07 17 2 .51 20 2 .9°5 23 3.39 26 3.84 29 4.28 32 4 .28 35 4.06 38 3.84 41 3.62 44 3.39 47 3.17 50 2 .95 53 2.73 56 2.51 59 2 .29 62 2 .07 65 1.85 68 1.62 71 1 .40 74 1.18 77 0 .96 80 0 .74 83 0 .52 86 0 .30 ... End Page 1 Hydraflow Hydrographs by lntelisolve Peak disch9rge = 4.43 cfs Time inte~al = 1 min Runoff coeff. = 0 .51 Time of cone. (Tc) = 30 min Ase/Rec limb fact = 1/2 Hydrograph Volume = 11,956 cult Hydrograph .Report Hyd. No. 2 DB #3 Pro . Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 25 yrs = 1.8 ac = 9.861 in/hr = Bra;z:os.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1.33 4 5 .31 7 9.30 10 13 .28 << 13 11.29 16 9 .30 19 7.30 22 5.31 25 3 .32 28 1 .33 ... End Page 1 . Hydraflow Hydrographs by lntefisolve Peak discharge = 13.28 cfs Time interval = 1 min Runoff coeff. = 0.74 Time of cone. (Tc)= 10 min Ase/Rec limb fact = 1 /2 Hydrograph Volume ;= 11 ,953 curt Hydrograph Report Hyd. No. 3 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity JDF Curve = Rational = 25 yrs = 1.9 ac = 9 .861 in/hr = Brazos . IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1.54 4 6.16 7 10.77 10 15.39 << 13 13.08 16 10.77 19 8.46 22 6 .16 25 3.85 28 1 .54 ... End Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge = 15 .39 cfs Time interval = 1 min Runoff coeff. = 0.83 Time of cone. (Tc) = 1 O min Ase/Rec limb fact = 1/2 Hydrograph Volume= 13,849 cun Hydrograph Report Hyd. No. 4 Pond Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 25 yrs = 3 = 286.60 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA (min) cfs ft cf s 3 4.62 285.52 0.57 6 923 28.5.79 1.30 9 13.85 286.09 2.03 12 13.85 286.30 2.38 15 11.54 286.47 2.63 18 9.23 286.55 2.74 21 6.92 286.58 2.79 24 4.62 286.60 2.81 27 2.31 286.59 2.80 30 0.00 .286.57 2.76 33 0.00 286.53 2.72 36 0.00 286.50 2.67 39 0.00 286.44 2.59 42 0.00 286.39 .2.52 45 0.00 286.35 2.46 48 0.00 286.31 2.39 51 0.00 286.27 2.33 54 0.00 286.23 2.27 57 0.00 286.19 2.20 60 0.00 286.15 2.14 63 0.00 286.12 2.08 66 0.00 286.08 2.02 69 0.00 286.05 1.95 72 0.00 286.01 1.89 75 0.00 285.95 1.77 78 0.00 .285.88 1.59 81 0.00 285.81 1.38 84 0.00 285.75 1.20 87 0.00 285.70 1.06 90 0.00 285.66 0.93 93 0.00 285.62 0.83 96 0.00 285.59 0.74 99 0.00 285.56 0.66 102 0.00 285.53 0.59 105 0.00 285.50 0.54 108 0.00 285.42 0.36 111 0.00 285.36 0.25 ... End Clv B ClvC ClvD cfs cfs cfs ------------------------------------------------ ----------------------------------------------------------------------------------- -------------------------------------------------------------------------------------------- --------------------------------------------........... ----------------------- ----------------------------............. ---------------------------------------- ------------------------------------------------------------------------------------------------------------------------------ ------------------------------------/ Page 1 Hydraflow Hydrographs by lnteli~ Peak discharge Time interval Reservoir name Max. Storage = 4.17 cfs = 1 min = Pond = 9,541 cuft Outflow hydrograph volume = 13,847 cuft WrA WrB WrC WrD Exfil Outflow cf s cfs cfs cfs cfs cf s -------------------------0.57 ---·----------------------1.30 ----------------------2.03 -------------------------2.38 0.57 ------------------3.20 1.01 -------------------3.75 1.26 -------------------4.05 1.36 -----------------4.16 1.32 -------------------4.12. 1.15 -------------------3.91 0.93 -------------------3.65 0.74 ---- -----------3.41 0.45 -------------------3.05 .0.24 -------------------2.76 0.09 -----------------2.55 0.01 --------------------2.40 -------------- ----------2.33 -------------------------227 -------------------------2.21 ------------------------2.14 -----------------------2.08 -----------------------2.02 --------------------1.95 ---------- ----- ----------1.89 -------- --------------1.77 -----------------------1.59 -------------------------1.38 ------------------------1.20 -------------------------1.06 ------------------------0.93 -----------------------0.83 -------------------------0.74 ------------------------0.66 ------------------------0.59 ------------------------0.54 -----------------------0.36 -----------------------0.25 Hydrograph Summary Report Page 1 Hyd. Hydrograph Peak Time Tune to Volume Inflow Maximum Maximum Hydrograph No. type now interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) , (cuft) (ft) (cuft) 1 Rational 5.04 1 30 13 ,605 - - -DB #3 Ext . 