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Home My WebLink About40 Stoe Forest TX Cetroid 00-500070 300 Grees Prairie• HOLT & HOLLAS, PLLC Attorneys at Law c r ystal Park Plaza D. MICHAEL HOLT 2700 Earl Rudder Freeway south-Suite 5300 College station , Texas 77845-5011 (979) 696-1923 Ext 103 Facsimile <979> 696-2206 Board certified Personal Jnf ury Tr/at Law Texas Board of Legat Specialization STEPHEN R. HOLLAS Mr. Marty Easterling Easterling Homes 2227 West Briargate Drive Bryan, TX 77802 September 23 , 2004 Re : Our clients: Thomas and Sharon Kell y Property: 4600 Slice Court, College Station, TX 77845 Dear Mr. Easterling: writer's e-mail : mike@hhhlaw.com Please be advised that this firm represents Tom and Sharon Kelly. Accordingly, any and all further correspondence or communication regarding this matter should be sent directly to this firm. As you are aware, my clients , Tom and Sharon Kelly, own the residence located at 4600 Slice Court, College Station, Texas. It is my understanding that you are presently constructing one or more homes , on Agate Street, located adjacent to Mr. and Mrs. Kelly's residence . Mr. and Mrs. Kelly have previously spoken with you on prior occasions regarding the damage you have caused their property. Specifically, it appears your construction has interfered with the natural drainage of the area and has resulted in a large area of standing water being present following a rainfall . This problem did not exist prior to yo ur beginning construction work. In addition to communicating with you regarding this issue, as you are aware, my clients have brought this matter to the attention of the appropriate officials with College Station, as well as to your realtor, Debbi Stoll. I You have made representations that once you have completed construction on the houses located on Agate , there will be no additional problems associated with the drainage. However , it appears that your grading of the properties on Agate Street have not been sufficient and will continue to cause the Agate properties to drain its runoff onto Mr. and Mrs. Kelly 's property. My clients are requesting that you ascertain a report from an appropriate engineer to determine whether it will be necessary for you to regrade the properties presently within construction. Moreover, my clients are requesting that you construct and install a drainage system to prevent further flooding of Mr. and Mrs. Kelly 's property. Mr. Marty Easterling September 23, 2004 Page 2 While I understand that you are attempting to sell the homes presently under construction, please be advised that my clients will hold you and Easterling Homes personally liable for any continued problems associated with this matter. I would kind request that you please contact me upon receipt ofthis letter so that we may discuss how to resolve this matter amicably. I look forward to hearing back from yo u regarding the above. DMH/dw cc: Thomas and Sharon Kelly 4600 Slice Court, College Station, TX 77845 Debbi Stoll, GMAC Real Estate 701 University Dr. E, #405, College Station, TX 77840 Lance Simms , City of College Station 1101 Texas Ave., College Station, TX 77840 Alan P. Gibbs, P.E., Public Works Dept., City of Co llege Station P.O. Box 9960, College Station, TX 77842 Joe Johnson, Johnson Investments, Inc. P.O. Box 800, Coleman, TX 76834 Joe Schultz, Texcon 1707 Graham Road, College Station, TX 77845 Gary Balmain -4522 LaQis -Mrs. McCoy From: To: Date: Subject: Gary Balmain Alan Gibbs ; Bob Mosley; Charles Mclemore; Mark Smith; Spencer Thompson 10/7/2004 8 :41:06 AM 4522 Lapis -Mrs. McCoy Yesterday evening dispatch relayed a call from Mrs. McCoy at 4522 Lapis to David Dobbs who was taking emergency calls for Streets and Drainage . She had first left a voice mail for Marshall. Mrs McCoy wanted someone to come out to see the actual drainage flow situation during a heavy rain. She stated that she is frustrated that although representatives of the City have come out to review their problem and have said that the problem is related to the lack of inspection and control during development of the area, nothing has been done to alleviate the drainage problem . David observed that her house and the one next door were certainly close to getting water inside. David called Spencer and arrangements were made for Alan to go out this morning to visit with her. Apparently, according to David, the situation is such that during the next heavy rain it is very possible that those two houses, at least, will have possible water damage . Thanks , Gary CC: David Dobbs ; Marshall Wallace Page 1 Gar-y Balmain -Stone Forrest -Drainage -Legal From: To: Date: Subject: Alan Gibbs Bob Mosley ; Gary Balmain ; Joey Dunn; Mark Smith 9/24/2004 3:05 :56 PM Stone Forrest -Drainage -Legal FYI -Today Lance Simms and I were copied on a letter from the Kelly's (4600 Slice Court -Pebble Creek Sub) Attorney, D. Michael Holt (Holt & Hallas). The letter is addressed to Marty Easterling the home builder who has homes on Agate Street (Stone Forrest Sub) under construction. The request is for Easterling to get an engineer to address the issue and for him to construct the recommendation -and that Easterling Homes will be held liable . Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842 Ph: (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx .gov CC: Lance Simms Page 1 Ga!)' Balmain -Fwd : Re : water problems From: To: Date: Subject: Alan Gibbs Gary Balmain ; Lance Simms ; Spencer Thompson 9/15/20044 :37 :11 PM Fwd : Re : water problems Before I respond to this e-mail , can y'all confirm what was said in regard to trench drains or what the City would do. Thanks , Alan Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842 Ph : (979)764-3570 Fx: (979)764-3496 agibbs@cstx.gov www.cstx .gov College Station . Embracing the Past, Exploring the Future. »>"The Kelly's" <loganmac@tca.net> 9/15/2004 4:13:45 PM»> Alan , I don't find this answer satisfactory because I do not believe that the grading of the lot only will help this problem. There needs to be some sort of set up to take the water off my property and flow it into that lot and out. It might help but I think that when the yard and sprinkler system are in-we are going to need some sort of French drain in that yard . I also am aware that the solution to the problem has changed since Lance and Spencer came to my home in March . I was told not to contact Marty which I did anyway . with no luck. Lance told me that they Spencer and the city would put a system in the yard to go out to the street and work with Marty to do that. In August, Lance again told my husband that. You, yourself indicated that was what was going to happen when you left the message on my answering machine last week after meeting with Joe Schultz . I am very unhappy about this situation . The main reason is because Marty Easterling has not answered any of my telephone calls about this . I should have not been so trusting of the advice given to me by the city and taken legal action right then and there. I am in the process of obtaining counsel in this . Keep me informed because this could be a problem that could mushroom- especially when more houses are built on those lots next door.. Sharon Kelly -----Original Message ----- From: "Alan Gibbs" <Agibbs@cstx.gov> Page 1 Ga!)' Balmain -Fwd : Re : water roblems To : <loganmac@tca.net> Cc: "Gary Balmain " <Gbalmain@cstx.gov>; "Lance Simms" <Lsimms@cstx.gov> Sent Tuesday , September 14, 200411 :14 AM Subject: Re : water problems >Mrs. Kelly, > > Joe Schultz is the engineer for Texcon who designed the Stone Forrest > Subd ivision and the publ ic infrastructure -ie . streets , water, sewer, > and drainage. His design provides storm sewer w ith street inlets to >drain this vicinity . The lots in question are to surface drain to the > streets where the runoff will be intercepted into the storm sewer > system . The surface drainage to properly flow does require the home > builders to grade the lots in such a manner as not to block flow . > > Again , as Lance and I indicated on the phone to you early this morning , > Marty Easterling indicated his final grading of Lot 10 would happen >within the week and should relieve your drainage concern. > > Please keep us informed as construction continues . > >Thanks, >Alan > > ~~~~~~~~~~~~~~~~~~~~ >Alan P. Gibbs, P.E. > Sr. Asst. City Engineer -Development > Public Works Department > City of College Station > P. 0 . Box 9960 >College Station , Texas 77842 > Ph : (979) 764-3570 > Fx: (979) 764 -3496 > agibbs@cstx.gov > www.cstx.gov > > > College Station . Embracing the Past, Exploring the Future. > > > > > >»>"The Kelly 's" <loganmac@tca .net> 9/14/2004 10:32 :32 AM»> > Alan , Thank you for the call and the update. I called my husband and he >and > I agreed that we heard the same thing from Lance and Spencer about the >plan >back when .That was that the City would help Marty Easterling with the > installation of some sort of drainage system in the yard to drain into >the > street drainage system. >As I told you, Marty Easterling refused to discuss his responsib ility >for > this w ith me.The only conversation that I have had is when I reached Page2 Ga~ Balmain -Fwd : R.~~~water Qroblems >him on > his cell phone back in early spring ( March). > Since then , he has never returned any of my calls. I will again state >that > he told me that he would not put any effort or money into fixing this >problem. > So I am reading into what I was told over the phone. >Please explain to me the role of Joe Schultz with Texcon in all of >this. > Is his role only with the street drainage system? > I have informed the other residents having problems to contact you . >That > needs to be their responsibility . I do think that it is important to >note > their problems and fix it to save our property values out here from > declining . > I also believe that the city needs to be aware of the problems to help > alleviate these kinds of problems in future development. >Thank you, > sharon kelly > > > > ----Original Message ---- > From : "Alan Gibbs" <Agibbs@cstx.gov> >To: <loganmac@tca .net> > Cc: "Gary Balmain" <Gbalmain@cstx.gov>; "Lance Simms" > <Lsimms@cstx.gov>; > "Marshall Wallace" < Mwallace@cstx.gov>; "Spencer Thompson" > <Sthompson@cstx.gov> > Sent: Tuesday , September 07, 2004 12: 11 PM > Subject: Re : water problems > > >>Mrs. Kelly, >> >>We have made the design engineer, Joe Schultz with Texcon, aware of >the >>drainage concerns in this vicinity . He and I are meeting on site >this > > afternoon to discuss further. I hope to work toward a resolution >>quickly and will keep you informed. Please feel free to e-mail me >back > > or call me at the number below. >> >>Thanks, >>Alan >> >> ~~~~~~~~~~~~~~~~~~~~ > >Alan P. Gibbs , P.E. > > Development Engineer > > Public Works Department > > City of College Station > > P. 0 . Box 9960 >>College Station , Texas 77842 > > Ph : (979) 764-3570 Page 3 Gary Balmain -Fwd : Re : wat~!:J2 ro ~lems > > Fx : (979) 764-3496 > > agibbs@cstx.gov > > www.cstx .gov >> >> > > College Station . Embracing the Past, Exploring the Future . >> >> >> >> >> >> > > > > College Station. Heart of the Research Valley . > > > > > Pa_ge_4 . Ga!)' Balmain -Fwd : Ston~ Forrest Drajning into PeJ:>.ble Creek From: To: Date: Subject: FYI Alan Gibbs Gary Balmain ; Lance Simms ; Mark Smith 9/14/2004 2 :32 :03 PM Fwd : Stone Forrest Draining into Pebble Creek Alan P. Gibbs, P.E . Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0. Box 9960 College Station , Texas 77842 Ph : (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx.gov College Station. Embracing the Past, Exploring the Future . >» "K. Scott McKenzie" <s-mckenzie@tamu.edu> 9/14/2004 12:18:05 PM»> Hello Alan, At the suggestion of Sharron Kelly, I am relaying the status of my own problem with Stone Forrest builders, or the City of College Station , or the Stone Forest Developer (or all three) not planning for water drainage toward the 4600/4601 lots in Pebble Creek. I am currently directing Dale Robertson (builder) to construct a French drain to prevent further swamping of my yard at 4600 Birdie Court. The builder did not provide a drainage outlet for his home and thus the first west side address on Agate (south side of street) floods my back yard and also the back of 4601 Pro Court. Importantly, the real estate agents and builder knew about the problem of standing water in the backyard and the swamp effect in my own back yard, and did not disclose to the buyers during the sale. The builder has since had difficulty in providing a quick fix because he (Dale Robertson) said that " ... there . is no place to divert the water to ... " And he is correct, because he will essentially dump the water into my yard and continue to saturate houses along Parkview on Birdie and Pro . This would be better for me, maybe, because at least I can spread out the water to my neighbors down the back property line , so a drain line that ends up at the street is desirable. Slice Court (the Kellys, the Mowers) has a different problem due to the blockage of flowing water (i.e ., a 'dam' built, according the the Kellys) There are two simple aspects of this problem that should be considered by your office: 1) The plats and 'drainage' plans were approved by the City of College Page 1 ary Balmai11 -Fwd : Stone Forrest Drain ing iflto Pebble Creek Station , despite the ir be ing absolutely no plan for dra inage into the 4600/4601 lots along Parkview in Pebble C reek. The developer raised the street level (Agate) to around 5 feet above the Pebble Creek streets (Pro, Birdie , Bogey, and Slice) -only 50 feet away from the already cramped lots, right on (or in violation of) the setback line , and has apparently not cons idered drainage . The City approved the grade and street raising . All of the 4600/4601 lots experience significant flood ing during any rain and, more importantly , w ill continue to experience swamping after the lots are complete and turf/irrigation is installed in those last few new homes in Stone Forrest. All of the owners of the aforementioned lots in Pebble Creek are experiencing problems , not just Mrs . Kelly . I am, the Giffords at 4601 Birdie are annoyed , The Gillilands at 4600 Bogey , the Kelly's backyard ne ighbors at 4601 Bogey, the Kellys at 4600 Slice , and the Mowers at 4601 Slice. Everyone has a problem -this is not an 'exaggeration' and needs an engineering solution , even a simple one ... 