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5 Sandstone Addn. 00-32
TO : COPY: FROM : SUBJECT: DATE : CITY OF COLLEGE STATION Public Works Departm ent Streets and Drainage Maintenan ce Divisions Mr. Richard Startzman , 2008 Oakwood Barbara Moore, Neighborhood Coordinator Gary Balmain, Superintendent of Streets and Drainage Sandstone Drainage Concerns June 22 , 2012 Mr. Startzman , thank you for the opportunity to visit with you on Friday , June 15 , 2012 regarding drainage issues in the Sandstone neighborhood area . We also appreciate the efforts to coordinate schedules to allow Dr. Mcllhaney and the Giedraitis 's to meet with Chuck Gilman , Alan Gibbs and myself to discuss constructive responses to storm water control in your neighborhood . We began the meeting with a review of my memo dated June 1. I was able to clarify that by including the Sandstone area on the Storm Water Flooding and Rain Plan , Street and Drainage crews will inspect drainage infrastructure in the Sandstone area during heavy rain events as part of the Division 's response to insure proper functioning of drainage infrastructure . Throughout the City , culverts , drainage ditches and detention ponds are checked for any blockage and debris is cleared to open up storm water channels. The Rain Plan is a listing of those areas in College Station where we have traditionally received reports of bu ildup of storm water flows . Two to three man crews are dispatched to clear potential blockage or to barricade streets that are experiencing rapid runoff or heavy buildup . Alan Gibbs , City Engineer, was able to clarify several technical issues as related to development standards , drainage easements and flood plains . • Drainage courses outside of Rights-of-Way and outside of Public Drainage Easements are not publically maintained . These areas were not ded icated for public ownership and maintenance and most often were not designed and constructed to a public standard. This applies to drainage tributaries traversing mid-way through 2013 and 2017 Oakwood Trail, as well as the stock pond behind 2005 Oakwood Trail. These drainage facilit ies are privately owned and are to be privately maintained . • Interest was expressed to possibly create new ponds on 2013 and 2017 Oakwood Trail. As noted above , these improvements would entail private design and construction , and would require a Development Permit from the City . Designs for projects of this nature would probably have to be done by a professional engineer. • 2013 Oakwood Trail does have Zone AE Special Flood Hazard Area within the lot in accordance with the May 16 , 2012 FEMA FIRM Panel #48041c0310E. However it does not appear to encroach onto the house or other structures . • The Sandstone Estates pond adjacent to 2021 Oakwood Trail howeve r is within a Public drainage Easement. It appears to have been constructed and to be functioning as designed . Interest was also expressed to poss ibly modify this pond as well. Although private design and construction would be involved it would require a Development Permit from the City to review detention capacity and any impact of environmental regulations such as wetlands . Chuck Gilman , Public Works Director, noted that there were several maintenance items that the City Drainage Crews could address . • Mr. Startzman identified some backfilling and re-grading that had been done in his backyard after a sanitary sewer line had been relocated . M r. Startzman had tried to re-grade the berm created by the trenching activity . Mr. Gilman has offered that Drainage crews, with appropriate equipment and operators would re-grade the trench line to facilitate proper outfall. • The capacity of the bar ditch on the north side of Oakwood would be increased by excavating from the culvert that crosses Oakwood in front of 2008 Oakwood continuing to the property line between 2008 and 2020 Oakwood. • The rebar would be removed from the north end of the culvert in front of 2008 Oakwood Drive. Again , thank you for allowing the City to better understand concerns of the Sandstone neighbors and to discuss how to participate as private and public entities to mitigate storm water drainage issues in the Sandstone area . , Alan Gibbs From: Sent: To: Cc: Subject: Attachments: Mr. Startzman , Gary Balmain Monday , June 25 , 2012 4:27 PM 'rastartzman@gmail .com' Cindy Kuykendall ; Peter Caler; Chuck Gilman ; Alan Gibbs ; Marshall Wallace ; Barbara Moore Summary of meeting to discuss drainage issues in the Sandstone area and on Oakview Drainage concerns in Sandstone area -6_22_ 12 .docx Please find the attached memo with a summary of the meeting that we had on June 15 . Please forward copies of the memo to the other members of the Sandstone HOA of whom you were repre sen ting. Marshall Wallace , Foreman of the Drainage Division, will work with you on the three mainte nan ce items that Mr. Gilman addressed . He may be contacted by calling Public Works at 764- 3690 . He w ill me et w it h you and coord inate the activities in re-grading the berm in your backyard and the maintenance o n t he culv ert in front of 2008 Oakwood . Thank you aga in for meeting wit h us to clarify some of the storm water drainage issues in the Sandstone neighborhood . Thanks , Gary Gary L. Balmain Street and Dra i nage Super intendent City of College Station (979) 764 -3840 gbalmain@cstx.gov 1 'Alan Gibbs From: Barbara Moore Sent: To: Wednesday , June 13 , 2012 4 :05 PM Alan Gibbs Subject: FW : Meeting with city people on Sandstone flooding And finally ... Dick's thoughts on Gary's response to their concerns . Thanks! -----Original Message----- From : Richard A Start zman [mailto :rastart z man ~gmail.com] Sent : Thursday, June 07 , 2012 5:06 PM To : Barbara Moore Cc : Higgins; John and Cindy Giedraitis; George Mcilhaney; Bruce Miles; Patricia D Startzman Subject: Re: Meeting with city people on Sandstone flooding We can meet at my home in case we need to see anything in the Neighborhood. We st i ll have a question regarding the collection pond volume. The pond doesn't seem to have any effect on flooding because it was filled by silt during the times the houses in the Estates of Sandstone were built. I think it needs to be cleaned out deepened. Clearing the surrounding brush and weeds, in my opinion, makes no difference to the overflow of this pond. Also the issue regarding the pond level on Sandstone Drive wasn't addressed. This pond sometimes overflows through a culvert into my backyard and backs up onto the neighbor's yard (Ron Smith) across the street . Since the city installed the se w~r line and changed the shape of the ground between my house and the pond we have had problems with water in our backyard that had not occurred before. I think we are inter disadvantages that would lan but would like to know what benefits and Friday morning is an alternative time in case no one is available on Thursday. Regards, Dick Startzman Sent from my New iPad--you know, the jazzy 2012 one. On Jun 7, 2012 , at 3 :12 PM, Barbara Moore <bmoore @cst x .gov> wrote: > Hello Mr Startzman, > > I will check with Chuck and see if he and/ or his staff are available to meet at that time. Thursdays are city council and P&Z days could be hard to get people together on that day unless it is early in the day. Chuck has to attend all council meetings so that day may be tough for him. Also, after reading the response from Gary Balmain, Streets & Drainage Superintendent, do you all have any other concerns that you feel were not addressed or that you still want more information on? If so , let me kno w so that I can pass them along to the Chuck and his staff . Did you all want to meet out at your home or at a city facility? Let me know which you prefer. > > Thanks ! > > Thanks, > -----Original Message----- > From : Richard A Startzman [mailto:rasta r t zman @gmail.com ] > Sent : Thursday, June 07, 2012 1 :44 PM > To: Barbara Moore 1 > Cc: Bruce Miles; George Mcllhaney; Higgins; John and Cindy Giedraitis; Patricia D Startzman > Subject: Meeting with city people on Sandstone flooding > > Hi Barbara, > I think we finally found a time slot when at least some of us can meet with city people. > Ne xt Thursda y afternoon , June 14, is the slot .. > Please let me know if this will work and suggest a time . > Regards, > Dick Startzman > > Sent from my New iPad--you know, the jaz zy 2012 one. > City of College Station > Home of Te xas A&M Un i versity ® 2 ·Alan Gibbs From: Barbara Moore Sent: To: Wednesday , June 13 , 2012 4 :04 PM Alan Gibbs Subject: FW: Sandstone response Attachments: Drainage concerns in Sandstone area (2).docx ; Sandstone -Oakwood Drainage (2011 ).p df; Sandstone -Oakwood Drainage (2005).pdf Alan , Here is Gary's response to the issues listed by the Sandstone folks. Thanks! From: Jeffrey Given Sent: Friday, June 01, 2012 6:23 PM To: Barbara Moore Cc: Gary Balmain; Marshall Wallace; Chuck Gilman Subject: FW: Sandstone response Barbara, Per Gary's request , he re is the memo and aerial photographs (2 005 & 2011), complete with elevation contours and a generalized drainage pattern and slope ana lysi s. Please contact me, Gary, or M arshall with any specific comments, quest ions, or concerns . Regards , Jeff Given GIS Techn ician Streets & Drainage Division Public Works Department City of Co ll ege Station From: Gary Balmain Sent: Friday, June 01, 2012 8:45 AM To: Chuck Gilman Cc: Peter Caler; Jeffrey Given; Marshall Wallace Subject: RE: Sandstone response Chuck, Please find the attached memo . I have tried to empathize tha t the Drainage Division crews wil l check the detention pon d and culverts each month and during rain events to keep the drain age ways clear. Jeff is adding some arrows to the aer ial to better explain the drainage direction and will forward when complete. Thanks , Gary 1 From: Chuck Gilman Sent: Thursday, May 31, 2012 4:51 PM To: Gary Balmain Cc: Peter Caler; Barbara Moore Subject: FW: Sandstone response Gary, what's the statu s of the m emo ? From: Barbara Moore Sent: Thursday, May 31, 2012 4:41 PM To: Chuck Gilman Subject: Sandstone response Hi Chuck , I got another email today from Mr Startzman about the response on their neighborhood's concerns . I told him we would prefer to have them look at the document addressing their concerns. And of course, he asked again when would the document be ready . I think he may be getting a little upset now since he hasn't gotten the response . Just wanted you to know. Hopefully, my response to him will be enough to keep him ok for a while . I told I knew you all were working on completing it and were pretty close to being done. I'll let you know how he responds. Thanks Barbara Moore City of College Stati on Neighborhood Servic es Coordinator Office : 979-764-6262 Fax : 979 -764-3496 www.cstx.gov 2 TO : COPY: FROM : SUBJECT: DATE : CITY OF COLLEGE S TATION Public Works D epa rtm ent Streets and D rainag e Maintenan ce D ivisions Chuck Gilman , Public Works Director Pete Caler, Assistant Public Works Director Gary Balmain , Superintendent of Streets and Drainage Drainage concerns from Richard Startzman regarding the Sandstone area June1, 2012 Mr . Startzman , on behalf of several neighbors and himself, has asked the City to review storm water flows in the Sandstone area during the heavy storms that occurred at the first of the year . Marshall Wallace , Drainage Foreman ; Pete Caler , Assistant Director ; and myself have reviewed and discussed the concerns. Mr. Startzman summarized the issues with the following statement: _"excess.. water entering and inadequate or plugged drainage away from homes._ The problems are becoming worse with each storm . The collecting pond in the ' Estates of Sandstone ts satd to ftll almost immediately when tt ra/h~ . Our first response to the concerns was to inspect all City drainage infrastructure and insure that culverts were clean. Brush has also been cleared from the detention pond area . It was also determined that drainage facilities , including the detention pond , were operating as designed . The danger with upsizing the culverts or modifying the detention pond to drain faster is that they would increase the volume of storm water downstream , resulting in increased storm water impact to downstream neighborhoods. Additionally , the City does not hold any maintenance easements downstream from the detention pond outfall. The Drainage Foreman walked the area and checked elevations and found that the park is draining as designed and that the development was built after the park. The attached aerial shows elevations and drainage directions . As no flooding of structures has taken place in the recent heavy rain events, we recommend that the Sandstone area be placed on the gtorm ter F · Ra in Plan . Drainage crews would be responsible for checking the culverts and detention pond on a monthly basis and would also check during rain events to c insure that culverts are c lea r and operating as designed. The drainage infrastructure is in good condition and is functioning as designed . The Drainage Division will continue to closely monitor this area and will clean silt and remove brush as required . Request for Bids for P&DS Engineering Office Finish-Out 3-27-12 Base Quo te (see corresponding exhibit): l. Provide and install approximately 25 LF of 8 FT tall Walls to be undergrid . 2. Cut out door into existing wall. Install frame a nd door . Install carpet piece to match . Finish Door and Frame . (Door and Carpet piece provided by Owner) 3. Provide and install Fire Sprinkler Lead and head. 4. Provide and install Power/Phone/Data drop and plugs in new wall . 5. Relocate exis ting (currently insta ll ed) adjacent A/C register. 6 . Provide and install dual light switches to comply with light reduction controls, and to operate only lights in office. 7. Relocate existing (currently installed) light switch to other side of wall to operate light in adjacent break room. 8. All finishes to match existing finishes in City Offices, including repair or replacement of ceiling grid and tile. 9. All Work to be After Hours. 10 . Work to be comp lete 2 weeks after Notice to Proceed . 11. Contractor to fill out and submit Building Permit Application. Base Quote: 2 y O Z., c<.. Alternate Quotes (in addition to and in conjunction with the Base Quote): t " A . Contractor to provide d oor. Alt "A" Quote: Zw B. Contractor to provide carpret piece for cut in door location . Alt "B" Quote: 0 D ~- C. Contractor to provide ceiling grid and tiles where needed. Alt "C" Quote: D . Contractor to relocate existing (currently installed) light. Alt "D" Quote: ts;o c v Owner to: • Provide Door Frame . • Adequately clear furniture, etc. • Remove adjacent ceiling fall. • Waive Building Permit Fee. ~ (' I r"~ A -;oN /\J (_ __ Contractor Firm (PRINT) <1h/tv Date Contractor Signatu1·e Note: A ll Quotes are Total Lump Sum and Not to E xceed Amounts ---------· Go gl ustomer ~ rviee$ '% '\ "' Regency Sou th . Brothers •Pond Par k '" ,. Address Oakwood Trail College Station, TX 77845 Pleasant Fo rest Bernadin e Estates I # '<' J <?. 0 l .. i}. Get Google Maps on your phone ii Texttheword"GMAPS"to466453 = ~ Emerald Forest .. Sandstone Per'k ?-,.Gr <l'"".tt.tol'"br Sandston e a A . .:: «.~' ~ ~ "~ Woodc reek Perk • \ ' <;J Shadoworest -~ <>"" -.:1,.;JJ Ambl!rlake Chadwick. ,,,.~ Stonebridge Wilshire Foxfire C2012 Goog le -Map data C20 12 Google DRAINAGE COMPUTATIONS For A Rep/at Of Lot 20 -Sandstone Addition 14.41 Acre Tract College Station, Brazos County, Texas Prepared for Tony Jones & Mike Hencerling 3205 E. By-Pass College Station, Texas 77845 Telephone: (409) 695-9413 Prepared by: Garrett Engineering 4444 Carter Creek Parkway -Suite 108 Bryan, Texas 77802 Telephone: (409) 846-2688 REVIEWED FOR * Revised August., tQ08 IANCE AUG 1 7 2000 COLLEGE STATION ENGINEERIN ~1 Garrett Engineering · 4444 Garter Creek Parkway Suite 108 ·Bryan , Texas 77802 ·Telephone : (409) 846 -2688 ·Fax : (409) 846 -3094 · Page I ' Determine Total Current Condition Peak Storm Water Discharge Rates Tributary Area ("A"): 21.53 Acres Pervious Area: 21 .53 Acres Impervious Area : 0 .00 Acres Run -Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("TI c"): Woodlands: Low Elevat ion: High Elevation: Distance (Feet): Slope(% Grade): Velocity ("Vw "): Time: Pastures: Low Elevation : High Elevation : Distance (Feet): Slope(% Grade): Velocity ("Vp "): T i me: Pavemen ts: Low Elevation : High Elevation: Distance (Feet): Slope (% Grade): Velocity ("Vpave "): Time : Total Travel Time: Hourly Intensity Rates ("I"): 2 -Year : 6 .33 5 -Year : 7 .69 10-Year: 8.63 25 -Year: 9 .86 50 -Year : 11.15 100-Year: 11.64 Peak Di scharge Rate ("Q"): 2-Year : 40.86 5 -Year : 49.69 10-Year: 55 .77 25-Year : 63 .70 50 -Yea r : 72 .00 100-Year: 75 .18 C= 0 .30 C = 0 .90 0.00 0.00 0 .00 0 .00 0.00 Feet I Second 0 .00 Minutes 0 .00 0.00 0.00 0 .00 0 .00 Feet I Second 0.00 M i nutes 0 .00 0 .00 0 .00 0 .00 0 .00 Feet I Second 0.00 Minutes 10.00 Minutes Inches I Hour Inches I Hour Inches I Hour I nches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cub ic Feet I Second Cub i c Feet I Second Cub ic Feet I Second Cub ic Feet I Second Cub i c Feet I Second Garrett Engineer ing · 4444 Garter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax : (409) 846·3094 · Page 2 Determine Post-development Peak Storm Water Discharge (No Detention) Tributary Area ("A"): 21.53 Acres Pervious Area : 15.15 Acres C= 0 .30 C= 0.90 Impervious Area: 6 .38 Acres Run -Off Coefficient ("Cwt"): 0.48 Ti me Of Concentration ("TI c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year : 5 -Year : 10-Year : . 25 -Year: 50 -Year : 100-Year : Peak Discharge Rate ("Q"): 2-Year : 5 -Year : 10-Year : 25 -Year : 50-Year : 100-Year : Comparison Of Predevelopment And Post-develo ment Peak Dischar e Rates 6 .33 Inches I Hour 7.69 Inches I Hour 8.63 Inches I Hour 9 .86 Inches I Hour 11.15 Inches I Hour 11.64 Inches I Hour 65.08 Cubic Feet I Second 79 .14 Cubic Feet I Second 88.82 Cubic Feet I Second 101.45 Cubic Feet I Second 114.68 Cubic Feet I Second 119.73 Cubic Feet I Second Predevelopment Post -Development Increase 2-Year: 5 -Year: 10-Year: 25 -Year : 50-Year: 100-Year: 40.86 Ft3/sec 49.69 Ft3/sec 55 .77 Ft3/sec 63 .70 Ft3/sec 72.00 Ft3/sec 75.18 Ft3/sec Preliminary Determination Of Detention Pond Volume 2 -Year: 24.22 Ft3/sec x (30 Min . 5 -Year: 29.45 Ft3/sec x (30 Min . 10-Year: 33 .05 Ft3/sec x (30 Min. 25 -Year: 37 .75 Ft3/sec x (30 Min. 50-Year: 42 .67 Ft3/sec x (30 Min . 100-Year: 44.55 Ft3/ sec x (30 Min . x 60 x 60 x 60 x 60 x 60 x 60 65.08 Ft3/sec 79.14 Ft3/sec 88.82 Ft3/ sec 101.45 Ft3/sec 114.68 Ft3/sec 119.73 Ft3/sec Sec. I 2 ) = Sec. I 2 ) = Sec . I 2 ) = Sec. I 2 ) = Sec . I 2 ) = Sec . I 2 ) = Time Base (Tb)= 3 .00 x T le And Time Of Concentration (T /c) Of 10 Minutes. 