2 Rational 15.01 1 10 13,512 - - -06#3 Pro . 3 Rational 17.39 1 10 15 ,655 - --06#3 Pro . 4 Reservo ir 4.73 1 25 15,653 3 286 .66 10,833 Pond Proj . file: Drainage Calculations. GFPleturn Period: 50 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve Hydrograph Report Hy~. No. 1 DB #3 Ext . Hydrograph type Storm frequency Drainage area · Intensity IDF Curve = Rational = 50 yrs = 1.5 ac = 6.457 in/hr = f3razos .IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 5 8 11 14 17 20 23 26 29 32 35 38 41 44 47 50 53 56 59 62 65 68 71 74 77 80 83 86 ... End 0.34 0.84 1.34 1.85 2.35 2 .86 3.36 3 .86 4.37 4.87 4.87 4.62 4 .37 4.11 3.86 3.61 3.36 3.11 2.86 2 .60 2.35 2 .10 1.85 1.60 1 .34 1.09 0.84 0.59 0.34 Page1 Hydraflow Hydrographs by lntelisotve Peak discharge = 5.04 cfs Time interval = 1 min Runoff coeff. = 0 .51 Time of cone. (Tc)= 30 min Ase/Rec limb fact = 1 /2 Hydrograph Volume = 13,605 cuft \ Hydrograph Report Hyd. No. 2 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 50 yrs = 1.8 ac = 11.148 in/hr = Brazos . IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1 .50 4 6.01 7 10.51 10 15.01 << 13 12 .76 16 10.51 19 8 .26 22 6.01 25 3 .75 28 1 .50 ... End Page 1 Hydraflow Hydrographs. by lntellsolve Peak discharge = 15.01 cfs Time interval = 1 min Runoff coeff. = 0 . 7 4 Time of cone. (Tc} = 1 O m i n Ase/Rec limb fact = 1 /2 Hyd rowaph Volume = 13,512 cult Hydrograph Report Hyd. No._ 3 DB #3 Pro. Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 50 yrs = 1.9 ac = 11.148 in/hr = Brazos .IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1 .74 4 6.96 7 12.18 10 17.39<< 13 14.79 16 12.18 19 9 .57 22 6.96 25 4 .35 28 1 .74 ... End Page1 Hydraflow Hydrographs by lntelisolve Peak discharge = 17.39 cfs Time interval = 1 min Runoff coeff. = 0.83 Time of cone. (Tc) = 10 min Ase/Rec limb fact = 1 /2 . Hydrograph Volume = 15,655 cult Hydrograph Report Page 1 Hydraflow Hydrographs by lntelisolve Hyd. No. 4 Pond Hydrograph type = Reservoir Peak discharge = 4.73 cfs Storm frequency = 50 yrs Time interval = 1 min Inflow hyd. No. = 3 Reservoir name = Pond Max. Elevation = 286.66 ft Max. Storage = 10,833 cuft Storage Indication method used. Outflow hydrograph volume== 15,653 cuft Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB Clv C Clv D WrA WrB WrC WrD Exfil Outflow (min) cf s ft cfs cfs cfs cfs cf s cfs cfs cf s cf s cfs 3 5.22 285.53 0.60 --------------------------------0.60 6 10.44 285.84 1.45 -----------------------------------1.45 9 15.66 286.13 2.10 -------------------------------------2.10 12 15.66 286.37 2.49 -----............. -----0.16 -----·--------------2.65 15 13.05 286.53 2.72 -------------0.94 --------- ----3.66 18 10.44 286.60 2.81 -------------1.40 -----------------4.21 21 7.83 286.65 2.87 ---------- -----1.71 ----------------4.57 24 5.22 286.66 2.89 --------------1 .. 83 -------------------4.72 27 2.61 286.66 2.88 --------------1.78 --------............ ---4.66 30 0.00 286.63 2.84 -------·------1.56 ------------------4.41 33 0.00 286.59 2.79 -------------1.29 -----------------4.09 36 0.00 286.55 2.74 -------------1,06 -----------------3.80 39 0.00 286.52 2.70 -----------0.86 ------------------3.55 42 0.00 286.48 2.64 --------------0.62 -------------------3.26 45 0.00 286.42 2.57 ------ ----0.37 -----------------2.93 48 0.00 286.38 2.50 ------------0.18 ------------------,2.68 51 0.00 286.33 2.43 --------------0.06 -----------------2.49 54 0.00 286.29 2.37 ------------------------------------2.37 57 0.00 286.25 2.31 --------- ---------------------------2.31 60 0.00 286.21 2.24 ----............ ----------------------------2.24 63 0.00 286.17 2.18 -----------------------------2.18 66 0.00 286.14 2.12 ---------------------------- -----2.12 69 0.00 286.10 2.06 -------------------------------2.06 72 0.00 286.07 1.99 -------------------------------------1.99 75 0.00 286.03 1.93 ------------------------- ----------1.93 78 0.00 286.00 1.87 ----------------------------------1.87 81 0.00 285.92 1.71 ------------------------------- ----1.71 84 0.00 285.85 1.50 ---------- ----------------------------1.50 87 0.00 285.79 1.31 -------------- ----------------------1.31 90 0.00 285.73 1.14 --------------------------------------1.14 93 0.00 285.69 1.01 -------------------------------------1.01 96 0.00 285.65 0.89 ------------------------------------0.89 99 0.00 285.61 0.79 ------------------------------0.79 102 0.00 285.57 0.71 ----... __ ---------------------------0.71 105 0.00 285.54 0.63 ----------- ------------------------0.63 108 0.00 285.52 0.57 ............. ---------------------------------.0.57 111 0.00 285.47 0.47 ------------------------------0.47 114 0.00 285.40 0.31 ----------------------------0.31 Continues on next page ... / Hydrograph Summary Report Page1 Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No : type flow interval peak hyd(s) elevation storage description (origin) (cfs) (min) (min) (curt) (ft) (cuft) 1 Rational 5 .26 1 30 14,212 ---DB #3 Ext . 