2) The solution for the standing water is , most likely , a series of simple , inexpensive trench drains to the streets in either Pebble Creek or Stone Forrest, whichever is lower. The flowing water is another, separate issue, but also needs to be addressed for the East end of Agate. One last point. None of these problems existed before Stone Forrest was bu ilt. I can have every owner in the 4600/4601 lots in Pebble Creek sign an affidav it stating as such . All of the owners along the 4600/4601 are considering legal action and we have only recently started collecting stories , talking to council , other city leaders/elected oficials , and taking photographs to build a case for damages , if a solution is not found quickly . The city WILL be named as a defendant it it comes to that point due to approval and inspection of all drainage aspects of the homes, lots , and streets. Most importantly , this can all be avoided quickly and inexpensively (see po int #2). I am beginning to copy all seven homeowners being flooded or swamped by Agate, for individual or collective records . I also believe that all parties would prefer and welcome an amicable resolution , and are willing to investigate drainage even through our own properties . Thus far, there has only been talk and no action from any builder, the developer, or the City. Please step up the efforts to a pace that will see a fix this fall and before new home Stone Forest construction is complete . With best regards , Dr. K. Scott McKenzie 4600 Birdie Court / Page2 From: To: Date: Subject: Alan Gibbs Gary Balmain ; Lance Simms ; Mark Smith ; Spencer Thompson 9/14/200411 :18 :47 AM Stone Forrest Drainage To update everyone , Lance and I have been in contact with several folks . Joe Schultz with Texcon indicated last week that they do not intend to perform any additional work at this time. This morning the home builder, Marty , indicated that he is begining final lot grading where he will construct a swale along the fence at the rear of lots 10 through 12 and should be complete within the week -he also said he had no intention of modifying the junction box . We then contacted Mrs. Kelly on the phone and by e-mail regarding Marty's intent. Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842 Ph : (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx.gov College Station . Embracing the Past, Exploring the Future. From: To: Date: Subject: Mrs . Kelly , Alan Gibbs The Kelly's 9/14/2004 11 : 15 :03 AM Re : water problems ====·=:~= :§ill Joe Schultz is the engineer for Texcon who designed the Stone Forrest Subdivision and the public infrastructure -ie . streets, water, sewer, and drainage. His design provides storm sewer with street inlets to drain this vicinity . The lots in question are to surface drain to the streets where the runoff will be intercepted into the storm sewer system. The surface drainage to properly flow does require the home builders to grade the lots in such a manner as not to block flow. Again, as Lance and I indicated on the phone to you early this morning , Marty Easterling indicated his final grading of Lot 10 would happen within the week and should relieve your drainage concern. Please keep us informed as construction continues . Thanks , Alan Alan P. Gibbs, P.E. Sr. Asst. City Engineer -Development Public Works Department City of College Station P. 0. Box 9960 College Station, Texas 77842 Ph : (979) 764-3570 Fx : (979) 764-3496 agibbs@cstx.gov www.cstx .gov College Station . Embracing the Past, Exploring the Future. »>"The Kelly's" <loganmac@tca.net> 9/14/2004 10:32 :32 AM»> Alan , Thank you for the call and the update . I called my husband and he and I agreed that we heard the same thing from Lance and Spencer about the plan back when .That was that the City would help Marty Easterling with the installation of some sort of drainage system in the yard to drain into the street drainage system. As I told you, Marty Easterling refused to discuss his responsibility for this with me.The only conversation that I have had is when I reached him on his cell phone back in early spring ( March). Since then , he has never returned any of my calls . I will again state that he told me that he would not put any effort or money into fixing this problem. So I am reading into what I was told over the phone. Please explain to me the role of Joe Schultz with Texcon in all of this . Is his role only with the street drainage system? I have informed the other residents having problems to contact you . That C?ary Balmain -Re : wate.rJ>roblems_~ needs to be their responsibility . I do think that it is important to note their problems and fix it to save our property values out here from declining . I also believe that the city needs to be aware of the problems to help alleviate these kinds of problems in future development. Thank you, sharon kelly -----Original Message ---- From: "Alan Gibbs" <Agibbs@cstx.gov> To: <loganmac@tca.net> Cc: "Gary Balmain" <Gbalmain@cstx.gov>; "Lance Simms" <Lsimms@cstx .gov>; "Marshall Wallace" <Mwallace@cstx.gov>; "Spencer Thompson" <Sthompson@cstx.gov> Sent: Tuesday, September 07, 2004 12 :11 PM Subject: Re : water problems >Mrs. Kelly, > > We have made the design engineer, Joe Schultz with Texcon , aware of the >drainage concerns in this vicinity. He and I are meeting on site this > afternoon to discuss further. I hope to work toward a resolution >quickly and will keep you informed . Please feel free to e-mail me back > or call me at the number below. > >Thanks, >Alan > > ~~~~~~~~~~~~~~~~~~~~ >Alan P. Gibbs, P.E. > Development Engineer > Public Works Department > City of College Station > P. 0 . Box 9960 >College Station, Texas 77842 > Ph: (979) 764-3570 > Fx: (979) 764-3496 > agibbs@cstx.gov > www.cstx.gov > > >College Station . Embracing the Past, Exploring the Future. > > > > > > CC: Gary Balmain ; Lance Simms Page 2 From: To: Date: Subject: Mrs. Kelly, Alan Gibbs The Kelly's 91712004 12:11 :39 PM Re: water problems := ~=~== :: We have made the design engineer, Joe Schultz with Texcon, aware of the drainage concerns in this vicinity . He and I are meeting on site this afternoon to discuss further. I hope to work toward a resolution quickly and will keep you informed . Please feel free to e-mail me back or call me at the number below . Thanks, Alan Alan P. Gibbs, P.E. Development Engineer Public Works Department City of College Station P. 0 . Box 9960 College Station , Texas 77842 Ph : (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx.gov College Station . Embracing the Past, Exploring the Future. >»Lance Simms 9/7/2004 9 :19:34 AM»> Mrs. Kelly : I forwarded your e-mail to our new Senior Assistant City Engineer, Alan Gibbs. He is in a better position to address the overall drainage issues you describe and answer questions concerning the City's plan . I think the Marshall you referred to is Marshall Wallace, Drainage Foreman . Spencer's title is Graduate Engineer and my information is listed at the end of this e-mail. I hope this information is helpful in preparing your report. Lance Simms Building Official City of College Station 1101 Texas Avenue College Station, TX 77840 Phone : (979)764-3741 Fax: (979) 764-3814 >»"The Kelly's" <loqanmac@tca.net> 9/7/2004 8:10:46 AM»> }ige:f] Dear Lance, The City Liaison Committee of the Pebble Creek Homeowners Association is having an meeting tonight to discuss with the residents from the cul-de-sacs off of Parkview., the water drainage issues .I will have to tell you that I canvassed the neighborhood yesterday and the problems are multiple. My problem has gotten worse with the building of the houses on the troubled property next to me. It had been my hope when we started addressing this issue with Marty Easterling that it would be resolved BEFORE he built the houses . Also many people are having problems due to the sprinkler systems in the new homes in Stone Forest. Let me remind you that it was March when I started trying to resolve this issue . I need a report from you so that I am well versed on the City's plan before I attend the meeting tonight. I have been disappointed in the response that I have gotten from the City in my attempts to be updated . I will say the Marshall ? _has always returned my calls . I need Marshall's last name, his title and I also need yours and Spencer's correct title for my report. Please try to get back to me today to avoid confusion in our meeting . Thank you, Sharon Kelly 690-6781 CC: Gary Balmain ; Lance Simms; Marshall Wallace; Spencer Thompson Pa_ge 2_ Ga Balmain -Re : Stone Forrest Drainage From: To: Date: Subject: Hey Alan, Gary Balma in Alan Gibbs 9/3/2004 8:01 :44 AM Re : Stone Forrest Drainage The Water/Wastewater guys have a TV inspection system that we can use. Or if the lines are accessible we have some guys that have received confined spaces training who would just be itching to crawl in there !!! Have a great day!! Gary >»Alan Gibbs 9/2/2004 4 :16:38 PM»> Gary , I've contacted Joe Schultz (the design engineer) to discuss this issue. Have or can you inspect/TV the storm lines in this area to make sure there is not debris in the lines? Hopefully I can get with Joe shortly - and I'll keep you in the loop. Thanks, Alan Alan P . Gibbs, P . E. Development Engineer Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842-9960 Ph : (979) 764-3570 Fx: (979) 764-3496 agibbs@cstx.gov www.cstx.gov College Station. Embracing the Past, Exploring the Future . CC: Marshall Wallace Pa e 1 From: To: Date: Subject: Gary, Alan Gibbs Gary Balmain 9/2/2004 4 : 16 :45 PM Stone Forrest Drainage I've contacted Joe Schultz (the design engineer) to discuss th is issue. Have or can you inspect/TV the storm lines in this area to make sure there is not debris in the lines? Hopefully I can get with Joe shortly - and I'll keep you in the loop . Thanks , Alan Alan P. Gibbs, P.E. Development Engineer Public Works Department City of College Station P. 0 . Box 9960 College Station, Texas 77842-9960 Ph : (979) 764-3570 Fx : (979) 764-3496 agibbs@cstx.gov www .cstx.gov College Station. Embracing the Past, Exploring the Future. Ga!)' Balmain -Drainage Issue in Stone Forest From: To: Date: Subject: Gary, Spencer Thompson Gary Balmain 8/6/2004 4:43:07 PM Drainage Issue in Stone Forest We talked about meeting on-site to determine what is needed to be done as far as a hole in the j-box to accommodate the drainage from Slice Court. According to the Homebuilder, he has graded the area to take the flow to the j-box already. In other words, what is needed is obvious when you get out there . The physical address of the lot is 325 Agate. The j-box is in the NW rear corner of this lot. If you need anything else, holler. thx st Spencer G . Thompson , Jr. Engineering Services City of College Station PO Box 9960 College Station , TX 77842 Ph . 979.764 .3570 Fx. 979.764.3496 www.cstx.gov CC: Bob Mosley; Lance Simms; Marshall Wallace; Terry Boriskie Page 1 Ga!)'. Balmain -Re : Fwd : Drainage Complaint From: To: Date: Subject: Bob Mosley Gary Balmain ; Marshall Wallace 5/14/2004 9 :44:33 AM Re : Fwd : Drainage Complaint FYI. Our policy has been to allow individual home owners to connect to the public storm drain at junction boxes , however, it is their responsibility . This would not be a City problem but the complaints probably will not go away . »>Spencer Thompson 5/14/2004 8:39 AM»> I know of the history . Slice Court in Pebble Creek drains through the area. See attached pie . Stone Forest did a good job of controlling it's drainage as it leaves the subdivision but this area has been problematic. The topo shows a distinct drainage through here . The builder of the home on Lapis, in my opin ion, did not consider upstream drainage when he constructed the homesite. It is build LOW. We have contacted the home builder between Lapis and Slice Ct to try and alleviate the problem . If you remember, I asked in our PW meeting if a homeowner could connect to the public junction box. This was the case . Anyway , here is a typical situation where the builders/architects are not considering drainage in their designs. If you need anything else, please holler. st »> Bob Mosley 5/13/2004 4 :24:46 PM »> Do you have any history with this? »>Bob Mosley 5/13/2004 2 :40 PM»> I had a voice ma il from Krista McCoy of 4522 Lapis Ct. (690-0571 ). This in the the Stone Forest Subdivision. She indicated that flooding at their residence is a regular occurrence . Can you check with her to see if it is anything that the City is responsible for? Page 1 I Alan Gibbs -Re : Fwd: 4522 Lapis -Mrs. McCoy From: To: Date: Subject: Bob Mosley Alan Gibbs ; Charles Mclemore; Gary Bal main ; Mark Smith ; Spencer Thompson 10/7/2004 9 :17:18 AM Re: Fwd : 4522 Lapis -Mrs. McCoy I take exception to Mrs. McCoys statement that the drainage problem is related to the "lack of inspection and control during development of the area" as she indicated that someone from the City quoted this to her and it appears that she still has the expectation that the City will fix her drainage problem . The resident from Pebble Creek who also is experiencing drainage back-up because of a blocked previous drainage way has obtained the services of an attorney who requested that the home builder remedy their drainage problem. There obviously were some design problems with the design of the Stone Forest Subdivision and there were some additional problems when the home builder constructed the home. The problem should lie with these individuals . My concern is what appears to be happening in that she is expecting the City to resolve this problem. >»Gary Balmain 10/7/2004 9 :00 AM»> Update -Marshall just got off the phone with Mrs. McCoy. She stated that if she does not get a return phone call from Spencer or Alan that she is going to "camp out in their office" this afternoon until she gets a response. CC: Marshall Wallace Page 1 \ / Alan Gibbs -4522 Lapis -Mrs . McCoy From: To: Date: Subject: Gary Balmain Alan Gibbs ; Bob Mosley; Charles Mclemore; Mark Smith ; Spencer Thompson 10(7/2004 8:41 :06 AM 4522 Lapis -Mrs . McCoy Yesterday evening dispatch relayed a call from Mrs. McCoy at 4522 Lapis to David Dobbs who was taking emergency calls for Streets and Drainage . She had first left a voice mai l for Marshall. Mrs McCoy wanted someone to come out to see the actual drainage flow s ituation during a heavy rain. She stated that she is frustrated that although representatives of the City have come out to rev iew their problem and have said that the problem is related to the lack of inspection and control during development of the area, nothing has been done to alleviate the drainage problem . David observed that her house and the one next door were certainly close to getting water inside . David called Spencer and arrangements were made for Alan to go out this morning to visit with her. Apparently , according to David , the situation is such that during the next heavy rain it is very possible that those two houses, at least, will have possible water damage. Thanks , Gary CC: David Dobbs ; Marshall Wallace Page 1 \ I Alan Gibbs -Stone Forrest Draining into Pebble Creek tamu.edu> ------------------:~--~reek .:..=.:::::::;;::i:::_--S~-t'D~:_:_V\..-C_:_:~::----------:atus of my own l: ('(" ~-}"-ege Station , or ______ _...:t'-'~-----------------·orwater ______ _JQ~atA~:..:~:.......:::::.cf:.......