24.22 Ft3/sec 29.45 Ft3/sec 33.05 Ft3/sec 37.75 Ft3/sec 42.67 Ft3/sec 44.55 Ft3/sec 21,796 Cubic 26,503 Cubic 29,748 Cubic 33,975 Cubic 38,406 Cubic 40,099 Cubic Ga rrett Engineering · 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone : (409) 846 ·2688 ·Fa x: (409) 846 ·3094 . Page 3 Fee- Fee- Fee- Fee- Fee · Fee- t ~~~~~~~~~~~~~~~~~~~~~~~ Determine Post-Development "Free-Flow" Peak Storm Water Dischar e Tributary Area ("A"): 4.97 Pe rvious Area: Imperv ious Area : Run -Off Coefficient ("Cwt"): Acres 0 .60 2.49 2.49 Acres Acres C= 0 .30 C= 0.90 Time Of Concentrat ion ("TI c"): 10 Minutes (Min .) Hourly Intens ity Rates ("I"): 2 -Year: 6 .33 In ches I Ho ur 5 -Year: 7 .69 Inches I Hour 10-Year: 8.63 Inches I Hour 25-Year: 9 .86 Inches I Hour 50-Year : 11.15 Inches I Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year : 18.87 Cubic Feet I Second 5 -Year: 22 .94 Cubic Feet I Second 10-Year: 25 .75 Cubic Feet I Second 25-Year: 29 .41 Cubic Feet I Second 50 -Year: 33.24 Cubic Feet I Second 100 -Year: 34.71 Cubic Feet I Second Garrett Engineering · 4444 Carter Creek Parkway Suite 108 · Bryan , Texas 77802 ·Telephone: (409) 846 ·2688 . Fax : (409) 846 ·3094 . Page 4 Determine Post-Development Flow Into Detention Pond Tributary Area ("A"): 16.56 Pervious Area: Imperv i ous Area : Run-Off Coefficient ("Cwt"): Time Of Concentration ("TI c"): Hourly Intensity Rates ("I"): Peak Discharge Rate ("Q"): Acres 0 .44 12.66 3.90 Acres Acres 10 Minutes 2 -Year: 6.33 5 -Year : 7.69 10-Year : 8.63 25-Year: 9 .86 50-Year: 11.15 100-Year: 11 .64 2-Year: 46 .23 5-Year: 56.22 10-Year: 63.10 25 -Year: 72.07 50-Year : 81.47 100-Year: 85.06 C= 0 .30 C= 0.90 Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cub ic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Ga rrett Engineering · 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 · Fax: (409) 846-3094 . Page 5 Current Condition (Predevelopment) Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year ~Minutes~ Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 4.09 4.97 5.58 6.37 7.20 7.52 2 8.17 9.94 11.15 12.74 14.40 15.04 3 12.26 14.91 16.73 19.11 21.60 22.55 4 16.35 19.88 22.31 25.48 28.80 30.07 5 20.43 24.84 27.89 31.85 36.00 37.59 6 24.52 29.81 33.46 38,22 43.20 45.11 7 28.60 34.78 39.04 44.59 50.40 52.62 8 32.69 39.75 44.62 50.96 57.60 60.14 9 36.78 44.72 50.19 57.33 64.80 67.66 11 38.82 47.20 52.98 60.51 68.40 71.42 12 36.78 44.72 50.19 57.33 64.80 67.66 13 34.73 42.23 47.40 54.14 61.20 63.90 14 32.69 39.75 44.62 50.96 57.60 60.14 15 30.65 37.27 41.83 47.77 54.00 56.38 16 28.60 34.78 39.04 44.59 50.40 52.62 17 26.56 32.30 36.25 41.40 46.80 48.87 18 24.52 29.81 33.46 38.22 43.20 45.11 19 22.47 27.33 30.67 35.03 39.60 41.35 20 20.43 24.84 27.89 31.85 36.00 37.59 21 18.39 22.36 25.10 28.66 32.40 33.83 22 16.35 19.88 22.31 25.48 28.80 30.07 23 14.30 17.39 19.52 22.29 25.20 26.31 24 12.26 14.91 16.73 19.11 21.60 22.55 25 10.22 12.42 13.94 15.92 18.00 18.79 26 8.17 9.94 11.15 12.74 14.40 15.04 27 6.13 7.45 8.37 9.55 10.80 11.28 28 4.09 4.97 5.58 6.37 7.20 7.52 29 2.04 2.48 2.79 3.18 3.60 3.76 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax: (409) 846·3094 · Page 6 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax: (409) 846-3094 Page 7 Post-Development Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 6.51 7.91 8.88 10.14 11.47 11.97 2 13.02 15.83 17.76 20.29 22.94 23.95 3 19.52 23.74 26.65 30.43 34.40 35.92 4 26.03 31.65 35.53 40.58 45.87 47.89 5 32.54 39.57 44.41 50.72 57.34 59.87 6 39.05 47.48 53.29 60.87 68.81 71.84 7 45.56 55.39 62.18 71.01 80.27 83.81 8 52.06 63.31 71.06 81.16 91.74 95.79 9 58.57 71.22 79.94 91.30 103.21 107.76 11 61.83 75.18 84.38 96.37 108.94 113.75 12 58.57 71.22 79.94 91.30 103.21 107.76 13 55.32 67.27 75.50 86.23 97.47 101.77 14 52.06 63.31 71.06 81.16 91.74 95.79 15 48.81 59.35 66.62 76.08 86.01 89.80 16 45.56 55.39 62.18 71.01 80.27 83.81 17 42.30 51.44 57.74 65.94 74.54 77.83 18 39.05 47.48 53.29 60.87 68.81 71.84 19 35.79 43.52 48.85 55.79 63.07 65.85 20 32.54 39.57 44.41 50.72 57.34 59.87 21 29.29 35.61 39.97 45.65 51.60 53.88 22 26.03 31.65 35.53 40.58 45.87 47.89 23 22.78 27.70 31.09 35.51 40.14 41.91 24 19.52 23.74 26.65 30.43 34.40 35.92 25 16.27 19.78 22.21 25.36 28.67 29.93 26 13.02 15.83 17.76 20.29 22.94 23.95 27 9.76 11.87 13.32 15.22 17.20 17.96 28 6.51 7.91 8.88 10.14 11.47 11.97 29 3.25 3.96 4.44 5.07 5.73 5.99 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Garter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 · Fax: (409) 846·3094 · Page 8 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Garter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 ·Fax: (409) 846·3094 Page 9 Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 1.89 2.29 2.57 2.94 3.32 3.47 2 3.77 4.59 5.15 5.88 6.65 6.94 3 5.66 6.88 7.72 8.82 9.97 10.41 4 7.55 9.18 10.30 11.76 13.30 13.88 5 9.43 11.47 12.87 14.70 16.62 17.35 6 11.32 13.76 15.45 17.64 19.95 20.82 7 13.21 16.06 18.02 20.58 23.27 24.30 8 15.09 18.35 20.60 23.53 26.59 27.77 9 16.98 20.65 23.17 26.47 29.92 31.24 10 18.87 22.94 25.75 29.41 33.24 34.71 11 17.92 21.79 24.46 27.94 31.58 32.97 12 16.98 20.65 23.17 26.47 29.92 31.24 13 16.04 19.50 21.89 25.00 28.26 29.50 14 15.09 18.35 20.60 23.53 26.59 27.77 15 14.15 17.20 19.31 22.06 24.93 26.03 16 13.21 16.06 18.02 20.58 23.27 24.30 17 12.26 14.91 16.74 19.11 21.61 22.56 18 11.32 13.76 15.45 17.64 19.95 20.82 19 10.38 12.62 14.16 16.17 18.28 19.09 20 9.43 11.47 12.87 14.70 16.62 17.35 21 8.49 10.32 11.59 13.23 14.96 15.62 22 7.55 9.18 10.30 11.76 13.30 13.88 23 6.60 8.03 9.01 10.29 11.63 12.15 24 5.66 6.88 7.72 8.82 9.97 10.41 25 4.72 5.73 6.44 7.35 8.31 8.68 26 3.77 4.59 5.15 5.88 6.65 6.94 27 2.83 3.44 3.86 4.41 4.99 5.21 28 1.89 2.29 2.57 2.94 3.32 3.47 29 0.94 1.15 1.29 1.47 1.66 1.74 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 . Fax: (409) 846·3094 . Page 10 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax: (409) 846-3094 Page 11 Post-D evelopment Flow Routed Through Detention Pond I nf low Hydrograph Ordina t es (Cub ic Feet per Second) Time 2 -Year 5 -Y ear 10-Year 25 -Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0 .00 0.00 0 .00 0.00 0.00 0 .00 1 4.62 5.62 6.31 7.21 8 .15 8.51 2 9 .25 11.24 12 .62 14.41 16.29 17 .01 3 13.87 16.87 18.93 21 .62 24.44 25 .52 4 18.49 22.49 25 .24 28.83 32 .59 34.02 5 23 .1 2 28.11 31.55 36.03 40 .7 3 42.53 6 27.74 33.73 37.86 43 .24 48.88 51.04 7 32.36 39.35 44.17 50.45 57 .03 59.54 8 36.99 44.98 50.48 57 .65 65.17 68.05 9 41.61 50.60 56.79 64.86 73.32 76.55 11 43.92 53.41 59 .95 68.46 77 .39 80.81 12 41.61 50 .60 56.79 64.86 73 .32 76.55 13 39 .30 47 .79 53 .64 61.26 69.25 72.30 14 36.99 44.98 50.48 57.65 65.17 68.05 15 34.68 42 .16 47.33 54.05 61.10 63.79 16 32 .36 39.35 44.17 50.45 57 .03 59.54 17 30.05 36.54 41.02 46.84 52.95 55.29 18 27.74 33 .73 37 .86 43.24 48.88 51.04 19 25.43 30.92 34.71 39 .64 44.81 46.78 20 23.12 28.11 31 .55 36.03 40.73 42 .53 21 20 .81 25.30 28.40 32.43 36 .66 38.28 22 18.49 22.49 25.24 28.83 32.59 34.02 23 16.18 19.68 22 .09 25 .22 28.51 29 .77 24 13.87 16.87 18.93 21.62 24.44 25.52 25 11.56 14.05 15.78 18.02 20.37 21.26 26 9 .25 11 .24 12.62 14.41 16.29 17.01 27 6 .94 8.43 9.47 10.81 12.22 12.76 28 4.62 5 .62 6.31 7.21 8.15 8.51 29 2.31 2 .81 3 .16 3.60 4.07 4 .25 30 0 .00 0 .00 0 .00 0.00 0 .00 0.00 31 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 32 0.00 0.00 0.00 0.00 0 .00 0.00 33 0 .00 0 .00 0.00 0.00 0.00 0.00 34 0 .00 0.00 0.00 0.00 0 .00 0 .00 35 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 36 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 37 0.00 0.00 0.00 0 .00 0 .00 0.00 38 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 39 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 40 0.00 0 .00 0 .00 0.00 0 .00 0.00 Garrett Engineering · 4444 Garter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fa x: (409) 846-3094 · Page 12 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett Engineeting · 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 . Fax: (409) 846-3094 . Page 13 70.00 -'l:J c 60 .00 0 u Q) tJ) ... 50 .00 Q) 0.. -Q) 40.00 Q) ..... u ..D 30.00 :s u -~ 20.00 ... co .l:: u 10 .00 Ill c 0.00 80.00 ... 70.00 Q) 0.. -60 .00 Q) Q) ..... • !::? ~ 50 .00 ..c c c3 8 40 .00 -Q) Q) tJ) 30 .00 1)0 ... co 20.00 .l:: u Ill Q 10.00 0 .00 0 0 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event ---Current Developme nt Hydrograp h ---Total Post -De ve lopment Hydrograp~ Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event 10 20 30 40 50 Time (Minutes) ---Cu rrent Development Hydrograph ---Post -Development Outflow Hydrograph Witho Detent ion Garrett Engineering · 4444 Garter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 · Fax : (409) 846-3094 · Page 14 ... Cl) 0.. -Cl) Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event 90.00 -----~----~----~----~----~--- 80.00 -----+-+-----------+---------+-----+-------+--- ~ 60 .00 -----.~-+----~~-r--------+------+-----t----~ u- :0 -g 50.00 ----------r-+----------t---------+------+------+----~ ::I 0 ou -Cl) Cl) en bD ... co ..c u ,,, 0 ... Cl) 0.. -Cl) Cl) ...... u- ·-"CJ ..c c ::I 0 uu -Cl) Cl) en bD ... co ..c u ,,, c 40 .00 ---l---l'---+------"...,__-~-----+-------+------+----- 30.00 ---Jl>----J~--+-----__.,,.+--___,,,r-__ -+------+------+----- 0 .00 +-----1-------t-----..-----1------+---- o 10 20 30 40 50 120.00 100.00 80.00 60.00 40.00 20.00 0 .00 Curr ent Deve lopmen t Hydrograph Time (Minutes) ---Post.Development Outflow Hydrograph Witho Dete nt i on Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 0 10 20 Current Development Hydrograph 30 40 50 Time (Minutes) ---Pos t.Development Outflow Hydrograph Witho Deten ti on Garrett Engineering · 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone : (409) 846 ·2688 ·Fax : (409) 846 ·3094 · Page 15 1 20 .00 -"O c 0 100.00 u a.I (/) ... a.I 80.00 D.. -a.I a.I ..... 60 .00 u ..c ::I 0 -40 .00 a.I bO ... ~ ..c 20 .00 u Ill c 0 .00 1 20 .00 .. G> Q. 100 .00 -a.I Cl> 80.00 ..... u- ·-"O ..c c ::I 0 60 .00 ou -Cl> G> (/) bO 40 .00 ... ~ .c (,,) 20 .00 Ill c 0 .00 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event Current Development Hydrograph ---Post -Development Outflow Hydrograph With Dete nt i on 0 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 100-Year Storm Event 10 20 30 40 50 Time (Minutes) ---Current Development Hydrograph ---Post -Devel opment Outflow Hydrograph Witho Detentio n Ga rret t Engineer ing · 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846 ·2688 ·Fa x: (409) 846·3094 · Page 16 · I Detention Pond Depth Vs. Volume --Cl) Cl) ..... 4.00 3 .50 3 .00 2.50 -;; 2.00 -Q. Cl) c 1.50 1.00 0.50 0 .00 0 Elevation 263.00 264.00 265.00 266 .00 266.50 267.00 10,000 Depth (Feet) 0 .00 1.00 2.00 3 .00 3.50 4.00 Volume (Ft3) 0 7 ,741 18,601 34,304 43,697 53 ,614 Detention Pond Depth Vs. Volume 20,000 30,000 40,000 50 ,000 Detention Pond Volume (Cubic Feet) Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fa x: (409) 846-3094 -Page 17 6( Rating Curve For Outlet Control Structure De th Vs. Volume Elevation 263 .00 264.00 265 .00 266.00 266 .50 267 .00 Depth (Feet) 0 .00 1.00 2.00 3 .00 3.50 4.00 Weir : 3 .00 Discharge Ft3/Sec 0 .00 9 .26 26 .19 48 .12 60 .64 74.09 Feet Rating Curve For Outlet Control Structure Depth Vs. Volume p QJ QJ Lo. 4 .00 3.50 3 .00 2.50 -;; 2 .00 -a. QJ c 1.50 1.00 0.50 0.00 0 .00 10.00 20.00 30 .00 40 .00 50 .00 60,00 Discharge (Cubic Feet Per Second) Garrett Engineering · 4444 Carter Creek Parkway Suite 108 · Bryan. Texas 77802 ·Telephone: (409) 846·2688 · Fax : (409) 846·3094 · Page 18 70.00 !Storage Indication Curve 80.00 70 .00 60.00 -"Cl c 0 u Q) V> ... 50.00 Q) Q. -Q) Q) ..... u 40.00 ..c :::1 0 -Q) ~ 30 .00 IO ..c u Cl) c 20.00 10.00 0.00 0.00 Depth (Feet) 0 .00 1.00 2 .00 3.00 3.50 4 .00 Storage Discharge 2s/t 2s/t+O (Ft3) (Ft3/Sec) (Ft3/Sec) (Ft3/Sec) 0 0 .00 0 .00 0.00 7 ,741 9 .26 258.03 267.29 18,601 26.19 620.03 646.23 34,304 48.12 1,143.47 1,191.59 43,697 60.64 1,456.57 1,517.21 53,614 74.09 1,787.13 1,861.22 Storage Indication Curve 500.00 1,000 .00 1 ,500.00 2s/t+O (Cubic Feet Per Second) Garrett Engineering · 4444 Carter Creek Parkway Suite 108 ·Brya n, Texas 77802 ·Telephone: (409) 846-2688 ·Fa x: (409) 846-3094 · Page 19 2 ,00 Inflow I Outflow Simulation 2-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 4.62 4.62 4.30 4.62 0.16 0.02 263.02 2 9.25 13.87 16.91 18.17 0.63 0.07 263.07 3 13.87 23.12 37.26 40.03 1.39 0.15 263.15 4 18.49 32.36 64.80 69.62 2.41 0.26 263.26 5 23.12 41.61 99.03 106.41 3.69 0.40 263.40 6 27.74 50.86 139.50 149.89 5.19 0.56 263.56 7 32.36 60.10 185.78 199.61 6.92 0.75 263.75 8 36.99 69.35 237.45 255.13 8.84 0.95 263.95 9 41.61 78.60 293.17 316.05 11.44 1.13 264.13 10 46.23 87.84 352.33 381.01 14.34 1.30 264.30 11 43.92 90.16 408.30 442.48 17.09 1.46 264.46 12 41.61 85.53 455.07 493.84 19.38 1.60 264.60 13 39.30 80.91 493.44 535.98 21.27 1.71 264.71 14 36.99 76.29 524.18 569.73 22.78 1.80 264.80 15 34.68 71.66 547.96 595.84 23.94 1.87 264.87 16 32.36 67.04 565.40 615.00 24.80 1.92 264.92 17 30.05 62.42 577.07 627.82 25.37 1.95 264.95 18 27.74 57.79 583.49 634.87 25.69 1.97 264.97 19 25.43 53.17 585.13 636.66 25.77 1.97 264.97 20 23.12 48.55 582.41 633.67 25.63 1.97 264.97 21 20.81 43.92 575.72 626.33 25.30 1.95 264.95 22 18.49 39.30 565.42 615.02 24.80 1.92 264.92 23 16.18 34.68 551.83 600.10 24.13 1.88 264.88 24 13.87 30.05 535.25 581.88 23.32 1.83 264.83 25 11.56 25.43 515.93 560.67 22.37 1.77 264.77 26 9.25 20.81 494.13 536.74 21.30 1.71 264.71 27 6.94 16.18 470.08 510.32 20.12 1.64 264.64 28 4.62 11.56 443.96 481.63 18.84 1.57 264.57 29 2.31 6.94 415.96 450.89 17.47 1.48 264.48 30 0.00 2.31 386.26 418.27 16.01 1.40 264.40 31 0.00 0.00 357.10 386.26 14.58 1.31 264.31 32 0.00 0.00 330.55 357.10 13.27 1.24 264.24 33 0.00 0.00 306.38 330.55 12.09 1.17 264.17 34 0.00 0.00 284.36 306.38 11.01 1.10 264.10 35 0.00 0.00 264.32 284.36 10.02 1.05 264.05 36 0.00 0.00 246.00 264.32 9.16 0.99 263.99 37 0.00 0.00 228.95 246.00 8.52 0.92 263.92 38 0.00 0.00 213.09 228.95 7.93 0.86 263.86 39 0.00 0.00 198.32 213.09 7.38 0.80 263.80 40 0.00 0.00 184.58 198.32 6.87 0.74 263.74 41 0.00 0.00 171.79 184.58 6.40 0.69 263.69 42 0.00 0.00 159.89 171.79 5.95 0.64 263.64 43 0.00 0.00 148.81 159.89 5.54 0.60 263.60 44 0.00 0.00 138.50 148.81 5.16 0.56 263.56 45 0.00 0.00 128.90 138.50 4.80 0.52 263.52 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 ·Fax: (409) 846·3094 · Page 20 46 0.00 0.00 119.97 128.90 4.47 0.48 263.48 47 0.00 0.00 111.65 119.97 4.16 0.45 263.45 48 0.00 0.00 103.92 111.65 3.87 0.42 263.42 49 0.00 0.00 96.72 103.92 3.60 0.39 263.39 50 0.00 0.00 90.01 96.72 3.35 0.36 263.36 51 0.00 0.00 83.78 90.01 3.12 0.34 263.34 52 0.00 0.00 77.97 83.78 2.90 0.31 263.31 53 0.00 0.00 72.57 77.97 2.70 0.29 263.29 54 0.00 0.00 67.54 72.57 2.51 0.27 263.27 55 0.00 0.00 62.86 67.54 2.34 0.25 263.25 56 0.00 0.00 58.50 62.86 2.18 0.24 263.24 57 0.00 0.00 54.45 58.50 2.03 0.22 263.22 58 0.00 0.00 50.68 54.45 1.89 0.20 263.20 59 0.00 0.00 47.16 50.68 1.76 0.19 263.19 60 0.00 0.00 43.90 47.16 1.63 0.18 263.18 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax: (409) 846·3094 · Page 21 -"'C c 0 u Cl) V> ... Cl) D.. -Cl) Cl) ~ u ..c ::::s 0 -;r: 0 --::::s 0 70 .00 60 .00 50.00 40 .00 30.00 20 .00 1 0 .00 0.00 I I I 0 . Pre -Development Hydrograph Inflow/Outflow Simulation 2-Year Storm Event ' \ ' \ ' ' ' \ \ 10 ' \ \ \ 20 3 0 40 5 0 Time (Minutes) • Post -Development Outflow Hydrograph Without Detention ---·Post -Development -• -• -Post-Developt Outflow With 'Free -Flow ' Detention Garrett Engineering · 4444 Carter Creek Parkway Suite 108 · Bryan , Texas 77802 ·Telephone: (409) 846-2688 ·fax: (409) 846·3094 · Page 22 Inflow I Outflow Simulation 5-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 5.62 5.62 5.23 5.62 0.19 0.02 263.02 2 11.24 16.87 20.57 22.10 0.77 0.08 263.08 3 16.87 28.11 45.30 48.68 1.69 0.18 263.18 4 22.49 39.35 78.79 84.66 2.93 0.32 263.32 5 28.11 50.60 120.42 129.39 4.48 0.48 263.48 6 33.73 61.84 169.63 182.26 6.31 0.68 263.68 7 39.35 73.08 225.90 242.72 8.41 0.91 263.91 8 44.98 84.33 287.87 310.23 11.18 1.11 264.11 9 50.60 95.57 354.54 383.44 14.45 1.31 264.31 10 56.22 106.82 425.49 461.35 17.93 1.51 264.51 11 53.41 109.63 492.66 535.11 21.23 1.71 264.71 12 50.60 104.00 548.70 596.66 23.98 1.87 264.87 13 47.79 98.38 594.63 647.09 26.23 2.00 265.00 14 44.98 92.76 631.69 687.39 27.85 2.08 265.08 15 42.16 87.14 660.61 718.83 29.11 2.13 265.13 16 39.35 81.52 682.02 742.12 30.05 2.18 265.18 17 36.54 75.90 696.55 757.92 30.68 2.20 265.20 18 33.73 70.27 704.74 766.82 31.04 2.22 265.22 19 30.92 64.65 707.10 769.39 31.15 2.23 265.23 20 28.11 59.03 704.10 766.13 31.01 2.22 265.22 21 25.30 53.41 696.17 757.50 30.67 2.20 265.20 22 22.49 47.79 683.71 743.95 30.12 2.18 265.18 23 19.68 42.16 667.08 725.87 29.40 2.15 265.15 24 16.87 36.54 646.62 703.62 28.50 2.11 265.11 25 14.05 30.92 622.63 677.54 27.45 2.06 265.06 26 11.24 25.30 595.41 647.93 26.26 2.00 265.00 27 8.43 19.68 565.48 615.08 24.80 1.92 264.92 28 5.62 14.05 533.10 579.53 23.21 1.82 264.82 29 2.81 8.43 498.51 541.54 21.52 1.72 264.72 30 0.00 2.81 461.88 501.32 19.72 1.62 264.62 31 0.00 0.00 425.97 461.88 17.96 1.51 264.51 32 0.00 0.00 393.26 425.97 16.35 1.42 264.42 33 0.00 0.00 363.48 393.26 14.89 1.33 264.33 34 0.00 0.00 336.37 363.48 13.56 1.25 264.25 35 0.00 0.00 311.67 336.37 12.35 1.18 264.18 36 0.00 0.00 289.18 311.67 11.24 1.12 264.12 37 0.00 0.00 268.70 289.18 10.24 1.06 264.06 38 0.00 0.00 250.06 268.70 9.32 1.00 264.00 39 0.00 0.00 232.73 250.06 8.66 0.94 263.94 40 0.00 0.00 216.60 232.73 8.06 0.87 263.87 41 0.00 0.00 201.59 216.60 7.50 0.81 263.81 42 0.00 0.00 187.62 201.59 6.98 0.75 263.75 43 0.00 0.00 174.62 187.62 6.50 0.70 263.70 44 0.00 0.00 162.52 174.62 6.05 0.65 263.65 45 0.00 0.00 151.26 162.52 5.63 0.61 263.61 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan. Texas 77802 ·Telephone: (409) 846-2688 · Fax: (409) 846-3094 · Page 23 46 0.00 0.00 140.78 151.26 5.24 0.57 263.57 47 0.00 0.00 131.02 140.78 4.88 0.53 263.53 48 0.00 0.00 121.94 131.02 4.54 0.49 263.49 49 0.00 0.00 113.49 121.94 4.23 0.46 263.46 50 0.00 0.00 105.63 113.49 3.93 0.42 263.42 51 0.00 0.00 98.31 105.63 3.66 0.40 263.40 52 0.00 0.00 91.50 98.31 3.41 0.37 263.37 53 0.00 0.00 85.16 91.50 3.17 0.34 263.34 54 0.00 0.00 79.26 85.16 2.95 0.32 263.32 55 0.00 0.00 73.76 79.26 2.75 0.30 263.30 56 0.00 0.00 68.65 73.76 2.56 0.28 263.28 57 0.00 0.00 63.90 68.65 2.38 0.26 263.26 58 0.00 0.00 59.47 63.90 2.21 0.24 263.24 59 0.00 0.00 55.35 59.47 2.06 0.22 263.22 60 0.00 0.00 51.51 55.35 1.92 0.21 263.21 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 · Page 24 80.00 70 .00 I 60 .00 I -"'C c 0 u 50.00 Q) V> ... Q) Q. -Q) Q) 40 .00 ..... u ..Q ::::s (.) -3:: ~ 30.00 --::::s 0 20.00 10.00 0.00 0 ----Pre -Developmen t Hydrog raph Inflow/Outflow Simulation 5 -Year Storm Event \ I " \ \ \ 10 \ ' \ \ 20 30 40 50 Time (Minutes) • Post -Development Outflow Hydrograph Without Detention ----Post -Development - -• - - - -Post -Developr Outflow With "Free -Flow · Detent ion Ga rrett Engineering · 4444 ca rter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 · Fax : (409) 846·3094 · Page 25 A -" .. Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 6.31 6.31 5.87 6.31 0.22 0.02 263.02 2 12.62 18.93 23.08 24.80 0.86 0.09 263.09 3 18.93 31.55 50.85 54.63 1.89 0.20 263.20 4 25.24 44.17 88.44 95.02 3.29 0.36 263.36 5 31.55 56.79 135.16 145.23 5.03 0.54 263.54 6 37.86 69.41 190.40 204.57 7.09 0.77 263.77 7 44.17 82.03 253.45 272.43 9.49 1.01 264.01 8 50.48 94.65 322.36 348.10 12.87 1.21 264.21 9 56.79 107.27 396.60 429.63 16.52 1.43 264.43 10 63.10 119.89 475.70 516.49 20.40 1.66 264.66 11 59.95 123.05 550.60 598.74 24.07 1.87 264.87 12 56.79 116.74 613.25 667.34 27.04 2.04 265.04 13 53.64 110.43 665.06 723.68 29.31 2.14 265.14 14 50.48 104.12 706.90 769.18 31.14 2.23 265.23 15 47.33 97.81 739.58 804.71 32.57 2.29 265.29 16 44.17 91.50 763.82 831.07 33.63 2.34 265.34 17 41.02 85.19 780.31 849.01 34.35 2.37 265.37 18 37.86 78.88 789.68 859.19 34.76 2.39 265.39 19 34.71 72.57 792.48 862.24 34.88 2.40 265.40 20 31.55 66.26 789.26 858.74 34.74 2.39 265.39 21 28.40 59.95 780.50 849.21 34.36 2.37 265.37 22 25.24 53.64 766.63 834.13 33.75 2.34 265.34 23 22.09 47.33 748.08 813.96 32.94 2.31 265.31 24 18.93 41.02 725.22 789.10 31.94 2.26 265.26 25 15.78 34.71 698.40 759.93 30.77 2.21 265.21 26 12.62 28.40 667.93 726.79 29.43 2.15 265.15 27 9.47 22.09 634.10 690.01 27.95 2.08 265.08 28 6.31 15.78 597.20 649.88 26.34 2.01 265.01 29 3.16 9.47 557.81 606.66 24.43 1.90 264.90 30 0.00 3.16 516.20 560.96 22.38 1.77 264.77 31 0.00 0.00 475.43 516.20 20.38 1.66 264.66 32 0.00 0.00 438.31 475.43 18.56 1.55 264.55 33 0.00 0.00 404.50 438.31 16.90 1.45 264.45 34 0.00 0.00 373.72 404.50 15.39 1.36 264.36 35 0.00 0.00 345.68 373.72 14.02 1.28 264.28 36 0.00 0.00 320.15 345.68 12.76 1.21 264.21 37 0.00 0.00 296.91 320.15 11.62 1.14 264.14 38 0.00 0.00 275.74 296.91 10.58 1.08 264.08 39 0.00 0.00 256.46 275.74 9.64 1.02 264.02 40 0.00 0.00 238.69 256.46 8.89 0.96 263.96 41 0.00 0.00 222.15 238.69 8.27 0.89 263.89 42 0.00 0.00 206.76 222.15 7.70 0.83 263.83 43 0.00 0.00 192.43 206.76 7.16 0.77 263.77 44 0.00 0.00 179.10 192.43 6.67 0.72 263.72 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846·2688 ·Fax: (409) 846·3094 · Page 26 • 45 0.00 0.00 166.69 179.10 6.21 0.67 263.67 46 0.00 0.00 155.14 166.69 5.78 0.62 263.62 47 0.00 0.00 144.39 155.14 5.38 0.58 263.58 48 0.00 0.00 134.38 144.39 5.00 0.54 263.54 49 0.00 0.00 125.07 134.38 4.66 0.50 263.50 50 0.00 0.00 116.40 125.07 4.33 0.47 263.47 51 0.00 0.00 108.34 116.40 4.03 0.44 263.44 52 0.00 0.00 100.83 108.34 3.75 0.41 263.41 53 0.00 0.00 93.84 100.83 3.49 0.38 263.38 54 0.00 0.00 87.34 93.84 3.25 0.35 263.35 55 0.00 0.00 81.29 87.34 3.03 0.33 263.33 56 0.00 0.00 75.65 81.29 2.82 0.30 263.30 57 0.00 0.00 70.41 75.65 2.62 0.28 263.28 58 0.00 0.00 65.53 70.41 2.44 0.26 263.26 59 0.00 0.00 60.99 65.53 2.27 0.25 263.25 60 0.00 0.00 56.77 60.99 2.11 0.23 263.23 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 · Fax: (409) 846·3094 · Page 27 -'Q c 0 u Q) (/) ... Q) c.. -Q) Q) ..... u .a ::s (.) -~ 0 5 ::s 0 90 .00 80.00 70.00 60.00 50.00 40.00 30.00 20 .00 10.00 0.00 • ' 0 Pre -Development Hydrograph Inflow/Outflow Simulation 10-Year Storm Event \ \ \ ' 10 \ \ \ \ 20 30 40 50 Time (Minutes) • Post -Development Outflow Hydrograph Without Detention ---·Post -Development ----- - -Pos t-Developm Outflow With "F ree -Flow" Detent ion Garrett Engineer ing · 4444 Garter Creek Parkway Su ite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·fax: (409) 846-3094 · Page 28 Inflow I Outflow Simulation 25-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 7.21 7.21 6.71 7.21 0.25 0.03 263.03 2 14.41 21.62 26.36 28.33 0.98 0.11 263.11 3 21.62 36.03 58.07 62.40 2.16 0.23 263.23 4 28.83 50.45 101.00 108.52 3.76 0.41 263.41 5 36.03 64.86 154.37 165.86 5.75 0.62 263.62 6 43.24 79.27 217.45 233.64 8.10 0.87 263.87 7 50.45 93.69 288.70 311.14 11.22 1.12 264.12 8 57.65 108.10 366.71 396.80 15.05 1.34 264.34 9 64.86 122.52 450.87 489.22 19.18 1.59 264.59 10 72.07 136.93 540.63 587.79 23.58 1.85 264.85 11 68.46 140.53 625.96 681.16 27.60 2.06 265.06 12 64.86 133.33 697.81 759.29 30.74 2.21 265.21 13 61.26 126.12 757.25 823.93 33.34 2.33 265.33 14 57.65 118.91 805.28 876.16 35.44 2.42 265.42 15 54.05 111.71 842.83 916.99 37.08 2.50 265.50 16 50.45 104.50 870.72 947.33 38.30 2.55 265.55 17 46.84 97.29 889.75 968.02 39.13 2.59 265.59 18 43.24 90.08 900.62 979.84 39.61 2.61 265.61 19 39.64 82.88 903.99 983.50 39.75 2.62 265.62 20 36.03 75.67 900.46 979.66 39.60 2.61 265.61 21 32.43 68.46 890.59 968.92 39.17 2.59 265.59 22 28.83 61.26 874.88 951.84 38.48 2.56 265.56 23 25.22 54.05 853.81 928.93 37.56 2.52 265.52 24 21.62 46.84 827.81 900.65 36.42 2.47 265.47 25 18.02 39.64 797.27 867.44 35.09 2.41 265.41 26 14.41 32.43 762.55 829.70 33.57 2.34 265.34 27 10.81 25.22 724.01 787.78 31.89 2.26 265.26 28 7.21 18.02 681.93 742.02 30.05 2.18 265.18 29 3.60 10.81 636.61 692.74 28.06 2.09 265.09 30 0.00 3.60 588.37 640.22 25.93 1.98 264.98 31 0.00 0.00 541.15 588.37 23.61 1.85 264.85 32 0.00 0.00 498.15 541.15 21.50 1.72 264.72 33 0.00 0.00 459.00 498.15 19.58 1.61 264.61 34 0.00 0.00 423.34 459.00 17.83 1.51 264.51 35 0.00 0.00 390.87 423.34 16.23 1.41 264.41 36 0.00 0.00 361.31 390.87 14.78 1.33 264.33 37 0.00 0.00 334.38 361.31 13.46 1.25 264.25 38 0.00 0.00 309.87 334.38 12.26 1.18 264.18 39 0.00 0.00 287.54 309.87 11.16 1.11 264.11 40 0.00 0.00 267.21 287.54 10.17 1.05 264.05 41 0.00 0.00 248.69 267.21 9.26 1.00 264.00 42 0.00 0.00 231.46 248.69 8.62 0.93 263.93 43 0.00 0.00 215.42 231.46 8.02 0.87 263.87 44 0.00 0.00 200.49 215.42 7.46 0.81 263.81 45 0.00 0.00 186.60 200.49 6.95 0.75 263.75 Garrett Engineering. 4444 Carter Creek Parkway Suite 108 · Bryan. Texas 77802 ·Telephone: (409) 846-2688 · Fix: (409) 846·3094 · Page 29 46 0.00 0.00 173.67 186.60 6.47 0.70 263.70 47 0.00 0.00 161.63 173.67 6.02 0.65 263.65 48 0.00 0.00 150.43 161.63 5.60 0.60 263.60 49 0.00 0.00 140.01 150.43 5.21 0.56 263.56 50 0.00 0.00 130.31 140.01 4.85 0.52 263.52 51 0.00 0.00 121.28 130.31 4.51 0.49 263.49 52 0.00 0.00 112.87 121.28 4.20 0.45 263.45 53 0.00 0.00 105.05 112.87 3.91 0.42 263.42 54 0.00 0.00 97.77 105.05 3.64 0.39 263.39 55 0.00 0.00 91.00 97.77 3.39 0.37 263.37 56 0.00 0.00 84.69 91.00 3.15 0.34 263.34 57 0.00 0.00 78.82 84.69 2.93 0.32 263.32 58 0.00 0.00 73.36 78.82 2.73 0.29 263.29 59 0.00 0.00 68.28 73.36 2.54 0.27 263.27 60 0.00 0.00 63.55 68.28 2.37 0.26 263.26 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 · Page 30 -'a c 0 u Cl) (/) ... Cl) a.. -~ ..... u .a :s (..) -:t':: 0 ;:: -:s 0 120.00 100.00 I I 80 .00 • 60.00 40.00 20.00 0 .00 0 ----Pre-Develo pm ent Hydrograph Inflow/Outflow Simulation 25-Year Storm Even t I ' I ' • ' ' ' ' 10 ' ' ' ' ' ' 20 30 40 50 Time (Minutes) • Post -Development Outflow Hydrograph Without Detention ----Po st -Development • · • • • • • Post-Develop r Outflow Wit h 'Free-Flow ' Detent ion Garrett Engineering · 4444 Carter Creel< Parkway Sui te 108 ·Brya n, Texas 77 802 ·Telephone: (409) 846·2688 · Fa x: (409) 846 -3094 · Pa ge 31 Inflow I Outflow Simulation 50-Year Storm Event Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 8.15 8.15 7.58 8.15 0.28 0.03 263.03 2 16.29 24.44 29.80 32.02 1.11 0.12 263.12 3 24.44 40.73 65.65 70.54 2.44 0.26 263.26 4 32.59 57.03 114.18 122.68 4.25 0.46 263.46 5 40.73 73.32 174.50 187.50 6.50 0.70 263.70 6 48.88 89.61 245.81 264.12 9.15 0.99 263.99 7 57.03 105.91 325.65 351.72 13.03 1.22 264.22 8 65.17 122.20 413.20 447.86 17.33 1.48 264.48 9 73.32 138.49 507.75 551.69 21.97 1.75 264.75 10 81.47 154.79 608.84 662.54 26.85 2.03 265.03 11 77.39 158.86 705.54 767.70 31.08 2.22 265.22 12 73.32 150.71 786.98 856.26 34.64 2.39 265.39 13 69.25 142.57 854.38 929.55 37.59 2.52 265.52 14 65.17 134.42 908.86 988.80 39.97 2.63 265.63 15 61.10 126.27 951.47 1035.13 41.83 2.71 265.71 16 57.03 118.13 983.17 1069.60 43.22 2.78 265.78 17 52.95 109.98 1004.82 1093.15 44.16 2.82 265.82 18 48.88 101.83 1017.24 1106.65 44.71 2.84 265.84 19 44.81 93.69 1021.17 1110.93 44.88 2.85 265.85 20 40.73 85.54 1017.29 1106.71 44.71 2.84 265.84 21 36.66 77.39 1006.24 1094.69 44.23 2.82 265.82 22 32.59 69.25 988.58 1075.48 43.45 2.79 265.79 23 28.51 61.10 964.84 1049.68 42.42 2.74 265.74 24 24.44 52.95 935.53 1017.80 41.13 2.68 265.68 25 20.37 44.81 901.08 980.34 39.63 2.61 265.61 26 16.29 36.66 861.91 937.74 37.92 2.53 265.53 27 12.22 28.51 818.40 890.43 36.01 2.45 265.45 28 8.15 20.37 770.90 838.77 33.94 2.35 265.35 29 4.07 12.22 719.72 783.12 31.70 2.25 265.25 30 0.00 4.07 665.17 723.79 29.31 2.14 265.14 31 0.00 0.00 611.26 665.17 26.96 2.03 265.03 32 0.00 0.00 561.99 611.26 24.63 1.91 264.91 33 0.00 0.00 517.13 561.99 22.43 1.78 264.78 34 0.00 0.00 476.28 517.13 20.43 1.66 264.66 35 0.00 0.00 439.08 476.28 18.60 1.55 264.55 36 0.00 0.00 405.21 439.08 16.94 1.45 264.45 37 0.00 0.00 374.36 405.21 15.42 1.36 264.36 38 0.00 0.00 346.27 374.36 14.05 1.28 264.28 39 0.00 0.00 320.69 346.27 12.79 1.21 264.21 40 0.00 0.00 297.40 320.69 11.65 1.14 264.14 41 0.00 0.00 276.18 297.40 10.61 1.08 264.08 42 0.00 0.00 256.87 276.18 9.66 1.02 264.02 43 0.00 0.00 239.07 256.87 8.90 0.96 263.96 44 0.00 0.00 222.50 239.07 8.28 0.89 263.89 45 0.00 0.00 207.08 222.50 7.71 0.83 263.83 Garrett Engi-ring -4444 Carter Creel< Parkway Suite 108 -Bryan, Texas 77602 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 32 46 0.00 0.00 192.73 207.08 7.17 0.77 263.77 47 0.00 0.00 179.38 192.73 6.68 0.72 263.72 48 0.00 0.00 166.95 179.38 6.21 0.67 263.67 49 0.00 0.00 155.38 166.95 5.78 0.62 263.62 50 0.00 0.00 144.61 155.38 5.38 0.58 263.58 51 0.00 0.00 134.59 144.61 5.01 0.54 263.54 52 0.00 0.00 125.27 134.59 4.66 0.50 263.50 53 0.00 0.00 116.59 125.27 4.34 0.47 263.47 54 0.00 0.00 108.51 116.59 4.04 0.44 263.44 55 0.00 0.00 100.99 108.51 3.76 0.41 263.41 56 0.00 0.00 93.99 100.99 3.50 0.38 263.38 57 0.00 0.00 87.48 93.99 3.26 0.35 263.35 58 0.00 0.00 81.42 87.48 3.03 0.33 263.33 59 0.00 0.00 75.77 81.42 2.82 0.30 263.30 60 0.00 0.00 70.52 75.77 2.63 0.28 263.28 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 ·Fax: (409) 846-3094 · Page 33 -"tJ c 0 u Q) V> ... Q) ~ -Q) Q) ..... u .a :::s 0 -:I: 0 --:::s 0 120.00 100 .00 80.00 60.00 40 .0 0 20.00 0 .0 0 I I 0 Pre -Development Hydrograph I nflow/Outflow Simulation 50-Year Storm Event I ' ' I ' I ' ' I ' ' ' ' 10 ..... ' ' ' ' 20 30 40 50 Time (Minutes) • Post-Development Outflow Hydrograph Without Detention ---·Post-Development • • • • -• • Post -Develo1 Outflow With 'Free-Flow' Detention Garrett Engineeri ng · 4444 Carter Creek Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fa x: (409) 846·3094 · Page 34 Inflow I Outflow Simulation 100-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes} (Ft3/Sec} (Ft3/Sec} (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 263.00 1 8.51 8.51 7.92 8.51 0.29 0.03 263.03 2 17.01 25.52 31.12 33.43 1.16 0.13 263.13 3 25.52 42.53 68.54 73.65 2.55 0.28 263.28 4 34.02 59.54 119.21 128.09 4.44 0.48 263.48 5 42.53 76.55 182.20 195.76 6.78 0.73 263.73 6 51.04 93.57 256.48 275.76 9.64 1.02 264.02 7 59.54 110.58 339.62 367.06 13.72 1.26 264.26 8 68.05 127.59 430.82 467.21 18.19 1.53 264.53 9 76.55 144.60 529.36 575.42 23.03 1.81 264.81 10 85.06 161.61 634.99 690.97 27.99 2.08 265.08 11 80.81 165.87 736.03 800.85 32.41 2.28 265.28 12 76.55 157.36 821.13 893.39 36.13 2.45 265.45 13 72.30 148.85 891.56 969.98 39.21 2.59 265.59 14 68.05 140.35 948.50 1031.91 41.70 2.71 265.71 15 63.79 131.84 993.05 1080.34 43.65 2.80 265.80 16 59.54 123.34 1026.19 1116.38 45.10 2.86 265.86 17 55.29 114.83 1048.84 1141.02 46.09 2.91 265.91 18 51.04 106.32 1061.85 1155.16 46.66 2.93 265.93 19 46.78 97.82 1065.99 1159.67 46.84 2.94 265.94 20 42.53 89.31 1061.98 1155.30 46.66 2.93 265.93 21 38.28 80.81 1050.47 1142.78 46.16 2.91 265.91 22 34.02 72.30 1032.06 1122.77 45.35 2.87 265.87 23 29.77 63.79 1007.31 1095.85 44.27 2.82 265.82 24 25.52 55.29 976.73 1062.60 42.94 2.76 265.76 25 21.26 46.78 940.78 1023.51 41.36 2.69 265.69 26 17.01 38.28 899.91 979.06 39.58 2.61 265.61 27 12.76 29.77 854.49 929.68 37.59 2.52 265.52 28 8.51 21.26 804.91 875.76 35.42 2.42 265.42 29 4.25 12.76 751.50 817.67 33.09 2.31 265.31 30 0.00 4.25 694.55 755.75 30.60 2.20 265.20 31 0.00 0.00 638.28 694.55 28.14 2.09 265.09 32 0.00 0.00 586.60 638.28 25.84 1.98 264.98 33 0.00 0.00 539.54 586.60 23.53 1.84 264.84 34 0.00 0.00 496.69 539.54 21.43 1.72 264.72 35 0.00 0.00 457.67 496.69 19.51 1.61 264.61 36 0.00 0.00 422.13 457.67 17.77 1.50 264.50 37 0.00 0.00 389.77 422.13 16.18 1.41 264.41 38 0.00 0.00 360.30 389.77 14.73 1.32 264.32 39 0.00 0.00 333.47 360.30 13.42 1.25 264.25 40 0.00 0.00 309.03 333.47 12.22 1.17 264.17 41 0.00 0.00 286.78 309.03 11.13 1.11 264.11 42 0.00 0.00 266.52 286.78 10.13 1.05 264.05 43 0.00 0.00 248.05 266.52 9.23 1.00 264.00 44 0.00 0.00 230.86 248.05 8.59 0.93 263.93 45 0.00 0.00 214.86 230.86 8.00 0.86 263.86 Garrett Engineering· 4444 carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 · Fax: (409) 846-3094 · Page 35 46 0.00 0.00 199.97 214.86 7.44 0.80 263.80 47 0.00 0.00 186.12 199.97 6.93 0.75 263.75 48 0.00 0.00 173.22 186.12 6.45 0.70 263.70 49 0.00 0.00 161.22 173.22 6.00 0.65 263.65 50 0.00 0.00 150.05 161.22 5.59 0.60 263.60 51 0.00 0.00 139.65 150.05 5.20 0.56 263.56 52 0.00 0.00 129.97 139.65 4.84 0.52 263.52 53 0.00 0.00 120.96 129.97 4.50 0.49 263.49 54 0.00 0.00 112.58 120.96 4.19 0.45 263.45 55 0.00 0.00 104.78 112.58 3.90 0.42 263.42 56 0.00 0.00 97.52 104.78 3.63 0.39 263.39 57 0.00 0.00 90.76 97.52 3.38 0.36 263.36 58 0.00 0.00 84.47 90.76 3.14 0.34 263.34 59 0.00 0.00 78.62 84.47 2.93 0.32 263.32 60 0.00 0.00 73.17 78.62 2.72 0.29 263.29 Garrett Engineering -4444 carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 Page 36 20.00 0.00 0 ----Pre-Development Hydrograph Inflow/Outflow Simulation 100-Year Storm Event 10 20 30 40 50 Time (Minutes) • Post-Deve lopment Outflow Hydrograph Without Detention ---·Po st -Development • • • • • • • Pos t-Deve lop Outflow With 'Free -F lo w' Detent ion Ga rrett Engineering -4444 Carter Creek Pa rkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846 -2688 -Fax : (409) 846-3094 -Page 37 Inflow/Outflow Simulation 2-Year Storm Event 45.00 40.00 35 .00 ~ 30.00 s:: 0 u c» V> ... c» 25.00 Q. -c» c» ..... u ..c ::s 20.00 0 -~ 0 :;: -::s 0 15.00 10.00 5.00 0 .00 0 10 20 30 40 50 Time (Minutes) Pre-Development Hydrograph ---·Total Post-Development Hydrograph Garrett Engineering · 4444 Carter Creek Parkway Suite 108 ·Bryan , Texas 77802 ·Telephone: (409) 846·2688 ·Fax : (409) 846 ·3094 · Page 38 -"Cl c 0 v 50.00 45 .00 40.00 35 .00 c% 30 .00 ... Cl) a.. -Cl) ~ 25 .00 v :.c ::s u -~ 20.00 0 = ::s 0 15 .00 10 .00 5 .00 0 .00 Inflow/Outflow Simulation 5-Year Storm Event 0 10 20 30 40 50 Time (Minutes) ---Pre -Development Hydrograp h ---Total Post -Development Hydrograph Garrett Engineering -4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 -Telephone: (409) 846 -2688 -Fax : (409) 846-3094 -Page 39 I / 60 .00 50.00 !C' 40 .00 c 0 u Q) tn ... Q) Q. -Q) ~ 30.00 u ..Q :::3 0 -~ 0 :;: -:::3 0 20 .00 10.00 0 .00 0 Inflow/Outflow Simul ation 10-Year Storm Event 10 20 30 40 50 Time (Minutes) Pre.Developmen t Hydrograph ---•Total Post -Development Hydrograph Garrett Engineering -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 · Fa x: (409) 846-3094 -Page 40 --0 c 0 u Cl) en 70.00 60.00 50.00 :u 40.00 Ii. -Cl) Cl) ..... u :0 ::::s ~ 30.00 ~ 0 :;:: -::::s 0 20.00 10.00 0.00 Inflow/Outflow Simulation 25-Year Storm Event 0 10 20 30 40 50 Time (Minutes) Pre -Developmen t Hydrograp h ---Total Post -Development Hydrograph Garrett Engineering· 4444 Carter Creel< Parkway Suite 108 · Bryan, Texas 77802 ·Telephone: (409) 846·2688 ·Fa x: (409) 846-3094 · Page 41 Inflow/Outflow Simulation SO-Year Storm Event 80.00 70.00 60.00 -"C c 0 50.00 u Cl.I en ... Cl.I ~ -Cl.I Cl.I 40.00 ..... u ..c ::s 0 -~ 0 30.00 --::s 0 20 .00 10.00 0.00 0 10 20 30 40 50 Time (Minutes) ---Pre -Development Hyd rogr aph ---To tal Pos t -Develop ment Hy drograph Ga rrett Engi~ing · 4444 Carter Creek Parkway Suite 108 ·Bryan. Texas 77802 ·Telephone: (409) 840·2688 · Fa x: (409) 840·3094 · Page 42 Inflow/Outflow Simulation 100-Year Storm Event 80.00 70.00 60.00 -"g c: 0 50 .00 u Q) II) ... Q) 0.. -Q) Q) 40 .00 ..... u ..c :J 0 -~ 0 30.00 :;: -:J 0 20.00 10.00 0 .00 0 10 20 30 40 50 Time (Minutes) Pre-Developme nt Hydrograph ---Total Po st-Development Hydrograph Garrett Engineering -4444 Carter Creel< Parkway Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2688 -Fax : (409) 846-3094 -Page 43 Detenti on Pon d Storage Volumes as Perce nt of Maximum VolumE 1003 903 803 703 G> E :3 0 603 > E :3 E ·;c 503 ftl -- ::E -0 -c 403 G> ..------- c..> ... G> CL. 303 ------..----- 203 ------- 103 ------- 03 I I I I I I I I I I 2-year 5 -year 10-year 25 -year 50 -year 100-ye Design Storm Storm Simulation Synopsis 2 · ear 5 -ear 10· ear 25-ear 50-ear 100-ear Storm Depth 1.97 2.23 2.40 2 .62 2 .85 2 .94 Storm Elevation 264.97 265.23 265.40 265.62 265 .85 265 .94 Storm Volume 18327 21054 24821 28312 31981 33385 Max i mum Capacity 53614 53614 53614 53614 53614 53614 Percent of Capacity 343 393 463 533 603 623 Garrett Engineer ing · 4444 carter Creel< Parkway Su ite 108 ·Brya n, Texas 77802 ·Telephone: (409) 846·2688 · Fa x: (409) 846·3094 · Page 44 .. ~-----·-. 'y , .. ---------·-·--·\··--Y------·-1,. --:. , .. -----...s:2~b r~o~·z CJ > ·d 'H'::::> </=> •0 ~ ~-L-s:>-a•r~ 1 '-il'"2Ll-aG'\S'~ 1 ~~r; ~...-7J..em11? /--.-=>~\\~ 0-'Z>~ ~t--~z; ~ ', 1 . \, --5 ..::i • ? .,,g ·s .s :z. -z.. :l\ ·s '.d. ·_;? 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""'-I(,/• --r------~ _ _r:Q ~ !~::______. ... ~------------·-····--r----· -1.~o .. -d?_,_t [; CE~ ___________ .. _____ . ----1 ~ ~ -~NllJ~li}fl1~.cc:::c..A.e .. r3 ~-'~=Q _ =·~-•. --+--fo _zl{~ CJ•kd':), (2_ O , g>_Ya _ ~-tL _____________ --·-- --+-----""·~~ -z:. 7,.:l_a C J_f:_S.1 ----------··-- _ __ _,_1 , _-f0Le_ ___ -Z7-_-:~_S'fu1.. ___ ~____fte:Qu~.-~~-8 ________ .. -----··-----~4C -~l~ _}... __ 'Z'±.~_¢-C~-~l-p . __ @ t:J ,~t, ~~~ A Proposed Amendment To Sanitary Sewer Lines "B" & "D" To FoxfU:e And Surrounding Areas College Station, Brazos County, Texas Prepared For: Mr. Tony Jones 3205 East By-Pass College Station, Texas 77845 Prepared Bv: Garrell Engineering 4444 Carter Creek Parkway Suite 108 Bryan. Texas 77802 Telephone: (979) 846-2688 Fax: (979) 846-3094 * March, 2000 * Determine The Capacity Of Proposed 6" Sanitary Sewer Line Given : 6" Diameter Sanitary Sewer Line@0.60 % Grade Where; 1.486 Qru11 = __ "7 _____ A R2/3 sl/2 n Q =Flow Capacity In Cubic Feet Per Second n = 0.013 (Manning's Roughness Coefficient) A= Sectional Area Of Flow In Square Feet S = Slope In Feet Per Foot · R =Hydraulic Radius In Feet 1.486 Qru11 = ---------( o .196) ( o .1252/3) ( o. 006112) = o .4 3 Ft3 /Sec 0.013 Q 0.43 V Full = ---------= ----------2.19 Feet Per Second A 0.196 Determine Sanitary Sewer Loading Supplied By 12 Single Family Dwellings Assume: Therefore; A. 4 Persons Per Dwelling B . 1 Dwelling Unit Per Lot · C. 12 L~ts Total Tributary To The Proposed Sanitary Sew~~L~~'f ;~·~41! .~·:,.~ D . Peaking Factor= 3 ::~~-'-\ .. · ....... : .. .::· ' · E . Infiltration= 10% Of Calculated Flow Rate f ~ .. :.· .. .;_~-...·T.Ji. ..... ·: · \-. F . 100 Gallons Per Day Per Person ~ [ ~: ..... ::~~ ,.. . ..: .. >~{)~~'It'~ i I ... ·:: r1 <l:-_. ~;; , 11 ~cG !S~~···~-:·£ ···~~ssi ·a~"':-.:-4 Persons x 12 Lots = 48 People ,,,,,,,,,._. ...... 48 People x 100 Gallons Per Day Per Person = 4800 Gallons Per Day 4800 Gallons Per Day x 3 = 14,400 Gallons Per Day • Infiltration : Total Design Flow: 14,400 Gallons Per Day x IO ------------------------------= 1440 Gallons Per Day 100 14,400 Gallons Per Day + 1, 440 Gallons Per Day 15,840 Gallons Per Day Convert 15,840 Gallons Per Day To Cubic Feet Per Second = 0.025 Ft3/ Sec Q 0.025 Ft3/Sec ----------------= 0. 