2 Rational 15.68 1 10 14,108 ---DB #3 Pro . 3 Rational 18.16 1 10 16,346 ---DB #3 Pro . 4 Reservoir 4 .95 1 25 16,344 3 286.69 11 ,323 Pond ~ Proj. file: Drainage Calculations.pFPNturn Period : 100 yr Run date: 10-09-2003 Hydraflow Hydrographs by lntelisolve Hydrograph Report Hyd. No. 1 DB #3 Ext. Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 1.5 ac Intensity = 6. 7 46 in/hr IDF Curve = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 2 0.35 5 0.88 8 1.40 11 1.93 14 2.46 17 2.9.8 20 3 .51 23 4 .04 26 . 4.56 29 5.09 32 5.09 35 4 .83 38 4.56 41 4.30 44 4.04 47 3 .77 50 3 .51 53 3.25 56 2.98 59 2.72 62 2.46 65 2.19 68 1.93 71 1.67 74 1 .40 77 1.14 80 0.88 83 0 .61 86 0 .35 ... End Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge = 5.26 cfs Time interval = 1 min Runoff coeff. = 0.51 Time of cone. (Tc) = 30 min Ase/Rec limb fact = 1/2 Hydrograph Volume= 14,212 cuft Hydrograph Report Hyd. No. 2 DB #3 Pro . Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 1.8 ac Intensity ::;: 11.639 in/hr IDF Curve = Brazos.IDF Hydrograph Discharge Table Time --Outflow (min cfs) 1 1.57 4 6 .27 7 10 .97 10 15 .68 << 13 13 .32 16 10.~7 19 8 .62 22 6 .27 25 3 .92 28 1.57 ... End Page 1 Hydraflow Hyd rographs by lntelisolve Peak discharge = 15.68 cfs Time interval = 1 min Runoff coeff. = 0. 7 4 Time of cone . (Tc) = 1 O min Ase/Rec limb fact = 1 /2 Hydrograp h Volume = 14, 108 cult Hydrograph Report Hyd. No. 3 DB #3 Pro . Hydrograph type Storm frequency Drainage area Intensity IDF Curve = Rational = 100 yrs = 1.9 ac = 11.639 in/hr = Brazos . !OF Hydrograph Discharge Table Time --Outflow (min cfs} 1 1 .82 4 7 .26 7 12.71 10 18.16 << 13 15.44 16 12}1 19 9.99 22 7 .26 25 4.54 28 1.82 ... End Page 1 Hydranow Hydrographs by lntelisolve Peak discharge = 18.16 cfs Time interval = 1 min Runoff coeff. = 0 .83 Time of cone. (Tc)= 10 min Ase/Rec limb fact = 1 /2 Hydrograph Volume = 1.6,346 cuft ' Hydrograph Report Hyd. No. 4 Pond Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 100 yrs = 3 = 286.69 ft Storage Indication method used. Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB (min} cfs ft cfs cfs 3 5.45 285.54 0.61 -----6 10.90. 285.85 1.51 -----9 16.35 286.14 2.13 -----12 16.35 286.40 2.53 .............. 15 13.62 286.55 2.74 -----18 10.90 286.63 2.84 ----21 8.17 286.67 2.90 -----24 5.45 286.69 .2.92 -----27 2.72 286.68 2.91 ---30 0.00 286.65 2.87 -----33 0.00 286.61 2.82 -----36 0.00 .286.57 2.77 -----39 0.00 286.54 2.72 -----42 0.00 286.50 2.68 -----45 ' . -0.00 286.45 2.61 ----48 ·. 0.00 286.40 2.54 ----51 0.00 286.36 2.47 ----54 0.00 286.31 2.40 -----57 0.00 286.27 2.34 -----60 0.00 286.23 2.28 -----63 0.00 286.19 2.22 ----66 0.00 286.16 2.15 -----69 0.00 286.12 2.09 -----72 0.00 286.09 2.03 -----75 0.00 286.05 1.97 -----78 0.00 286.02 1.90 ----81 0.00 285.97 1.80 ----84 0.00 285.89 1.63 -----87 0.00 285.82 1.41 ----90 0.00 285.76 1.23 ---93 0.00 285.71 1.08 -----96 0.00 285.67 0.95 -----99 0.00 285.63 0.85 ----102 0.00 285.59 0.75 -----105 0.00 285.56 0.67 -----108 0.00 285.53 0.61 -----111 0.00 285.51 0.55 ---114 0.00 285.44 0.39 --Clv C cfs . --------------------............... -----------------------------------------------------------------------------------------·----------------............. -------------------------------------------------Page 1 Hydraflow Hydrographs by lntelisolve Peak discharge Time interval Reservoir name Max. Stora_ge = 4.95 cfs = 1 min = Pond = 11,323 cuft Outflow hydrograph volume ;: 16,344 cuft Clv D WrA WrB WrC WrD Exfil Outflow cfs cfs cf s cf s cfs cf s cf s -----------------------------0.61 -----------------------------1.51 ----------------------------2.13 -----0.26 -------------------2.79 -----1.05 ----------............ -----3.80 -----1.56 ----- ---------------4.40 -----1.89 -------------- -----4.79 -----2.02 -------------------4.95 ----1.97 ---------............. -----4.88 -----1.73 ----------------4.60 -----1.44 --------- ----------4.26 -----1.19 --------------------3.96 ----0.97 --------------------3.69 -----0.77 ------------·-----3.45 -----0.50 -------------------3.10 -----0.27 -------------------2.81 -----0.11 -------------------2.58 ----0.02 -----------------2.43 --------------------------2.34 ----------------------------2.28 -----------------------------2.22 ----------------------------2.15 ----------------------------2.09 ----------------------------2.03 ------------------------------1.97 ---- --------- ---------------1.90 ------·---------------------1.80 ------------------------------1.63 ------------------------------1.41 --------------------------1.23 ----------------------------1.08 -----------------------------0.95 ------------------------------0.85 ---------------------------0.75 ---------------------------0.67 ----------------------- -----0.61 ------------------........... -----0.55 ----------------------------0.39 Continues on next page ... Pond Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 117 0 .00 285 .37 0.26 0.26 ... End Mar 19 04 02:36p ABEi 979-846-8914 ASll /Jt BROWNE EJYGIJVEERIJVG, INC. TO: Carol Cotter Engineers and Consultants P.O. Box 10838, College Station, Texas 77842 979-846-6914 8J7-24S-4839 Fax: 979-846-8914 DATE: TRANSMITTAL LEITER March 19 , 2004 p. 1 VA~ 3 -)C(~(()~ 2 :36~ ·3.r;_53 Graduate Engineer City of College Station P.O. Box 9960 RE: Twin City Church of Christ College Station, Texas 77842 Phone: · (979) 764-3570 Fax: (979) 764-3496 PAGE(S) 1 Transmittal Letter ABEi No.: 1000030 DESCRIPTION 2 Engineer's Opinion of Probable Construction Cost THESE ARE BEING SENT : )(At your request tc;-For your signature o For your approval o For _________ _ REMARKS: o For your information o Per our conversation o For further action as noted o Per contract o For review and comment XFor your use o At request of-------)(Original will follow by mail If you have any questions, please do not hesitate to call. Copy to: Signed: (~71U-c:::..:::..::;_.:.....=....~µ.J.:.Lq;..&:::::i....,,.;,£- . Dale Browne, Jr., P.E. F:IProjocts\1000 -Mlscellaneous\030 -Twin City Cturch of Christ Site Plan\letters\COCS -Cctter1l2 -Tletter.wpd Mar 19 04 02:36p ABEI 979 -846 -8914 p.2 "' Twin City Church of Christ Public Wastewater Improvements Engineer's Opinion of Probable Construction Cost ABEi No. 1000030 March 19, 2004 The following construction estimate is based on the engineer's opinion of probable construction costs. This estimate constitutes our best judgement at this time . Please note the engineer does not have control over contractor or supplier workloads and the degree to which inflation may affect project costs between now and the construction date. During construction, additional features may become apparent as the work progresses, which will result in an increase in cost. Item No. Description Estimated Quant ity Esti mated Un it Cost ESTIMATED TOTAL COSTS 1.00 WASTEWATER IMPROVEMENTS 1.01 6 11 0 ASTM 03034, SOR 26 PVC Pipe (includes installation , testing , and cleanup .) 1.02 0 -5' Trenching & Backfill -Non- structural (includes backfill and cleanup) 1 .03 5' -8' T renching & Backfill -Structural (includes backfill and cleanup) 1.04 5' -8' Trenching & Backfill -Non- structural (includes backfi ll and cleanup) 1.05 Trench Safety 1.06 Co nnect ion to ex isting manhole. 1.07 Cleanout 1.08 4" Service Connections 1.09 Sod 227 LF 107 LF 19 LF 101 LF 120 LF 1 LS 1 EA 1 EA 75SY $8.00 $8.00 $20.00 $10 .00 $2 .00 $500.00 $500.00 $500.00 $4 .50 $1,816 .00 $856 .00 $380 .00 $1,010.00 $240.00 $500.00 $500.00 $500.00 $337.50 Subtotal Item 1.00 -Water Line Improvements: $6,139.50 ------ Contingency -10% $613.95 ------ TOTAL CONSTRUCTION COSTS: $6,753.45 ======== Prepared by : .......,1-~~...;:__;:::::.....;.~~:.,_.c...L...(,,~-+r­ . Dale Browne, Jr., P.E . Ash & Browne Engineering , Inc. Page 1 of 1 ....... ,,~ .. ,, -·-~OF TE \\ -... p..'\ ••..•.••• ~ \. PG_,'.···~··.~ • ;' .·· ··. I "* /...,/,-~ "-* I f. ~J.;t.'!t ........... (}. :: ~ -~ ~ J. DALE BROWNE , JR . I ~-··:·························;··t t-<i\ 81890 ... /~; 1~·. ~ 'V-·~ 1 t0,;<'~·.~GtST~\'.'~-(,~_.. \<;"Ss·········"t'...