---------.1 struct a French - ---------------------''.irdie Court . The nd thus the oods my back ----------------------the real estate water in the ----------------------nd did not disclose d difficulty in ----------------------that " ... there ·~· ·~ ..... ~~~ "' UJVCll m e -warerro ... Al1LI he is correct , because he will essentially dump the water into my yard and continue to saturate houses along Parkview on Birdie and Pro . This would be better for me , maybe , because at least I can spread out the water to my neighbors down the back property line, so a drain line that ends up at the street is desirable . Slice Court (the Kellys , the Mowers) has a different problem due to the blockage of flowing water (i.e ., a 'dam ' built , accord ing the the Kellys) There are two simple aspects of this problem that should be considered by your office : 1) The plats and 'drainage' plans were approved by the City of College Station , despite the i r being absolutely no plan for drainage into the 4600/4601 lots along Parkview in Pebble Creek. The developer raised the street level (Agate) to around 5 feet above the Pebble Creek streets (Pro , Birdie , Bogey , and Slice) -only 50 feet away from the already cramped lots , right on (or in violation of) the setback line , and has apparently not considered drainage . The City approved the grade and street raising . All of the 4600/4601 lots experience significant flooding during any rain and , more importantly, will continue to experience swamping after the lots are complete and turf/irrigation is installed in those last few new homes in Stone Forrest. All of the owners of the aforementioned lots in Pebble Creek are experiencing problems , not just Mrs. Kelly. I am , the Giffords at 4601 Birdie are annoyed , The Gill ilands at 4600 Bogey , the Kelly 's backyard neighbors at 4601 Bogey, the Kellys at 4600 Slice , and the Mowers at 4601 Slice. Everyone has a problem -th is is not an 'exaggerat ion' and needs an engineering solution , even a simple one ... 2) The solution for the standing water is , most likely , a series of simp le, inexpens ive trench drains to the streets in either Pebble Creek or Stone Forrest , whichever is lower. The flowing water is another , separate issue, but also needs to be addressed for the East end of Agate . Page 1 I J Alan Gibbs -Stone Forrest Draining into Pebble Creek One last point. None of these problems existed before Stone Forrest was built. I can have every owner in the 4600/4601 lots in Pebble Creek sign an affidavit stating as such . All of the owners along the 4600/4601 are considering legal action and we have only recently started collecting stories , talking to council , other city leaders/elected oficials, and taking photographs to build a case for damages , if a solution is not found quickly. The city WILL be named as a defendant it it comes to that point due to approval and inspection of all drainage aspects of the homes, lots , and streets. Most importantly, this can all be avoided quickly and inexpensively (see point #2). I am beginning to copy all seven homeowners being flooded or swamped by Agate, for individual or collective records . I also believe that all parties would prefer and welcome an amicable resolution, and are willing to investigate drainage even through our own properties . Thus far, there has only been talk and no action from any builder, the developer , or the City. Please step up the efforts to a pace that will see a fix this fall and before new home Stone Forest construction is complete. With best regards , Dr. K. Scott McKenzie 4600 Birdie Court CC: John Devine <John .T.Devine@conocophillips .com>, Mary Marek (E-mail)) <mareklm@aol.com>, "The Kelly's" <loganmac@tca.net> Page 2 I / Alan Gibbs -negociations with Pebble Creek From: To: Date: Subject: Alan , "The Kelly's" <loganmac@tca .net> "Alan Gibbs" <Agibbs@cstx.gov> 9/9/2004 8 :50:54 AM negociations with Pebble Creek I received your message last night and I appreciate it. I have tried to call you several times for the past two days with no success. There are some things that you need to know-perhaps our timeline over here will be helpful. I think that part of this whole dilemma is amplified by the fact that everyone over here in these cul-de-sacs are so disappointed in how the land was developed over here. We went from a nice wooded area to having 3-5 houses right up against our fence w ith no trees left for a buffer . Back before development, it seemed that area was almost a wetland area. We had more faith in how it would be developed . It is amazing to us how close these houses are to us . Of course there are drainage issues . There has been no room left for water to flow . With that comment , I must say that I, for one know that College Station is growing and must face all these challenges . I welcome the growth and it is exciting. The first wetness problem started w ith the removal of all the trees. With each bulldoz ing , it worsened . Our fence at the end of the cul-de-sac started being wet at this time . In October of 2003 , my adjoining fence at the end of the cul -de-sac fell completely over. The posts were rotten.Luckily for me , I did not have to absorb this cost due to the fact that all the damaged fence was on the other side of my property line. I think the cost to my neighbor was over $1 ,000.00 . You can discuss this with him . The grating of the lot next to me brought standing water on each side of the fence . Th is got worse as it rained and I started getting a full fledge lake in my yard . This reached a climax in January of 2004 and I started calling the city about this problem. I left my name and number many times and received no call backs . The first week in March, I contacted Dav is Young to come visit w ith me and expla in to me how our street was developed for water flow . Davis did not visit with me . I do know from my uneducated observation that my side of the street slopes into my yard . My next door neighbor's yard drains into my yard on the side of my driveway. It then goes into an underground drain that flows under my driveway. There is another underground pick up of water from my yard that flows underneath my sidewalk and then the flow goes down my yard and into the property in question . As the lot was grated and has this problem got worse , it appeared that the owner of the lot was doing someth ing to stop that flow of water . I contacted the Pebble Creek Homeowners Assoc iation . They informed me that they really could not take any action in our behalf but would pass a letter on to the City and property owner. My husband passed a letter on to them dated March 8th. After many calls to Spencer Thompson with no return calls, I was starting to get pretty unhappy . I was given the name of Marshall Wallace who returned my call. In turn contacted Lance Simms and Spencer Thompson who finally did afte r many weeks of hassle returned my call and came over and looked at the situation. They found that the property owner , Marty Easterl ing had built a dam to stop the water. They came back and told me that the Spencer had figured out a way to take care of the water on that property and he could tie it into the street drain. They told me that they would take care of Marty Easterling for me. I still went ahead and got a hold of Marty myself. He told me that he built the dam because the property owners below h im were taking on water in their homes. I told him that he was ruining my yard and rotting my fence . He said that if he removed the dam that the property owners in Stone Forest would be unhappy with him. I told him that he needed to talk to the city about the water drainage and he told me that he would no spend any money to fix the problem and that Page 1 I / Alan Gibbs -negociations with Pebble Creek the city would have to take care of it. I think that is what he told Lance and Spencer. I think that Spencer and Lance told him that he must remove the dam because it is clearly aga inst city code and they would help him with the problem. The dam was removed and then the water problem improved but there was still a problem .. I had good faith that this problem was being taken care of . Late in the spring/early summer, the work on laying the slab started . At this point I gave Marty Easterling and Lance Simms a call to state that I was pretty unhappy that the slab was going in and the water problem was better but not completely solved. I got no return calls . I went away for a month and when I returned the house was up . The rains came and the lake in my yard had grown to not on ly the area behind the house but all the way up my fence in my back yard as well as out to the mid section of my side yard . The standing water was at least 3 inches deep. There was considerable backflow from the property on Agate because the water was muddy from that lot. I started contacting Lance and Spencer with no response . I also left messages on Marty's vo ice ma il. I finally went on line and listed a drainage complaint on that site . I put my husband's name and his work number. Marshall Wallace called my husband and finally Lance/Spencer or both called my husband . They told him that the problem was taken care of and to give them 6 weeks to put the drainage system into Marty's property for him . At this point , I came to terms that perhaps we couldn't be so trusting.Why had this not been taken care of back in the Spring like I was told? Why all of a sudden is Marty going to be approached about this by the city when I was told that they had made a deal with him?. I compla ined to the PCOA aga in and at this time , because of other issues that we were having , they took notice . We had a meeting of all of us with water problems bordering Stone Forest on Tuesday night. There are many as I had told them previously. Thor Hoppes , Pres ident and Brian Bochner , City Lia ison Committee have some of the information that residents have sent them. I canvassed the neighborhood for input and this is what I have found out. Pro Court-these residents are having problems from the road . The end of the cul-de -sac are having their front yards washed away. The houses on the corner of Parkview and Pro Court are having water damage in their back yards- believe it or not. Birdie Court - a home at the end of the cul -de -sac is having ser ious water problems that came with the installation of the sprinkler system in the yard. Double Eagle - a gentleman on that street states that he has a river running through his property . I told these individuals to contact you with their "stories". I hope that they will be treated with respect as homeowners and tax-payers in this fine city . As you can imagine , we are not only worried about health hazards due to standing water but we can not enjoy our yards . The main issue is always property/resale value . Perhaps we can discuss this further by phone. I would like to be updated on a routine basis . Because the people on Birdie have been trying to solve their problem and were first work ing with the builder who promised a fix. Then working with the Real Estate Agents who promised and fix and now are working with new owners who are very unhappy with their s ituation, I am concerned about the fact that Marty has this property listed with Debbi Stoll with GMAC Realty. I have given Debbi a call about his . Tom and I believe that it would be in our best interest to legally stop the sale of the property .I th ink we should have the right since the drainage of existing flow of water has been stopped and that is clearly a code v iolation . That is why I am asking for a timeline. I think we have been flexible and patient up to now . Sharon Kelly Page 2 I I Alan Gibbs -Re : water problems From: To: Date: Subject: Alan , "The Kelly's " <loganmac@tca .net> "Alan Gibbs" <Agibbs@cstx.gov> 9nl2004 9 :10:35 PM Re : water problems I apprec iate your response . I need to know what to do with the homeowners/builders in the Stone Forest development as do some of the other Pebble Creek residents .. I informed the people on Pro Court who have their yards washed out that you are looking at the problem at our meeting tonight. I tried to call you today but you were in meetings . Sharon Kelly -----Orig inal Message ----- From : "Alan Gibbs " <Agibbs @cstx .gov> To : <loganmac@tca.net> Cc : "Gary Balmain " <Gbalmain@cstx.gov>; "Lance Simms" <Lsimms@cstx.gov>; "Marshall Wallace " <Mwallace @cstx .gov>; "Spencer Thompson " <Sthompson@cstx .gov> Sent: Tuesday, September 07 , 2004 12 :11 PM Subject: Re : water problems >Mrs . Kelly, > >We have made the design engineer , Joe Schultz with Texcon , aware of the > drainage concerns in this vicinity . He and I are meeting on site this > afternoon to discuss further . I hope to work toward a resolution > quickly and will keep you informed . Please feel free to e-mail me back >or call me at the number below . > >Thanks , >Alan > >~~~~~~~~~~~~~~~~~~~~- >Alan P. Gibbs, P .E . > Development Engineer > Public Works Department > City of College Station > P. 0 . Box 9960 >College Station , Texas 77842 > Ph : (979) 764-3570 > Fx : (979) 764-3496 > agibbs @cstx.gov > www .cstx.gov > > > College Station . Embracing the Past , Exploring the Future . > > > > > >>»Lance Simms 9n/2004 9:19 :34 AM»> >Mrs. Kelly : > Page 1 I I Alan Gibbs -Re: water problems > I forwarded your e-mail to our new Senior Assistant City Engineer, Alan > Gibbs. He is in a better position to address the overall drainage > issues you describe and answer questions concerning the City's plan . I > think the Marshall you referred to is Marshall Wallace, Drainage >Foreman . Spencer's title is Graduate Engineer and my information is > listed at the end of this e-mail. I hope this information is helpful in > preparing your report. > > > Lance Simms > Building Official > City of College Station > 1101 Texas Avenue > College Station , TX 77840 > > Phone: (979) 764-37 41 >Fax: (979) 764-3814 > > > > > »> "The Kelly's" <loganmac@tca.net> 9n/2004 8:10:46 AM »> > > > Dear Lance, > > The City Liaison Committee of the Pebble Creek Homeowners .Association > is having an meeting tonight to discuss with the residents from the >cul-de-sacs off of Parkview., the water drainage issues.I will have to > tell you that I canvassed the neighborhood yesterday and the problems > are multiple. > My problem has gotten worse with the building of the houses on the > troubled property next to me . > It had been my hope when we started addressing this issue with Marty > Easterling that it would be resolved BEFORE he built the houses. > Also many people are having problems due to the sprinkler systems in > the new homes in Stone Forest. Let me remind you that it was March when > I started trying to resolve this issue. > > I need a report from you so that I am well versed on the City's plan > before I attend the meeting tonight. > I have been disappointed in the response that I have gotten from the > City in my attempts to be updated. > I will say the Marshall ? _has always returned my calls. I need > Marshall's last name, his title and I also need yours and Spencer's > correct title for my report . > Please try to get back to me today to avoid confusion in our meeting . >Thank you, > Sharon Kelly > 690-6781 > > > > > > College Station . Heart of the Research Valley . Page 2 I ----- ;-- [_J D. MICHAEL HOLT Board Certified Personal Injury Trial Law Texas Board of Legal Speclallzatton STEPHEN R. HOLLAS Mr. Marty Easterling Easterling Homes 2227 West Briargate