06 3 0.43 Ft /Sec V = 2 .21 Feet I Sec x ( 0 .58) = 1.28 Feet I Sec Therefore; A 6" Diameter Pipe As Proposed Will Adequately Convey The Design Loading . A Proposed. Amendment To Sanitary Sewer Lines "B" & "D" To Foxfrre And Surrounding Areas College Station, Brazos County, Texas Prepared For: Mr. Tony Jones 3205 East By-Pass College Station, Texas 77845 Prepared Bv: Garrell Engineering 4444 Carter Creek Parkway Suite 108 Bryan, Texas 77802 Telephone : (979) 846-2688 Fax: (979) 846-3094 * March, 2000 * I Determine The Capacity Of Proposed 6" Sanitary Sewer Line Given : 6" Diameter Sanitary Sewer Line@ 0 .60 % Grade Where; 1.486 Qfull = -------A R 2/3 S 1/2 n Q =Flow Capacity In Cubic Feet Per Second n = 0.013 (Manning's Roughness Coefficient) A= Sectional Area Of Flow In Square Feet S = Slope In Feet Per Foot R = Hydraulic Radius In Feet 1.486 Qru11 = ---------( 0 .196) (0.1252/3) (0 .0061/2) = 0.43 Ft3/Sec 0 .013 Q 0.43 V Full = ---------= ----------2 .19 Feet Per Second A 0 .196 Determine Sanitary Sewer Loading Supplied By 12 Single Family Dwellings Assume : Therefore; A. 4 Persons Per Dwelling B. 1 Dwelling Unit Per Lot C . 12 L~ts Total Tributary To The Proposed Sanitary Sew~~(~~~:~~·~;·~-.. ~ D . Peaking Factor= 3 /, o ........... : . ..J, • • E . Infiltration = 10% Of Calculated Flow Rate f ~ .. :.'.··:,;_>~:· .... ~' <- F . 100 Gallons Per Day Per Person ... ~ ( , \.:: .. :'.:.-.:~~ ... ..~····<11~ "'rr; 1 ' .·:· T' ~ --,,-~ 1;·~~G !S'(..\.·~)''f '··~~ssi·a;i ~':---=--4 Persons x 12 Lots = 48 People \\,,,,,.,., ........ ~ 48 People x 100 Gallons Per Day Per Person = 4800 Gallons Per Day 4800 Gallons Per Day x 3 = 14 ,400 Gallons Per Day Infiltration: Total Design Flow: 14, 400 Gallons Per Day x 10 -------------------------------= 1440 Gallons Per Day 100 14,400 Gallons Per Day + 1,440 Gallons Per Day 15,840 Gallons Per Day Convert 15,840 Gallons Per Day To Cubic Feet Per Second = 0 .025 Ft3/ Sec Q 0 .025 Ft3/Sec ----------------= 0 . 06 3 0.43 Ft /Sec V = 2.21 Feet I Sec x ( 0 .58) = 1.28 Feet I Sec Therefore; A 6" Diameter Pipe As Proposed Will Adeguately Convey The Design Loading. • APR 0 5 !000 COLLEGE STATION ENG\NE1~ DRAINAGE-COMPU-TATIO-NS t ~ ~f For A . Replat-0_[ Lot 20--Sands-tone Add-iti-ort 14.41-Acre TracL College Station, Brazos County, Texas Prepared for Tony Jones & Mike Hencerling 3-205-E:-By:..Pass- Colleg_e Station , Texas 77845 Te lephone: (979) 695-9413 Prepared by: Garrett Engineering 444-4 Carter-Creek-Parkway--Strite-1-08 Bryan, Texas 77802 Telephone : ( 409) 846-2688 * Maro~, 2000-~ • DRAINAGE COMPUTATIONS for A ReplatOf Lot 20, Block Two, Sandstone Addition College Station, Brazos County, Texas * January, 2000 * SUMMARY The subject project is situated on a 10 acre tract and comprises a portion of Lot 20, Block Two, Sandstone Addition, College Station, Brazos County, Texas. Currently the s ubject tract is undeve loped a nd a run -off coefficient of 0.30 is assumed . The 10 acre subject tract will be subdivided into 8 s ingl e family lot s . Approximately 11.53 acres of off-site area will drain onto and across said subject 10 acre tract. 8 . 75 acres of the aforementioned 11.53 acres is parkland and will remain parkland in the futur e. A run -off coc fli cient of 0.30 was assumed to be appropriate with the current usage. The remaining 2.78 acres o f off-s it e is currently single family usage and a 0.60 run-off coefficient was assum ed. 4 .97 acres of the suhj ect si te will free flow from the site without being metered . A small stock pond is located within th e bounds of proposed Lot 8. The developer has chosen to utilize same stock pond for s tonnwat e r de tention . The s tock pond as it currently exists occupies approximately 2598 square feet at water surface e leva tion 261.22. The existing volume below elevation 261.22 is not included in the required storage volume a nd the ow ner may therefore fill same area in or if he so chooses he may actually excavate addition volume out to mai ntain adequate depth for storage of excess run-off in dry seasons. The detention pond component of the pond will be enlarged and will occupy the space between elevation 261.22 and e levation 264 .64 . A berm will be constructed around the southeast side of the existing stock pond which will have a top elevation of 264.64. A concrete rectangular weir will be utilized to meter the discharge from U1 e modified s tock pond starting at elevation 261.22 and extending upwards to elevation 264.64 . Discharge from the proposed detention pond will be directed to an existing natural swale which exits the s ubj ect s it e . The total area tributary to the proposed detention facility is 16.56 acres and U1e total trihut ar y area to th e subject site is 21.53 acres . Computations presented on page 2 present the estimated pre-developm ent peak di sc harge rat es generated by the 2, 5, 10, 25, 50 and 100-year stonn events. A 10-minute time of concentration (T/c) was estimated utilizin g topographic m a ps and li e ld reconnaissance. The Rational Method was employed exclusively throu ghout U1is document to compute the estimated peak stonn water discharge rates . The equation that represents U1 e Ra tion a l McU10d is as follows: Q = CIA, where; "Q" is the peak discharge rate in cubic feet per seco nd . "C" is the run-off coefficient, and "I" is the stonn intensity in inches per hour, and "A" is the area of tl1e tribut a ry drainage basin in acres. A 30-minute total stonn event duration was utilized exclu s ive ly tllrnu g hout thi s re port. From the computations on page 3, based on the total tributary area of 21.53 acres. U1 e post -developm ent weighted run-off coefficient being assumed at 0.48, and a minimum tim e of concentration or 10 minutes , the relative post-development peak discharge rates ("Q") were detennin ed and present ed in tabular form . The Rational Method was again utilized to compute the estimated peak post-deve lopment di scharge rat es . Computations depicted on pa'ge 3 assume no detention. Pages 14 -16 de pict pre-developm ent and po s t- development hydrographs for the 2, 5, 10, 25, 50 and 100-year stonn event s witl1 no detentions considered. A comparison between the peak pre-development discharge rates and pos t-developm ent discharge rates is included to aid in establishing a preliminary "target" for the volum e requireme nts for the proposed detention facility. Page 1-t - Engineer's Certification I hereby certify that this report for stormwater detention associated with a Rep/at Of Lot 20. Block Two Sandstone Addition were performed under my direct supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owner thereof. ~ ~. !: ., I i '!; \ ' - This preliminary estimate is computed by determining the volume gen era ted from lhe difference of lh e pre-development and post-development hydrographs. Please note that lhe po s t-d evelo pm ent hydrograph shown on these same graphs assumes no detention at this point in the computational process. Page 4 provides computations that determine lhe post-development storm water run-off which is a llowed to flow from the subject site unmetered and page 5 provides computation s lh a t determine tJ1c pos t- development run-off that is routed lhrough the proposed detention facility. Th e "free-flow" run-off computations presented on page 4 are based on a time of concentration of 10 minutes (minimum), the run - off routed through ilie proposed detention facility as presented on page 5 is calculated based o n a tim e of concentration of 10 minutes . Pages 6-7 and pages 8-9 are tabul ations of tJ1e pr e-deve lo pm ent hydrographs and the post-development hydrographs respectively, based on th e computations perform ed on pages 2 & 3 . The post-development hydrograph assumes no detention to facilitate direct comparison in the pre-and post-development conditions. Pages 10-11 and pages 12-13 are tabul a tion s of tJ1e po s t- development hydrograph for "free-flow" storm water run-off and stonn water run-off directed tJuough the detention facility respectively. Having derived the preliminary volume requirements as presented on page 3 a n cl "a llo wab le peak" discharge rate as present on page 2 it is now possible to design the final det ent io n facility a nd outlet control structure. Page 17 presents a tabulation and depili versus volume graph of lhe detention facility as proposed. The maximum pond volume necessary to provide sufficient storag e for the I 00-year s torm condition was estimated to be approximately 40,099 cubic feet (page 3). The ac tu a l design for th e proposed detention pond supplies 37 ,448 cubic feet at a water sur face eleva tion of 264 .64 (To p Of Containment Benn). Page 18 presents a tabulation and rating curve for ilie proposed outl et control s tructu re . A 34" wi de weir was chosen due to depth verses di scharge ratio characteristics associated wit11 lh e anticipated headwater depili and convenience of construction. Page 19 presents a tabul ation of tJ1 e relationship between di scharge from the detention and ilie dimensionless quantity 2S/t-O. Also includ ed is the Storage Indication Curve for the proposed detention facility based on the aforem entioned ph ys ica l characteristi cs of ilie detention pond, storage volume, inflow hydrographs, and rating curve for th e outlet st ru cture. The storage indication curve as shown on page 19 is a graphical soluti on to the equation prese nt ed as follows: 2s 1 (I 1 + 12) + (--------------- dt 2s 2 -01) = (----------------- dt Pages 20-22, 23-25, 26-28, 29-31, 32-34, and 35-37 present simulations for lh e 2, 5, 10, 25, 50 a nti 100- year stonn events. The first and second pages of each storm frequency si mul a tion represents the tabulated data for the storm event. The third page of each storm simulation re pr esents tJ1e pre-development hydrograph , the post-development hydrograph (with no detention), ilie post-development hytlrograph as routed through the detention pond and ilie po s t-development "free-flow" hydrograph for eac h storm event. Pages 38 -43 provide total inflow/outflow hydrographs for ilie 2, 5, 10, 25, 50 an ti JOO-year pr e- development and post-development stonn e vents . It can be determined fro m tJ1 ese same h ydrogra ph s that ilie post-development peak discharge rates have actually been slightly redu ced from those peak pre- development discharge rates due to the incorporation of the propose d detention faci lity . Page 44 is a graph iliat summates ili e depth s, volumes, and percent of "utili zed" storage volumes for th e 2, 5, 10, 25, 50 and 100-year stonn events. The construction of the proposed detention facility will minimize the effects of development on downstream property owners and will actually decrease the peak di sc harge rates for the range of storm events of interest within this report. Page 1-2 - ·oetemJine -Total -Current Condition-- Peak Storm Water Discharge Rates Tributary Area ("A"): 21 .53 Acres Pervious_Area : 21.51 Acres.. Impervious Area : 0.00 Acres Run-Off Coefficient ("Cwt"): 0.30 Time Of Concentration ("T/c"): Woodlands~. Law. Ele.\l.alion:_ High Elevation : Distance (Feet): Slope(% Grade): Velocity C'Vw"): Time: Pastures: Low Elevation : High Elevation : Distance (Feet): Slope (%Grade): Velocity ("Vp"): Time.: Pavements: Low Elevation : High Elevation : Distance (Feet}: Slope (% Grade): Velocity ("Vpave"): Time : Total Travel Time : Hourly Intensity Rates ("I"): 2-Year: 6 .33 5-Year: 7.69 10-Ye.ar:. 8..63_ 25-Year: 9.86 50-Year: 11.15 100-Year: 11 .64 Peak Discharge Rate ("Q"): 2-Year: 40.86 5-Year: 49 .69 10-Year: 55 .77 25-Year: 63 .70 50-Year: 72..0.0 100-Year: 75.18 C_= 0.30 c = 0.90 0.00 0.00 0.00 0.00 0 .00 Feet I Second 0.00 Minutes 0.00 0 .00 0.00 0.00 0.00 Feet I Second QO.O Minutes 0.00 0.00 0.00 0.00 0.00 Feet I Second 0.00 Minutes 10 .00 Minutes Inches I Hour Inches I Hour lnches..L Hour Inches I Hour Inches I Hour Inches I Hour Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cubic Feet I Second Cub ic Feet./ Second Cubic Feet I Second Garrett Engneering-44« Carter Creek Par1<way Suite 108 -Bryan. Tens 77802-Telephone : (409 ) 846-2688 -Fax: (409) 846-3094 -Page 2 - DeteFmine-.Post-development· Peak · · Storm Water Discharge (No Detention) Tributary Area ("A"): 21 .53 Pe1¥iGus Area: . Impervious Area : Acres 1S..1S. AGJ:es. 6.38 Acres Run-Off Coefficient ("Cwt"): 0.48 Time Of Concentration ("T/c"): 10 Minutes Hourly.. Intensity Rate.s..('.'l"}:._ 2:..Year :... 6.33. 5-Year: 7.69 10-Year: 8 .63 25-Year: 9.86 50-'¥eah 1-1-.1 -5 100-Year: 11.64 Peak Discharge Rate ("Q"): 2-Year: 65.08 5-Year: 79 .14 1-0-Year; SS,82- 25-Year: 101.45 SO-Year: 114.68 100-Year: 119.73 Comparison Of Prede'lelopment AOO- Post-development . Peak Discharge Rates c =-0..30 c = 0 .90 Loches I !::lour Inches I Hour lncbes I Hour Inches I Hour ~RChe&-J'.. Ha.l!r Inches I Hour Cubic FeetJ Second Cubic Feet I Second CubiG feet I Second Cubic Feet I Second' Cubic Feet I Second Cubic Feet I Second Predevelopment Post-Development Increase 2-Year: 40.86 Ft3/sec 65 .08 Ft3/sec 5--Year: 49.69 F-t3/sec.. 7-9 .14$t31seG- 10-Year: 55.77 Ft3/sec 88.82 Ft3/sec 25-Year: 63.10 Ft3Lsec 101.45 Ft3Ls.ec_ 50-Year: 72.00 Ft3/sec 114 .68 Ft3/sec 1-~Yeai:: 7 5. 1-S-Ft3/seG-11-9. 73.. F-t3/seG- Preliminary Determination Of Detention-·Pond Votume- 2:-Ye.ar: 5-Year: 10-Year: 25-Year: SO-Year: 100-Year: 24..22-Ft3/sec_ x (26.. 7 Min-x_ 60 Sec_ I 2...) = 29.45 Ft3/sec x (26.7 Min. x 60 Sec. I 2 ) = 33.QS Ft3Jsec_ x (2fU Min. x 60_ Se_c_ I 2-.} = 37.75 Ft3/sec x (26.7 Min. x 60 Sec. I 2 ) = 42...67 Ft3/sec x (26. 7 Min. x 60 Sec. I 2. )_ = 44.55 Ft3/sec x (26 .7 Min. x 60 Sec. I 2 ) = 24.22 Ft3/sec 29. 45-i;.t3/s~c 33.05 Ft3/sec 37..75 Ft3Lsec 42.67 Ft3/sec 44.55-F-t3.lse_c 19,399 . C.uhlc.. Feet 23,588 Cubic Feet 26 ,475 Cubic_ Feet 30,238 Cubic Feet 34 , 181 Cubic Feet 35 ,688 Cubic Feet Garrett Engineenng. 4444 Carter Creek Par1<wey Suite 108 -Bryan, TexBs 77802 ·Telephone: (409) 84&-2688 -Fox: (409) 84&-3094 -Page 3 - Deter-mffie-Post-Development-c"•.Free-F-Jow!!, . . Peak Storm Water Discharge Tributary Area (''A"): 4.97 PeJ¥io1.1s-Ar-ea : Impervious Area : Acres 2..49-A£res- 2.48 Acres Run-Off Coefficient ("Cwt").; 0 .60 c =-0.30 c = 0 .90 Time Of Concentration ("Tic"): 1 O Minutes (Min .) HQurly_ lntensity. Rates.("I"):_ 2.::Y'e.ac 6 _3.3. lnches..L Hour 5-Year: 7.69 Inches I Hour 10-Year: 8 .6_3. Inches./ Hour 25-Year: 9.86 Inches I Hour 50-Ye~ t-1-.1-5-~ncoos-/-l=klyr 100-Year: 11 .64 Inches I Hour Peak DLscharge Rate ("Q "): 2.-Year: 18.85 C_ubic..Fe_e.t} Second 5-Year: 22.92 Cubic Feet I Second 1-0--Y:eaF.-25-.-12 ~eet l-Secood 25-Year: 29.38 Cubic Feet I Second 50-Year_: 33..21 Cubic Feet/ Second 100-Year: 34 .67 Cubic Feet I Second - Detm:mine-.Post-Development ~ ... Fl.ow Into Detention Pond Tributary Area f'A"): 16.56 Acres Pe[\[ious.Area:__ Impervious Area : 12.6.6.. Acres.. 3.90 Acres Run-Off Coefficient ("Cwt"): 0 .44 Time Of Concentration f'T/c"): 10 Minutes Hourly Intensity Rates ("I"): 2-Year: 6.33 5-Year: 7.69 10-Year: 8 .63 25-Year: 9.86 C..=: Q.30 c = 0 .90 Inches I Hou r Inches I Hour Inches I Hour Inches I Hour 5°'" Y. ear:_ 1.Lt5._ lncb.esl.Hour 100-Year: 11 .64 Inches I Hour Peak Discharge Rate ("Q"): 2-Year: 46.23 Cubic Feet I Second 5-Year: 56.22 Cubic Feet I Second 1ChY.ear:.. 63....10 . . Cuhic..FeetL S.e.c.ond 25-Year: 72.07 Cubic Feet I Second 50-Year: 81.47 Cubic Feet I Second 100-Year: 85.06 Cubic Feet I Second Ga.mt Engneering-4444 C•rt"' Creek P•!l<w;oy SUite 108-Bryan, Texas 77802-Teiepnone· (409) 846-2688 -Fax: (409) 846-3094 -Paip 5 Curre_nt Condition (Prede~elopment) Inflow Hydrograph Ordinates (Cubic Feetpe[ Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes} .. Storm. Storm_ Storm. $lQ[ffi Storm Storm 0 0.00 0.00 0.00 0.00 0.00 0.00 1 4.09 4.97 5.58 6.37 7.20 7.52 2 8.17 9.94 11.15 12.74 14.40 15.04 3 12.26 14.91. 16"73 . 19.1-1-21,60. 22.5~ 4 16.35 19.88 22.31 25.48 28.80 30.07 5 20.43 24.84 27_89 31.85 36.00 37.59 6 24.52 29.81 33.46 38.22 43.20 45.11 7 28.60-34,.78-39.04---~ 50.40--52-.~ 8 32.69 39.75 44.62 50.96 57.60 60.14 9 36.78 44.72 50.19. 57.33 64.80 67.66-10 ,40.86 49.69 55.77 63.70 72.00 75.18 1-1-3S.42-46.-71-5-2.43--59-.88--61.69-. 10-.GS.._ 12 35.97 43.74 49.09 56.07 63.38 66.17 13 33.52 40.76 45.75 52.25_ 59.07 61.67 14 31.08 37.79 42.41 48.44 54.76 57.17 1-5-28-.63-~8-1--39.0-1-44-02-50.44---52.QZ_ 16 26.18 31.84 35.73 40.81 46.13 48.17 17 23.73 28.86 32.39_ 37.00 41.82 43.67 18 21.29 25.89 29.05 33.18 37.51 39.16 1-9-1-8A~4--22.9-1-25-.1-1-29.-3-7 33-.20-~ 20 16.39 19.93 22.37 25.55 28.89 30.16 21 13.95 16.96 1!t.Q4 21.74 24.58 25.66 22 11.50 13.98 15.70 17.93 20.26 21.16 23-9-.05-1-1-.0-1--1-2.36--1-4.-1-1-1-5.95-1-6.6._6 ----24 6.61 8.03 9.02 10.30 11.64 12.15 25 4.16 5.Q6 5.6.8_ 6.48 7.33 7.65 26 1.71 2.08 2.34 2.67 3.02 3.15 21 0-.00-0-.00--0.00-0-.00--0.00--Cl.QO 28 0.00 0.00 0.00 0.00 0.00 0.00 29 0.00 0.00 Q_QQ 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 31-0.00 0.00-0.00--0.-00-0,00-. 0-.QQ 32 0.00 0.00 0.00 0.00 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35-0.00--0-.00--0.00--0.00---0-.00-O,_Q9 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39-0-.00-0-.00--0.00-0.00--0.00 -0-,_QQ 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43-0.00-0.00--0.00 0.00 .. 0.00-O,_Q9 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 O.QO 0.00. 0.00 0.00 Garrett Engneering-««Corter C.-eek Pari<woy Suite 108 ·Bryon. Texas 77802 ·Telephone· (409) 846-2688 ·fax: (409) 846-3094 · Pa,ge 6 - 46. 0.00 0.00 0.00-0.00-0.00 O.OQ 47 0.00 0.00 0.00 0.00 0.00 0.00 48 0.00 0.00 O.QO. 0~00. 0.00 0.00 49 0.00 0.00 0.00 0.00 0.00 0.00 50-0.00 0..00-0..00-0..00-o..o.o. CLOO 51 0.00 0.00 0.00 0.00 0.00 0.00 52_ O.QQ O.QO_ O.O_Q 0.00 0.00 0.00 53 0.00 0.00 0.00 0.00 0.00 0.00 54--0.00-0.00-0..00. 0.00-0.00-Cl.OP 55 0.00 0.00 0.00 0.00 0.00 0.00 56 0.00 0~0.0 0.0_0 0.00_ 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0..00. 0..00--0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0 . .0.Q Q.00 .. O.QO_ 0 .. 0.0. 0.00 0.00 Garrett Engneering-«44 Carter Creek P•rtcway Suite 108 -Bryan. TeJO!ls 77802-Telepl1one· ('409) 846-2688 -Fax: (409) 846-3094 -Page 7 - Post-Development Inflow Hydrograph Ordinates (Cubic.fee.Lper Second) Time 2-Year 5-Year 10-Year 25-Year SO-Year 100-Year (Minutes)_ Sta OIL Storm Storm Storm. Storm_ Sta..rrn 0 0.00 0.00 0.00. 0.00 0.00 0.00 1 6.51 7.91 8.88 10.14 11.47 11.97 2 13.(}2-1--5-.33.· 1-1.79-2Q,.29.. 22.94 23..95 ...... 3 19.52 23.74 26.65 30.43 34.40 35.92 4 26.03 31.65 35,53. 40.58 45.87 47.89 5 32.54 39.57 44.41 50.72 57.34 59.87 6 39.05 ~48-53.29--W.8-1 68,8-1-1-1...8.4_ 7 45.56 55.39 62.18 71.01 80.27 83.81 8 52.06 63.31 71.06 81.16 91.74 95.79 9 58.57 71.22 79.94 91.30 103.21 107.76 1Q,.... 65 08 79..1.4-.....±•' 88 82 ···-=-10.L45...."".~LL4.6.a..~'"'..lt.9..1.l___ 11 61.18 74.40 83.50 95.37 107.81 112.56 12 57.29 69.66 78.19 89.30 100.94 105.39 13 53.39 64.92 72.87 83.22 94.08 98.22 1-4-~49-6Q is. 67.55-11.15-87.21-s+.05... 15 45.60 55.44 62.23 71.07 80.34 83.88 16 41.7Q 5.0.70 56.91 65.00 .. 73.47 76.71 17 37.80 45.97 51.59 58.92 66.61 69.55 1-8.. 33,9(}.. 4-1-.23-46-,21-52.85 59.74-62.3S-.. 19 30.01 36.49 40.95 46.77 52.87 55.21 20 26.11 31.75 35_6_4 40.70. 46.01 48.04 21 22.21 27.01 30.32 34.62 39.14 40.87 22 1-8.32-22.21-25.00-2-8.55-32.21 3l~1.0 23 14.42 17.53 19.68 22.48 25.41 26.53 24 10.52 12.79 14.36 16.40. 