~ ~ \~ IONAL .,..' . ,,, .... , ..... - Twin City Church of Christ Public Wastewater Improvements Engineer's Opinion of Probable Construction Cost ABEi No. 1000030 March 19, 2004 The following construction estimate is based on the engineer's opinion of probable construct ion costs . This estimate constitutes our best judgement at this time. Please note the engineer does not have control over contractor or supplier workloads and the degree to which inflation may affect project costs between now and the construction date. During construction, additional features may become apparent as the work progresses, which will result in an increase in cost. Item No. Description 1.00 WASTEWATER IMPROVEMENTS 1.01 6 11 0 ASTM 03034, SOR 26 PVC Pipe (includes installation , testing , and cleanup .) 1.02 O -5' T rench ing & Backfill -Non - structural (includes backfill and cleanup ) 1.03 5' -8' Trench ing & Backfill -Str uctural (includes backfill and cleanup) 1.04 5' -8' Trench ing & Backfill -Non - structural (includes backfill and cleanup) 1.05 Trench Safety 1.06 Connection to ex isting manhole. 1.07 Cleanout 1.08 4" Serv ice Connections 1.09 Sod Estimated Quant ity 227 LF 107 LF 19 LF 101 LF 120 LF 1 LS 1 EA 1 EA 7 5SY Estimated Unit Cost $8.00 $8.00 $20.00 $10.00 $2 .00 $500.00 $500 .00 $500 .00 $4 .50 EST IMATED TOTAL COSTS $1 ,816.00 $856 .00 $380 .00 $1 ,010 .00 $240 .00 $500 .00 $500 .00 $500 .00 $337 .50 Subtotal Item 1.00 -Water Line Improvements: $6,139.50 ------ Contingency -10% $613 .95 TOT AL CONSTRUCTION COSTS : $6,753.45 . Da le Browne, Jr., P.E. Ash & Browne Engineeri ng , Inc. Page 1 of 1 .... , .... , -~~O F TEA-~\ -'\I>'-!·········.;,...., '• ""'C:,.•' ~ ... .s-• , . . I f·...-~17 ·····~·'' ~· !': :;:/. !. .............. (};; ..... ~ l J. DALE BROW NE. JR. ~ ~···~·························:··~ I-<>". 8 1890 :'$' ,~ .. ~ <:).'~~ e,o,~~ .. ~G /ST ~~~·~~~ \ Ss"· ...... ·~~ ... \ IONAL l'.,..~ ' ......... - .. <f V DEVELOPMENT PERMIT PERMIT NO. 03-78 Project: TWIN CITY CHURCH OF CHRIST COLLEGE STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Southwest Crossing , Phase Ill Lot 2 DATE OF ISSUE: 11/25/03 OWNER: Twin City Church of Christ c/o Wayne Moody 810 Southwest Parkway E College Station, TX 77840 SITE ADDRESS: 810 Southwest Parkway DRAINAGE BASIN: Main Bee Creek VALID FOR 1 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance, prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to rema in is strictly prohibited . The disposal of any waste material such as, but not limited to, paint, oil , solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited. Erosion Control per the approved pains must be in place for duration of the project. 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 . If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establ ishment 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 eros ion , siltation or sedimentation resulting from the permitted work. 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 depos ited in city streets , or existing drainage fac ilities. I hereby grant this perm it for development of an area outs ide 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 perm it appl ication for the above named project and all of the codes and ord inances of the City of College Station that apply . f 1-Z ~ -03- Date J l --2-s--o 3 Owner/Agen t/Contractor Date ({W' ~~ro0~;w~'W7~1- P&Z CASE ~~:' '(3g -l ~ .. DATE SUBMITTED: jQ/I~ /03 COLUGt STATION Vl~ SITE PLAN APPLICATION I MINIMUM SUBMITTAL REQUIREMENTS ~ / $200 .00 Site plan application and review fee . IT? $200 .00 Development permit fee . 0,...1 . .4$600 .00 Publ ic infrastructure inspection fee, if applicable . (This fee is payable if construction of a public -·/waterline, sewerline, sidewa lk, street or drainage facilities is involved .} cg' /Ten (10) folded copies of site plan. &' A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. D~arkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). NAME OF PROJECT Twin City Church of Christ Building and Parking Lot Improvements ADDRESS 810 Southwest Parkway E., College Station, Texas 77840 LEGAL DESCRIPTION Lot 2, Southwest Crossing, Phase Ill APPLICANT (Primary Contact for the Project): Name J. Dale Browne, Jr., P.E. E-Mail abei@txcyber.com street Address 505 University Drive East, Suite 803 City College Station state _T_e_x_a_s _____ Zip Code _7_7_8_4_0 _____ _ Phone Number (979) 846-6914 Fax Number (979) 846-8914 PROPERTY OWNER'S INFORMATION : Name Twin City Church of Christ E-Mail _____________ _ Street Address 810 Southwest Parkway E. City College Station state _T_e_x_a_s ____ _ npCode_7_7_8_4_0 ______ _ Phone Number (979) 693-1758 