Drive Bryan, TX 77802 HOLT & HOLLAS, PLLC Attorneys at Law September 23 , 2004 Re : Our clients: Thomas and Sharon Kelly Property: 4600 Slice Court, College Station, TX 77845 Dear Mr. Easterling: Crystal Park Plaza 2700 Earl Rudder Freeway south-Su ite 5300 college station, Texas 77845-5011 (979) 696-1923 Ext. 103 Facsimile (979) 696-2206 writer's e-mail : m l ke@hhhlaw.com Please be advised that this firm represents Tom and Sharon Kelly. Accordingly , any and all further correspondence or communication regarding this matter should be sent directly to this firm . As you are aware, my clients , Tom and Sharon Kelly, own the residence located at 4600 Slice Court, College Station, Texas. It is my understanding that you are presently constructing one or more homes , on Agate Street, located adjacent to Mr. and Mrs. Kelly's residence. Mr. and Mrs. Kelly have previously spoken with you on prior occasions regarding the damage you have caused their property. Specifically, it appears your construction has interfered with the natural drainage of the area and has resulted in a large area of standing water being present following a rainfall. This problem did not exist prior to your beginning construction work. In addition to communicating with you regarding this issue , as you are aware , my clients have brought this matter to the attention of the appropriate officials with College Station, as well as to your realtor, Debbi Stoll. You have made representations that once you have completed construction on the houses located on Agate, there will be no additional problems associated with the drainage. However, it appears that your grading of the properties on Agate Street have not been sufficient and will continue to cause the Agate properties to drain its runoff onto Mr. and Mrs. Kelly's property . My clients are requesting that you ascertain a report from an appropriate engineer to determine whether it will be necessary for you to regrade the properties presently within construction. Moreover, my clients are requesting that you construct and install a drainage system to prevent further flooding of Mr. and Mrs. Kelly 's property. Mr. Marty Easterling September 23, 2004 Page2 While I understand th.at you are attempting to sell the homes presently under construction, please be advised that my clients will ho.Id you and Easterling Homes personally liable for any continued problems associated with this matter. I would kind request that you please contact me upon receipt of this letter so that we may discuss how to resolve this matter amicably. I look forward to hearing back from you regarding the above . DMH/dw cc: Thomas and Sharon Kelly 4600 Slice Court, College Station, TX 77845 Debbi Stoll, GMAC Real Estate 701 University Dr. E , #405 , College Station, TX 77840 Lance Simms, City of College Station 1101 Texas Ave., College Station, TX 77840 Alan P. Gibbs, P .E., Public Works Dept., City of College Station P.O. Box 9960, College Station, TX 77842 Joe Johnson, Johnson Investments, Inc. P .O. Box 800 , Coleman, TX 76834 Joe Schultz, Texcon 1707 Graham Road, College Station, TX 77845 L HOLT & HOLLAS, PLLC Attorneys at Law Crystal Park Plaza D. MICHAEL HOLT 2700 Earl Rudder Freeway south-Su ite 5300 College Station, Texas 77845-5011 (979l 696-1923 Ext. 103 Facsimile (979l 696-2206 Board certified Personal lnJury Trial Law Texas Boar<! of Legal Speclallzatlon STEPHEN R. HOLLAS Mr. Marty Easterling Easterling Homes 2227 West Briargate Drive Bryan, TX 77802 September 23 , 2004 Re: Our clients: Thomas and Sharon Kelly Property: 4600 Slice Court, College Station, TX 77845 Dear Mr. Easterling: writer's e-mail : mlke@hhhlaw.com Please be advised that this firm represents Tom and Sharon Kelly. Accordingly, any and all further correspondence or communication regarding this matter should be sent directly to this firm. As you are aware, my clients, Tom and Sharon Kelly, own the residence located at 4600 Slice Court, College Station, Texas . It is my understanding that you are presently constructing one or more homes, on Agate Street, located adjacent to Mr. and Mrs. Kelly's residence. Mr. and Mrs. Kelly have previously spoken with you on prior occasions regarding the damage you have caused their property. Specifically, it appears your construction has interfered with the natural drainage of the area and has resulted in a large area of standing water being present following a rainfall. This problem did not exist prior to your beginning construction work In addition to communicating with you regarding this issue , as you are aware, my clients have brought this matter to the attention of the appropriate officials with College Station, as well as to your realtor, Debbi Stoll. You have made representations that once you have completed construction on the houses located on Agate, there will be no additional problems associated with the drainage . However, it appears that your grading of the properties on Agate Street have not been sufficient and will continue to cause the Agate properties to drain its runoff onto Mr. and Mrs. Kelly's property. My clients are requesting that you ascertain a report from an appropriate engineer to determine whether it will be necessary for you to regrade the properties presently within construction. Moreover, my clients are requesting that you construct and install a drainage system to prevent further flooding of Mr. and Mrs. Kelly's property. Mr. Marty Easterling September 23, 2004 Page2 While I understand th;:it you are attempting to sell the homes presently under construction, please be advised that my clients will ho,ld you and Easterling Homes personally liable for any continued problems associated with this matter. I would kind request that you please contact me upon receipt of this letter so that we may discuss how to resolve this matter amicably. I look forward to hearing back from you regarding the above. DMH/dw cc: Thomas and Sharon Kelly 4600 Slice Court, College Station, TX 77845 Debbi Stoll, GMAC Real Estate 701 University Dr. E, #405, College Station, TX 77840 Lance Simms, City of College Station 1101 Texas Ave., College Station, TX 77840 Alan P. Gibbs, P .E., Public Works Dept., City of College Station P.O. Box 9960, College Station, TX 77842 Joe Johnson, Johnson Investments, Inc. P.O. Box 800 , Coleman, TX 76834 Joe Schultz, Texcon 1707 Graham Road, College Station, TX 77845 Draft Response to John & Kristina McCoy October 8, 2004 Dear Mr. & Mrs. McCoy, Since May of this year, a number of concerns have been raised in the developed areas around Agate Ct. During this time the City has dispatched Drainage Maintenance Division personnel to insure that City drainage infrastructure has been functioning properly and without blockage. While determining that storm drains have not been blocked and are dispersing storm water as designed the crews observed that water is flowing from newly developed areas and is not being properly distributed to City drainage infrastructure for collection and dispersal. City engineers have also reviewed the concerns and agree that the drainage problems relate to subdivision layout and the elevation of lots during construction of new housing. Marty Easterling, home builder, has been contacted and advised of the problem and has been requested to have an engineer address the problem. He has also been advised by an attorney representing one of the home owners that he will be held liable . My suggestion is that you contact Mr. Easterling to find out what the status is of his investigation into the problem and as to how he is going to resolve your concern as well as the concerns of other residents in the area. Our City Drainage Maintenance Division crews are limited to insuring that the City drainage infrastructure is functioning properly. They will respond to calls that involve flooding of personal property during storms but will check drains and streets to insure that debris is cleared out so that the maximum amount of water can be collected and dispersed. They cannot utilize City resources on private property. Sincerely, Gary Balmain Drainage Report for Stone Forest Subdivision, Phase 1 College Station, Texas October 2000 Developer: Johnson Investments, Inc. 1400 Commercial A venue Coleman, Texas 76834 (915) 625-2124 Prepared By: TEXCON General Contractors 1707 Graham Road College Station, Texas 77845 (979) 690-7711 FILE DO-0~0'1D FILE CERTIFICATION I, Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas, certify that this report for the drainage design for the Stone Forest Subdivision, Phase 1, was prepared by me in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners hereof. REVIEWED FOR ' CO~APLIA NOV 0 3 200 COLLEGE STATIO ENGINEERING TABLE OF CONTENTS DRAINAGE REPORT STONE FOREST SUBDIVISION, PHASE 1 CERTIFICATION ......................................................................................................................................................... 1 TABLE OF CONTENTS ............................................................................................................................................... 2 LIST OF TABLES ......................................................................................................................................................... 3 INTRODUCTION .......................................................................................................................................................... 4 GENERAL LOCATION AND DESCRIPTION ......................................................................................................... 4 FLOOD HAZARD INFORMATION ........................................................................................................................... 4 DEVELOPMENT DRAINAGE PATTERNS .............................................................................................................. 4 DRAINAGE DESIGN CRITERIA ...........................................................................................•................................... 5 STORM WATER RUNOFF DETERMINATION ...................................................................................................... 6 DETENTION FACILITY DESIGN ......................................•...................................................................................... 7 DETENTION FACILITY DESIGN ............................................................................................................................. 8 STORM SEWER DESIGN ........................................................................................................................................... 9 CONCLUSIONS .......................................................................................................................................................... 10 APPENDIXA ............................................................................................................................................................... 11 Storm Sewer Inlet Design Calculations APPENDIX B ............................................................................................................................................................... 13 Storm Sewer Pipe Design Calculations APPENDIX C .............................................................................................................................................•................. 46 Greens Prairie Road Pipe Design Calculations APPENDIX D ............................................................................................................................................................... 49 Detention Pond Design Calculations -Elevation I Storage Data & Graph -D epth I Discharge Data & Rating Curve for Outlet Structure -Pre-Development HEC-J Analysis (5, JO , 25, 50 & JOO-Year Events) -Post-Developm ent HEC-J Analysis -5-Year Event -Post-Developm ent HEC-J Analysis -JO-Yea r Event -Post-Development HEC-J Analysis -25-Year Event -Post-Developm ent HEC-J Analysis -50-Year Event -Post-D eve lopm ent HEC-J Analysis-JOO-Yea r Event EXHIBIT A ................................................................................................................................................................... 92 Pre-Development Drainage Area Map EXHIBIT B ................................................................................................................................................................... 94 Post-Development Drainage Areas -Storm Sewer Design EXHIBIT C ................................................................................................................................................................... 96 Post-D evelopment Drainage Areas -Detention Pond Analysis & D esign 2 LIST OFT ABLES TABLE 1 -Rainfall Intensity & Time of Concentration Calculations ...................................... 6 TABLE 2-Post-Development Runofflnformation -Storm Sewer System ............................. 7 TABLE 3 -Post-Development Detention Pond Flow Information ............................................. 9 3 DRAINAGE REPORT STONE FOREST SUBDIVISION, PHASE 1 INTRODUCTION The purpose of this report is to provide the hydrological effects of the construction of the Stone Forest Subdivision, Phase 1, and to show that the proposed detention facility and storm drainage system meet the requirements set forth by the City of College Station to control storm water runoff in such a manner so as to have no offsite or downstream impact. GENERAL LOCATION AND DESCRIPTION The project is located on a 47.42 acre tract located east of State Highway 6 along the south side of Greens Prairie Road in College Station, Texas. Phase 1 is made up of 24 .38 acres, and Phases 2 & 3 make up the remaining 23 .04 acres. This report primarily addresses the drainage for Phase 1; however, some information for Phases 2 & 3 has been included for clarification . Phase 1 will be the only portion constructed at this time. The site is wooded with the vegetation primarily consisting of oak trees and yaupons. The existing ground elevations range from elevation 260 to elevation 310 . The general location of the project site is shown on the vicinity map in Exhibit A. FLOOD HAZARD INFORMATION· The project site is located in the Spring Creek branch of the Lick Creek Drainage Basin. The site is located in a Zone X Area according to the Flood Insurance Rate Map prepared by the Federal Emergency Management Agency (FEMA) for Brazos County, Texas and incorporated areas dated July 2 , 1992, panel number 48041C0205-C. Zone X Areas are determined to be outside of the 500-year floodplain. DEVELOPMENT DRAINAGE PATTERNS The storm water runoff from the site prior to development flows in two general directions. The majority of the project site flows toward the north and northeast into the drainage ditch in the Greens Prairie Road right-of-way. The southern comer of the acreage flows to the south onto the adjacent property. Refer to Exhibit A for the pre-development drainage areas . After development, a majority of the storm water runoff from the site will be captured by the proposed detention pond at the north end of the acreage . Information pertaining to the detention pond is summarized later in this report. The post-development drainage area boundaries used for the storm sewer design are shown in Exhibit B. The post-development drainage area boundaries used for the detention pond analysis and design are shown in Exhibit C. The post-development runoff will be controlled and released at or below the pre-development peak runoff rates for the design storm event by detaining the runoff in the detention pond. The design criteria and results of the detention pond design are included in subsequent sections of this report. 