18.54 19.36 25 6.62 8.06 9.04 10.33 11.67 12.19 26 2.13-3.32 3.12 4.25-4.81-~ 27 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 0.00 0.0.0 0.00 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 30-0-.00-o.oo. 0.00-0.00-0.00-. QQO 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.00 0.00 O.QO. 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0-.00-0.00-Q .. 00-0.00-0-.00-0.0.0 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 0.00 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38-0.()(}. Q..O(}. 0.00-0.00-0.00 0...09 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 0.00 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00-o.oo. 0-.00-0.00. 0.00-o_o_o 43 0.00 0.00 0.00 0.00 0.00 0.00 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 -~·«44Caaor~Pano-.~ s·;•010a &JaA,.T-....7.7ao:l-T~(409t~-~ax:(40Q) ~-· P~ - 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 48 Q_QO_ Q.QQ Q_QQ_ .. OJl.O.. O_QQ Q,QO 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 o_oo 0.00 0.00 52_ 0.00 o.oo_ 0 .. 00. Q.QO. 0.00 Q,00 53 0.00 0.00 0.00 0.00 0.00 0.00 -54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 56 o..oo_ Q..QQ_ o_oo_ Q.QQ_ 0.00 Q.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 Q.QQ Q.QQ Q __ O_Q a.a.a_ o_oo QOO Garrott Engneering-4444 Carter Creek Parlcway Suite 108 -Bryan. Texas 77802-Telephone. (409) 846-2688 -Fax: (409) 846-3094 -Pago 9 - Post-Development "Free-Flow" Inflow Hydrograph Ordinates (Cubic Feet per Second) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes) Storm Storm Storm Storm Storm Storm 0 0.00 O.QO 0.00 0~00 0.00 0.00 1 1.88 2.29 2.57 2.94 3.32 3.47 2 3.77 4.58 5.14 5.88 6.64 6.93 3 5.65 6.88 7.72 8.81 9.96 10.40 4 7.54 9.17 10.29.. 11.75 13.28 13.87 5 9.42 11.46 12.86 14.69 16.60 17.34 6 11.31 13.75 15.43 17.63 19.93 20.80 7 13.19 16.04 18.01 20.56 23.25 24.27 8 15.08 18.33 20_5_8_ 23.._50 26.57 21.74 9 16.96 20.63 23.15 26.44 29.89 31.21 10 18.85 22.92 25.72 29.38 33.21 34.67 11 17.72 21.54 24.18 27.62 31.22 32.59 12 16.59 20.17 22-6..4 25-.85 29.22. 30.51 13 15.45 18.79 21.09 24.09 27.23 28.43 14 14.32 17.42 19.55 22.33 25.24 26.35 15 13.19 16.04 18.01 20.57 23.25 24.27 16 12.06 14.67 16.46. 18.80 21.26 22, 19 17 10.93 13.29 14.92 17.04 19.26 20.11 18 9.80 11.92 13.38 15.28 17.27 18.03 19 8.67 10.54 11.83 13.52 15.28 15.95 20 7.54 9.17 1029. 11.75 13.29 13.87 21 6.41 7.79 8.75 9.99 11.30 11.79 22 5.28 6.42 7.21 8.23 9.30 9.71 23 4.15 5.05 5.66 6.47 7.31 7.63 24 3.02._ 3...61 4-12-. 4.71 5.32 5.55 25 1.89 2.30 2.58 2.94 3.33 3.47 26 0.76 0.92 1.03 1.18 1.33 1.39 27 0.00 0.00 0.00 0.00 0.00 0.00 28 0.00 O.QQ 0.00 Q.O_Q 0.00 0.00 29 0.00 0.00 0.00 0.00 0.00 0.00 30 0.00 0.00 0.00 0.00 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0.00 0.0.0 Q_QO_ CLQQ 0.00 0.00 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0.00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36 0.00 0.00 O.OQ 0.00 0.00 0.00 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40 0.00 0.00 0.00 Q_QQ 0.00 0.00 41 0.00 0.00 0.00 0.00 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 0.00 43 0.00 0.00 0.00 0.00 0.00 0.00 44 O.OQ 0.00 0~00 QQO 0.00 0.00 45 0.00 0.00 0.00 0.00 0.00 0.00 Garrett 89neering· 4444 Carter Creek Pilrl\Way Suite 108 ·Bryan, TeXllS 77802 • T~: (409) 84&-2688 -Fax: (409) 84&-3094 • Pilge 10 - 46 0.00 Q.QQ Q.QQ CLOD. 0.00 0.00 47 0.00 0.00 0.00 0.00 0.00 0.00 4S-0-.00-CH>O-0-.00-().()() -0-.00-O..OQ_ 49 0.00 0.00 0.00 0.00 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 51 0.00 0.00 0.00 0.00 0.00 0.00 52 (}..00-().00-().00-().00-0.00-.. °'-09 -53 0.00 0.00 0.00 0.00 0.00 0.00 54 0.00 0.00 O.O_Q O~QO 0.00 0.00 55 0.00 0.00 0.00 0.00 0.00 0.00 SQ. (},()()_ ().00-0..00-· 0-.00-0.00 0-.0Q_ 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 O.OQ 0.00 0.00 0.00 59 0.00 0.00 0.00 0.00 0.00 0.00 60 0.00 0.00. 0.00. 0.00 0.00 o .. uo -. Garrett fn9neering-4444 Carter~ Perkwlly Suite 108-Bryan, Texas 77802-Te!ephone: (409) 84&-2688 ·Fax: (409) 84&-3094 • Page 11 - Post-Development Elow Routerl_ Througb. Detention Pond Inflow Hydrograph Ordinates (Cubi.c._Feet per S.e.can.d) Time 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year (Minutes)_ Storm Storm storm Storm Storm Storm 0. 0.00--°'00--0.00-th(){)... 0.00 o.Q9 1 4.62 5.62 6.31 7.21 8.15 8.51 2 9.25 .. 11.24 12...62.. 14.41 16.29 17.01 3 13.87 16.87 18.93 21.62 24.44 25.52 4--18.49-22-.49-25-:24---28.~ 3-2,59--~ 5 23.12 28.11 31.55 36.03 40.73 42.53 6 27.74 33.73 37.86 43.24 48.88 51.04 7 32.36 39.35 44.17 50.45 57.03 59.54 8-3&.99-44.-93... 5°'~ 57.65-· 65;17 ~ 9 41.61 50.60 56.79 64.86 73.32 76.55 tQ~--c;-.4fi...2L~ .. ~ 5.6 22 63 tO .. J.2JJLc~ ----8.1.41T-~85Jl6_ 11 43.47 52.85 59.32 67.75 76.59 79.97 12 40-.10-4-Q..A.9.-. 55-.54---~44-71-.71 14.87.__ 13 37.93 46.12 51.77 59.12 66.83 69.78 14 35.16 42.75 47.9.9 5_4.81 61.95 64.69 15 32.39 39.39 44.21 50.49 57.08 59.59 16 29.62-3-6.02 40..43-4G,..1-8-52.20-~ 17 26.85 32.65 36.65 41.86 47.32 49.41 18 24.09 29.29 32.87 37.54 42.44 44.31 19 21.32 25.92 29.09 33.23 37.56 39.22 20-18.55-22.5S-25,3-2 28.9-1--32.68 3~ 21 15.78 19.19 21.54 24.60 27.81 29.03 22 13.01 15.82 17.76 20.28 22.93 2.3.94 23 10.24 12.46 13.98 15.97 18.05 18.85 24--7.41-9-.09-1-0..2-0-1-1.SS-1-3.1-7 n.1_5 25 4.71 5.72 6.42 7.34 8.29 8.66 26 1.94 2.36 2_64 3.02. 3.41 3.57 27 0.00 0.00 0.00 0.00 0.00 0.00 28-0.00. 0..00 0-.00-o.oo. -0,00-0-QQ 29 0.00 0.00 0.00 0.00 0.00 0.00--30 0.00 0.00 0.00 o_oo 0.00 0.00 31 0.00 0.00 0.00 0.00 0.00 0.00 32 0..00-0..00-o..oo. cum. o.oo ... ClQ9 33 0.00 0.00 0.00 0.00 0.00 0.00 34 0.00 0.00 0.00 0 .. 00 0.00 0.00 35 0.00 0.00 0.00 0.00 0.00 0.00 36-°'00-0..00-0..00-0..00--0.00-. o..QQ_ 37 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 39 0.00 0.00 0.00 0.00 0.00 0.00 40-0-.00--0..00-0.00-. o,oo. o.oo. O.OQ Ga!T9!t Engneering-4«4 Carter Creek Parkway Suite 108-Bryan, Texas 77802-Telej:tlone: (409) 84&-2888 -Fax: (409) 84&-3094 • Page 12 - 41 0.00 0.00 0..00. 0.00 .. 0.00 0.00 42 0.00 0.00 0.00 0.00 0.00 o.ob _ 43--0.00--0-:-00-ChOO-0.00-.. 0.00-OJl9 44 0.00 0.00 0.00 0.00 0.00 0.00 45 0.00 0.00 0.00 O.QO_ 0.00 0.00 46 0.00 0.00 0.00 0.00 0.00 0.00 47 0.00--ChOO.-0.00-ChOO-0.00-. o..QQ 48 0.00 0.00 0.00 0.00 0.00 0.00 49 0.00 0.00 O.QQ O.QQ_ 0.00 0.00 50 0.00 0.00 0.00 0.00 0.00 0.00 5-1 0.00--. ChOQ... ChOO-0.00-0.00 OJl9 52 0.00 0.00 0.00 0.00 0.00 0.00 53 0.00 0.00 O.OQ O.QQ. 0.00 0.00 54 0.00 0.00 0.00 0.00 0.00 0.00 55 0.00-0-:-00-0..00-0.00--o.oo. ClOQ 56 0.00 0.00 0.00 0.00 0.00 0.00 57 0.00 0.00 0.00 0.00 0.00 0.00 58 0.00 0.00 0.00 0.00 0.00 0.00 SS 0.00-0.00-0.-00--0.00--0.00-ClQQ_ 60 0.00 0.00 0.00 0.00 0.00 0.00 Garrett En!jneering • 4444 Carter Creek Parl<way &ite 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 • Fax: (409) 846-3094 • Page 13 - - -"C c: 0 u Q) en ..... Q) a.. -Q) Q) LL u 70 .00 6QJ)Q.. su:crcr 40 .00 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 2-Year Storm Event '.Ci 30.00 -----f----r---t----"',,..---~~----+------+------t------t :J ~ ~ 20.00 ---+-+----t---_...,-+-_..._---+-------+------+------1 ... ca .c ~ i~OQ.--....,..._ __ __, ____ -+-____..,._,,,_ __ +-------+------+------1 i5 ~009'------1-----.... --~--~-------:>--------.... ------......: 0 c.n ·· ·--·-Current Development Hydrograph ---Total Post-Development Hydrograph ..... Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 5-Year Storm Event ~ 70.00 ----~-----+-----+------;.------+------1 -al 60 .00 -----------+-----+------;.------+------1 LL .~ ;;-su:crcr----1---+o------+-----+------;.------+------1 ..c c: 8 8-40-.00. -Q) ~en 30.00 _ __,._....,,,_--+ __ __,·~------+-------+-----+-------< ... ~ 20 .00 ---+---,~---+-----><-....__----+-----+------+--------< u I/) i5 10.00 0 10 20 -·-------Current DeiLelopmeo t Hydr.ograpb.. 30 40 50 Time (Minutes) ---Posl=De.'lelopment Outflo.w Hydrogra ph Without Detention Garrett Engineering-«« Cartef Creek Parl<way Suite 108-Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fax: (409) 846-309'4 • Page 14 60 50 ... Q) a. Total Current Development\ls. Total.Post-Development (No Detention) Peak Discharge Rates 10-Year Storm Event Qi 70 .00 -----#--+-~----+----+------+------+------< Q) 1L 6&.-E>0-+-~--1---1--..+---+-----+------l-----+--------l .~ :0 .g_g_ 50 .00 2. ~ 40.00 +----+--+___,1----'"---~-----+---------1-----+-------l Q) en e> 30.00 ---~'--1'-----l,__ ______ ---+-_----+-------<-------+-------< ca £. 21T.OO-+--+-t'-----1------P<~.-----+------1-----+--------i Cl) i5 ... Q) a.. -Cl>" Q) u. u- ·-i:r-.Q c: :l 0 Ou -41 41 en Cl ... nr · .s::. u Cl) c o.oov--------+--------+-------+--------i:--------+--------= er --------Current Development Hydrograph 3() Time (Minutes) Post-Development Outflow Hydrograph Withoot-Detention . 60 Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 25-Year Storm Event 120.00 100 .00 80 .00 60.00 40 .00 2-0-.00- 0-.00- Q_ 10 ---Current Development Hydrograph 3.0. 40 Time (Minutes) ---Post-Development Outflow Hydrograph Without Detention Garnitt Engneering· «<!<!Carter Creek Parl<way &lite 108-Bryan , Texas nem.-T~: (409)~2668 -F11x: (409) 846-:lOIM -Pall! 15 60 • Total Current Development Vs. Total Post-Development (No Detention) Peak Discharge Rates 50-Year Storm Event 120.00 ------~----~---~---~----~---~ -,,.- c 3 100.00 -----#-1--'k-----+------+-------+-------+-------1 Cl.I (/) .... Cl.L a. -Cl.I ~ LL c.> :5 :::I ~ 40 .00 ------+---+---__...__~-----+-----+------+------t G1 Cl ... ca £ 20.00 Cl) a -Cl.I Cl.I a;. u- ·-"C .Q c:__ :::I 0 0 c.> -cu ~Ch- Cl .... .... Cl.I ~ a. u .!!! c 0.00 ..,.. ___ ..,. ____ ..,. ___ -;;;-----:-----::----~ 120.00 100.00 80 .00 60 .00 40.00 20.00 0 .00 0 Current Development Hydrograph ---Post-Development Outflow Hydrograph Witt:1mrt-Deterition. Total Current Development Vs. Total Post-Development (No Detention) Peak Discharg_e Rates 100-Year Storm Event 10 20 30 40 50 Time (Minutes) ---··-Current Deve lopment Hydrograph ---Post-Development Outflow Hydrograph Without Detention Garrett Engneering-44-44 Carter Creek Parkway SUte 108-&yan, Texas 77802-T~: (409) 846-2688 -Fax: (409) 846-3094 -Page 16 60 60 -- • Detention Pond Depth Vs. Volume 3.50 2 .50 ~ 2.00 Q).... u. -.t: .... Q. Q) c 1.50 1.00- 0.50 0.00 Elevation Depth_ Volume (Feet) (Ft3) <: 261.22 0.00 0 261.72 0.50 2 ,598 262 .21 0.99 6,335 263.Jl2... 1.filL 14138 263 .83 2.61 24 ,936 264 .64 3.42_ 37 ,448 Detention Pond Depth Vs. Volume 0 5,000 10 ,000 15 ,000 20 ,000 25 ,000 30 ,000 35 ,000 40 ,000 Detention Pond Volume (Cubic Feet) Garrett Ef19neeri119-4444 Cart• Creek Parkway SUie 108-Bry•n. T..._. n802-TolepOOne : (409) 846-2688 ·Fox: (409) 846-3094 • Page 17 • Rating -Curve--For -Outlet ControJ -Structure- De ill Vs. Volume Elevation Depth (Feet)_ 26-1--.22-0-.00-- 261.72 0 .50 262 .21 0.99 263.02 1.80 263.83--2 .6-1- 264.64 3 .42 Discharge Ft3/Sec 0-.QO 3.09 8.62 21.12 36.8__8 55.32 ' Rating__ Cur:_ve For Outlet c_ontrol Structure Dep_th Vs. Volume 3.50 3.00 ~ 2.00--.... -----1------t---1-;.____--1------+------1---------! Q) LL - 0.00 0 .00 10.00 20.00 30.00 40.00 50.00 60.00 Discharge (Cubic Feet Per Second) Garrett Er-Qneering-<<«Carter Creel< Par1<way___ Slite 108 -ElfY•n . Texas 7781J2 -Telephone: (409) 846-2688 -Fox: (409) 846-309-4 -Page 18 • • !storage-Indication -Curve Depth Storage Discharge 2s/t 2s/t+O (Feet) (Ft3~ (Ft3/Sec) (Ft3/Sec) (Ft3/Sec~ - 0 .00 0 0.00 0 .00 0 .00 0 .50 2 ,598 3.09 86.60 89 .69 0.99 6 ,335 8.62 211 .17 219 .7 9 1.80 12, 138 21 .12 404 .60 425 .72 2 .61 24 ,936 36 .88 831 .20 868 .08 3 .42 37,448 55.32 1,248 .27 1,303 .59 Storage Indication Curve 60.00 50 .00 --"C c: 8-4~9{}-~~~~+-~~-+~~~-+-~~~+-~~<-!~~~-+-~~~ cu (/) ... cu c.. -G)_ cu ~ 30 .00 :c ::I (.) --cu e CG-"fi 20.00 Cl) o- 10.00 0.00 0.00 200.00 400 .00 600 .00 800.00 1,000.00 1,200.00 1,400 .00 2s/t+O (Cubic Feet Per Second) Garrett Engineering-4«4 Ca~er Creek Pa>i<way Suite 108 -Bt)lan, Texas 77BfJ2 -Telephone: (40G) 846-2688 -Fax: (409) MS-3094 -Page 19 Inflow I Outflow Simulation 2-Year StOFJll-Evenl Time Inflow 11+ 12 2s/t-0 2s/t+O Outflow Depth Elevation (Minutes) . (ft3/Sec) (Ft3/Sac) __ (Feet) (). 0..00-0 .00-0.00-0 .00-0 .00 0.00 26.t .Z2 1 4.62 4.62 4.30 4 .62 0 .16 0 .03 261.25 ' 2 9 .25 13 .87 16 .. 92. 18_ 18_ . 0 .6-3 0 .10 2.6.t._32 3 13 .87 23 .12 37.28 40 .04 1 .38 0.22 261.44 4--1SA9-32.3e. 64.85-69.65--2.40 · 0.39--261-.6.t 5 23 .12 41.61 98 .86 106.46 3 .80 0.56 261 .78 '' 6 27 .74 50 .8.6 138.43 149.71 5 .64 -0 .73 2.6_1 ~5 7 32 .36 60 .10 183.10 198.54 7 .72 0.91 262 .13 8-3e..99.-69.-35 23'.1-.2-5. 252..45-10.60-1 .12-262..3.4 9 41 .61 78 .60 281 .67 309 .85 14.09 1 .34 262.56 10 46 .23 87 .84 334.10 369~52.._ 17 .71 1 .58 262_.80 11 43 .47 89.70 381.79 423 .80 21.00 1.79 263 .01 12 4().70-~ ~:85-465-.96-22.55-1 .8+ 26l.09-. 13 37 .93 78.63 451.98 499.48 23.75 1 .94 263.16 14 35 .16 73.09 475.75 525 .07_ 24.66. 1 .98 263.20 15 32 .39 67.55 492 .68 543 .30 25.31 2 .02 263.24 1-6 29-.62 62.o+ 503.27-554;7'.0-25-.-12 -2.04-~ 17 26 .85 56.48 507.96 559.74 25.89 2.05 263 .27 18 24 .09 50 .94 507.17 55-8...90 25...86. -2 .04 263.26 19 21 .32 45.40 501 .29 552.57 25.64 2 .03 263.25 20 1-3.55-39-.3-1 400.69 541 A 6 --25,23--2.01 2~. 21 15 .78 34.33 475.71 525.02 24.66 1 .98 263 .20 2.2 13 .01 28 .79 456 .6 5_ 504.SQ_ 23 .9.3 _ 1.94 263.16 23 10 .24 23.26 433.80 479.90 23.05 1 .90 263 .12 24--7.4+-H .-12 407.44 4S1-.-52-22.04---1-.85 263._Q7 25 4 .71 12 .18 378 .12 419 .62 20.75 1 .78 263.00 26 1 .94 6.64 347.50 384.77 18.63 1 .64 262 .86 27 0 .00 1.94 316.46 349.44 16 .49 1 .50 262.72 28-0.00-0.00--28-1-.43-3-1-6.46--14.49-1 .37 2-6~ 29 0 .00 0 .00 262.02 287.48 12.73 1 .26 262.48 30 0 .00 0 .00 239 .66 26202_ __ 1 1 .18 1.16 262.38 31 0.00 0.00 220 .00 239.66 9 .83 1 .07 262 .29 32 0.00 0.00 202 .74 22-0 ,00 8 .63-0 .99 262.2.1. 33 0.00 0.00 186 .95 202.74 7 .90 0 .93 262.15 '~ 34 0 .00 0 .00 172.50 186.9.5_ 7 .22-. 0 .87 262.09 35 0.00 0.00 159.28 172.50 6.61 0 .81 262 .03 36 o.oo . 0 .00-1-47-; 1-9-1-59.28-6.05 0.76 2~--~ 37 0.00 0.00 136 .12 147 .19 5 .53 0.72 261 .94 38 0 .00 0 .00 125 .99 136.12 5 .06 0 .67 261.89 39 0 .00 0.00 116.73 125 .99 4 .63 0 .64 261 .86 40-0..00-0.00 108-.-25-1-1-6. 7-3-4.-24 .. 0 .60 26-'L.82 41 0 .00 0 .00 100 .50 108 .25 3 .88 0 .57 261.79 42 0.00 0.00 93.40 100.50 3.55 0.54 261.76 43 0 .00 0 .00 86.91 93.40 3 .25 0 .51 261.73 44-0.00-0..00-80,9-2 86.9-:1 -· 2.99-0.48-26-t.JO 45 0 .00 0 .00 75.35 80 .92 2.79 0.45 261 .67 Garrett EnQineering-4444 Carter Creek Parkway Suite 108 • &yan, Texas 77802 -Telephone: (409) 840-2688 • Fax: (409) 84&3094 -Page 20 • 46 QOO . O_OQ ___ 70 .16 75.3.5 .. 2 _59-.. 0...42._ 26..t.E?.4 47 0.00 0 .00 65.33 70 .16 2 .42 0.39 261.61 - 48 0 .00 0.00 60.83 65.33 2.25 0.36 261.58 49 0.00 0.00 56.64 60.83 2 .09 0.34 261 .56 SQ CLQQ o_oo_ 52..1_4 5.6JL4. 1..9.5.._ 0.32._. 261,__54 51 0.00 0.00 49 .10 52.74 1 .82 0.29 261.51 - 52 0 .00 0.00 45 .72 49.10 1.69 0 .27 261.49 53 0.00 0 .00 42.57 45.72 1 .57 0.25 261 .47 54 0.0..Q O~OQ 39....6..4. 42.51. L4.7 0.24 -26.1_.~6 55 0 .00 0 .00 36.91 39.64 1 .37 0 .22 261 .44 56 0 .00 0.00 34.37 36 .91 1 .27 0.21 261 .43 57 0 .00 0.00 32.00 34 .37 1 .18 0 .19 261.41 5a Q_QQ_ QQQ _ 29.J3_Q__ -32...00 __ 1 .. to. 0 _1a 26.1_._40 59 0 .00 0 .00 27.74 29.80 1.03 0 .17 261 .39 60 0 .00 0 .00 25 .83 27.74 0.96 0.15 261.37 Garrett Engneering-4444 Carter Creek Parl<way Slite 1oa -Bryan, Texas 77802 ·Telephone: ('409) 84&-2688 -Fax: (409) 84&-3094 • Page 21 • - Inflow/Outflow Simulation 2".'Ye.ar Storm .EYent 70.00 60 .00 l E 50 .00 2G:QO-.... ..........J.l---,Jj'--~-Hli.--~~----",-+--l--~""-~-+-~~~~-l-~~~~-1-~~~~--l I I ' I :i 10.00 Ii 0:00 0 10 -··-.. -·Pre- Development Hydrograph 20 30 40 so Time (Minutes) · Post- Development Outflow Hydrograph Without Detention ----Post--· ---Post- Development Development Outflow With "Free-Flow" Detention Garrett Engneering • 4444 Carter Cred< Parkway Suite 108-Bryan. TeXBs 77802 -Telephone: (409) 846-2688 -Fax: (409) 846-3094 -Page 22 60 Inflow/ Outflow Simulation ---5-Year Storm Event Time__ Lnflow_ 11 + 12-. 2slt-.Q 2sLt:t-O . Dutflow. D.eptb Elevation --(Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0 .00 0.00 0 .00 0.00 261 .22 1 5 .62 5.6-2 5-.23-5.52 ()., 19-0.03 25-t.z_~ 2 11.24 16.87 20.58 22 .10 0 .76 0 .12 261 .34 3 16.87 28.11 45 .33 48.69 1 .68 0.27 261 .49 4 22.49 39.35 78.85 84 .69 2.92 0.47 261 .69 5 28.11 SChOO -119-.S9 'l-29-45-~8--Q,65 26.tJ37 6 33.73 61 .84 167.73 181 . 73 7.00 0.85 262 .07 7 39.35 73.08 221.02 240.81 9.90 1.07 262.29 8 44.98 84.33 277 .72 305.35 13.81 1.33 262.55 9 50-.00 ~5-1 33-1-.42-3-13,29-11.94-1.59-2~1 10 56 .22 106.82 400 .68 444.23 21 .78 1.83 263 .05 11 52.85 109.07 461.52 509.75 24 .11 1.95 263.17 12 49.49 102.34 511.78 563.86 26.04 2.05 263.27 13 46.12 95-.6-1 552.,20-60-7.38-27.59 2.13 293..35 14 42.75 88.87 583.49 641 .07 28.79 2.19 263.41 15 39.39 82 .14 606.29 665.63 29.67 2 .24 263.46 16 36.02 75.41 621.22 681.70 30.24 2.27 263.49 17 32.65 68-.6-7-528:-83-6-89,89-30,53-2.28-263_50 18 29 .29 61.94 629.65 690.77 30.56 2.29 263.51 19 25.92 55.21 624.15 684.85 30.35 2.27 263.49 20 22.55 48.48 612.79 672.63 29.92 2 .25 263.47 21 19.1-9-4L14-59-5,.99-S54.54--29-.27 2.22 263._44 22 15.82 35.01 574.14 631.00 28.43 2 .18 263.40 23 12.46 28.28 547.58 602.41 27.42 2 .12 263.34 24 9.09 21 .54 516.67 569.13 26 .23 2.06 263.28 25 5.7-2 14-.81-48-1-.U 531-.48-24-.89-1-.99 2~ 26 2.36 8.08 442.98 489.79 23.40 1.92 263 .14 27 0 .00 2.36 401.70 445.34 21.82 1.84 2.63.06 28 0.00 0.00 362.38 401.70 19.66 1.71 262 .93 29 0..00 0.00-321.83-36-2,ls.. 11.28--1.55-262.J.7 30 0 .00 0.00 297.47 327.83 15.18 1.41 262 .63 31 0 .00 0.00 270 .80 297 .47 13.34 1.30 2.62.52 32 0.00 0 .00 247 .37 270.80 11.72 1.19 262.41 33 0 .00. 0.00. 226-.-78-24-"h-31-10.,29-. 1.10 ~2 34 0 .00 0.00 208.69 226.78 9.04 1.02 262 .24 35 0 .00 0.00 192.39 208.69 8 .15 0 .95 262.17 36 0.00 0 .00 177.48 192.39 7.46 0 .89 262.11 31 0..00. 0.00-1-63 ~84---117-.48-~82--0-.83 262_05 38 0.00 0 .00 151 .36 163.84 6.24 0.78 262.00 39 0.00 0.00 139.94 151.36 5.71 0.73 261 .95 40 0.00 0 .00 129.49 139.94 5 .23 0.69 261.91 41-0..00-ChOO-1-'l-9.92-129.49 . ~8-0 .65 2-61-.8.Z _ 42 0.00 0.00 111 .18 119.92 4 .37 0.61 261.83 43 0.00 0 .00 103.17 111.18 4.00 0 .58 261.80 44 0.00 0.00 95.85 103.17 3.66 0.55 261 .77 4-5-0,00 (hQO.. s~u5 95.85---3-.35 -0-.52 26-'k.7.4 Garrett Engineering· 4444 Carter Creek Parkway Suite 108 ·Bryan, Texas 77802 ·Telephone: (409) 846-2688 ·Fu: (409) 846-3094 • Poge 23 - 46 0.00 0.00 83.01 89...15_ 3.07 Q.50. 26.1.72 47 0.00 0.00 77.29 83.01 2.86 0.46 261.68. -43-0.00-0..00-· 1-~97-Tl29-2.6&-0.43 26-1--ft~. 49 0.00 0.00 67.01 71.97 2.48 0.40 261.62 50 0.00 0.00 62.39 6I.QL U1 ... 0.37 261.59 51 0.00 0.00 58.10 62.39 2.15 0.35 261.57 52 0..00-0..00-54.-09---53:-W-2.00-0..32-26-1-54 53 0.00 0.00 50.37 54.09 1.86 0.30 261.52 54 0.00 0.00 46.90 5CL3-7 1.73 0.28 26.1.50 55 0.00 0.00 43.67 46.90 1.62 0.26 261.48 56-0.00-0,00.-40.-66-4J.£.7-1-.50-0..24--. 26-1.-4~ 57 0.00 0.00 37.86 40.66 1.40 0.23 261.45 58 0.00 0.00 35.2.5 .. 37~86 __ 1.30 0.21 26.1.43 59 0.00 0.00 32.83 35.25 1.21 0.20 261.42 60. 0..00-0..00 30.SS-32.83-1-.1-3-0.18-26-1..40 Garrett Engneering-4444 Carte< Creek Par1<wily Suite 108-l!ry3n, Texas 77802 • Te!e~: (409) 846-2888 -Fax: (409) 846-3094 -Page 24 • - lnflow/Outflow -Simulation .5-.. Year-Storm . Event. 80.00 70 .00 60 .00 -"O c: 0 ~ 50-.00-- "' ... . ' I \ \ I Q) a. \ ... Q) it-4CT. crcr I u :Q_ ' ::I I (J -I ~ 0 30.00 5 =-0 J I • • I ' I 20.00 , I • •I 10 .00 0-1-0 - ----Pre-- Development Hydragraph. \ \ ' \ \ \ \ \ 20. 