Fax Number ____________ _ ARCHITECT OR ENGINEER'S INFORMATION : Name Ash & Browne Engineering, Inc. E-Mail _a_b_e_i@_tx_c_y_b_e_r._co_m ______ _ Street Address 505 University Drive East, Suite 803 City College Station State _T_ex_a_s_____ Zip Code _7_7_8_4_0 _____ _ Phone Number (979) 846-6914 Fax Number (979) 846-8914 OTHER CONTACTS (Please specify type of contact. i.e. project manager, potential buyer, local contact, etc .) Name Wayne Moody E-Mail holyhoopty@iolbv.com Street Address 810 Southwest Parkway E. City College Station state Texas np Code _7_7_8_4_0 _____ _ Phone Number (979) 693-1758 Fax Number ______________ _ Site Plan.DOC 10/24/02 1of3 CURRENT ZONING R-4 --'-'-'-----------------.,.--------------- PRESENT USE OF PROPERTY Place of Worship ---------'--------------------~ PROPOSED USE OF PROPERTY Place of Worship ------------------------~- VAR I AN CE ( S) REQUESTED AND REASON(S) _N_on_e _________________ _ #OF PARKING SPACES REQU IRED 132 #OF PARKING SPACES PROVIDED 191 ----------- MULTI-FAMILY RESIDENTIAL PARKLAND DEDICATION Tota l Acreag e __ # of Multi -Family Dwelling Units Floodplain Ac reage __ x $457 = $ Housing Un its __ __ # of acres in floodplain # of 1 Bedroom Un its # of acres in detention # of 2 Bedroom Units __ # of acres in greenways #of 3 Bedroom Units __ date dedication approved by Parks Board # of 4 Bedroom Un its COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage : 230 ac. __ # Bedrooms = 132 sq . ft. Building Square Feet: 6,448 s.f. __ #Bedrooms < 132 sq. ft . Floodplain Acreage: none NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit. The applicant has prepared this application and certifies that the facts stated herein and exhibits attached hereto an true a correct. SITE PLAN CHECKLIST Si cc Plan.DOC 10124/02 Date~ ' 2 of3 SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for th e following developm e nt specific site/waterway alterations : ACKNOWLEDGMENTS: I, J . Dale Browne , Jr. P .E ., desig n engineer hereby acknowl edge or affi rm tha t: The information and co ncl usi on s co ntai ned in th e above pl an s and supporting documents comply with the current requirem ents of th e City of College Stat ion . T exas City Cod e , Ch apte r 13 and it s as soc iated Dra inage Policy an d D esign Standards . A s a cond ition of appro va l of th is perm it plicatio n , I ag ree to construct the improve ments propose d in thi s · af ccoJ9ing. to se documents and t quir e e nts of Chapter 13 of the Coll ege Station Ci ty Cod e . \__-. (L-t,t Contractor CERTIFICATIONS: (for proposed alte ations within designated flood hazard areas .) A.I, __ certify that any nonresidential structure on or proposed to be on th is site as part of this appl ication is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm . Engineer Date B. I, __ certify that the finished floor elevation of the lowest floor , including any basement, 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 Da te C . I, __ , certify that the alterations or development covered by this permit shall not diminish the flood -carrying capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the C ity of College Station Ci ty Code , Chapter 13 concern ing encroachments of floodways and of floodway fringes . Engineer Date D. I , __ , do cert ify that tbe .proposed alterations do not raise the level of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Conditions or comments as part of approval : In accordance with Chapter 13 of the Code of Ordinances of the City of Co/fege Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shalf 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 SITE Pl.AN CHECKLIST Site Plan.DOC 10/24!02 3 of3 SUBMIT APPLICATION AND THIS LIST CHECKED OFF WITH 10 FOLDED COPIES OF SITE PLAN FOR REVIEW ~ / 1. cg" 2 . ~3. ~ ~ lf 4 . 5 . 6 . SITE PLAN MINIMUM REQUIREMENTS (ALL CITY ORDINANCES MUST BE MET) INCLUDING BUT NOT LIMITED TO THE FOLLOWING: Sheet s ize -24" x 36 " (minimum). A key map (not necessarily to scale). Title block to include: Name, address, location, and legal description Name, address, and telephone number of applicant Name, address, and telephone number of developer/owner (if differs from appl icant) Name, address, and telephone number of architect/engineer (if differs from applicant) Date of submittal Total site a~ea North arrow . Scale should be largest standard engineering scale possible on sheet. Ownersh ip and current zoning of parcel and all abutting parcels . 