4 DRAINAGE DESIGN CRITERIA The design parameters for the storm sewer are as fol lows : • The Rational Method is utilized to determine peak storm water runoff rates for the storm sewer design . • The HEC-1 computer program developed by the Hydrologic Engineering Center is used to model the runoff for the entire site and through the detention pond. • Design Storm Frequency 10 and 100-year storm events Storm Sewer system Detention Pond 5, 10, 25 , 50, and 100-year storm events • Runoff Coefficients -Rational Equation Pre-development (undeveloped land) Post-development (single family residential) • CN -Runoff Curve Numbers -HEC-1 c = 0.30 c = 0.55 The Brazos County soil survey map was reviewed and it was determined that most of the soils at the project site are classified as Hydrologic Type "D" soils, which have a high runoff potential. Therefore, the following curve numbers were developed: Existing Condition CN=73 Area along Greens Prairie Road and west of project site not controlled by the pond CN = 79 Developed Area CN=83 • Rainfall Intensity values for Brazos County for a minimum time of concentration of 10 minutes can be found in Table 1. Where a longer time of concentration was necessary, it is noted in the respective table, and the intensities are calculated with the higher values where required • Rainfall depths used for the HEC-1 model are taken from Hydro-35 and TP-40 publications for this area. • Time of Concentration, tc, Pre-Development -The time of concentration for the pre- development condition is 22.2 minutes. Refer to Table 1 for calculations. • Time of Concentration, tc, Post-Development -Due to the small sizes of the post- development storm sewer drainage areas, the calculated times of concentration, tc, are less than 10 minutes. Therefore, a minimum tc of 10 minutes is used to determine the rainfall intensity for the storm sewer system. The post-development time of concentration for the detention pond design is also 10 minutes . 5 STORM WATER RUNOFF DETERMINATION The peak runoff va lu es were determined in accordance wit h the criteria prese nt ed in the previous section for the 5, 10 , 25 , 50 , and 100-year storm events . The runoff coefficients are based on the future development of this tract. The drainage areas for post-development are shown in Exhibit B. Post-development runoff conditions are summarized in Table 2. TABLE 1-Rainfall Intensity & Time of Concentration Calculations The Rati o nal Method: Q=CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) Rainfall I ntensity Values (in/hr) Storm Event 15 110 125 150 1100 Brazos County: 5 vear storm b = 76 d = 8.5 e = 0.785 t = c 10 min 7.693 8.635 9.861 11 .148 11 .639 10 year storm b = 80 d = 8.5 e = 0 .763 I= b / (t0 +d)e I = Rainfall Intensity (in/hr) tc = U (V *60) le= Time of concentration (min) L = Length (ft) V =Velocity (ft/sec) 25 year storm b = 89 d = 8 .5 e = 0 .754 50 year storm b = 98 d = 8 .5 e = 0 .745 (Data taken from State Department of Highways and Public Transportation Hydraulic Manual , page 2-16) Pre-Development Conditions Description Length Sl ope Ve l ocity Trave l Time (ft) {"lo) (fps) (min) Overland Flow 360 0 .2 0 .5 12 Upland Gully Flow 1450 1.9 2 .8 8.6 Channel Flow 820 2.4 8.5 1.6 le= 12.0 + 8.6 + 1.6 = 22 .2 minutes 6 100 year storm b = 96 d = 8 .0 e = 0 .730 TABLE 2 -Post-De ve lopment Runofflnformation -St orm Sewer System Area c Os 010 Area# (acres) t c 0 2s Oso 0 10 0 C1 C2 Crotal A1 A2 Total (min) (cfs) (cfs) (cfs) (cfs) (cfs) 201 4 .22 0 4 .22 0 .55 0 0.55 10 17.86 20 .04 22 .89 25.87 27 .01 202 0 .32 0 0 .32 0 .55 0 0 .55 10 1 .35 1.52 1 .74 1.96 2 .05 203 1 .45 0 1 .45 0 .55 0 0 .55 10 6 .14 6 .89 7.86 8.89 9.28 204 0 .37 0 0 .37 0 .55 0 0 .55 10 1.57 1 .76 2 .01 2 .27 2 .37 205 2 .10 0 2 .10 0.55 0 0 .55 10 8.89 9 .97 11 .3 9 12 .88 13.44 206 1 .77 0 1 .77 0 .55 0 0 .55 10 7 .49 8.41 9 .60 10.85 11 .33 207 1 .27 0 1 .27 0 .55 0 0 .55 10 5 .37 6.03 6 .89 7 .79 8 .13 207A 0 .86 0 0 .86 0 .55 0 0.55 10 3.64 4 .08 4 .66 5 .27 5 .51 208 0.55 0 0.55 0.55 0 0 .5 5 10 2 .33 2 .61 2 .9 8 3 .37 3.52 209 0 .93 0 0 .93 0 .55 0 0 .55 10 3.93 4.42 5 .04 5 .70 5 .95 210 0 .72 0 0 .72 0 .55 0 0 .55 10 3.05 3.42 3.90 4.41 4 .61 211 1 .00 0 1 .00 0 .55 0 0 .55 10 4 .23 4.75 5.42 6 .13 6 .40 2 12 0 .59 0 0 .59 0 .55 0 0.55 10 2 .50 2 .80 3.20 3.62 3 .78 213 1 .96 0 1 .96 0 .55 0 0 .55 10 8 .29 9 .31 10.63 12 .02 12.55 214 1 .12 0 1 .12 0 .55 0 0 .55 10 4 .74 5 .32 6.07 6.87 7 .17 2 15 2 .12 0 2 .12 0 .55 0 0 .55 10 8 .97 10 .07 11 .50 13 .00 13.57 216 0 .50 0 0 .50 0 .55 0 0 .55 10 2.12 2 .37 2.71 3 .07 3 .20 217 1 .50 0 1 .50 0 .55 0 0 .55 10 6.35 7 .12 8 .14 9 .20 9 .60 218 2.25 0 2 .25 0 .55 0 0 .55 10 9 .52 10 .69 12.2 0 13.80 14 .40 219 1 .26 0 1 .26 0 .55 0 0.55 10 5 .33 5 .98 6 .83 7 .73 8 .07 220 2 .35 0 2 .35 0.55 0 0 .55 10 9 .94 11 .1 6 12.75 14.41 15.04 221 0 .95 0 0 .95 0 .55 0 0 .55 10 4 .02 4 .51 5 .15 5 .82 6 .08 222 1 .25 0 1.25 0 .55 0 0.55 10 5 .29 5 .94 6 .78 7.66 8 .00 223 0 .38 0 0 .38 0 .55 0 0 .55 10 1 .61 1 .80 2 .06 2 .33 2.43 224 0 .34 0 0 .34 0 .55 0 0 .55 10 1.44 1 .6 1 1 .84 2.08 2 .18 225 0 .44 0 0.44 0 .55 0 0 .55 10 1 .86 . 2 .09 2 .39 2 .70 2 .82 226 0 .63 0 0 .63 0 .55 0 0 .55 10 2 .67 2.99 3 .42 3 .86 4 .03 227 2 .22 0 2.22 0 .55 0 0 .55 10 9 .39 10 .54 12.04 13.61 14 .21 228 1 .27 0 1.27 0 .55 0 0 .55 10 5 .37 6 .03 6 .89 7.79 8.13 229 1 .39 0 1 .39 0 .55 0 0 .55 10 5.88 6 .60 7 .54 8 .52 8 .90 230 0 .23 0 0 .23 0 .55 0 0 .55 10 0 .97 1 .09 1.25 1.41 1 .47 231 0 .99 0 0 .99 0 .55 0 0 .55 10 4 .19 4 .70 5 .37 6 .07 6 .34 232 0 .84 0 0 .84 0 .55 0 0 .55 10 3 .55 3 .99 4.56 5.15 5 .38 233 2 .49 0 2.49 0 .55 0 0 .55 10 10.54 11 .83 13.50 15.27 15.94 234 1.78 0 1 .78 0 .55 0 0 .55 10 7 .53 8.45 9 .65 10.91 11 .39 235 1 .70 0 1 .70 0 .55 0 0 .55 10 7 .19 8.07 9 .22 10.42 10.88 236 5 .56 0 5 .56 0 .55 0 0 .55 10 23.53 26 .41 30 .15 34.09 35.59 7 DETENTION FACILITY DESIGN The peak runoff rate for th e post-development conditions will be reduced to less than or equal the peak rate for the pre-development conditions by temporarily impounding a majority of the runoff in the detention pond. The drainage areas used for the analysis and design of the detention pond are shown in Exhibit C. The discharge from the project site is evaluated for the existing ditch along Greens Prairie Road at the north comer of the property. The elevation/area data for the pond was reduced by 10 % for the input into the HEC -1 model to allow for sediment storage. The pond has adequate storage, including an additional 10 % for sediment storage. The storage volume is based on the grading of the pond as shown on the Detention Pond Design Plans. The outlet structure will consist of a 42" diameter reinforced concrete pipe (RCP) at a 2.0% slope. A concrete headwall will be constructed at the inlet of the outlet pipe. The outlet pipe and overflow spillway drain into the Greens Prairie Road existing roadway ditch. The end of the outlet pipe will be sloped to match the existing ditch slopes. Also, an overflow spillway will be constructed to pass additional flow that the outlet pipe cannot handle. The concrete lined spillway is 10 feet wide with vertical sides and a crest elevation of266.0 feet. Concrete riprap will be provided at the discharge area of the outlet pipe and overflow spillway to prevent erosion. The calculation of the detention pond storage volume, the rating curve of the detention pond outlet structure, and the HEC-1 analysis data are provided in Appendix D. The storm sewer piping for the detention facility outlet pipe will be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76, Class ill pipe. The peak flow out of the detention pond is determined by the HEC-1 computer program. The results of the HEC-1 analysis are provided in Appendix D, and also in a summary shown in Table 3. Additionally, Table 3 summarizes the maximum water surface elevation as well as the amount of freeboard provided. As shown in Table 3, the peak runoff from the project site is reduced to less than the pre-development peak runoff for each of the storm events. Also, the freeboard in the pond is greater than one foot for the 100-year storm event. 8 TABLE 3-Post-Development Detention Pond Flow Information Detention Pond Os 010 0 2 5 Oso 0100 (cfs) (cfs) (cf s) (cfs) (cfs) QMAX Pre-Devel. Flo w (cfs) 109 136 17 9 211 245 QMAX Post-Devel. Flow Into Pond (cfs) 154 191 23 2 264 295 QMAX Post-Devel. Flow Out of Pond (cfs) 76 101 13 2 157 181 QMAX Post-Deve l. Uncontrolled Flow (cfs) 38 49 6 1 70 79 *QMAX Post-Devel. Total Flow (cfs) 99 132 17 2 203 235 Maximum Water Surface Elevation (ft) 266.24 266 .70 267 .20 267 .52 267 .85 Pond Freeboard (ft) 2 .8 2 .3 1. 8 1.5 Top of Berm Elevation (ft)= 269 .0 *Total flow is based on the combined hydrograph per the HEC-1 output in Appendix D. STORM SEWER DESIGN The storm sewer piping for this project has been selected to be Reinforced Concrete Pipe (RCP) meeting the requirements of ASTM C-76 , Class ill pipe. The curb inlets and junction boxes will be cast-in-place concrete. Appendix A presents a summary of the storm sewer inlet design parameters and calculations. The inlets were designed based on a 10-year design storm. As per College Station guidelines, the capacities of inlets in sump were reduced by 10% to allow for clogging. Inlets were located to maintain a gutter flow depth of 5" or less, which will prevent the spread of water from reaching the crown of the road for the 10-year storm event. The runoff intercepted by the proposed storm sewer inlets was calculated using the following equations. The depth of flow in the gutter was determined by using the Straight Crown Flow equation. The flows intercepted by Inlets 8, 9, 10, 14, 15, 17, 18 & 21 were calculated by using the Capacity of Inlets On Grade equation. The capacities for the inlets in sumps (Inlets 1-7, 11-13, 16, 19, 20 & 22) were calculated using the Inlets in Sumps, Weir Flow equation with a maximum allowable depth of 7" (5" gutter flow plus 2" gutter depression). These equations and the resulting data are summarized in Appendix A. Inlets 1-7, 14-19, & 21 will be constructed during Phase 1 of this subdivision. Inlets 8-13, 20 & 22 will be constructed during Phases 2 & 3 of this subdivision. The area between the right-of-way and the curb line of the streets will be filled as necessary to provide a minimum of 6" of freeboard above the curb line. This will ensure that the runoff from the 100-year storm event will remain within the street right-of-way. Appendix B presents a summary of the storm sewer pipe design parameters and calculations. All pipes are 18" in diameter or larger. For pipes with 18" and 24" diameters, the cross-sectional area is reduced by 25%, as per College Station requirements . A summary of how this was achieved is shown in Appendix B as well . The pipes for the storm sewer system were designed based on the 10-year storm event; however, all will also pass the 100-year storm event without any headwater. As required by College Station , the 9 1 .1 velocity of flow in the storm sewer pipe system is not lower than 2.5 feet per second , and it do es not exceed 15 feet per second. As the data shows , even during low flow conditions , th e ve locity in the pipes will excee d 2.5 feet per second and prevent sediment build-up in the pipes. The maximum flow in the storm sewer pipe system will occur in Pipe 9. Appendix B contains a summary of the Manning pipe calculations as well as flow diagrams mapping the flows through the storm sewer system for the 10 and 100-year events . The maximum velocity for the pipe system will be 14.83 feet per second and will occur in Pipes 21 & 22. Only pipes in Phase 1 will be constructed at this time . These include Pipes 1-5, 8-23, 26 & 27. Of these , Pipes 5, 23 & 27 will be stubbed out for completion during the construction of Phases 2 & 3. Two 24" RCP are proposed for the entrance to the subdivision on Stone Forest Drive at Greens Prairie Road . This size of pipe will adequately pass the 5, 10, 25, 50 & 100-year storm events . The data and related calculations can be found in Appendix C. CONCLUSIONS The construction of this project will significantly increase the storm water runoff from this site. However, the detention pond will adequately reduce the peak post-development runoff to less than the pre-development runoff for the design storm event. No flood damage to downstream landowners is expected as a result of this development. 10 APPENDIX A Storm Sewer Inlet Design Calculations 11 J J- J J j J \ \ Stone Forest Subdivision Inlet Length Calculations Inlets In Sump Inlet # Length & Ty pe Flow from Area# 1 1 O' Standard 202 203 2 5' Standard 209 3 1 O' Standard 208 213 4 10' Standard 204 205 5 10' Standard 206 6 5' Stan dard 214 7 15' Sta ndard 207A y 10' Standard 22 1 222 /12 5' Standard 223 226 f-{-13 5' Standard 224 225 IJ 16 1 O' Standard 210 2 11 fJ 19 1 O' Sta ndard 2 16 2 17 v ·20 5' Standard 230 23 1 W-22 10' Standa rd 22 8 232 A c Q ,. Q.,,,,_., (acres) (cfs ) (cfs) from lnltlt t 0.32 0.55 1.52 1.45 0.55 6.89 0.93 0.55 4.42 0.55 0.55 2.61 1.96 0.55 9.31 0.37 0.55 1.78 2.10 0.55 9.97 1.77 0.55 8.41 1.12 0.55 5.32 0.00 8 0.86 0.55 4.08 5.93 21 0.95 0.55 4.51 1.25 0.55 5.94 0.38 0.55 1.80 0.63 0.55 2.99 0.34 0.55 1.61 0.44 0.55 2.09 0.72 0.55 3.42 1.00 0.55 4.75 0.50 0.55 2.37 1.50 0.55 7.12 0.23 0.55 1.09 0.99 0.55 4.70 1.27 0.55 6.03 0.84 0.55 3.99 These inlets will be constructed dunng future dev elopmen t of P hases 2 & 3 . 1 O year storm Q Total Q,.ot.MOY. Y1t·.c.W.I '-to.fleq<d . L 10 .. etw9I (cfs) (cfs) (ft) (In) (ft) (ft) 1.52 1.67 0.176 2.11 6.92 10 8.89 7.58 0.31 1 3.73 4.42 4.86 0.263 3.15 3.64 5 2.61 2.87 0.216 2.59 9.82 10 9.31 10.24 0.348 4.17 1.76 1.93 0.186 2.23 9.66 10 9.97 10.97 0.357 4.28 8.41 9.25 0.335 4.02 6.92 10 5.32 5.85 0.282 3.38 4.38 5 10.01 11.01 0.357 4.29 8.25 15 4.51 4.96 0.265 3.18 8.61 10 5.94 6.53 0.294 3.52 1.80 1.99 0.188 2.26 3.95 5 2.99 3.29 0.227 2.73 1.61 1.78 0.180 2.16 3.05 5 2.09 2.30 0.199 2.38 3.42 3.76 0.239 2.87 6.73 10 4.75 5.22 0.270 3.24 2.37 2.61 0.208 2.50 7.82 10 7.12 7.84 0.31 5 3.77 1.09 1.20 0 .156 1.87 4.77 5 4.70 5.17 0.269 3.23 6.03 6.63 0.296 3.55 8.25 10 3.99 4.39 0.253 3.04 •uq v-• r • o.543' Inlets On Grade 1 O year storm Length & Ty pe Flow from y ,. c,.. ..... c..,., .... Inlet # Area # {ft) (In) (ft) (cts) ·5 1 O' Recessed 2 19 0.314 3.77 0.61 6.06 ·9 1 O' Recessed 220 0.420 5.04 0.69 6.87 ·-· -10 1 O' Recessed 227 0.386 4.63 0.68 8.78 14 1 O' Recessed 2 18 0.388 4.66 0.68 6:81 -15 1 O' Recessed 229 0.324 3.89 0.62 6.18 -17 5' Recessed 212 0 .242 2.91 0.54 2.70 ---18 15' Recessed 215 0.449 5.39 0.68 10.26 21 1 O' Recessed 207 0.462 5.55 0.64 6.42 "These in lets w ill b e c onstructed dunng fu ture dev elopmen t of Phases 2 & 3 . Transverse (Crow n) s lope (Wit)= 0 .033 Straight Crown F low (Solv ed to f i nd act ual deot h of flow, yl : a = o.56 • (zin) • s "' • y'" Q y ={Qt [0 .56 • (zin) • s "'n"' n = R oughness Coefficient = z = Reciprocal of c rown slo pe = S = S treeVGutter S lop e (fVft) y = D e pth of fl ow at in let (ft) C a pacity o f Inlets on grad e : O c = 0.7 • [1 /(H, • H2)] • [H , "'· H2 512) O c = F low capacity of inlet (els) H1 =a+ y 0 .018 30 H 2 =a = gutte r de pression (2" S tandard: 4" Recessed) y = Depth of fl ow in approac h gutter (ft) c..,,.." (cfs) -0.06 4.29 2.03 3.88 ~ 0.43 . 