30- Time (Minutes) · Post- Development Outflow_ Hydrograph Without Detention ----Post-• • • · • • • Post- Development Development Outflow.With "Free:FJow" Detention 60 Inflow I Outflow Simulation 10-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0 .00 0.00 0.00 0 .00 0.00 0.00 261 .22 1 6 .31 6 .3.1 5 .aa 6-.3.-1 _ Q.22__ O.Q4 261 .26 2 12 .62 18.93 23.10 24 .81 0.85 0.14 261.36 3 18.93 31.55 50 .88 54 .65 1.88 0.30 261 .52 4 25.24 44 .17 88.42 95 .05 3.32 0 .52 261.74 5 31.55 56..79.. 134.3..t. 145.2.-1 5.4.5.. Q.71 26.t.93 6 37.86 69 .41 187 .85 203.72 7 .94 0.93 262.15 - 7 44 .17 82.03 246.56 269 .88 11 .66 1 .19 262.41 8 50.48 94.65 309.23 341 .21 15.99 1.47 262 .69 9 56J9_ 107 .27_ 3_75..3.8__ 4t6...5CL 20...5.fi__ L76-262j}8 10 63 .10 119 .89 448.08 495.27 23.60 1.93 263 .15 11 59.32 122.42 517.94 570.50 26.28 2.07 263.29 12 55.54 114.87 575.82 632.81 28.50 2.18 263 .40 13. 5 U7 107 .3.1. 622 54 68.3J2. 30.29 ____ 2 .27. 263.~9 14 47 .99 99 .75 658 .92 722.30 31 .69 2.34 263 .56 15 44 .21 92.20 685.69 751.12 32 .71 2 .40 263.62 16 40 .43 84 .64 703 .54 770 .33 33.40 2 .43 263 .65 17 36....65.. 11 .aa 713.Jl.9.. 7aQ62_ 3.3...76. -2 .4-5 __ 263,_67 18 32.87 69.52 714 .94 782 .61 33.84 2.45 263 .67 - 19 29 .09 61.97 709 .65 776.91 33 .63 2 .44 263.66 20 25.32 54.41 697.71 764 .06 33.17 2.42 263 .64 2.1. 2.1..5.4_ 46..85_ 6.79.61 74.4.56_ __ 3.2.48___ 2 .aa_ 263.,~0 22 17.76 39 .30 655 .77 718 .90 31.57 2.34 263 .56 23 13 .98 31 .74 626.62 687.51 30 .45 2 .28 263.50 24 10.20 24.18 592.52 650.80 29.14 2.21 263 .43 25 6.42_ 16.6.3. 553..84 _ 60_9_15._ 21.6.5 2.14 263_,~6 26 2 .64 9 .07 510.89 562 .91 26.01 2.05 263.27 27 0 .00 2 .64 465 .04 513 .54 24 .25 1.96 263 .18 28 0.00 0 .00 420 .00 465.04 22.52 1 .87 263 .09 2_9_ O.QQ CLQO_ 328 _~_ 42.QQQ__ 20...7.L 1 .78 26_3.00 30 0 .00 0 .00 341 .95 378 .45 18.25 1.61 262.83 31 0 .00 0 .00 309 .88 341.95 16.04 1.47 262.69 32 0 .00 0.00 281.70 309.88 14.09 1 .34 262.56 33. O.QQ O._QQ _ 256...95_ 28.L7Q 12.3_8__ 1 .23. 26Z,_45 34 0.00 0.00 235.19 256.95 10 .88 1.14 262.36 - 35 0 .00 0.00 216.08 235.19 9.56 1 .05 262.27 36 0.00 0 .00 199.16 216.08 8.46 0 .98 262 .20 37 O.OQ O.OQ 1aa..a1 19-9...16-7.74 Q.91 262_.13 38 0.00 0.00 169.50 183.67 7.08 0 .85 262.07 39 0.00 0 .00 156 .54 169.50 6.48 0 .80 262.02 40 0.00 0.00 144 .68 156.54 5.93 0.75 261.97 41 O._QQ _ 0 .00 133 .. 82. 144 .68 -5.4_3 _ 0.71 261,93 42 0.00 0 .00 123 .89 133.82 4.97 0.67 261.89 - 43 0 .00 0.00 114.81 123.89 4 .54 0 .63 261 .85 44 0.00 0 .00 106.49 114.81 4.16 0.59 261 .81 Garrett E"linee<ing-«44 Carter~ Parl<wl!y &Jite 103 • Bryan. Texas 77002-Telephone-(409) 646-2686 -Fax: (409) 646-3094 -Page 26 • 45-0 .00-0.00 98.89-1-06.49 -3.80 -0.56 261 -.Z8 46 0.00 0 .00 91.93 98.89 3.48 0 .53 261 .75 47 0 .00 0.00 85.56 91.93_ 3.18 0 .51 2_6j .73 48 0.00 0 .00 79 .67 85.56 2.95 0.48 261.70 49-0.00--0-.00--14-;-1$ -7'9'9-7-2 .74--0-.44------26-~ 50 0 .00 0 .00 69.07 74.18 2.55 0 .41 261.63 51 0 .00 0.00 64.31 69.07 2 .38 0 .39 261 .61 52 0.00 0 .00 59 .88 64.31 2 .21 0 .36 261 .58 53 0.0-0-0-.00-55.76--SS.83--2 .09--0-.33 26-1-~ 54 0.00 0 .00 51.92 55 .76 1.92 0 .31 261.53 55 0.00 0.00 48.34 51.92 1 .79 0.29 2-61.51 56 0.00 0.00 45.01 48.34 1.66 0.27 261.49 57-0-.00--0.00--4--1-.-9-1--~.0-1 --1--.55-0-.25 29-U7 58 0.00 0.00 39.03 41.91 1.44 0 .23 261 .45 59 0 .00 0 .00 36.34 39.03_ 1.34 0.22 261.44 60 0.00 0 .00 33.84 36.34 1 .25 0 .20 261.42 • • Inflow/Outflow Simulation 10-Year Storm Event -'t:J c: 0 u ar U) .... G.I a. -G.I ciL LL u 90.00 80 .00 70 .00 60.00 50.00 I \ I l. i\ I . I :a_. ;:, 41T.UCT f ~ I ~ • I 0 I 5 J I g 30-:-0U-J I • I 20-:ocr : I 0 10 ------Pre- Development Hydrograph ' \ \ \ \ \ \ • \ \ 2Q 30 4Q 50 Time (Minutes) • Post- Development Outflow Hydrograph W ithout Detention ----Post-- - - - - --Post- Development Development Outflow With "Free-Flow" Detention GalTI!tt Engneering-4444 Corter Creek Parl<wa1 &fut 108 -fl<Ian , Texas n&12 -Telephone· (~) 846-2688 -Fax: (~) 846-3094 -Page 28 60 Inflow I Outflow SimulatiQ_n 25-Year Storm Event --~ Time Inflow 11+ 12 2s/t-O 2s/t+O_ Outflow Depth Elfillation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 261.22 1 7.21 7.21 6.71 7.21 0.25 0.04 261.26 2 14.41 21.62 26.38 28.33 0.98 0.16 261.38 3 21-.62 36;03-53,.11-62.4-1--2-. 1-S. 0.35. 26-t..5Z 4 28.83 50.45 100.78 108.56 3.89 0.57 261.79 5 36.03 64.86 153.00 165.64 6.32 0.79 262.01 6 43.24 79.27 213.52 232.28 9.38 1.04 262.26 7 5°'45. 93£9.. 279;36-301-.2-1--1-3-.93-1-.33-. 262..~5 8 57.65 108.10 349.86 387.46 18.80 1.65 262.87 9 64.86 122.52 426.81 472..38__ 22._I8 1.89 2.6~11 10 72.07 136.93 511.67 563.74 26.04 2.05 263.21 1-1 S.7.15. 1-39.S2-593,.16-SS.1A9--29,-1-6-2.21 263.4? 12 63.44 131.19 660.83 724.35 31.76 2.35 263.57 13 59.12 122.56 715.61. 783_39 ... 33_fi6.. 2.45 2.6.3..67 14 54.81 113.93 758.58 829.59 35.51 2.54 263.76 1S. 50.49-1-0S..30-790..41· 863$] .. 36.73 -2.60--263.8~ 16 46.18 96.67 811.71 887.08 37.68 2.65 263.87 ~ 17 41.86 88.03 823.._30 899.74_ 3_8..22_ __ 2.67 2.63.'.~9 18 37.54 79.40 826.01 902.71 38.35 2.67 263.89 1-9-33.23-70,7-7 -820.60 896,7-S-· 38,10-2-.66 .. 263.88 ·~ 20 28.91 62.14 807.74 882.74 37.50 2.64 263.86 . 21 24.60 53.51 787.98. 861.25 .. 3.6.M. 2.60 .2-6.~.82 22 20.28 44.88 761.61 832.86 35.63 2.55 263.77" -23 15.97 36.25-729.1-0-79-7A~6-· · 34,38--· 2.48--263.J_Q 24 11.65 27.62 690.89 756.72 32.91 2.41 263.63 25 7.34 18.99 647 _3.9 7Q9.a8_ .. 3_t.2A ... 2.32 2.63.54 26 3.02 10.36 598.98 657.75 29.39 2.22 263.44 -27 0.-00-3.02-541.20-. 602-.00-. 2-7.40--2.12 263 . .34 28 0.00 0.00 496.30 547.20 25.45 2.02 263.24 _J 29 0.00 0.00 449.03. 49EL3Q 23.63. _ - . 1.93 26~t15 30 0.00 0.00 405.13 449.03 21.95 1.84 263.06 31 0-.00 ChOO ~39-4-05...1-3-.. 1-9.87 1.72 -262.Q~ 32 0.00 0.00 330.47 365.39 17.46 1.56 262.78' 33 0.00 0.00 299.80 33Q...47 15.34 1.43 262.65 34 0.00 0.00 272.84 299.80 13.48 1.30 262.-52 35 0-.00-0-.00-249.-1-6-272-.84--1-1.84-------1.20 ... . 262-.4? 36 0.00 0.00 228.36 249.16 10.40 1.11 262.33 37 0.00 0.00 210.08 228...36___ 9.14_ 1.02 262_.24 38 0.00 0.00 193.66 210.08 8.21 0.95 262.17 39-0,00-0-.00-1-78.,64--193;66-. 7.51-· 0.89 .2.02.1.:i 40 0.00 0.00 164.90 178.64 6.87 0.84 262.06 41 0.00 0.00 152..33_ 164..90 6.29_ -0.78 262 .. 00 42 0.00 0.00 140.83 152.33 5.75 0.74 261.96 43. 0.00-°'00-130-.30 140;83 -5.26· 0.-69 2-61-.91 44 0.00 0.00 120.67 130.30 4.82 0.65 261.87 ) 45 0.00 0.00 11 t.86 120.61 4...41 Q.62-. 2.6.l..84 Garrett Ef9-01111-44« Carter Creek Parkway &ite 108 -Bryan, Texas 77802 • Teleptlone· (409) 646-2688 -Fax: (409) 841}-3094 • Page 29 • 46 0.00-O.OQ 103.-79. 11-1.86-4,03 -0.58 2SU~.O 47 0.00 0.00 96.42 103.79 3.69 0.55 261.77 48 0.00 0.00 89.6.7 96.42... .. 3.3-Z. 0.53 . 261.75 49 0.00 0.00 83.49 89.67 3.09 0.50 261.72 50 0.00-0,00.-77.-74-83.49 2.88 0.47 261~6,9 51 0.00 0.00 72.39 77.74 2.68 0.43 261.65 .J 52 0.00 0.00 67.40 72,3..9. 2.49 .... 0.40 261.62 53 0.00 0.00 62.76 67.40 2.32 0.38 261.60 -54--o,oo .. 0.00. 58.44···· 62-.-76--2.16·· 0,35 .. 261.5.Z_ 55 0.00 0.00 54.41 58.44 2.01 0.33 261.55 56 0.00 0.00. 5.0~66 54.4j_ 1.87 0.3.0 261.52 57 0.00 0.00 47.17 50.66 1.74 0.28 261.50 -~ 58-0.00 0,00 43,92-4-7-.-1-7 1-.62-· 0 .. 26 . 2-61.4.8 59 0.00 0.00 40.90 43.92 1.51 0.24 261.46 60 0.00 O.OQ 3.8-08 40.9.Q_ 1.41. 0.23 26.t.45 Garrett E'9neerin!I • 4444 Carter Creek Parkway Sutt• 108 • Bryan. Texas 77BIJ2 • Telophone· (409) 846-2688 • Fox: (409) 84&-3094 • Page 30 - -'0-c: 0 (,,) Cl)- U) ... Q) a. -Q) QL l.L (,,) :o__ ::J 0 -~ 0 5 :r- 0 - lnflow/Outflow-Simulatkm25--Year Storm -EvenL . 120.00 100.00 I J 80.00 • I >\ I \ 60:00 f I I I II I 4-0:UO- 20:00 0 ·------Pre-- Development Hydrograph 10 \ 'I. l ' l \ \ \ \ .. \ ' \ 20 30 40 5.0 Time (Minutes) • Post--- Development Outflow Hydrograph Without Detention ---Post--······Post- Development Development Outflow With "Free-Flow" Detention Garrett Engineering -4«4 Cartor Creek Par1<way s.Jte 108 • Bryan, Texas 77&>2 -TelepllOOO: (409) 846-2688 -Fax: (409) 846-3094 -Page 31 60 Inflow I Outflow_ Simulation SO-Year Storm Event Time Inflow 11+ 12 2s/t-O 2s/t+O Outflow Depth Elevation (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) <: 0 0 .00 0 .00 0.00 0 .00 0 .00 0.00 261.22 1 8.15 8 .15 7 .59 8 .15 0 .28 0.05 261.27 2 16 .29 24.44 29 .82 32.03 1 .10 0 .18 261 .40 3 2.4.44 . 40_73 .. 65.69. .. 70.5.5.. 2 .43 __ 0_39 __ 26j .61 4 32 .59 57 .03 113 .73 122 .72 4 .49 0 .62 261.84 - 5 40.73 73.32 172.60 187 .05 7.23 0 .87 262.09 6 48.88 89.61 239 .82 262 .21 11 .20 1.16 262.38 7 57 _Q3. 105 .. 9.:1 . 3.13 .20 . --345]3 _. 16..26 ... 1.4.9 . 262,_7 1 8 65.17 122 .20 392 .47 435 .40 21.46 1 .82 263 .04 - 9 73 .32 138.49 481 .22 530 .96 24 .87 1.99 263 .21 10 81 .47 154 .79 578 .79 636 .01 28 .61 2.19 263.41 11 76 .59 158 . .0fL 612.43... I 36..84 3220_. -... 2 .37. 263.59 ·-- 12 71.71 148 .30 750 .35 820.73 35.19 2.52 263 .74 - 13 66 .83 138 .54 813.37 888.89 37.76 2 .65 263.87 14 61.95 128 .79 862 .12 942.15 40 .02 2.75 263 .97 15 57 _Q8_ 119...Q3 __ 897...82 ... . 981 _:15 . 41-67 ___ 2.82 ... 264..94 16 52.20 109.27 921 .56 1007.09 42 .77 2.87 264 .09 - 17 47 .32 99 .52 934.36 1021.07 43.36 2 .89 264.11 18 42 .44 89.76 937.14 1024 .12 43 .49 2 .90 264 .12 19 37 _5_6_ 80 .. 00.. 9.30-76... 1.0.17 .:15 .. 43_ 1-9. 2.89 . 264_.11 20 32.68 70.25 915.99 1001.01 42 .51 2 .86 264 .08 . 21 27 .81 60.49 893.54 976.48 41 .47 2.81 264.03 22 22 .93 50.73 864 .07 944 .28 40.11 2.75 263.97 2_3_ 18.05.. 40 _9.8_ 828_15._ 905 .04 . 38.45 __ 2.68 ... 263,90 24 13 .17 31 .22 786.23 859 .37 36.57 2 .59 263 .81'- 25 8 .29 21.46 738.24 807 .70 34 .73 2 .50 263.72 26 3.41 11 .71 684.61 749.95 32.67 2.39 263 .61 2 7 OJlO. ... 3-41 627.09 ... 688_Q2. . 30.47 ... 2.28 ..... 26.3))0 28 0 .00 0.00 570.50 627 .09 28 .29 2.17 263.39 - 29 0 .00 0.00 517 .95 570 .50 26 .28 2 .07 263 .29 30 0 .00 0.00 469.13 517 .95 24 .41 1 .97 263 .19 31 O.OQ 0 .00. -423...80 .. 46.9..1.3. -22.6.7 .. 1 .88 26.3_, 10 32 0 .00 0.00 381.79 423 .80 21.00 1 .79 263 .01 - 33 0 .00 0 .00 344.89 381.79 18.45 1 .63 262.85 34 0 .00 0.00 312.46 344.89 16 .21 1 .48 262 .70 35 Q_QQ o_oa. 283.97_ 312-46. .. 14.25 _ . 1 .35 -262,_57 36 0 .00 0.00 258 .94 283.97 12.52 1 .24 262 .46 . 37 0 .00 0 .00 236.94 258 .94 11 .00 1 .14 262.36 38 0 .00 0.00 217 .62 236.94 9.66 1 .06 262 .28 39 O.QQ 0.0.Q 200.57 .. 217_62 .. 8.53. .0 .98 262._~0 40 0 .00 0.00 184 .96 200.57 7 .80 0.92 262 .14 ~ 41 0 .00 0 .00 170 .68 184.96 7 .14 0.86 262 .08 42 0 .00 0.00 157.62 170.68 6.53 0 .81 262.03 43 0 .00 QOO .. 14.5.66 . 157.6.2 . 5.98 . 0 .76 . 261 ,_98 44 0 .00 0 .00 134 .73 145 .66 5.47 0.71 261.93 - 45 0.00 0 .00 124.72 134.73 5.00 0.67 261 .89 G•rrett Engineering-4444 Carter Creek Parl<way SUite 108-Bryan , Texas 77802-Telephone: (409 ) 845-2688 -Fax (409) 845-3094 • P•ge 32 • 46. Cl..QQ. O_QQ __ 115.56. . 1.2..4. .. 72... 4.58 . 0.63 . 261.85 47 0.00 0.00 107 .19 115.56 4 .19 0 .60 261 .82 "_:_ 48 0.00 0 .00 99 .52 107 .19 3 .83 0 .57 261 .79 49 0 .00 0 .00 92 .51 99 .52 3 .51 0 .54 261 .76 50 Q.00 O .. OCl.. aa.09 .. 92..51 .. 3.21. 0 .51 . 261.]3 51 0 .00 0.00 80.16 86.09 2.96 0 .48 261.70 - 52 0.00 0.00 74 .64 80 .16 2 .76 0.45 261 .67 53 0 .00 0 .00 69.50 74 .64 2 .57 0 .42 261 .64 54 a.a.a. 0..00.. .. 6..4.11 . 69.50 . 2..:19. .. 0 .39. .. . .. 261 ,61 55 0.00 0 .00 60 .25 64 .71 2 .23 0 .36 261.5ff ~ 56 0 .00 0 .00 56.10 60 .25 2.08 0 .34 261 .56 57 0.00 0 .00 52 .24 56.10 1.93 0 .31 261 .53 58 O .. OQ Q.00 . 48. .. 6..4. .. 52..24 .. 1.8Q __ 0 .29.. .... 261..,51 59 0 .00 0.00 45.29 48.64 1 .68 0.27 261.49 -'- 60 0.00 0 .00 42.17 45.29 1 .56 0 .25 261.47 Garrett Engneering-+444 Carter Creek Part<way Suite 108-Biyan, Texas 77802-Te~on•.: (409) 846-2688 -Fax: (409) 846-3094 • Page 33 • • Inflow/Outflow Simulation .so~vear.Storm Event 120.00 ' I \ • \ l 100.00 80.00 /\ J; f , '/ : ( . 0 .60- 0 10 -----Pre-- Development Hydrograph ' \ \ ' 20 30 40 50 Time (Minutes) • Post- Development Outflow Hydrograph Without Detention ----Post-- - - - - -· Post- Development Development Outflow With "Free-Flow" Detention Garrett Engneering-««Carter C~ Pari<way Suite 108 ·Bryan, Texas 77802-Telephono: (409) 846-2688 -Fax: (409) 846-3094 -Page 34 60 Inflow./. Outflow SimulatiQ~ 100-Year Storm Event Time. Inflow ... 11+ 12. 2slt~o. -2s/t:+-_Q_. Outflow_ Depth . . ElevatiQ~ (Minutes) (Ft3/Sec) (Ft3/Sec) (Feet) 0 0.00 0.00 0.00 0.00 0.00 0.00 261.22 1 8SI . 8.5-1-7.92 8:51-0 .. 29 0.05 261..4? 2 17.01 25.52 31.13 33.44 1.15 0.19 261.41 3 25.52. 42.53 6.8.59 73.66. 2..54. 0.41 26.1_.63 4 34.02 59.54 118.69 128.13 4.72 0.64 261.86 .> 5 42.53--7.S..55-180.09-195.24-... 7.58 . 0.90 2S2.12 6 51.04 93.57 249.87 273.65 11.89 1.20 262.42. ~ 7 59.54 110.58 326.13 360.45 17.16 1.54 262.76 8 68.05 127.59 409.49 453.72 22.12 1.85 263.07 9 76.55 144-.60-502.70 554.-09 .. 25 .. 69 2.04 263.26 ........ 10 85.06 161.61 605.07 664.31 29.62 2.24 263.46 11 79.97 165.02 703.32 770.10 33.39 2.43 26.3.65 12 74.87 154.84 785.10 858.16 36.53 2.59 263.81 1-3. 69-.7S 144.05-. 850.77 929.7-5· 39.49· 2.72. . 263:94.__ 14 64.69 134.46 901.56 985.24 41.84 2.83 264.05 15 59.59 124.28 938.71 1025_83 . 43.56 2..90 264.12 16 54.50 114.09 963.40 1052.81 44.70 2.95 264.17 17 49.44-103..90-916..68-1067-:31-. 45 . .32-2.98 264.~ 18 44.31 93.72 979.50 1070.39 45.45 2.99 264.21 • 19 39.22 83.53 972.76 1063.03 45.13 2.97 264.19 20 34.13 73.34 957.27 1046.11 44.42 2.94 264.16 21-29.03 ~1-G-~-77 1020,43 .. 43.33-· 2,89 2o4.1J 22 23.94 52.97 902.93 986.74 41.90 2.83 264.05'· 23 18.85 42.78 865.38 945 .. 71 40.17 2.75 26.3.97 24 13.75 32.60 821.69 897.98 38.15 2.67 263.89 25-8.66 22-.44--112,05 844-o-10-36.03 2.57. 263.19 26 3.57 12.22 716.48 784.27 33.89 2.46 263.68 27 0.00 3.57 656.83 72Q.0.5. 3.1.61 2.34 26~.56 28 0.00 0.00 598.13 656.83 29.35 2.22 263.44 29 °'00-0.00. 543-.60. 598,.1-3 27-.26-2.12 263..3_4 30 0.00 0.00 492.96 543.60 25.32 2.02 263.24 31 0.00 0.00 445.93 492.96 23.52 1.92 2.63.14 32 0.00 0.00 402.25 445.93 21.84 1.84 263.06 33-0.00. 0.00-362.86-402.25-1-9. 70. 1.71 .2~ 34 0.00 0.00 328.25 362.86 17.30 1.55 262.77 35 0.00 0.00 297.84 328.25 15.20 1.42 262.64 36 0.00 0.00 271.13 297.84 13.36 1.30 262.52 37 0.00. 0.00-2~66-27-1-.13. 11.74-1.19 262.41----. 38 0.00 0.00 227.03 247.66 10.31 1.10 262.32 39 0.00 0.00 208.91 22.7 .03 9.06 1.02 262.24 40 0.00 0.00 192.60 208.91 8.16 0.95 262.17 41 0:00. 0.00. .. 177._57 .. . 192-.60-7.46··· 0 .. 89-. 262-'.11 42 0.00 0.00 164.01 177.67 6.83 0.83 262.05 --' 43 0.00 0.00 151.51 164.01 6.25 0.78 2.62.00 44 0.00 0.00 140.08 151.51 5.72 0.73 261.95 4S. 0-.00. o,oo. 129.62 14M>S. 5.-23 0 .. 69-. . 261.91 Garrett Engneering. «« Cltrter Creek Par1lway Suite 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2888 • Fax: (409) 846-3094 • Page 35 • 46 0.00 0.00 120.04 129_62 _ -4.79_ 0.65 261_.87 47 0.00 0.00 111.29 120.04 4.38 0.61 261.83 • 48 0.00 0.00-1--03.2'7-1-11.2~ 4,01----0.-58-261-.80 49 0.00 0.00 95.94 103.27 3.67 0.55 261.77 50 0.00 0.00 89.23 95.94 3.35 0.52 261.74 51 0.00 0.00 83.08 89.23 3.07 0.50 261.72 52 0.00-0.00 71-.3S-83-.03---2.86-0.46-2S1.Q_8 53 0.00 0.00 72.03 77.36 2.66 0.43 261.65" J 54 0.00 0.00 67.07 72.03 2.48 0.40 261.62 55 0.00 0.00 62.45 67.07 2.31 0.37 261.59 55-0.00 0.00--58-.15--62-.45-2.15 0.35 --26-1 . ..57 57 0.00 0.00 54.15 58.15 2.00 0.32 261.54 58 0.00 0.00 50.42 54.15 1.86 0.30 261_.52 59 0.00 0.00 46.94 50.42 1.74 0.28 261.50 60 0.00-0.00-43-.7-1--46.-94----1-.62-0.26 2S1A8_ Garrett Engneering -4444 Carter Creek Par1<way Suite 108 -Bryan, Texas 77802 -Telephone: (409) 846-2888 ·Fax: (409) 846-3094 • Page 36 - -"O c: 0 u ~ "' ... 41 a. ... 41 GL LL u :.o_ :J 0 -~ 0 5 ::r 0 - lnflow/Outflow-Simulati.on -1 oo .. 'tear-Storm -Event . 120.00 100.00 80.00 r I I f I ' 6n.acr I f ' I ; . J I 4Cr.ocr - 20:00- 0.00 0 ----Pre- Development Hydrograph l \ \ \ ' ' .. l ' l .. \ l '. \~ '' l . ' \ ' ' ... ,, 20-30 40--50 Time (Minutes) • Post- Development outflow__ Hydrograph Without Detention ---· Post-• • • • • • · Post- Development Development O.utflawWith "Fr.ee::Flow" Detention 60 • Inflow/Outflow Simulation 2-Year Storm Event 45.00 40.00 35.00 / \ v-30.illL I \ I \. c: 0 (,J cu "' ... cu . a.. .... cu ~ u. (,J :a :J 0 -;: 0 = :J 0 ! \ 25 .00-- 20 .00 I \ I \ i I 15 .00 I J I ! I I 10 .00 f 5-.00 \ \ \ \ i \ \ " ' \ \ \. o:orr ·_,_ ______ __, ________ .,_ ____ ~-==~======~======~======~ 0 10. 2.0... 30. 40.. 60 Time (Minutes) ----Pre-Development Hydrograph ----Total Post-Development Hydrograph Garrett Engneering -4444 Carter Creek Pari<way Sule 108 • Bryan, Texas 77802 ·Telephone: (409) 846-2688 -Fax: (409) 846-3094 • Page 38 - -V-e: 0 u 50 .00 45.00 40.00 35.00 ~ 30.00 ... Q)__ a.. .. 4) ~-25.00 (.) :c :::J ~ ~ 20.00 5 :::J 0 15.00 10 .00 I I I I I I I I Inflow/Outflow. Simulation _5-Year . Storm . Event \ \ \ \ \ \ \ '· \ \ \ \ \ \ \ \ \ \ \ \ s:ocr .+-;-#-----+-----+----+\ --+----~----1-----J \ \ er.au \ 0 10 20 30 40 50 60 Time (Minutes) --···-----Pre-Development Hydrograph ---Total Post-Development Hydrograph Garrott Engjneertng-4444 Carter Creek Parkway Suite 108-Btyan, TOXlis n802 • Telcphooe .. (409) 846-2688 -Fax: (409) 846-3094 • Page 39 - Inflow/Outflow Simulation 10-Year Storm Event 60.00 50 .00 :tr4.0..00.-~.,--~~1-1--+-~---+~~~~~~~+-~~~~l--~~~--l~~~~_J c: 0 u Cl) (/) .... ~ a.. ... Cl) ~ 30.00 (.) :.Q. :J 0 -3: 0 5 :J 0 20 .00 50 60 ····--·-Pre-Development Hydrograph ---Total Post-Development Hydrograph Garrett Engneering · 4444 Carter Creek Par1<way Sute 108 • B<yan , Texa& nao2 ·Telephone: (409) 846-2688 ·Fax: (409) 846-3094 • Page 40 • lnflow/Outflo_w Simulation 25-Year Storm Event 70.00 66:60 I , I I 50..Q~ ...... ---+-fi---+---W-----~----l-----L----__j I -u c: 0 u Q). CJ) ; 40 .00 O;. -Q) Q) LL u .Q ~ 2. 30.00 ~ 0 Ii= -::J 0 20.00 I I I ! I ! I i \ \ \ i_ \ ' \ \ \ \ 10-.00· ...... +-1--'~---1-----+----->\---+----'"'---l-----+-----I \ \ \ o.oo _-~l~_-------1---------t------.::=:~~===========~~~========! 0 10-20-30 40 -. 50 60 Time (Minutes) ----Pre-Development Hydrograph ---Total Post-Development Hydrograph Garrett Engneering· 4444 carter C.-k Pari<way Suite 108 ·Bryan, Texas nam · Telepllone· (409) 846-2688 ·Fax: (409) 846-3094 • Pago 41 - 80.00 70.00 60 .00 -"C c: 8 50 .00 Q) Cll ... Q) 0. --Q) ~ 40.00 u :c :J ~ ~ 0-5 30 .00 :J 0- 20 .00 10.00 Inflow/Outflow Simulation 50-Year Storm Event 0 l ! .. i I I ! I I I I I I I ! t I 10 \ \ \ \ \ \ \ \ \ 20 -···---·-·· Pre-Development Hydrograph 30 40 50 Time (Minutes) ---Total Post-Development Hydrograph Garrett ~ng -4444 Carter Creek Parkway Suite 108 -Bryan, Texas 77802 ·Telephone: (409) 846-2688 • Fax: (409) 846-3094 • Pago 42 60 Inflow/Outflow-Simulation . too . Year Storm EvenL . 80.00 70 .00 I J I 60 .00 J I \ 1 \ I -\ "tT c: 0 50 .00 u \ C1> "' \ ... I \ Cl)._ / 1 Q. ' -\ C1> ~ 40 .00 I \ u I \ :0 J ' ::J ! \ ~ ' I \ ! ~ I 0 = 30.00 I ::J f \ 0 l \ \ I \ 20.00 r \ I \ 1 \ I \ l \ l \ \ i \ 10.00 \ \ \ \ o.on 0 10 20 30 40 . 50 60 Time (Minutes) ----Pre-Development Hydrog_raph ---Total Post-Development Hydrograph Ga.mt Eajneering-4444 Carter Creek Pari<way Suit• 108-Bryan. T•xa• 77&12 -Telepnone · (409) 846-2688 ·Fax: (409) 846-3094 -Page 43 - Detention PondStorage _VoJumes as Percent of.Maximum Volume ~ 100% 90% 8-0%. 70% CV E ::s 0 60% > e· ::s E ")( ca 50% :?: .... 0 -40%. i::. CV I.) ... CV ~ 30% 20% 19% 0% 2-year 5-year 10-year 25-year 50-yea r 100-yea r Design .Storm__, Storm Simulation Synopsis 2-y_ea[ 5:-. ea [ 10~ .ear .. 