7. /Existing locations of the following on or adjacent to the subject site : ~/ Streets and sidewalks (R.O.W.). [g"/ Driveways (opposite and adjacent per Driveway Ordinance 1961 ). [9" / Buildings . ~ Water courses . ~ Show all easements clearly designating as existing and type (utility, access, etc.). 7 .. 100 yr . floodplain and floodway (if applicabte) on or adjacent to the proposed project site, note if there is none on the site . · Utilities (noting size and designate as existing) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings, and drainage inlets. ~/ Meter locations. M Topography (2' max or spot elevations) and other pertinent drainage information . (If plan has too much / information, show drainage on separate sheet.) 6 8 . Proposed location, type and dimensions of the following .: l'll"ttl\· Phasing . Each phase must be able to stand alone to meet ordinance requirements . ~ The gross square footage of all buildings and structures and the proposed use of each . If different uses I are to be located in a single building, show the location and size of the uses within the building. Building separation is a minimum of '15 feet w/o additional fire protection. Setbacks. Show building setbacks as outlined in Ordinance 1638 Zoning Ordinance, (Section 7, Table A). Off-Street parking areas with parking spaces drawn, tabulated, and dimens ioned . Minimum parking space / is 9' x 20', or on a perimeter row 9 ' x 18' with a 2' overhang . Des ignate number of parking spaces required by ordinance and provided by proposal. Ha.ndicap parking spaces . SITE PLAN CHECKLIST Site Plan.DOC 04/16/03 4 of6 NO;: Parking Islands. Raised landscape islands , (6" raised curb) a minimum of 180 sq . ft . are required at both ends of every parking row (greenspace area contiguous to the end island maybe applied toward the required 180 sq . ft.). Additionally, 180 sq . ft . of landscaping for every 15 interior parking spaces must be provided . All required islands must be landscaped or set with decorative pavers, or stamped dyed ( con.crete or other decorative materials as approved . [3' Drives . Minimum drive aisle width is 23' with head-in parking or 20' without parking. D t\,~ ,curb cuts . For each proposed curb cut (including driveways , streets, alleys, etc .) locate existing curb cuts on the same oppos.ite side of the street to determine separation distances between existing and proposed curb cuts . Indicate driveway throat length as measured in the Driveway Ordinance . (See Ordinance 1961 for driveway location and design requirements.) D ,..\.~·Security gates (show swing path and des ign specs w ith colors). D t\,A Sidewalks (both public and private). Sidewalks are required at time of development if property ha s 1frontage on a street shown on the Sidewal k Master Plan or if the review staff determines the necessity. (Refer to Section 10 .2 of the Zoning Ordinance). - D/t-\.~ ·Medians . Show any and all traffic .medians to be constructed on site. [Y Landscape Reserve . A twenty four foot setback from R .O .W . to curb of parking lot is required. Pavement may encroach into this 24' reserve by up to 1134 square feet if streetscape requirement can still be met. In no case may the pavement be less than 6' from the property line. D !-\.\\·Common open spaces sites DM~~· Loading docks 5f · Detention ponds ~t\-. Guardrails t-\·~· Retaining walls All required and other types of fences (a 6' privacy fence is required between industrial/commercial and residential developments as well as between multi-family and single family developments). D !-\.\\· Sites for solid waste containers with screening. Locations of dumpsters are accessible but not v isible from streets or residential areas . Gates are discouraged and visual screening is required. (Minimum 12 x 12 pad required.) Show all easements clearly designating as proposed and type (utility, access, etc .). If dedicated by .separate instrument list by volume and page. Utilities (noting size and designate as proposed) within or adjacent to the proposed site, including building transformer locations, above ground and underground service connections to buildings . Meter locations (must be located in public R.O .W. or public utility easement.). Proposed grading (1' max for proposed or spot elevations) and other pertinent drainage information . (If plan has too much information, show drainage on separate sheet.) Show proposed and existing fire hydrants. Fire hydrants must be located on the same side of a major street as a project, and shall be in a location approved by the City Engineer. Any structure in any zoning district other than R-1, R-1 A, or R-2 must be within 300 feet of a fire hydrant as measured along a public street, highway or designated fire lane. d.