0.10 -5.57 -0.39 Q.,..,_., c..,,... ... , Cc•p-tot•I C10-Tot.1 (cfs) 2.03 4.30 6.32 from Inlet # (cfs) (el s ) (els) 0.00 6.06 6.06 10 6.32 8.87 13 .19 2.03 6.78 8.82 3.88 6.81 10 .69 0.43 6.18 6.60 0.10 2.70 2.80 14, 15 0.00 14.56 14.56 9 5.93 6.81 12.74 Inlets In sumps Wei r Flow: L = Q I (3 • y312) Q y = (Q I 3L)211 L = Length of inlet open in g (ft) Q = Flow a t in let (els) y = total d ep th of flow on inlet (ft) max y tor inlet in sump= 7" = 0 .583' Y100 (ft) 0.34 9 0.488 0.431 0.434 0.362 0.271 0.531 0.552 100 year storm Q ,., Oc .ny ov•r Q,..., Orot.1+10 "' Y 100 (cfs) (cfs) from Inlet# (cfs) (cfs) (ft) (In) 2.05 2.05 2.25 0.557 6.68 9.28 1,-9.28 10.21 5.95y' 5.95 6.55 0.575 6.91 ,, 3.52 ',/ / 3.52 3.87 0.703 8.43 12 .55 v 12 .55 13.80 2.31 ,...r, 2.37 2.61 0.695 8.34 13 .44 ~ 13.44 14.79 11 .33 , 11 .33 12 .46 0.557 6.68 7.17 / 1.64 8 8.81 9.69 0.747 8.97 5.51 ,.,. 13.62 21 19.13 21 .04 0.602 7.23 6.08 / I/ 6.08 6.69 0.644 7 .72 8.00 / 8.00 8.80 2.43 , 2.43 2.68 0.608 7.30 4.03 4.03 4.44 2.18 ' 2.18 2.39 0.512 6.14 2.82 2.82 3.10 4.6 1 .,,... 4.61 5.07 0.546 6.55 6.40,..-6.40 7.04 3.20 ~---3.20 3.52 0.604 7.25 9.60 ~--9.60 10 .56 1.47 -1.47 1.62 0 .690 8.28 6.34 -6.34 6.97 8.13 -8.13 8.94 0.626 7.51 5.38 -5.38 5.91 100 year storm Q,..,,_ Ce.phlr•d Q by~H c. •. ., .... Q byp-tot•I Cc•p-tot•I 0 100.fot•I s L utu•I {In) (ft) (cfs) (el s) (cfs) from lntet# (els) (cfs ) (cfs) (Wit) (ft) 4.19 0.64 6.42 1.64 1.64 6.42 8.07 0.0200 10 5.86 0.74 7.35 7.69 4.64 10 12.33 7.35 19.68 0.0200 10 5.18 0.72 7 .25 4.64 4.64 7.25 11 .89 0.0141 10 5.21 0.73 7 .28 7.12 7 .12 7.28 14.40 0.0200 10 4.35 0.66 6.55 2.35 2.35 6.55 8.90 0.0200 10 3.25 0.57 2.83 0.94 0.94 2.83 3.78 0.01 70 5 6.37 0.73 10.97 -10.54 11.76 14, 15 1.22 2 1.51 22.73 0.0 170 15 6.62 0.68 6.83 1.30 12 .33 9 13.62 6.83 20.46 0.0 112 10 a-?l APPENDIXB Storm Sewer Pipe Design Calculations 13 Stone Forest Subdivision r~r Pipe Calculations ~ --.... Pip~ ~ Upstream Downstrearr 10 year storm 100 year storm Length Slope Elev Elev *Actual Flow V10 *Actual Flow V100 Design Flow Travel Time, Im Design Flow % Full %Full (in) N ftl (%) (ft) (ft) (cfs) (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) 1 36 166)).... 2 268 .97 265.65 50.73 12.84 54 .6 13 0 .22 69 .47 13 .75 67 .3 2 36 329 .9 "" 274 .30 271 .00 42.56 9 .44 60 .9 35 0 .58 58"46 9 .97 77 .3 3 30 62 .2 2 ............... 277.04 275.80 39.86 12 .01 64 .0 5 0 .09 55.63 12.48 85 .3 4 27 116 .6 2 .5 2~ 277.29 25 .30 11 .74 53 .3 10 0 .17 34 .12 12 .55 64 ,Y 5 24 185 .0 3.5 286 .94 ........ r--.... 280.46 41 .34 25 .60 13 .32 58.8 14 0 .23 55.75 (34 .52) 14 .11 /12 .7 **6 24 370 .0 2 299 .54 ~4 26 .20 16.22 9 .66 52 .7 38 0 .64 35 .3 21 .87 ,;Hl'.'34 63 .8 ""' / 8 18 168 .1 4.5 273.70 266.14 ~.00 13 .62 12 .50 59 .2 13 0 .22 29.6 ..R'18 .J 13 .20 73.2 ""' /"" 9 48 192 .1 1 271 .20 269.28 f'.....110.26 11 .85 69.0 16 0 .27 V" 144 .32 11 .81 92.4 10 48 27.0 1.5 271.71 271 .30 1 ~ 13 .83 58.6 2 ~ 138 .37 14 .60 70 .6 11 24 97 .6 1.25 277 .72 276.50 /33.9 ~ 21 .03 .......... 8.45 73 .9 ~ 0 .19 36.2 0 2 .39) 8.51 78.1 12 24 61 .0 1.25 278.58 277.82 l 33 .96 ) 21.03 ~ ~ 7 0.12 36 .2 c 22.46) 8 .51 78.1 -- 13 24 593 .3 1.56 287 .94 278 .68 '\t3 .9ff 21 .03 8.4.5> 1'..73 .9 70 1.17 36 .2 ("22 .3p 8 .51 78 .1 14 18 29.0 2 289 .03 288.45 16.17 10.01 ... ~.51 ~ 3 0.06 17.1 10 .60 8.61 65 .7 15 42 138.5 1.5 274 .25 272 .17 8_9..03" 12 .90 61 .8 N 1 0.18 108 .47 13 .53 77.7 16 42 46 .2 1.5 275 .04 274.35 ... V 80.93 12 .90 61 .8 4"""-. 0.06 108.47 13 .53 77 .7 17 24 27 .0 3 278 .26 277 .45 3,9..M" 18.99 11 .71 51 .3 2 "S..Q4 41 .3 25 .60 12 .54 61 .9 18 36 181 .9 1.5 278 .33 275.60 ... v 60 .79 11 .92 67 .7 15 0.25'""' (B t:-3~ 11 .99 91 .6 -- 19 36 82.4 1.5 279.72 27~ 60.79 11.92 67 .7 7 0.12 ~ Cffn:V 11 .99 91 .6 .. 20 36 27 .0 1.5 280 .22 ~79 .81 55.47 11 .72 63 .5 2 0.04 ""' 72 .52 12 .22 78 .3 2 1 27 86 .9 3 .25 283.JB" 280.96 45.46 14 .70 72 .6 6 0 .10 '-.23 .39 14 .83 84 .9 22 27 64.3 3 .25 _....28 5.97 283 .88 45 .46 14 .70 72 .6 4 0 .07 5 ~ 14 .83 84 .9 2 3 27 242 .2 0.8/ 288.69 286.75 19.71 6 .33 73 .1 38 0.64 ( 21 .02 J" -......6 .37 77 .3 **2 4 18 28 .0 ./4 291 .88 290.76 15.84 9.81 11 .06 50.2 3 0.04 16 .8 10 .39 1~ 51 .9 - **25 18 5 ~ 1.75 301 .02 291 .88 17 .73 10.98 8 .20 70 .9 64 1.06 19 .0 <... 11 .7§ 8 .27 ... '-74.9 -- 26 27,,,,. '1 10 .4 2 288.59 286.38 18 .94 10.05 48.0 11 0 .18 25 .54 10 .80 5~ 27 l/11 13 .9 1 288.83 288.69 18 .94 7 .72 59.2 2 0 .03 ~5 .54 8.17 73.4 **2 8"'"" 24 85 .0 1 291 .61 290 .76 22 .21 13.75 7.13 59.0 12 0.20 30 .0 ( 18 .55} 7 .55 73.0 **29 24 555 .0 1 297.26 291 .71 22 .19 13.74 7 .13 59.0 78 1.30 30.0 C 18.00j 7 .55 73 .0 **30 18 28 .0 1.75 298.00 297 .51 9 .67 5 .99 7 .17 47 .9 4 0 .07 13 .1 8:ro 7.71 57.4 *These values reflect the actual flow for the 18" & 24" pipes . The design flow for these pipe sizes reflects a 25% reduction in pipe area . (Refer to attached calculation for specific information.) Tra vel T ime, tT1 oo (sec) (min) 12 0.20 33 0 .5~ 5_........ i---0.08 ....... 9 0 .15 13 0 .22 36 0.60 13 0.21 16 0 .27 2 0.03 11 0 .19 7 0 .12 70 1.16 3 0 .06 10 0 .17 3 0 .06 2 0 .04 15 0.25 7 0 .11 2 0 .04 6 0 .10 4 0.07 38 0 .63 2 0 .04 63 1.05 10 0 .17 '-..2. 0 .03 11 0 .19 74 1.23 4 0 .06 **These pipes will be constructed during future development of Phases 2 & 3. Pipes 5, 23 & 27 will be stubbed out during Phase 1 construction . / City of College Station requirement to Reduce Cross-Sectional Area of 18" & 24" Pipes by 25% Using Mann ings Equation from page 48 of the College Station Drainage Policy & Design Standards Manual : Q = 1.49/n *A* R2t3 * S112 Q =Flow Capacity (cfs) 18" Pipe: Pipe size (inches) = 18 Wetted Perimeter W P, (ft)= 4 .71 Cross-Sectional Area A, (ff)= 1.766 Reduced Area AR, (ft2 ) = 1.325 Hydraulic Radius R = A/WP • (ft) = 0 .375 Reduced Hydr Radius RR= AR/W p, (ft)= 0 .281 Roughness Coefficient n = 0 .014 Friction Slope of Conduit Sr , (ft/ft)= 0 .01 Example Calculation : Slope Flow Capaci ty Reduced Flow Ca paci ty % Difference s Q O re du ced O red uced/Q 0 .005 6.91 4.28 0.619 0.006 7.57 4.69 0.619 0.007 8.18 5.06 0.619 24" Pipe: Pipe size (inches)= 24 Wetted Perimeter WP, (ft)= 6.28 Cross-Sectional Area A, (ff) = 3.14 Reduced Area ~. (ff) = 2 .355 Hydraulic Radius R = A/WP' (ft) = 0.5 Reduced Hydr Radius RR= AR/Wp, (ft)= 0 .375 Roughness Coefficient n = 0 .014 Friction Slope of Conduit Sr, (ft/ft) = 0.01 Example Calculation : Slope Fl ow Capaci ty Redu ced Flow Ca pacity % Difference s Q O reduce d O red uceiQ 0 .005 14 .89 9 .22 0.619 0.006 16.31 10.1 0.619 0.007 17.61 10.9 0.619 Conclusion: Multiply actual Q in 18" & 24" pipes by 1 .615 to reflect a 25% reduction in the cross-sectional area called for on page 47 , paragraph 5 of the College Station Drainage Policy & Design Standards manual. lnlet8 I 6.06 J, Pipe 24 I 6.06 Pipe 25 6.18 Pipe 14 Inlet 14 Pipe 13 12.99 J, June Box 1 J, Pipe 12 12.99 J, June Box 2 J, Pipe 11 12 .99 Stone Forest Subdivision Pipe Flow Diagram 010 (cfs) Shaded areas will be constructed in future development. Pipes 5, 23 & 27 will be stubbed out during Phase 1 Construction. 1 Inlet 21 I 6.81 J, Pipe 22 I 45.46 J, June Box 5 J, / Pipe 21 I 45.46 t J, t Inlet 7 I 10 .01 J, / Pipe 20 I 55.47 t J, t Inlet 6 I 5 .32 J, t Pipe 19 I 60 .79 J, t I Inlet 4 I 11.73 J, / Pipe 17 I 11. 73 June Box 4 J, J Pipe 18 I 60.79 t ~ J, Inlet 5 I 8.41 j J, v Pipe 16 I 80 .93 J, June Box 3 J, v Pipe 15 I 80.93 ~ it' Inlet 3 I 11 .92 J, v Pipe 1 O I 105.84 J, Inlet 2 I 4.42 J, II Pipe 9 I 110.26 II j / June Box 6 J, / ~ Pipe 26 18.94 Stone Forest Subdivision Pipe Flow Diagram 010 {cfs) Shaded areas will be constructed in future development Pipes 5, 23 & 27 will be stubbed out during Phase 1 Construction. Inlet 22 I 10.02 J, Pipe 6 I 10.02 J, Inlet 20 t 5.79 J, Pipe 5 I 15.81 J, Inlet 19 I 9.49 J, Pipe 4 I 25 .30 J, Inlet 18 I 14 .56 J, Pipe 3 I 39 .86 J, Inlet 11 I 2.70 J, Pipe 2 I 42 .56 J, Inlet 16 I 8.17 J, II Pipe 1 I 50 .73 II Inlet 1 I 8.41 I llPipe8 I 8.41 II lnlet8 I 6.42 J, Pipe 24 I 6.42 Inlet 10 I 7.25 J, Pipe 25 I 7.25 Inlet 15 I 6.55 J, Pipe 14 I 6.55 J, Inlet 14 I 7.28 J, Pipe 13 I 13 .83 J, June Box 1 J, Pipe 12 1 13 .83 J, June Box 2 J, Pipe 11 I 13 .83 Stone Forest Subdivision Pipe Flow Diagram Q 100 (cfs) Shaded areas will be constructed in future development. Pipes 5, 23 & 27 will be stubbed ouf during Phase 1 Construction. -7 Inlet 21 6 .83 ~ t t J, S.:2. t t / J, June Box 5 t t J, J, ~3 Inlet 9 I 7 .35 t t J, j -7 Pipe 23 I 21.02 Inlet 7 19.13 t t Pipe 20 72.52 t 8.81 I Pipe 19 81 .33 'l~ t t Inlet 4 I 15.81 June Box 4 j J, Pipe 17 I 15 .81 J, t Pipe 18 81.33 /lp ~ J, Inlet 5 11.33 j J, Pipe 16 108.47 J, June Box 3 j J, Pipe 15 108.47 It' Inlet 3 I 16 .07 J, Pipe 10 I 138.37 J, Inlet 2 I 5 .95 J, II Pipe 9 i 144 .32 II \ .?.~ ~ J Pipe 27 25 .54 June Box 6 J, ~ Pipe 26 25.54 Inlet 22 Pipe6 Inlet 20 Inlet 19 Pipe4 Inlet 18 Pipe 3 Inlet 17 Pipe 2 Inlet 16 Stone Forest Subdivision Pipe Flow Diagram 0 100 {cfs) Shaded areas will be constructed in future development. Pipes 5, 23 & 27 will be stubbed out during Phase 1 Construction. 13.51 J, / 13.51 7.81 / Inlet 1 111.33 II Pipe 8 I 11.33 II 12 .80 J, 34 .12 J, 21 .51 J, 55 .63 -st-\ J, 2.83 J, / 58.46 J, 11 .01 II Pipe 1 I 69.47 II / Pipe 5 -10 Year Storm Manning P ipe Calculator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Pe rimeter ............... . Perimete r ....................... · Velo city ....................... . Hydraulic Radius ............... . Percent Full ................... . Full fl ow Flowrate ............. . Full fl ow v elocity ............. . Circular Depth of Flow 24.0000 in 2 5 .6 000 cfs 0.0350 ft/ft 0.01 40 14 .1144 in 3.1416 ft2 1. 9214 ft2 41. 9501 in 75.3982 in 13. 3239 fps 6.5954 in 58.8100 % 3 9 .2996 cfs 12.5094 fps Pipe 5 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy d rauli c Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Stone Forest Subdiv ision, Phase 1 College Sta ti on , Texas Circular Depth of Flow 24.0000 in 34.5200 cfs 0.0350 ft/ft 0. 0140 17.4464 in 3.1416 ft2 2.4463 ft2 49.0054 in 75.3982 in 14.1110 fps 7.1884 in 72.6932 % 39.2996 cfs 12.5094 fps P i pe 4 -10 Year Storm Ma nn ing Pipe Cal culator Gi v e n I nput Data: Shape .......................... . S o l v ing f or .................... . Di amete r ....................... . Flowrat e ....................... . Sl o pe .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Are a ........................... . We tted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . P ercent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 27 .00 0 0 i n 25 .3000 cfs 0.0250 ft/ft 0 .0140 14.3906 in 3.9761 ft2 2.1549 ft2 44.1940 in 84.8230 in 11.7406 fps 7.0215 in 53.2986 % 45.4706 cfs 11. 4360 fps Pipe 4 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . S t one Fo re st Su b d i v ision, Ph ase 1 Col l ege S tat ion, Texa s Circular Depth of Flow 27.0000 in 34.1200 cfs 0.0250 ft/ft 0. 0140 17.4521 in 3.9761 ft2 2. 7183 ft2 50.4332 in 84.8230 in 12.5518 fps 7.7616 i n 64.6375 % 45.4706 cfs 11.4360 fps Pipe 3 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solvi ng for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow veloci t y ............. . Circular Depth of Flow 30.0000 in 39 .86 00 cfs 0.0200 ft/ft 0.0140 19 .2 053 in 4.9087 ft2 3.3189 ft2 55.6488 in 94.2478 in 12.0102 fps 8.5881 in 64.0177 % 53.8636 cfs 10.9730 fps Pipe 3 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . S t o n e Fore s t Subd iv isi o n, Ph ase 1 Col lege Stat ion , Tex a s Circular Depth of Flow 30.0000 in 55.6300 cfs 0.0200 ft/ft 0.0140 25.5789 in 4.9087 ft2 4.4587 ft2 70 .6076 in 94.2478 in 12 .4 767 fps 9.0933 in 85 .2630 % 53 .8636 cfs 10 .9730 fps I Pipe 2 -1 0 Year S t orm Ma nn i n g Pipe Cal c ulator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 36.0000 in 42 .5600 cfs 0 .0100 ft/ft 0. 0140 21.9228 in 7.0686 ft2 4 .5072 ft2 64.4577 in 113.0973 in 9.4427 fps 10.0691 in 60.8966 % 61.934 2 cfs 8.7619 fps Pipe 2 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . St o n e F o re s t S ubdi vis i o n, Pha se 1 Co l lege S t a t ion , Texas Circular Depth of Flow 36.0000 in 58.4600 cfs 0 .0100 ft/ft 0 .0140 27.8426 in 7.0686 ft2 5 .8661 ft2 77.3766 in 113. 0973 in 9. 9657 fps 10.9170 in 77.3407 % 61.9342 cfs 8.7619 fps Pipe 1 -10 Year Storm Ma nn ing P ipe Ca l c ul ator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 36.0000 in 50.7300 cfs 0 .0200 ft/ft 0 . 0140 19.6638 in 1017.8760 in2 568.7497 in2 59.8810 in 113.0973 in 12.8442 fps 9.4980 in 54.6 2 17 % 87.5882 cfs 12.391 2 fps Pipe 1 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Rad i us ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . S t one Forest Subdi v isi o n, Phase 1 College Station, Tex a s Circular Depth of Flow 36.0000 in 69.5000 cfs 0.0200 ft/ft 0. 0140 24.2123 in 1017.8760 in2 728. 0571 in2 69 .2341 in 113.0973 in 13.7462 fps 10.5159 in 67.2563 % 87.5882 cfs 12.3912 fps Pipe 14 -10 Year Storm Ma nn i ng Pip e Calculator Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velo city ............. . Circular Depth of Flow 18.00 00 i n 10.0100 cfs 0.0200 ft/ft 0. 0140 11.3695 in 1.7671 ft2 1.1763 ft2 33.0698 in 56 .5 487 in 8.5098 fps 5.1221 in 63.1636 % 13.7943 cfs 7.8060 fps Pipe 14 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Forest Subdiv isi o n, Phase 1 College Stati o n, Tex as Circular Depth of Flow 18.0000 in 10.6000 cfs 0.0200 ft/ft 0.0140 11.8307 in 1. 7671 ft2 1. 2315 ft2 34.0335 in 56.5487 in 8.6075 fps 5.2106 in 65.726 2 % 13.7943 cfs 7.8060 fps Pipe 13 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24 .0 000 in 21 .0 300 cfs 0.0125 ft/ft 0.0140 17.7245 in 3.1416 ft2 2 .4873 ft2 49.6339 in 75.3982 in 8.4548 fps 7.2164 in 73.8519 % 23.4860 cfs 7.4758 fps Pipe 13 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Fo r es t S ubdiv i s ion, Phase 1 Coll e g e S t a ti o n, Texa s Circular Depth of Flow 24.0000 in 22.3900 cfs 0.0125 ft/ft 0. 