25.-ear .. 50-ear . 100,., ear_1 Storm Depth 2.05 2.29 2 .45 2.67 2 .90 2.99 Stor m--Elevation . 26l.27 263 .51 263.67 263 .89 -. 264 .12 · 264.2 1_ Storm Volume 16015 19806 22463 25931 29419 30748 Maximt:tm-Capacity -3-7448 -3744&· 37448 -·· ··3744·8-. 37448 37448, ., Percent of Capacity 43% 53% 60% 69% 79% 82% Garrett Engi...ering-4444 Cartor ~ P•rl<way Suite 108 -Bryan. 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G C?~% d~ - - -_Lrtrr_ €5-.-,-------1-------- __. ______________________ --- ~&~:r~t-~-~ L ~-~ _(1-dr_!h ________ _ -"Cu z: -~e-_ti2~l _(_~~-'Eave W_S ~_t!G.& ~~ _ ---rGe __ o =l!J.~ -its Sire>~.:;;, J.w~ ~oo ~, ___ -__ _ _ _L l.}fetiSITT_~te>-~_1]C -~---o Mc AJ~ _____ _ -------._i, 2 &_,_3_3 ~/Jtt2.~----- ----~ ~ _ __], _/, :t.--1--------------- ___ 1 10 z. ~~-&3 --1 ----- _T-z,-r ~ c;. ~~---------------___ r ~-~ J, IS-_~--------- -::I:loo c. _{, ~-W/tti2 ---__ _ ·r~~B .. -oa=~ -f_-Qy_(_'---'--=----1+ ""---------_____ _ . -_____ !~--~----___ QC.. 2 ~ r~ ~ _C=:...~'---'>'-----------·-------------- ---------------Qr t ?f-.A7..--~-----------____ _ i ------------·--9 IC>_! J ,_5-=~----•---------------- ? r-~ 5:--l,_--=-~-'----11-------------- .S-Q ~ ~ d-=-0-~1-_,,_/ ____________ _ -v~ t; u::~ .-----~~---. __ . "'.'.'.'.:::=-~~~ --1~~ _'Z~_-:_~~____rs~ fiZe-Q_u~---~--8 ____ _ ---~~ ~'-~-A ___ '?.':t~~-C ~~~·--@ ~,9:>;%,J'~~ COLLEGE~ STATION To: Cindy Giedratis 2013 Oakwood Trail P. 0 . Box 9960 College Station , Texas 77840 From: Ted Mayo ~?!J Asst. City ~eer Date: July 09 , 2001 1101 Texas Avenue Tel: 409 764 3500 Subject: Pre. Vs . Post Development Flow from Sandstone Lot 2 0 Development Dear Ms . Giedratis: College Station , TX 77 84 2 On June 25, 2001 you called expressing a concern about increased surface water runoff from the newly developing Sandstone Lot 20 Subdivision which is just upstream from your property. You stated that there was evidence of accelerated erosion in the channel on your property. On the afternoon of June 26 I met you at your residence and we discussed the situation briefly. I committed to get back with you after I had time to research this development's drainage report, etc .. I have reviewed the drainage report and the constructed facilities and am comfortable that the development's drainage facilities are designed and constructed in accordance with the City's Drainage Ordinance and Design Standards. The primary requirement is that the post-development peak flow rate does not exceed the pre-development flow rate . The Sandstone Development drainage area that contributes runoff to the drainage way thru your property is 16 .56 acres . An existing pond was reconstructed to create a detention facility that provides storage for the increased flow rate from the developed area and includes a weir that restricts flow from the pond. An analysis based on accepted design criteria was required to substantiate no increase in peak flow rate for design storms of2,5, 10,25 ,50 , and 100 years . The following peak flow rates were calculated (cubic feet per second): 2 year 5 year 10 year 25 year 50 year 100 year Pre-Development Post-Development 31.45 cfs 25.77 cfs 38 .20cfs 31.15cfs 42 .87 cfs 34 .88 cfs 48 .89 cfs 39.75 cfs 55.39 cfs 44.88 cfs 57.83 cfs 46 .84 cfs The above data shows that the post-development flows for the various rainfall events are from 81 % to 82% of pre-development flows . Please call me at 979-764-3763 if you need additional clarification of this matter. Home of Texas A &M University ~-~ COLLEGE STATION DEVELOPMENT PERMIT PERMIT NO. 500032 DP-SANDSTONE ADDITION LOT 20,BL2 FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 20 , Block 2, Sandstone Addition DATE OF ISSUE: April 17, 2000 OWNER: JONES, TONY & JOHN HENCERLING COLLEGE STATION, TX 77845 979-695-9413 TYPE OF DEVELOPMENT: Full Construction. SPECIAL CONDITIONS: SITE ADDRESS: 2019 OAKWOOD TRL DRAINAGE BASIN: Carter Creek VALID FOR 12 MONTHS CONTRACTOR: 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 heav y 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 an y operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing drainage facilities . I hereby grant this permit for development of an area outside the special flood hazard area. All development shall be in accordance with the plans specifications submitted to and approved by the City Engineer in the development permit application for the abo project and all of the codes and ordinances of the City of College Station that apply. Contractor Date ,. Eng!neer's Estimate For Street & Drainage Improvements To A Replat Of Lot 20 , Block Two Sandstone Addition College Station, Brazos County, Texas 1. 6" Thickness 3000 P .S.I. Concrete With 1/2" Diameter Bars@ 16" O .C. Bothways And 6" Thickness Compacted Subgrade (Max. P.I. 18) 2 . 6-". 'Thi~ed Crushed ---- Limestooe-Shoolder With 6" Compacted---- Subgrade-{Max. P.I. 18) 3. O" Diameter Corrugated Metal Pipe With Sloped Ends (4:1) 16 Gage Minimum Wall Thickness 4. Reinforced Concrete Sloped Headwall For Upstr.eam-Andl)ownstream Ends OL :m"-DiamewGMP. 5. ompaced-RoadwayFill (In-Place)-- 6 . Roadway Excavation (In-Place) 7 . Reinforced Concrete Outlet Control Structure !t TCS#-CUU.imestoneRock Rubble.Rip...Rap- (In-Plaee-}--. 9. Detention P-ond Iru · rovements *April, 2000* 14,665 S .F . 243 --S.Y. -· 116 L .F . 2 EA. -C.Y:· --. 375 C.Y. EA. 15.-S .Y. - -t.S. EStmiatett . Unit pij~,,;,;;_ $3.75 $14 .00 $30 .00 ·- $900.00 $4 .50--· $3 .50 $2,500.00 $15.00 $5,ooo.oo · Total Estimated Cost For Street & Drainage Improvements: REVIEWE D F0 1 --~\ en" /1 PL I fl f\.1cE APR 1 4 2000 C OLLEGE ~: 1·:i.. i 1· ,.. J ENGI N EER !~ $54 ,993.75 $1 ,800.00 $41'1:50--l $1 ,312.50 $2 ,500.00 $225.00-- • 2 . 3. 4. 5. 6. 7. 8.- Engineer's Estimate For Water Improvements To A Replat Of Lot 20, Block Two Sandstone Addition Colleg~ Station, Brazos County, Texas Water Line 1-112" Diameter Typ,e "K" Copper Tu~ervice Line Tie·-'I&Existmg ·6!'-Diameter Water-Line--·- 6 "x 45"-M:J.-Bend· - 6" x 11-114° M .J. Bend Standard City Of College Station Fire Hydrant Assembly . " Plug With.2" Blow-Off Assemb1¥--- 6 '1yt-I-f21L-Service-connection With··-· K urtenances REVIEWED FOR cn~APf .. Ill l\I CE APR 1 4 2000 COLLEG E STA i I01J ENGINEERI NG ~ - * April, 2000* 186 L.F . $14.00 1-EA -$350.00 z -EA:-$250.00 EA. $250.00 EA. $1 ,900.00 EA.- -$400.00- 2 EA. -$230.00--- Total Estimated Cost For Water Improvements: $2,604.00 $-1-50-:00--- $500:00---- $250.00 $1 ,900.00 $400,00- S466 .00--. $15,024.00 ' \ \. \' \' '·. ' .. " . Engineer's Estimate For Sanitary Sewer Improvements To A Replat Of Lot 20 , Block Two Sandstone Addition College Station, Brazos County, Texas * April , Z.000 * Sanita ··lt~~--Unit ' EStimate4 ·~~No>'·: ,;:;::£:'.:;, .::· ... =~:. ... """" ·'. :~~; 4 ~; UmtPrlce ' L Standard Manhole (O' -8' Depth) 5 EA. $1 ,400 .00 2 . Extra Depth Manhole Wall (Over 8' Depth) 5 V.F . $135.00 3 . "Drop'.'.. Ear Manhole _(4.67' Drop) L L.S.. $1 ,500.00 4. 6!! Diametel'-SDR-26-30 34 P.V.G : ·-65 -L .F. $14 .00 Sanitary SewerLmtjfl' -5' Depth)-· s: 5""Dliimeter SDR 26-3034 P.V.C. 337 L.F . $15:00 - Sanitary Sewer Line (5' -7' Depth) 6 . 6" Diameter SDR 26-3034 P. V.C. 993 L.F . $16 .00 Sanitary Sewer Line (7' -9' Depth). 7 . 6!!-Diam£te£..Class-52-Dm;tile Iraa-P-ip@.-.. 20--1.F. $20.00- With-8-Mil--Poly---Wrap-(7'-9' Depth)-- g:---lf"Tilamefer PY.C:-Scivice Line 2U6 " -LF $14 .oo--- 9 . 611 Plug With Standard Clean-Out EA. $450 .00 10 . 4" x4" Wye 2 EA $50 .00 n. 4.'~ X-4'!-Double.W¥e---2 EA $75 .00 12 . 4'LPlng--1-Q--EA. $25.00 13. Trench S-afety LS. $1,415 .00 14. 6" x 4 " Service Tee 2 L.S. $250.00 REVIEWED FOR Total Estimated Cost For Sanitary Sewer Improvements: C0" 110 1 I/\ ""CE APR 1 4 2000 COLLl::lA t: 0: h •• ~.~ ENGINEERING~ $7 ,000 .00 $675.00 $1.5.00JlO. - $910.00-- $15 ,888 .00 $~00--l $450 .00 $100 .00 $-150,00.. .. $256;00 $500.00 $37,177.00 '·· GARRETT ENGINEERING , COllSUL TDIG OIGll&RING & LANG SURV!YltlCi ..... CARTER CR&K PAAICWAY. SUITE 111. 8RYAN., TEXAS ma. (4111) l&all -(411) IC-lOM TO: ·IM ) HAyo I es. 12~ oE DEYS&f'H~ ~lc..e=$. Qti oc Coy.cJde; ?5ftt11 oV RE: ~t:JG Aoo1n0J DEDS?::Jnav ~ ~t=ztev\?S We Are Sending You : .:/..._ Herewith __ Under Scprunte Cover The Following: Copies Date Description Remarks: By :~ . cc 'fi"~ /-r: ...bv ... /'P. e~ nc /;;· I - A Proposed Amendment To Sanitary Sewer Lines "B" & "D" To Foxfrre And Surrounding Areas College Station, Brazos County, Texas Prepared For: Mr. Tony Jones 3205 East By-Pass College Slalion, Texas 77845 Prepared Bv: Garrett Engineering 4444 Carter Creek Parkway Suite 108 Bryan, Texas 77802 Telephone: (979) 846-2688 Fax : (979) 846-3094 * March, 2000 * Determine The Capacity Of Proposed 6" Sanitary Sewer Line Given: 6" Diameter Sanitary Sewer Line@ 0.60 % Grade Where; 1.486 Qfull = ---------A R 2/3 S 1/2 n Q = Flow Capacity In Cubic Feet Per Second n = 0.013 (Manning's Roughness Coefficient) A = Sectional Area Of Flow In Square Feet S = Slope In Feet Per Foot R =Hydraulic Radius In Feet 1.486 Qfull = ---------( 0.196) (0 .1252/3) (0.0061/2) = 0.43 Ft3/Sec 0 .013 Q V Full = --------- A 0.43 0.196 2.19 Feet Per Second Determine Sanitary Sewer Loading Supplied By 12 Single Family Dwellings Assume : Therefore; 4 Persons x 12 Lots = 48 People 48 People x 100 Gallons Per Day Per Person = 4800 Gallons Per Day 4800 Gallons Per Day x 3 = 14 , 400 Gallons Per Day Infiltration : Total Design Flow: 14,400 Gallons Per Day x 10 100 14, 400 Gallons Per Day + 1, 440 Gallons Per Day 15 ,840 Gallons Per Day 1440 Gallons Per Day Convert 15 ,840 Gallons Per Day To Cubic Feet Per Second = 0 .025 Ft3/ Sec Q 0 .025 Ft3/Sec ----------------= 0 . 06 3 0.43 Ft /Sec V = 2 .21 Feet I Sec x ( 0 .58) = 1.28 Feet I Sec Therefore; A 6" Diameter Pipe As Proposed Will Adequately Convey The Design Loading. C() CO ~ OSO ~OR OFFICE USE ONLY CASE NO.:....;.·~---+- DATE SUBMIITED: DEVELOPMENT PERMIT MINIMUM SUBMITTAL REQUIREMENTS _._ $100 .00 Development Permit Application Fee. __ Drainage and erosion control plan, with supporting Drainage Report two (2) copies each. Notice of Intent (N.0.1.) if disturbed area is greater than 5 acres . LEGAL DESCRIPTION ~ fL7.T Zo 1 &;,..v-~ 7Z<;o ~6 AaurzoA./ APPLICANT (Primary Contact for the Project): Name tz;wy Jou~ Street Address ~J::IJR/,. /2v()()lfi2 fi&?i!uAY City C<x/.Et:re' ::X: l#SQl77QV state p< Zip cooe 7?8'/£7 E-1/::ddress ~q.:yentcyLwr_can Phone Number Mt,@--U,ff Fax Number l.:121) v'lq-294'1 PROPERTY OWNER'S INFORMATION: Name ~S' ~ ~c/ES Street Address ~OQ~ ~ \ \ City ----------- State Zip Code ______ E-Mail Address ------------- Phone Number ___________ Fax Number _________________ _ ARCIBTECT OR ENGINEER'S INFORMATION: Name 6Meezr !:N41N/5iEflZ,JA/ t:; Street Address #Jtl ~ q?PFK p;avy 1a$ City _..,~~~111 ....... ; ________ _ State Z)( Zip Code E-Mail Address dd~txcykr·Ct.?a? Phone Number !fl./p-zt.~h Fax Number __,.~~c/{,----_"22........,.. ...... 9_1.f...._ _________ _ Application is hereby made for the following development specific site/waterway alterations : ACKNOWLEDGMENTS: , design engineer/owner, hereby acknowledge or affim1 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 . DEVELOPMENT PERMIT DPERMIT.DOC 3/24/99 I of this permit application, I agree to construct the improvements proposed in this application ents and the requirements of Chapter 13 of the College Station City Code . Contractor l of 2 ' 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 designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. L 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 Date C. I, /bJ4u2 /.). t:'~ , certify that the alterations or development covered by this permit shall not diminish the flood -£ ~acity of the waterway adjoining or crossing this permitted site and that such alterations or development ar. .. .. t~ iquirements of the City of College Station City Code, Chapter 13 concerning • ··· atr ' · lt.J oodway fringes. ·* ~ ~· ...... D. 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 . 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. DEVELOPMENT PERMIT DP ERMIT.DOC 3/2 4/99 2of 2 ,. •· ........ ' ' DEVELOPMENT PERMIT ~licationFee ($100) ~Application -~j_ Erosion Control Plan ~01 (> s acres) ~blic Infrastructure Inspection Fee ($300) Project Name: c-=:£dk ~/Lb ?// Review Date: __ tf: ........ ·_~_,_/_,_t.f,...;_...W..::...= ___ _ Reviewer:___,,.5::=::::z:~~~~~L___ ~6. Drainage Report 4:-HOA Covenants for maintenance of detention/retention ponds ..&-Easements Dedicated (separate instrument) -9:1XOOT permits issued ~O . Engineer's Estimates (1-4 necessaiy for rough grading/clearing ....... all others necessary for full permit) o:\dcve _ ser\forma\engr'dilclst.doc 3/25199 11 ofl2 Eng!neer's Estimate For Street & Drainag_e !µlp.r.o.vements To A Replat Of Lot 20, Block Two Sandstone Addition Colleg~ Station, Brazos County, Texas 1. 6" Thickness 3000 P .S .l Concrete With -·--ii2" Diameter Bars@ 16" O.C. Bothways And 6" Thickness Compacted Subgrade (Max. P.I. 18) 2 . . 6.".~Crushed --- imestooe-Shoolder With 6" Campoeted----··- .. Snbgradc-(Max. P.I. 18) -·--· ·- 3 . 0 ..-Diaiiieter Corrugated Metal Pipe With Sloped Ends (4:1) 16 Gage Minimum Wall Thickness 4. Reinforced Concrete Sloped Headwall For Upstream ADd Do.wnstream Ends OL .. 3Q."-Diametef.C:MJ> _ 5. · · ompaceditoadway-Fill (In-Piarey-- 6. Roadway Excavation (In-Place) 7. Reinforced Concrete Outlet Control Structure It . TCS#...Oli-Limestone.Rock Rubble.R.ip-Rap- . (ID-Plaee)-· . 9. Detention Pond vements • April, 2000* . S.F. 24-l·----S.Y-. -$14.00 116 L.E $30.00 ..... 2 EA. $900.00 9Y ---C.Y~-·-$4.S<F ...... 375 ... C .Y. $3.50 EA. $2,500 .00 . . 1.5--. -S,Y. -$15 .00 l . ··t;.S . $5,ooo.oo · - Total Estimated Cost For Street & Drainage Improvements: REVIEW ED Fl,.-; co~.1P Ll,6, JCE APR 1 4 2000 COLLEGE STA 1101 -J ENGINEER!~ $T,4'8{f.OO ·--I -$1 ,.800.00 .. $42'7:5()-·---, $1 ,312.50 $2,500.00 $225.00-·-··. I $5";000:00-- $73,140.75 ' . --' 1. Standard Manhole (O' -8' Depth) 2. Extra Depth Manhole Wall (Over 8' Depth) 3. ·~_Ear Manhole .(4 .67' Drop) ____ 4. 6'! Diameter--SDIH6-3034 P . V .C : --- Sanitary Sewer Line-(6' -5' Depth)---- s: ~""I:>laineter SDR 26-3034 P . V.C. Sanitary Sewer Line (S -7Depth) -- 6. 6 " Diameter SDR 26-3034 P.V.C. Sanitary Sewer Line (7' -9' Depth)_ 7. 6!!. DiameteFClass-52-Dlli:tile Ima-Pipe--· 8-Mil-Poly.--Wrap-(7'-9' Deptht-- g:--- 9. 6" Plug With Standard Clean-Out 10. 4"x4"Wye 11-. -4-"-X-4!--Double Wy-e ... 12: ·-4"-Plug--- 13 . Trench Sillety 14. 6" x4" Service Tee Engineer's Estimate For Sanitaty Sewer Improvements To A Replat Of Lot 20, Block Two Sandstone Addition College Station, Brazos County, Texas * April, 2_000* 5 EA. $1 ,400.00 5 V .F. $135.00 L -LS. __ $1,500.00. ... 65 ----hf, $14.00 337 -L.F. --$15:00-·· - 993 L.F . $16.00 20---hF" $20.00--- zoo · -L V.-$14.oo--- 1 EA $450.00 2 EA $50.00 l -FA $75.00 - -1-0--EA $25 .00 -I L.S : $1 ,415 .00 2 L .S. $250.00 REVIE VVED FCtl Total Estimated Cost For Sanitary Sewer Improvements: CO~APL IAN CE APR 1 4 2000 COLLEGE STAT I01\I Ff\IGINJ;:ERING ~ $7,000 .00 $675 .00 $1,5.00J){l -- l. $9-10 .00-- $5,U55JRJ $15 ,888 .00 $400,00--- $T,°88'r.OO -- $450.00 $100.00 $.I.50,00.. .. -. ! -$256:00 · -' I --· ----SI;'1"15.0<r $500.00 $37,177.00 1. 2. 3. 4 . 5. 6. 7. 8 .. 6" Diameter C900 -Class 200 P.V.C . Water Line 1-112" Diameter Twe "K" Copper Tub~Service Line Tie -I & ExistiBg -6!'-Diameter WateF-Lme--- 6"-x-45°·~-u :i~end · 6" x 11-1/4° M.J. Bend Standard City Of College Station Fire IIydrantJ\sseinbly "Plug.With-2" 21ow..Off Assemb1¥--· 6,..rl• lfl ... Service-cOimection With ···· A urtenances REVIEW ED Fo ;·~; c0 ri no1 '/\"'CE APR 1 4 2000 COLU:::0.t= ~: l -I'"--'• ... ENGINEERING -- Engineer's Estimate For Water Improvements To A Replat Of Lot 20, Block Two Sandstone Addition Colleg~ Station, Brazos County, Texas * April, 2000* 535 L.F . $16.00 186 L.F . $14.00 1-· EA_,. ·-$350.00 z . EA:-. $250.00 EA. $250.00 EA $1 ,900.00 -EA.-. $400 .00-- 2 EA. -$230.00-·-- Total Estimated Cost For Water Improvements: ~ ss:s60 .oo $2,604.00 ~-~- $500.txr $250 .00 $1 ,900.00 $400 ,00--- $466;00--. $15,024.00 Date : September 12, 2000 To: Amanda Hudec, Accounting From: Bob Mosley, City Enginee~ Subject: Completed Infrastructure from Private Development By the attached letter of completion for the Sandstone Addition development, we have accepted the following improvements to the City of College Station infrastructure. Streets: 24-foot wide concrete (Oakwood Trail) Sanitary Sewer: Water: 6-inch PVC main SDR-26 3034 4-foot diameter manholes 6-inch PVC main C900 Class 200 Fire Hydrant, Type I 515 linear feet 141 7 linear feet 4 each 535 linear feet 1 each Based upon our previous meeting, Development Services has begun providing us engineering estimates with the private development plans . This will allow us to identify the cost of the infrastructure in the future. We do not have the engineering estimates for this project. This memo provides a record of the infrastructure acceptance. However, the engineering cost estimates for this infrastructure will be required from Development Services. c: Natalie Ruiz, Development Coordinator Jerry Jones, Engineering Technician Missy Green, Staff Assistant LETTER OF COMPLETION CITY ENGINEER CITY OF COLLEGE STATION COLLEGE STATION, TEXAS Dcai:-Sir: DATE: 9-1-00 ltE: COMP LBTI ON 0 F---,--,---.,..----- _S 1u.Jp5"(c!4lt: ... Jj~ I, ott 1'he purpose of our l e tter i s lo request that the following listed jmprovcmcnls be approved and accepted as being constructed under city inspection and completed according to plans and specifications as approved and required by the City of College Station, Texas . This approval and acceptance by the City is requested in order that we may finalize any sub - contracts and to flffirm their warranty on the work. This approval and acceptance by the City of the improvements listed below does hereby void the letter of guaruntcc for the listed improvements on the above reference project. The one year warranty is herby affirmed and agreed to by T6:.'/. t..o,,J ancl by their sub-contractors as indicated by signatures below. WORK COMPLETED \: Wttf-ev /1 ~ e Owner: L e1~'"l (011.J fY-'1c. lro"1 Address: J Zo) E. B; R, ~ S Giie, t fl l10~ ,JX 77ft/~ Signatu~: L1f iJ. ~ ~ ACCEPTANCE & APPROVAL [Q 'd 68v£v9L6L6 'ON X~j DA'l'E lf-1-0 0 9-/-0 0 f-/-OD Contractor:: __ -:U_· .1.........:e::.==-_!.X..:_t::...o:;...;_t-J __ Address: / 70 7 Gn, ~'I-RJ. Co//e7~Sl~ftc1t 1 -YX 77$t/~ Signature cff(}J;/( .. : : '." f Date: September 27, 2000 To : Amanda Hudec, Accounting From: Bob Mosley, City Enginee¥ Subject: Completed Infrastructure from Private Development (Revised) By the attached letter of completion for the Sandstone Addition development, we have accepted the following improvements to the City of College Station infrastructure. Streets: 24-foot wide concrete (Oakwood Trail) Storm Sewer: 30-inch diameter Corrugated Metal Pipe 4x6 Outlet Box Sanitary Sewer: Water: 6-inch PVC sanitary sewer main SDR-26 3034 4-foot diameter manholes 6-inch PVC main C900 Class 200 Fire Hydrant , Type I The above infrastructure totals $ 119 ,853.75 . c : Natalie Ruiz, Development Coordinator Jerry Jones, Engineering Technician Missy Green, Staff Assistant 515 linear feet subtotal $60,135 .75 110 linear feet 3 5 linear feet subtotal $13,005 .00 141 7 linear feet 5 each subtotal $34 ,293.00 535 linear feet 1 each subtotal $12 ,420 .00 r V':J / '-U I VU V" • t..J En2ioeer's Estimate For Street & Drainage Iinp_rqvements To A Replat Of Lot 20, Block Two Sandstone Addition College S!ation, Brazos County, Texas 1. 