\\ • Show fire department connections . FDC's should be within 150' of the fire hydrant. In no case shall they be any further than 300' apart, and they shall be accessible from the parking lot without being blocked by parked cars or a structure . · Show fire lanes . Fire lanes a minimum of 20 feet in width with a minimum height clearance of 14 feet must be established if any portion of the proposed structure is more than 150 feet from the curb line or pavement edge of a public street or highway. Fire hydrants must be operable and accepted by the City, a drives must have an all weather surface as defined in the Zoning Ordinance Section 9 bef ea building permit can be issued . d 9. Will building be ·sprinkled? Yes 0 No If the decision to sprinkle is made after the site plan has been approved, then the plan must be resubmitted. D j 1 O. p.~. Wheelstops may be required when cars overhang onto property not owned by the applicant or where there may be conflict with handicap accessible routes or above ground utilities, signs or other conflicts . 11 . Show curb and pavement detail. A 6" raised curb is required around all edges of all parts of all paved areas without exception . (To include island, planting areas, access ways, dumpster locations, utility pads, etc.) Curb details may be found in the Zoning Ordinance Section 9 and alternatives to those standards must be approved by the City Engineer. No exception will be made for areas designated as "reserved for future parking ". Site Plan .DOC 04/16/03 5 of 6 y , • ~ 12 . j 13 . ~ 14 rd I 15 . ol 16 . Landscape plans as required in Section 11 of the Zoning Ordinance (See Ordinance # 1638 .) The landscaping plan can be shown on a separate sheet if too much Information is on the original site plan. If requesting protected tree points , then those trees need to be shown appropriately barricaded on the landscape plan . Attempt to reduce or el iminate plant ings in easements . Include information on the plans such as : required point calculat ions additional streetscape points required . Streetscap e compliance is required on all streets larg er than a resident ial street. calculat ions for # of st reet tree s required and propo se d (proposed street tree po int s will accru e toward total landscap ing po ints .) proposed new plant ings with points earn ed proposed locations of new plant ings screen ing of parking lots screening of dumpsters , detention pond s, transform ers , NC un it s , loading docks , propane tan ks , utility demarcati on po int on buildings , or other areas poten ti ally visually offensive. existing landscaping to remain show ex ist ing trees to be barricaded and barricade plan . Protected points will only be awarded if barricades are up before the first development permit is issued . Show irrigation system plan . (or prov ide note on how irrigation system requ irement will be met prior to issuance of C.O.) All plans must include irrigation systems for landscaping . Irrigation meters are separate from the regular water systems for build ings and will be s ized by city accord ing to irrigation deman submitted by applicant and must include backflow prevention pro 0 tection . / Is there any landscaping in TxDOT R.O .W .? Yes No cef" If yes , then TxDOT permit must be submi tted. / Will there be any utilities in TxDOT R.O .W .? Yes 0 No E(' ff yes, then TxDOT permit must be submitted . -/ Will there be access from a TxDOT R.O.W .? Yes 0 No Lf' If yes, then TxDOT permit must be submitted . Oft-17 .~.ft. The total number of multi-family buildings and units to be constructed on the proposed project site. 0 18 . H-1\ 1The density of dwell ing units per acre of the proposed project. 19 . Provide a water and sanitary sewer legend to include water demands (minimum, maximum and j ~~~~~ge demands in gallons per minute) and sewer loadings (maximum demands in ga71,ons pe 20 . Are there impact fees associated with this development? Yes 0 No NOTE: Signs are to be permitted separately. Site Plan .DOC 04 /16/03 6 of 6 ~~~~~~~? (j) ~ @ ~~ \t~vlflwK