6" Thickness 3000P.S.I. Concrete With -·· ··· _i}2" Diameter Bars@ 16" O .C . Bothways A.nd 6" Thickness Compacted Subgrade ~.Pl. 18) 2. -6."-~edCrushed ----· Limestene-Shetil.der With 6" Compoeted----· Subgrade"(Mloc P J. l&) 3. 30'rDiameter Corrugated: Metal Pipe With SiopedEnds (4:1) 16 Gage Minimum Wall 'Thickness 4 . Reinforced Concrete Sloped Headwall For Upstream And Do.wnstream Ends OL ... 3Q!-ThamNf~MP. 5. -·-ompucedituadway Fill (In-Place/-· 6. Roadway Excavation (In-Place) 7 . Reinforced Concrete Outlet Control Stl\M;ture 8 ,. TCS#...Q.lUimestoll.e.Roclc ~ble-Rip-Rap--....... (Ia-Pleee-}·. - 9. l)etenti()ll Pilnd Itn t>Vements 14,665 S .F . $3 .75 --24-3---·--.-S,Y -· $14 .00 ff6 L.F. . .. $30 .00 -- 2 $900.00 •<)5o-•• -C:Y-:--·-$4.S()c - 375 ·c .Y. $3.50 EA $2,500 .00 ·-. -15 S.Y,. $15 .00 .. -· -· 1 -t;.S . -$5,000.00 $54,993".75 --.... $l,40U)O..-. ·1 .- .$1 ,800.00 $".tn-SO ---·-·1 $1 ;312.50 $2,500.00 I $225.,()() ... -. .. -··-·-· ~.t)OO:oo -... Total Estimated Cost For Street & Drainage Improvements: _,,,,... ...... · REVIEWED FO t-\ en~ llPL !.l\ t\.ICE APR 1 4 2000 COLLEGE ::> i H 1 1\....-1 ..i ENGINEERlr~ ---___________ ....... .·· ... ~· UL:." L:.LVC .UU ::.1' .1 ..".:> V V ..".:> Engineer's Estimate For Sanitary Sewer Improvements To A R.eplat Of Lot 20, Block Two Sandstone . Addition College Station, Brazos County, Texas 1. Standard Manhole (O'·-8' Depth) 5 EA $1 ,400.00 2 . Extra Depth Manhole Wall (Ovec 8' Depth) 5 V.F . $135.00 3_ ~Eru:Manhole..{4 .67' Drop) __ . L . LS.. $1 ,500 .00 ... _ 4 .· "~SD.&26-3-034 P.V .e :--· 65 -·hF.· -· $14 .00 Sanitary Sewer'l:,:ine-(6' -5' Depth)'-.. s: o''"l)rai:neter SDR 26-3034 P :V .C. 337 ... L..F . $15 ~00 ~tary Sewer Line (5' -?"Depth) ·- 6 . .6" Diameter SDR 26-3034 P. V .C . 993 L.F. $16 .00 Sanitary Sewer Line (7' -9' Depth). 7. ~-QiameteEClass-S.2-DUGtile Ima.Pipe--· 20-. -L;f, $20.00·- ~1)"--WT3p'(7-9' Depth)-- ~·-2U6 "' -L :F.· s14.oo--- 9. 6"' Plug With Standard Clean-Out EA. $450.00 10 . 4"x4"Wye 2 EA-$SO _OO 11 .-4 ". X-4-"--Double.Wye --· z_ FA $75 .00 12 : .. 41l.Plng--. l&-. EA: -$25.00 13. 'ffi:ricliS-arefy L.S : ... $1 ,415 .00 14 . 6 " x4" Service Tee 2 L.S. $250.00 REVIEWED FOR Total Estimated Cost For Sanitary Sewer Improvements: C0" II Pt 11\f\ICE APR 1 4 2000 CQLU::.\:Jt: ~ U-u i V i\I ENGINEERING~ if!,JUUJ S?,000.00 $675 .00 $1,~QOJl(l __ t ... $9l<t00-. $Y,035.0U $15,888.00 $400-_oo .. $2',1m:OO- $450.00 $100 .00 $150.00.. ... $2-56 :00-··· ' I -·- ·-ST;ifIS.Dff $500.00 $37,177.00 ,1 V;J / t.U I UV u::t .~U ur. v r.Lurmr.rn ::; VL;_·::; __________ ----~-· _00_2 __ l. 2,. 3_ 4. 5. 6. 7. Engineer's Estimate For Water Improvements To A Replat Of Lot 20, Block Two Sandstone Addition Colleg~ _Station, Brazos County, Texas * April, 2000* 6""DiametcrC900 -Class 200 P.V.C. 535 Water Line Hl2"Di!llllCter T~ "K" Copper 186 ___ i .v. $14.00 Tubing.Scrvke Line. Tie.·.'.f&&isting-6-"-Diametc:r Watett.me---···· 1--... ---E&--$350.00 · 6-"x45"'M:J.~end ·-z · -·EA_--$250.00 6"-x 11-lt4°"MJ. Bend EA. $250.00 Standard City Of College Station Fire l EA. $1,900.00 Hydrant Assembly l-EA ... $400 .00-. 8:--· "ic-T"'-fa'LSavice'eonnection With·-····-· 1 ---EA -$230..otr-- REVIEWED FOR cn~ADL. L6 f\!CE APR 1 4 2000 COLLEGE STA I tO;~ ENGINEERING ~ Total Estimated Cost For Water Improvements: S3·SO:OO-.. ' --$500:6tr . $250.00 ... $1,900.00 $4()0.{)()._ ... -1 $-466:00-·· I $15,024.00 Review Date: ______ ...,,...__,,,,__ __ Reviewcr: ______ -:a>~lll~=:I!~~,___ Public Water Infrastructure crall utility layout sheet -showing casements (platted or by separate instrument) parate instrument easements are needed -do not approve until we get them recorded ~ TXOOT permits needed? ):! Sealed and Signed A} O D Engilll'1':rs F.stimates Linet A'Pipe material ~ Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) 'J2l . Depth (4'+)(min,max) t( Separation distances (TNRCC) A All utilities in plan & profile w/sius and type :.ef Private vs. Public line distinction A Wycs not past property line (so meter can be within ROW/easement) ~Max # of connections for size waterline (TNRCC) )'!/ Pipe deflection (noted as '10, degrees, radius -with begin/end curve, not atjt) £r Grades -existing and proposed (centerline, right and left) shown in profile j?(_ Full TNRCC compliance ~ Confiicts with other utilities shown ~ Labels on all major items in plan & profile (crossings) J(" Sizc/Location sufficient for overall City needs/masterplan % Minimiu: dead-end lines ~ Lines located in PUE/ROW A"' Stationing on all fi~ and taps f VVatve spacing (SOO ') J2{ Valves • l.')'stem isolation f; Valves -at hydrant ~ Bacldlow prevcnters/ and check valves uses as necesscuy (@irrigation/fire sprinkler/poolslha7.ards) ~ Blowoffs (FH ok too) @ end of dead end lines /f Air release valves at all major high points Fire Hydrants i Fire hydrant spacing (Coverage) ;! Yue hydrant location (relative to curb) ~ Fire hydrant-detail/type specified p Fire flow calculations provided Service Lines J1, Service lines -materials and si7.c specified from main to meter 'f Services provided to all lots to a point beyond sidewalks on both sides of street 1 aC12 . i\' • • • ..... ~l '· ~··· .. ;.. .~., Public Water Infrastructure( cont.) ~ ~ ~tandard Details noted or included (referenced as city of CS Standard Details) f! Details for all non-standard items (included/ok) (not on CS Std. detail sheet) ~ All MI valves and fittings ~ Thrust blocking _t Easement width adequate 1 if Embcdmcnt details (specify option) i Trcoch safety if deeper than s• ~ Erosion control notes The following items arc variances to the College Station public waterline standards: 2cl12 Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General )I; Overall utility layout sheet • showing casements (platted or by separate instrument) l If separate instrument easements are needed -do not approve until we get them recorded D TXDOT permits needed? }!' Sealed and Signed /)p 0 Enginccrl Estimates Lines ~pc material ~ Pipe sizes (allowable .... 6,8,10,12,lS,18) ~ Depth (min cover) ~ Depth (~ve) l: Separation distances (TNRCC) ~ All utilities in plan & profile w/sizc:s and type ~ Private vs. Public line distinction ~ Wyes not past property line JJ:: Grades-existing and proposed (centerline, right and left) shown in profile r v( Flow lines (specified/labeled) iX Full TNRCC compliance t Conflicts with other utilities shown (min. I 'clear I except water -see TNRCC) ~ Labels 011 all major items in plan & profile (crossings) A SiulLocation sufficient for overall City needs/mast.crplan A Lines located in PUE/ROW )f Stationing on all manholes and services Manholes if, Lines end in MH z Manhole spacing (max 500') ~ Manhole diarneter based on depth and line size ( 4 'vs.S' diam.) ~ Manhole covers -"watertight" cover if in floodplain ~ Manholes ~ible from public ROW/easement ~ Manholes at change of alignment, grade or size /f Drops through manhole (TNRCC) Service Lines [ Service lines • materials and sizc specified from main to end )1. Services provided to all lots to a point beyond sidewalks on both sides /{ Services ~ 6" enter at manholes 3al12 Review Date:, ___________ _ Reviewer. ____________ _ Public Wastewater Infrastructure(cont.) Details ~dard Details noted or included (referenced as city of CS Standard Details) ~ Details for all non-standard items (include/ok) (not on CS Std. detail sheet) ~ Easement width adequate Y( Embedmeot details (specify option) 'fJ. Trench safety if deeper than S' ! Erosion control notes The following items arc variances to the College Station public wastewater standards: • "of 12 - Project Name: _________ _ Review Date: __________ _ Reviewer: ___________ _ Public/Private Streets General ~ Overall plan layout of streets 1_ Plan and profile for all streets ~ If separate inst.rumcnt casements arc needed -do not approve until we get them RCOrded 0 TXDOT permits needed? p Scaled and Signed J) p 0 Engineers Estimates Street Paving Plan 0 Sidewalk locations per subdivision regs. 0 Cwb inlets shown 0 Culverts location 0 Storm Sewer location 0 Bike lancslstri . /, o strectwidths P~ x~,~ 1~ 1-YJj ~~ ~.-.y ~8--L~-> z. 'sW4 ft Right of way/casement width ~ Radius sizes for (curl> returns, median noses, turn lanes, etc) D Cwb and Gutter delineated /!, Street Names ;! Plan and Profile -stationed 0 Bcnchmarlcs re.fcrcnccd ~ Centerline stationing info. (PC, Pl, PT, other angle/bearing) /;.:., Curve info (length, tangent, radius, angle) ~ =i and Max. grades Sidewalks 0 Width 0 Location 0 X-slopc 0 X-scction (bMding, thickness, stccl) -sec details 0 Handicap ramps (location, x-slopc, long slope, landing width, sideslopes, no curl> returns on ramps) Paving Profile ~ All proposed and existing utility confiicts shown with size and flowline ~ Profile of existing ground (centerliilc, right and left) ~ Location of proposed storm sewers with size and grade 9' Top of cwt> profile with grades ti Proposed paving profile 'a{Jl Project Name:. __________ _ Review Date: __________ _ Reviewer:. ___________ ~ ··-Public/Private Streets(cont.) Details 0 Sidewalk x-scction O Tic between sidewalk and back of curl> (if applicablc)/l . _ _ L , ~ 0 Paving x-section w/crown dimensioned 1Jo-/-~J/ ~ ~ ><-' 0 Handicap ramps 0 Cwb and gutter The following items arc variances to the College Station street standards: · .... -· 6aC12 ----------------- - Project Name: __________ _ Review Date: ____________________ ~ Reviewer: ____________________ __ Public/Private Storm Sewer ~ p Overall plan layout of drainage facilities (can be shown on street plan) showing casements O H separate instrument easements are needed -do not approve until we get them recorded ft Plan and profile for all storm sewers 0 TXOOT permits needed? ~ Scaled and Signed AJo D Engineers Estimates Storm Sewer/Culverts }i_ Pipe material (RCP = storm, RCPorCMP = culvert) f{, Pipe sizes labeled (see pg.47 DPDS) ~ Siu/Location sufficient for overall City needs/masterplan ~ Depth (min cover) '/f. Depth (excessive) lf All utilities in plan & profile w/sizes and type 0 Private vs . Public line distinction Ji'. Street grades-cxiAing and proposed (centerline, right and left) shown in profile ~ Flowlines (specified/labeled) A Conflicts with other utilities shown Ji' Labels on all major items in plan & profile 0 1.-0cated within drainage casement or right-of-way (specify width) (public only) A Easement width adequate per DPDS f-Stationing shown fl: Outfall location (if open. is rip-rap needed per design calcs) Jr Does it match drainage report (sizes, inlets, etc) 0 Hydraulic Grade LiDc (on plan or in drainage report) Junction BOJ:es/Manbolesllnlets 0 Lines cod in JBIMH 0 JBIManholc spacing (sec pg 47 DPDS) 0 JBIManholes accessible from public ROW/easement 0 JB/Manholes at change of alignment, grade or si7.e 0 Drops through inlet/manhole/JB (see pg 48 DPDS) 0 Cwb inlets shown and labeled (referenced to drainage report) 0 0 0 ~ '° ~ Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (included/ok) (not on CS Std. detail sheet) Emhedment details (specify option) Trench safety if deeper than 5' :Eroaon control notes Culverts (SE1) Inlet/J-Box or manhole details (manhole ~) o:'dcw_ICl'\formi1c11gfdlkW.doc 3/lS/99 7ol12 Project Name:, __________ _ Review Date: __________ _ Reviewer. ___________ ~ Public/Private Storm Sewer (cont.) Channels O Cross sections with side slopes -meets DPDS 0 Channel Liner -per DPDS 0 Longitudinal slope (0.4% min.) 0 Rip Rap needed? Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System 0 Side slopes 0 Bottom slopes 0 Grading plan 0 Low tlow flume 0 Outlet Structure shown -corresponds to drainage report 0 Inlet Structure shown -corresponds to drainage report 0 Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -length/width/size/details 0 Flowlines at inlet and outlet 0 Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes 0 Inl~-~ 0 Outlet structwc The following items arc variances to the College Station drainage standards: laC12 Project Name:, __________ _ Review Date: __________ _ Reviewer: ___________ ~ Drainage Reports ~ ):t Primary drainage system idcDtificd ;! Surrounding devclopmcnli shown 'J' Local strccu. drainage syliteml shown Description £Acreage of project E: LaDd cover described ~ Primary/sccondaly systems within property shown 'fS Gcncra1 description , Drainage Basins D R.cfcrcoccs to FIRMs if applicable D Sccondaly system tlow patterns and impact of development on existing system 0 Proposed pathways to Primary system shown or described Design Criteria 0 Ally deviation from standards being requested? ~ Discussion of site constraints and capacities (streets, existing structures, etc .) Jf Discussion of any applicable previous drainage studies and how this plan will affect it ,drologic Criteria Rainfall/runoff calculation method described and calculations provided ~ Detention discharge/ 5torage calculation method I calculations { D~ ~ofothcr~ .. ~li des . . . used if _,. ___ .....,,. S dards r 1SCUSS1on -IU&Ml6e ty 1gn cntena not IQQ~ m tan Hydaullc Criteria µ' Idcmi.fy c:apacity of systems used f! Specify \'docitica at critical points in system ~ Identify detention I retention outlet and routing JI Discussion of other drainage facility design criteria used not referenced in Standards Drainage Facility Dgigp - ~ Diicuia drainage paUcrDi I tlows (pre vs. post) (ef Mc they draining water omo another property owner? -if so, is it wbcrc the water 1lowcd before? and is it I10( more than what flowed there before? and no faster than it flowed before? { J;>iscuss erosion control measures employed rn,, Discuss detention pond design (sidcslopc, low flow channels, outlet works, freeboard, emergency spillway) ;z Discuss maintenance aa:ess and responsibilities onclusion Verify compliance with DPDS (signed and scaled certification) Explain cffectiven~ of improvemenrs with regard to controlling discharges of S -100 year storm by a) Detaining b) Acc:ommodating runoff in CNiscing I proposed casements or ROW discharging into primary system c) Combination of a & b h(12 Project Name: __________ _ Review Date:, __________ _ Reviewer. ___________ ~ Drainage Reports(cont.) Apocndicg a R.cfcrcnccs (all criteria and technical information used) 0 Hydrologic: computations 0 Land USC assumptions for adjacent property 0 Minor/major storm runoff at specific points a Historiclfully developed runoff specific points a Hydrographs at critical points O Hydraulic computations a Culvert capacities (beadwa&cr and tailwatcr assumptions) 0 Storm sewer capacities 0 SUcct capacities 0 Storm inlet capacities (inlet control rating) 0 Open cbanncl design 0 ~cntion area I volume capacity I outlet capacity Attached Dnwings a 1-0cation map with drainage paUcms 0 Floodplain map if aoy 0 Drainage plan with topo (existing and proposed with arrows if needed) 0 Dctail5 of outlet wucturcs 10 olll Project Name: __________ _ Review Date: __________ _ Reviewer: __________ _ DEVELOPMENJPERMIT 1. Application Fee ($100) 2. Application 3. Erosion Control Plan 4. EPA/NOI (> S acres) S. Public Infrastructure Inspection Fee ($300) 6. Drainage Report 7. HOA Covenants for maintenance of detention/retention ponds 8. Easements Dedicated (separate instrument) 9. TXDOT permits Wued 10. Enginc:cr's Fstimates (1-4 neccswy for rough grading/clearing ....... all others neccswy for full permit) 11 oll2 ' Project Name: __________ _ Review Date:. __________ ~ Reviewer: ___________ ~ TXDOT PERMIT CHECKLIST 0 Permit signed (Utility or Driveway) by owner 0 Set or excerpts of construction plans of what is proposed within ROW 0 Traffic Conuol Plan (TMlITCD) 0 Drainage Calculations (if applicable) ForCityUae O Sign permits 0 Attach cover letter 0 Submit in triplicate to TxOOT 12 oll2 Jr ORDINANCE NO·~~l_7 _3 _s~~ AN ORDINANCE ADOPTING AND PROVIDING FOR THE ENFORCEMENT OF A MASTER SANITARY SEWER PLAN FOR FOXFIRE AND SURROUNDING AREAS PREPARED FOR THE CITY OF COLLEGE STATION BY MUNICIPAL DEVELOPMENT GROUP DATED JULY 1987 AND AMENDING THE CODE OF ORDINANCES OF THE CITY OF COLLEGE STATION BY AMENDING CHAPTER 11, UTILITIES, SECTION 3, WATER AND SEWER SERVICE MAIN EXTENSION POLICIES, BY ADDING SUBSECTION H. FOXFIRE AND SANDSTONE SUBDIVISIONS SANITARY SEWER SERVICE MASTER PLAN AND ENFORCEMENT. WHEREAS, The Foxfire and Sandstone Subdivisions are partially served with Public Sanitary Sewer: and WHEREAS, The City Council, thru its previous actions, has allowed extentions to be made from the existing Public Sanitary Sewer to serve additional properties and upon completion has accepted the same as a part of the Public Sanitary Sewer System; and WHEREAS, The City Council recognizes the need for the development of effecient infrastructure systems which serve the most citizens at the least practical cost; and WHEREAS, The City Council recognizes that development of a formal Master Plan by persons professionally competent in such matters is necessary to accomplish such effeciency of operation and has engaged MDG of College Station, Texas to prepare such a Master Plan; and WHEREAS, The City Council further recognizes that the implementation of such a Master Plan is essential for the orderly development of infrastructure systems; and WHEREAS, the City Council with the passage of this ordinance adopts the MASTER SANITARY SEWER PLAN for the Foxfire Area as prepared by Municipal Development Group dated July 1987 as the plan to be followed for future extentions of the City's Sanitary sewer system in the Foxfire Area; NOW THEREFORE BE IT ORDAINED BY THE CITY COUNCIL OF THE CITY OF COLLEGE STATION, TEXAS, I. That Chapter 11, Section 3 of the City's Code of Ordinances is hereby amended by adding a subsection to be numbered H. Said subsection shall read as follows: 0 05206 7 } H. FOXFiRE AND SANDSTONE SUBDIVIQIONQ QANITARY Q~N~B SERVICE MASTER PLAN AND ENFORCEMENT (1) Master Plan Interpretation, Implementation and Enforcement ( 2) ( 3) The master sanitary sewer plan for the Foxfire drainage basin as prepared by Municipal Development Group dated July 1987 shall be interpreted, implemented and enforced by the office of the City Engineer for the purpose of providing an effecient sanitary sewer system to serve the area. Design of Se~~ ~ines Sewer lines shall be designed and constructed with the approval and inspection of the City Engineer in accordance with all city standards. The design shall comply with the location, provide the same capacity (as a minimum) and serve the area as described in the Design Report for Master Sanitary Sewer Plan for Foxfire Area, College Station, Brazos County, Texas, July 1987. Compliance Compliance shall be a prerequisite to the City of College Station accepting and maintaining the line extention as a part of its public infrastructure system and providing sanitary sewer service to the residents in the designated Foxfire drainage basin. II. And it is ordained that this ordinance shall become effective from and after its passage in accordance with the City Charter of the City of College Station. APPROVED~_l_4_t_h~_day of~~J_a_n_u_a_r_y~~~_,1988 ordsmp 0 05207