0140 18.7350 in 3 .1416 ft2 2.6312 ft2 52.0007 in 75.3982 in 8.5094 fps 7.2863 in 78.0627 % 23.4860 cfs 7.4758 fps Pipe 12 -10 Year Storm Manning P i p e Calculat o r Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Are a ........................... . We tted Area .................... . We tted Perimeter ............... . Perimeter ...................... . Vel ocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 2 4.0 000 in 21.0300 cfs 0.0125 ft/ft 0.0140 17.7 245 in 3.1416 ft2 2.4873 ft2 49.6339 in 75.3982 in 8.4548 fps 7.2164 in 73.8519 % 23.4860 cfs 7.4758 fps Pipe 12 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velo city ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . S t one Fores t Subd iv i sion , Phase 1 Co ll ege Sta t ion, Texa s Circular Depth of Flow 24.0000 in 22.3900 cfs 0 .01 25 ft/ft 0 .0140 18.7350 in 3 .1416 ft2 2.6312 ft2 52.0007 in 75.398 2 in 8 .5094 fps 7.2863 in 78.0 627 % 23.4860 cfs 7.4758 fps Pipe 11 -10 Year Storm Manning P ipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope ................... -....... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24 .0000 in 21 .0300 cfs 0.0125 ft/ft 0.0140 17.7245 in 3.1416 ft2 2.4873 ft2 49.6339 in 75.3982 in 8.4548 fps 7.2164 in 73.8519 % 23.4860 cfs 7.4758 fps Pipe 11 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Forest Subdivision, Phase 1 College Sta ti on , Texas Circular Depth of Flow 24.0000 in 22.3900 cfs 0.0125 ft /ft 0.0140 18.7350 in 3.1416 ft2 2.6312 ft2 52.0007 in 75.3982 in 8.5094 fps 7.2863 in 78.0627 % 23.4860 cfs 7.4758 fps Pipe 3 0 -10 Year Sto rm Manning P ipe Ca l c u lator Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 18 .0000 in 5 .9900 cfs 0 .0175 ft/ft 0. 0140 8.6182 in 1.7671 ft2 0.8359 ft2 27.5106 in 56.5487 i n 7.1662 fps 4.3752 in 47.8791 % 12.9034 cfs 7.3018 fps Pipe 30 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . St o n e Fores t Subdivision , Phase 1 Co l lege S t ation , Texas Circular Depth of Flow 18.0000 in 8.1000 cfs 0.0175 ft/ft 0. 0140 10.3385 in 1. 7671 ft2 1.0503 ft2 30.9613 in 56.5487 in 7.7123 fps 4 .8848 in 57.4362 % 12.9034 cfs 7.3018 fps Pipe 29 -10 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 13. 7500 cfs 0.0100 ft/ft 0.0140 14 .1584 in 3.1416 ft2 1. 9286 ft 2 42.0395 in 75.3982 in 7.1296 fps 6.6061 in 58.9933 % 2 1.0065 cfs 6.6866 fps Pipe 29 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow vel ocity ............. . St one Fores t S u b d ivision, Ph ase 1 College St at ion , Texas Circular Depth of Flow 24.0000 in 18.5500 cfs 0.0100 ft/ft 0.0140 17.5220 in 3.1416 ft2 2.4575 ft2 49.1755 in 75 .3982 in 7.5482 fps 7.1964 in 73.0083 % 21.0065 cfs 6.6866 fps Pipe 28 -10 Ye ar Storm Manning Pip e Ca l culator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Comput e d Results: Depth .......................... . Area .......................... · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 13.7500 cfs 0.0100 ft/ft 0.0140 14.1584 in 3.1416 f t 2 1.9286 ft2 42.0395 in 75.3 982 in 7.1296 fps 6.6061 in 58.9933 % 21.0065 cfs 6.6866 fps Pipe 28 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Fores t Subdivision, Phase 1 College Station, Texas Circular Depth of Flow 24.0000 in 18.5500 cfs 0.0100 ft/ft 0. 0140 17.5220 in 3.1416 ft2 2.4575 ft2 49.1755 in 75.3982 in 7.5482 fps 7.1964 i n 73 .0083 % 21.0065 cfs 6.6866 fps Pipe 27 -10 Year Storm Mann ing P ipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ....................... · .. · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 27 .00 00 in 18.9400 cfs 0.0100 ft/ft 0.0140 15.9916 in 3 .9761 ft2 2 .4526 ft2 47.4235 in 84.8230 in 7.7226 fps 7.4471 in 59.2282 % 28.7581 cfs 7.23 2 8 fps Pipe 27 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Stone Forest Subdivision, Phase 1 College Station , Texas Circular Depth of Flow 27.0000 in 25.5400 cfs 0.0100 ft/ft 0 .0140 19 .8045 in 3.9761 ft2 3.1256 ft2 55.5307 in 84.8230 in 8 .1711 fps 8.1053 in 73.3500 % 28.7581 cfs 7.2328 fps Pipe 26 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 18.9400 cfs 0.0200 ft/ft 0. 0140 12.9512 in 3.9761 ft2 1.8852 ft2 41. 3136 in 84.8230 in 10 .0469 fps 6.5708 in 47 .9673 % 40.6701 cfs 10.2287 fps Pipe 26 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . S t one Forest Subdivision , Phase 1 College Station, Texas Circular Depth of Flow 27.0000 in 25.5400 cfs 0.0200 ft/ft 0.0140 15.5115 in 3.9761 ft2 2.3638 ft2 46.4495 in 84.8230 in 10.8047 fps 7.3281 in 57.4499 % 40.6701 cfs 10.2287 fps Pipe 23 -10 Year Storm Ma n ni n g P ipe Ca l c u lat or Giv en I nput Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth o f Flow 2 7.0000 i n 19.7100 cfs 0 .0060 f t/ft 0 .0140 19.7442 in 3.9761 ft2 3. 1156 ft2 55.3946 in 84.8230 in 6.3262 fps 8.0992 in 73.1 2 68 % 22.2760 cfs 5.6025 fps Pipe 23 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Pe r cent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas Circular Depth of Flow 27 .0000 in 21.0200 cfs 0.0060 ft/ft 0. 0140 20 .8761 in 3.9761 ft2 3.2988 ft2 58.0185 in 84.8230 in 6.37 2 0 fps 8.1875 in 77.3190 % 22.2760 cfs 5.6025 fps Pipe 22 -10 Year Storm Mann ing Pipe Calculator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . We tted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Dep th of Flow 27.0000 in 45.4600 cfs 0.0325 ft/f t 0. 0140 19.5995 in 3.9761 ft2 3.0915 ft2 55 .0691 in 84.8230 in 14.7049 fps 8 .08 39 in 72 .5907 % 51.8445 cfs 13.03 91 fps Pipe 22 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope ............ · .............. . Manning's n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Vel ocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas Circular Depth of Flow 27 .0000 in 53 .3 900 cfs 0 .0325 ft/ft 0. 0140 22.9312 in 3.9761 ft2 3 .5996 ft2 63 .2948 in 84.8 230 in 14.8323 fps 8.1893 in 84.9305 % 51.8445 cfs 13. 03 91 fps Pipe 21 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 27.0000 in 45.4600 cfs 0.0325 ft/ft 0. 0140 19.5995 in 3.9761 ft2 3.0915 ft2 55.0691 in 84.8230 in 14.7049 fps 8.0839 in 72.5907 % 51.8445 cfs 13.0391 fps Pipe 21 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas Circular Depth of Flow 27.0000 in 53 .3900 cfs 0 .0325 ft/ft 0. 0140 22.9312 in 3.9761 ft2 3.5996 ft2 63.2948 in 84.8230 in 14.8323 fps 8.1893 in 84 .9 305 % 51.8445 cfs 13.0391 fps Pipe 20 -10 Ye ar Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wet ted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular De pth of Flow 36.0000 in 5 5.47 00 cfs 0 .0150 ft /ft 0. 014 0 22 .85 89 in 7.0686 ft2 4.7341 ft2 66.3886 in 113 .0973 in 11.71 71 fps 10.2685 in 63 .497 0 % 75.8536 cf s 10 .7311 fps Pipe 20 -100 Year Storm Manning Pipe Calculator Given Input Data : Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Stone Fo rest Subdiv ision, Phase 1 College Station, Texas Circular Depth of Flow 36.0000 in 72.5200 cfs 0.0150 ft/ft 0 .0140 28.1787 in 7.0686 ft2 5 .9360 ft2 78.1853 in 113.0973 in 12.2171 fps 10.9327 in 78.2741 % 75.8536 cfs 10.7311 fps Pipe 19 -10 Year Sto rm Ma nn i n g Pipe Calcu l a t o r Giv en Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth o f Flow 36 .0000 i n 60.7900 cfs 0 .0150 ft /ft 0.0140 24.3886 in 1017.8760 in2 734 .00 2 2 in2 69.6105 in 113. 0973 in 11.92 61 fps 10.5444 in 67.7460 % 75.8536 cfs 10.7311 fps Pipe 19 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone F o re s t S ubd iv isi o n , Ph ase 1 Co l lege S tat ion, Texas Circular Depth of Flow 36.0000 in 81.3300 cfs 0.0150 ft/ft 0. 0140 32.9814 in 1017.8760 in2 976.9913 in2 91. 9454 in 113 .0973 in 11.9873 fps 10.6258 in 91.6150 % 75.8536 cfs 10.7311 fps Pipe 18 -10 Year Sto rm Manning Pipe Cal c ul a t or Giv en I nput Data: Shape .......................... . Solv ing for .................... . Di ameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 36.0000 i n 60.7900 cfs 0.0150 ft /ft 0. 0140 24.3886 i n 1017.8760 in2 734.0022 in2 69.6105 in 113.0973 in 11.9261 fps 10.5444 in 67.7460 % 75.8536 cfs 10.7311 fps Pipe 18 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . S t o n e Fo res t Subdiv i s i o n, Phase 1 Co ll ege S t a t ion , Texas Circular Depth of Flow 36.0000 in 81.3300 cfs 0.0150 ft/ft 0.0140 32.9814 in 1017.8760 in2 976.9913 in2 91.9454 in 113. 0973 in 11 .9873 fps 10.6258 in 91 .6150 % 75.8536 cfs 10.7311 fps Pipe 17 -10 Year Storm Manning Pipe Calculat or Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimete r ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Fu ll flow Flowrate ............. . Full flow vel ocity ............. . Circular Depth of Flow 24.0000 in 18.9900 cfs 0.0300 ft/f t 0. 0140 12.3090 in 3 .1416 ft2 1.6223 ft2 38.3172 in 75.3982 in 11.7057 fps 6 .0967 in 51.2875 % 36.3843 cfs 11.5815 fps Pipe 17 -100 Ye ar Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . St one Fores t Subd ivision , Ph ase 1 College Stat ion , Texas Circular Depth of Flow 24.0000 in 25.6000 cfs 0.0300 ft/ft 0.0140 14.8465 in 3 .1416 ft2 2.0407 ft2 43 .4469 in 75.3982 in 12.5446 fps 6.7638 in 6 1 .8603 % 3 6 .3843 cfs 11.5815 fps Pipe 16 -10 Ye ar Storm Ma nni n g Pipe Ca l culator Given Input Data: Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 42.0000 in 80.9300 cfs 0.0150 ft/ft 0. 0140 26.0731 in 1385.4424 in2 903.6985 in2 76.2209 in 131.9469 in 12.8958 fps 11. 8563 in 62.0787 % 114.4198 cfs 11 .8926 fps Pipe 16 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas Circular Depth of Flow 42.0000 in 108.4700 cfs 0.0150 ft/ft 0. 0140 32.6139 in 1385. 4424 in2 1154.3522 in2 90.5860 in 131.9469 in 13.5311 fps 12.7432 in 77 .6 522 % 114 .4198 cfs 11.8926 fps Pipe 15 -1 0 Year S t o rm Ma nn ing Pi pe Ca l cula t or Giv en I nput Data: Shape ..... · ..................... . Solv ing for .................... . Di ameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth o f Flow 42 .0 0 0 0 in 80 .9300 cfs 0 .0150 ft/ft 0. 0140 2 6.073 1 in 1385.4 4 2 4 in2 903.6985 in2 76 .2 2 09 in 131.94 69 in 12 .8958 fps 11 . 856 3 in 62.0787 % 114.4198 cfs 11.892 6 f ps Pipe 15 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . S t one Forest Subdivision, Phase 1 College Stati o n, Texas Circular Depth of Flow 42 .0000 in 108 .4700 cfs 0.0150 ft/ft 0 . 0140 32.6139 in 1385.4424 in2 1154.3522 in2 90.5860 in 131.9469 in 13 .5311 fps 12 .743 2 in 77 .65 2 2 % 114 .4198 cfs 11 .8926 fps Pipe 10 -10 Ye ar Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 48.0000 in 105.8400 cfs 0.0150 ft/ft 0. 0140 28.1308 in 1809.5574 in2 1102 .073 8 in2 83.701 2 in 150.7964 in 13 .8293 fps 13.1668 in 58.6058 % 163.3602 cfs 12.9998 fps Pipe 10 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ...................... · · · · · · Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Ve locity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . St o n e Fo r es t S ubdi v isi o n, Ph ase 1 Co l lege S tati on , Texas Circular Depth of Flow 48.0000 in 138.3700 cfs 0.0150 ft/ft 0. 0140 33 .9020 in 1809.5574 in2 1366.2221 in2 95.8120 in 150.7964 in 14.5842 fps 14.2594 in 70.6291 % 163.3602 cfs 12 .9998 fps Pipe 9 -10 Year Storm Manning Pipe Calculator Given Input Dat a: Shape ........... , .............. . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 48.0000 in 110.26000 cfs 0.0100 ft/ft 0.0140 3 3.1037 in 12.5664 ft2 9.2433 ft2 94.0732 in 150 .7964 in 11 .8 464 fps 14.1490 in 68 .9660 % 133 .3 830 cfs 10.614 3 fps Pipe 9 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Stone Fore st Subdi v is i o n, Ph ase 1 College Station, Texas Circular Depth of Flow 48.0000 in 144.3200 cfs 0.0100 ft/ft 0. 0140 44.3689 in 12.5664 ft2 12.13 27 ft2 124.0477 in 150 .7964 in 11.810 2 fps 14.0842 in 92.4352 % 133.3830 cfs 10 .6143 fps Pipe 8 -10 Ye ar St orm Mann i ng Pipe Calculat o r Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 18.0000 in 13.6200 cfs 0.0450 ft/ft 0 . 0140 10.6574 in 1.7671 ft2 1.0896 ft2 31 .6081 in 56.5487 in 12.5003 fps 4.9638 in 59.2077 % 20.6914 cfs 11.7089 fps Pipe 8 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . St one Fore st Su bdiv ision , Phase 1 Co ll ege S tat ion, Texas Circular Depth of Flow 18.0000 in 18 .3400 cfs 0.0450 ft/ft 0.0140 13.1817 in 1. 7671 ft2 1.3868 ft2 36.9724 in 56.5487 in 13.2245 fps 5.4014 in 73.2318 % 20.6914 cfs 11. 7089 fps APPENDIXC Greens Prairie Road Pipe Design Calculations 46 Stone Forest Subdivision Greens Prairie Road & Stone Forest Drive Pipe Calculat ions Pre-Development Areas A Area# (acres) 235/236 7 .26 c 0 .5 tc (min) 10 The Rational Method : Q=CIA Q = Flow (cfs) A= Area (acres) C = Runoff Coeff. I = Rainfall Intensity (in/hr) I= b I (tc+dt tc =Time of concentration (min) Brazos County: 511.ear storm 10 11.ear storm b = 76 b = 80 d = 8.5 d = 8.5 e = 0.785 e = 0.763 5 year storm 1 O year storm Is Os 110 010 (in/hr) (cfs) (in/hr) (cfs) 7.693 27 .92 8 .635 31 .34 25 11.ear storm 50 11.ear storm b = 89 b = 98 d = 8.5 d = 8.5 e = 0.754 e = 0.745 25 year storm l2s (in/h r) 02s (cfs) 9.86 1 35.80 100 11.ear storm b= 96 d = 8.0 e = 0 .730 .-- 50 year storm 100 year storm lso Oso 1100 0100 (in/hr) (cfs) (in/hr) (cfs) 11.148 40 .47 11 .639 42.25 Pipe 31 -1 0 Year Storm Gree n s P rairie Road Pipe Mann i ng Pipe Ca l cu lat or Given Input Data : Shape .......................... . Solv ing for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow v elocity ............. . Circular Depth of Flow 24.0000 in 15 .6700 cfs 0.0100 ft/ft 0 .0140 15.4495 in 452.3893 in2 307 .8276 in2 44.6968 in 75.3982 in 7 .3303 fps 6 .8870 in 64.3729 % 21.0065 cfs 6 .6866 fps Pipe 31 -100 Year Storm Greens Prairie Road Pipe Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . F u ll flow Flowrate ............. . Full fl ow v elocity ............. . S t o n e Fores t Sub di v ision , Ph ase 1 Co l lege Station, Tex as Circular Depth of Flow 24.0000 in 21.2300 cfs 0 .0100 ft/ft 0.0140 19. 9107 in 452.3893 in2 401.2258 in2 54.9741 in 75 .398 2 in 7 .6195 fps 7 .2984 in 82.961 4 % 21 .0 0 65 cfs 6.686 6 fps APPENDIXD Detention Pond Design Calculations -Elevation I Storage Data & Graph -Depth I Discharge Data & Rating Curve for Outlet Structure -Pre-Development HEC-1 Analysis (5 , 10, 25, 50 & 100-Year Events) -Post-Development HEC-1 Analysis -5-Year Event -Post-Development HEC-1 Analysis -10-Year Event -Post-Development HEC-1Analysis :_25-Year Event -Post-Development HEC-1Analysis -50-Year Event -Post-Development HEC-1 Analysis -100-Y ear Event 49 Stone Forest Subdivision Elevation vs. Storage Graph Elevation Depth Area Cumulative Volume (ft) (ft) (ac) (ac-ft) 262 0 .000 0 .000 1 263 0 .193 0 .060 2 264 0 .387 0 .350 3 265 0 .861 0 .960 4 26 6 1.336 2 .050 5 267 1.496 3.460 6 268 1.656 5.040 Elevation vs. Storage -4.000 -1------------------------r-----1 ~ ~ 0 cu ;-3.000 +-------------------~~------. C> f? 0 -Cl) 2.000 -1-----------------------------1 0.000 *--==-=-------~---~---~----! 262.0 263.0 264.0 265.0 Elevation (ft) 266.0 267.0 268.0 Elevation ft 262 263 264 265 266 267 268 ~ Stone Forest Subdivision Depth vs. Discharge Graph Depth Outlet Flow Spillway Flow ft cfs) cfs) 0 .0 0.0 0 .0 1 .0 \,'ls' 6 .0 0 .0 2 .0 ..).. +-21 .0 \ "l. 0.0 3 .0 3 42 .0 0.0 4 .0 4 63 .0 0 .0 5.ot:S 87 .0 l<::\ 31 .0 6 .0 t, ~ 104 .0 'P> 88 .0 Rating Curve for Outlet Structure Depth vs. Discharge l') Total Flow cfs 0 .0 6 .0 21 .0 42 .0 63 .0 118.0 192.0 i 150.0 ;-------------------------F------1 0 u: Q) e cu ii 100.0 -+----------------------+--------! II) c 0.0 1 .0 2.0 3.0 Depth (ft) 4.0 5.0 6.0 HEC-1 Output Data Pre-Development Conditions -5, 10, 25, 50 & 100-Year Storm Events HEC1 S/H: 1333000371 HMVersion: 6.40 Data File: ml130ex.h1 ************************************'***** *****'********************************** .. * FLOOD HYOROGRAPH PACKAGE (HEC·1) • * U.S. ARMY CORPS OF ENGINEERS * .. SEPTEMBER 1990 VERSION 4.0 • • • ... HYDROLOGIC ENGINEERING CENTER • 609 SECOND STREET • DAVIS, CALIFORNIA 95616 * RUN DATE 10/18/2000 TIME 11:37:10 • • (916) 756· 1104 * .. • .......................................... ********* x x xxxxxxx xxxxx x x x x x x xx )( x x x x xxxxxxx xxxx .x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ::::::::::::::::::::::::::::::::::::::::::: .............................................. . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' ........ . Full HicrocOl!l>Uter Implementation by Haestad Methods. Inc, ............................................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . :;::::::::::::::::::::::::::::::::::::::::: 37 Brookside Road • Waterbury, Connectieut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC·1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES ·RTIMP· ANO ·RTIOR· HAVE CHANCED FROM THOSE USED WITH THE 1973·STYLE INPUT STRUCTURE. THE DEFINITION OF ·AMSKk'.· OH RM·CAAD \IAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRANn VERSION NE\I OPTIONS: DAMBREAJ( OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE: FREQUENCY, OSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN ANO AMPT INFILTRATION KINEMATIC WAVE: NE\I FINITE DIFFERENcE ALGORITHM * * * * HEC -1 INPUT PAG E 1 LINE 10 ..••.•• 1 .....•. 2 ....... 3 ....... 4 ••....• 5 .•••••. 6 .••..•• 7 .•...•. 8 ....... 9 •••.•• 10 ID Stone Fore s t Estates in Colleee Station, Texa9 2 ID 10/18/00 File Ml 130EX .H1 JNH 3 ID Detention Pond Design 4 ID 5, 10, 25, 50 & 100-Year/6·Hour StorJ11$ 5 ID Pre-Development Conditions 6 ID Drainage Arca= 51.67 acres~ 0.0807 sm, TC = 22.2 min = 0.37 ~r&, 7 ID Lag = 0.6 TC = 0.22 hrs, Composite SCS Avg. RCN "' 73 8 ID SCS METHODOLOGY 9 IT 2 300 10 JO 5 11 KK SUBAREA 1 12 KM SUBAREA HYDROGRAPH CC»!PUTATlON FOR SUBAREA 1 13 PH 5 0 0.60 1.32 2.68 3.30 3.70 4.40 14 BA .0807 15 uo 0.22 16 LS 0 73 17 KK SUBAREA 1 18 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 19 PH 10 0 0.66 1.45 3.02 3 ~90 4.30 5.20 20 BA .0807 21 UD 0.22 22 LS 0 73 23 KK SUBAREA 1 24 KM SUBAREA HYDROGRAPH COMPUTATION FOR SUBAREA 1 25 PH 4 0 0.74 1.64 3.52 4.60 5.10 6.20 26 BA .0807 27 w 0.22 28 LS 0 73 29 Kl( SURAREA 30 KH SUBAREA HYDROGRAPH CQllPUTATION FOR SUBAREA 1 31 PH 2 0 0.81 1.80 3.91 5.10 5.70 7.oo 32 BA .0807 33 UD 0.22 34 LS 0 73 35 KK SUBAREA 1 36 KM SUllAREA HYDROGRAPH C<»IPUTATJON FOR SOBAREA 1 37 PH 0 0.88 1.95 4.30 5.70 6.30 7.90 38 BA .0807 39 UD 0.22 40 LS 0 73 41 zz HEC1 S/N: 1333000371 HMVer s ion: 6 .1.0 Data File: mi130ex.h1 ................................................ • FLOOD HYDROGRAPH PACKAGE (HEC·1) • SEPTEl1BER 1990 VERSION 4.0 * • * * RUN DATE 10/18/2000 TIME 11:37:10 * Stone Forest Estates in College Stetion, Texas 10/18/00 File Ml 130EX.H1 JNH Detention Pond Design 5, 10, 25, 50 & 100-Year/6 -Hour Storms Pre·Oevelopnent Conditions • • • * • ... Drainage Area = 51.67 eeres • O.Da07 sm, TC g 22.2 min ~ 0.37 hrs, Lag = 0.6 TC = 0.22 hrs, Composite SCS Avg. RCN ~ 73 10 IO IT SCS METHOOOLOGY ClJTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL !PLOT QSCAL 0 PLOT CONTROL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NHIN IDATE ITIME NQ NDDATE NDTIHE !CENT 2 0 0000 300 0 0958 19 MINUTES IN Cct4PUTATION INTERVAL STARTING DATE STARTING TIME NUMBER Of HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK COMPUTATION INTERVAL TOTAL TIHE BASE .03 HClJRS 9.97 HClJRS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOY STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE -FEET ACRES DEGREES FAHRENHEIT • U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET * DAVIS, CALIFORNIA 95616 • (916) 756-1104 " • OPERATION STATION HYDROGRAPH AT HYDROGRAPH AT HYOROGRAPH AT HYOROGRAPH AT HYOROGRAPH AT ••• NORMAL ENO OF HEC -1 ••• NORMAL END OF HEC·1 1 PEAK FLOW 109. 136. 179. 211. 245. RUNOFF SUMMARY FLO~ IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE HILES TIME OF AVERAGE FLO'W FOR HAXIHUH PERIOO BASIN MAXIMUM TIME OF PEAK 6·HCJUR 24·HOUR n·HOUR AREA STAGE MAX STAGE 3.30 16. 10. 10. .08 3.30 21. 13. 13. .OS 3.27 28. 17. 17. .OS 3.27 34. 21. 21. .08 3.27 41. 25. 25. .08 HEC-1 Output Data Post-Development Conditions -5-Year Storm Event HECl S/N: 1333000371 HMVersion: 6.40 Data File: MI1305 ,H1 -*••••********** ...... ··················•*** .... ** ..................................... . * * FLOOD HYOROGRAPH PAC(AGE CHEC-1) •· S£PTl:MBER 1990 VERSION 4.0 .. .. * * * • * RUN DATE 10/18/2000 TIME 12:08:49 " • * ..................................................... x x xxxxxxx x x x x x x XlOOOCXX XXXX )( x x x x x x x xxxxxxx xxxxx x x )( x xxxxx x x )( xxxxx x xx x x x x xxx ............... ' ...................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • f ••••••• . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Full HicrocOftfJUter Iinplernentation . by Haestad Methods. Inc • . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . ·················••····•·············· ........ ' .............................. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . * • * • * * U.S. ARMY CORPS OF ENGINEERS HYDROLOG!C ENGINEERING CENTER 609 SECOND STREET DAVISA CALIFORNIA 95616 (Y16) 756·1104 37 Srookside Road * Waterbury, Connecticut 06708 • (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 CJAN 73>. HEC1GS, HEC1DB, ANO HEC11C\J. THE DEFINITIONS OF VARIABLES -RTJMP -ANO -RTIOR -HAVE CHANGeO FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFINITION OF ·AHSKK· ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NE\I OPTIONS; DAMBREAK OUTFLC\I SUBMERGENCE ~.SINGLE EVENT DAMAGE CALCULATION 1 •• DSS:\IRITE SlAGE FREQUENCY, DSS:REAO TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE;GREEN AND IU'IPT INFILTRATION KINEMATIC UAVE: NEU FINITE DIFFERENCE ALGORITHM * .. * * • • • LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 HEC-1 INPUT 10 .••.... 1 .••••.. 2 .•••••. 3 .....•. 4 .•••••. 5 .•••••. 6 •••••.• 7 ••.••.• 8 .•••.•• 9 •••••. 10 Stone Forest Estates in College Station, Texas 10/18/00 File M!1305.H1 JNH ID 10 JO 10 JO JO 10 ID ID ID 10 ll 10 Detention Pond Design S·Year/6 -Hour Storm Post-Developnent Condition9 Drainage Area • 51.67 Acres (total), TC; 10 minutes, Lag= 0.100 hours, SCS Avg. RCN; 83 Cto detention pc)nd) & 79 (uncontrolled) Outlet Pi~e is 100 LF of 42" RCP a 2.oox W/ IE 262.0' 111Sl at Pond outlet Weir is 10' BW, 0:1 SS, 2.0• Depth w/ Crest El. 266.0• msl Top of Embankment 268.0• msl SCS METHODOLOGY 2 300 3 1 SUBAREA 1 (40.14 acres) KK KM PH BA uo LS HYDROGRAPH ctlMPUTATION FOR SUBAREA 1 20 .0627 0.100 0 0 0.60 1.32 2.68 3.30 IQ( RS SA SQ SE 1 1 0.0 0 262.0 83 ROUTE THROUGH DETENTION STOR 0.193 0.387 0.861 6 21 42 263.0 264.0 265.0 KK SUBAREA 2 C11.5l acres) FACILITY 1.336 63 266.0 1.496 118 267.0 KM HYOROGRAPH CCJolPUTATION FOR -SUBAREA 2 BA .0180 lJll 0.100 LS 0 79 KK ADDHY01 ADO HYDROGRAPHS FOR SUBAREAS 1 & 2 HC 2 zz 3.70 1 .656 192 268.0 4.40 PAGE 1 HEC1 S/N: 1333000371 HMVer:iion : 6 .40 Date File: M!1305.H1 ................................................... * • * ............................................. .. * * FLOOO HYDROGRAPH PACKAGE CHEC-1) • • * • • SEPTEMBER 1990 "' VERSION 4.0 .. • RUN DATE 10/18/2000 TIME 12:08 :49 * * * ............................................. Stone Forest Estates in College Station, Texas 10/18/00 File HI1305.H1 JNH .. • * • * * U.S. ARl'IY CORPS Of ENGINEERS HYDROLOG!C ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Yl6) 756 -1 104 Detention Pond Design 5-Yeer/6 -Hour Storin Po&t-Development Conditions Drainage Area = 51.67 Acres (total), TC= 10 minutes, Lag= 0.100 hours, scs Avg. RCN ; 63 (to detention pond) & 79 (1.neontrolled) outlet Piee is 100 LF of .42 11 RCP '1 2.oox w/ IE 262.0' msl et Pond Outlet Ue1r is 10' BY, 0:1 SS, 2.0' Depth W/ erect El. 266.0• 111SL Top of Ell'banlcmQnt 268.0' msl 13 IO IT SC!> METHOOOLOGY OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 0 PLOT CONTROL CSCAL 0. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE IDATE IT I ME NQ NODATE NDTIHE !CENT STARTING TIME NlMBER Of HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY HARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLO\I STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE -FEET ACRES DEGREES FAHRENHEIT * * * .. * • ..... ""** *** *** *** *** *** *** ••• ••• ..... ..... ..... ••• '** ...... *** *** *** *** ••• .... ••• ••• .... ........ ••• ...... *** *** *** *** *** 14 a: 17 BA 16 PH 19 LS 18 UD *** ************** • .. * • 1 • .. SUBAREA 1 (40.14 acres) HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA PRECIPITATION DATA ••••• HYDR0 -35 •••••• DEPTHS FOft 20·PER~NT HYPOTHETICAL STORM •• TP -40 • • • • • • • • • • • • • • • • •••••••••• TP-49 • --•••••••• ·2:HR····3:HR 6·HR 12·HR 24·HR 2·DAY 4 -DAY 7 -DAY 10-0AY S ~MlN 15-MlN 60-MIN .60 1.32 2.68 3.30 3.70 4.40 .00 .oo .00 .00 .00 .oo STORM AREA " • 06 SCS LOSS RATE ST RTL CRVNBR RTIHP .41 INITIAL ABSTRACTION 83.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITC~APH 46 . 12 . TLAG .10 LAG .... 157 . 7. 251. 5. *** 251. 3. HYDROGRAPH AT STATION ••• UNIT HYDROGRAPll 17 ENO·OF·PERIOD ORDINATES 195. 117. 73. 2. 1. o. ••• . ... 47. 29. 18. TOTAL RAINFALL = 4 .22, TOTAL LOSS = 1.74, TOTA L EXCES S= 2 .48 PEAK FLOW TIME MAXIMUM AVERAGE FLOY (CFSl CHR~ 6-HR 24 -HR 72 -HR 9.97-HR 15 . 3 . 1 (CFS) 17. 10. 10 . 10 . ~ (INCHES) 2.481 2.481 2.481 2.481 (AC · FT) 8. 8. e. 8 . CUMULATIVE AREA = .06 SQ Ml *** *** *** *** *** *** *** .... ••• *** *** *** *** ...... ....... ..... ...... ••• **• ••• ••• ••• ••• *** *** *** **• ........ ..... ••• ......... *•• ....... 20 KK 21 RS 22 SA 23 SQ 24 SE .. .. * * 1 .. * ......... ., ..... . ROUTE THR()JGH DETENTION FACILITY HYDROGRAPH ROUTING DATA STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 \«IRKING R AND D COEFFICIENT ARl:A .0 .2 .4 .9 1.3 DISCHARGE 0. 6 . 21. 42. 63. ELEVATION 262.00 263.00 264.00 265.00 266.00 ..... COMPUTED STORAGE -ELEVATION DATA STORAGE .oo .06 .35 .96 2.05 3.46 1.5 1.7 118. 192. 267.00 268.00 5.04 ELEVATION 262.00 263.00 264.00 265.00 266.00 267.00 268.00 ... PEAK FLO\I CCFS) 76. PEAK STORAGE (AC·FT) 2 . PEAK STAGE ~FEETl 66.2 25 KK 27 BA 16 PH 29 LS 28 UD ••• .... ..... HYDROGRAPH AT STATION TIME MAXIMUM AVERAGE FLO\.I CHIO 6-HR 24 -HR 72 -HR 3.37 (CFS) 17. 10. 10. (INCHES) 2.481 2.481 2.481 (AC·FT) 8. 8 . e. TIHE MAXIMUM AVERAGE STORAGE ~~~t 6·HR 24·HR n-HR 0. 0. 0 . TIME MAXJHlJI AVERAGE STAGE ~~n 6·HR 24-HR n -HR 263.36 262.82. 262.82 CUMULATIVE AREA = .06 SQ Ml ................. * * * 1 * SUBAREA 2 C11.53 acres) • • ................... HYDROCRAPH COMPUTATION FOR SUBAREA 2 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA • •• 9.97-HR 10. 2 .481 8. 9.97·HR 0. 9.97-HR 262 .82 DEPTHS FOR 20·PERCENT HYPOTHETICAL STORM ••••• HYDR0-35 •••••• 5-MtN 15 -HIN 60 -HIN .60 1.32 2.68 ·2:HR····3:HR .. T::~g ··12:HR···24:HR 2:0Ar···4:0A~P -4 ~-oAv··;o:oAY SCS LOSS RATE ST RTL CRVNBR RTIHP 3.30 3.70 4.40 .oo .oo .00 .00 .00 .00 STORM AREA ; • 02 .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .10 LAG *** 13. 3. TOTAL RAINFALL ~ PEAK FLO'J TIME (CFS> 38. <HR~ 3. 1 *** 45. 2. 72. 1. *** HYDROGRAPH AT STATION 4.22~ TOTAL LOSS " 72. 1. 2.08, UNIT HYOROGRAPH 17 END·OF ·PERIOO ORDINATES 56. 34. 21. 1. 0. 0. *** **" TOTAL EXCESS .= 2.15 MAXJ"'-.IN AVERAGE FLO'J 6·HR 24·HR 72-HR 9.97-HR (CFS) 4. 3. 3. J. CINCHES) 2. 147 2. 147 2.147 2. 147 (AC·FT) 2. 2. 2. 2. CUMULATIVE AREA ~ .02 SQ Ml 14. 8. 5. ••* ••••••••••••••• *** *** *** *** *** *** *** *** *** *** ......................................... *** *** *** *** ... * *** *** *** ••• 30 1(1( 31 HC .... PEAk'. FLO\J (CFS) 99. ************** * .. .. * ADDHYD * • ******••••• ...... ADD HYOROGRAPHS FOR SUOAREAS 1 & 2 HYDROGRAPH COMBINATION IC()o1P 2 NUMBER OF HYDROGRA?HS TO CCJ11BINE TIME CHIU 3.30 *** *** *** *** HYDROGRAPH AT STATION AODHYO {CFS) (INCHES) (AC-FT> 6·HR 21. 2.407 10. CUMULATIVE AREA • HAXIMUH AVERAGE FLOW 24·HR 72·HR 13. 13. 2.407 2.407 10. 10. .08 SQ Ml .... 9.97·HR 13. 2.407 10. OPERATION HYDROGRAPH AT ROUTED TO HYDRDGRAPH AT STATION 2 COMBINED AT . ADDHYO • .,.... NORMAL END OF HEC·1 ••• NORMAL END OF HEC·1 PEAK FLO\J l 154 . I 76. ' 38. 99. RUNOFF SUMMARY FLOU IN cuerc FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE FLO\J FOR MAXIMUM PERIOD BASlN MAXIMUM TlHE OF PEAi( 6-HOUR 24 -HOJR 72-HOUR AREA STAGE MAX STAGE 3 .13 17. 10. 10. .06 3.37 17. 10. 10 . .06 266.24 3.37 3.13 4. 3. ~-.02 3.30 21. 13. 13. .08 HEC-1 Output Data Post-Development Conditions -10-Year Storm Event HEC1 S/N: 1333000371 HMVersion; 6.40 Data File: MI13010.H1 ................................ *********** • .......... *******"******** ..... ****** .... •*•.-t•• • * • FLOOO HYDROGRAPH PAC~AGE • SEPTEM9ER 1990 * VERSION 4. 0 * • RUN DATE 10/16/2000 TIME * (HEC·l) • * • * 12;14:10 * * • • * • U.S. ARMY CORPS OF ENGINEERS HYOROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 ,.,.16) 756-1104 " * * • * ****************** ........................... . ..... * ..................................... . )( x )()()()()00( )()()()()( )( )( )( x )( x xx x x x x x xxxxxxx )()()()( x xxxxx x )( )( )( x x )( )( )( )( x x x )( )()()()()()()( xxxxx xxx ...................................... . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . :~: :::: :: : ::::::: :::: ::: : ::::: :::: :: : : . Full Mfcroc~er Implementation : by : Haestad Methods, Inc. : ....................................... • • • • • • • •' • e ••et e I••••••••••••••••••••• ......................................... . . . . .. . . . . . .. .. . . . . . .. . .. . . ' ........ ' ...... . 37 Brookside Road * Waterbury, Connecticut 06708 • (203) 755·1666 THIS PROC~ REPLACES ALL PREVIOUS VERSIONS OF HEC·1 KNO'.IN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES ·RTIMP· ANO ·RTIOR· HAVE CHANGED FR!I'I THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARO ~AS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NE~ OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE_~ SINGLE EVENT DAMAGE CALCULATIONi .. DSS:\IRITE STAGE FREQUENCY, DSS:REAO TIME SERIES AT DESIRED CALCIJLATlutt INTERVAL LOSS RATE:GREEN ANO N'IPT INFILTRATION KINEMATIC WAVE: NE\ol FINITE DIFFERE~CE AL~ITHM LINE , 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 HEC -1 INPUT ID.,, •••. 1.,,, ... 2 •• , •••• 3 ••• ,,, .4 .. , .... 5 ••••••• 6 ••••••• 7 ••••.•• a ....... 9 •••••• 10 Stone Forest Estates in College Station, Texas 10/18/00 File MI13010.H1 JNH ID ID JO JO ID ID JD ID ID ID ID IT JO Det~tlon Pond Design 10·Year/6·Hour Storm Post-Developnent Conditions Drainage Area: 51 .67 Acres (total), TC 0 10 minutes, Lago 0.100 hours, scs Avg. RCN : 83 (to detention pond> & 79 C1.ncontrolled) outlet Piee is 100 LF of 42" RCP ~ 2.0ot W/ IE 262.0' msl et Pond Outlet Ue1r is 10' BW, 0:1 SS, 2.0' Depth w/ Crest El. 266 .0' msl Top of Eni>ankment 268.0' msl SCS METHODOLOGY 2 300 3 1 SUBAREA 1 C40.14 acres) KK ICM PH BA lD LS HYOROGRAPH COMPUTATION FOR SUBAREA 1 10 .0627 0.100 0 0 0.66 1.45 3.02 3.90 1(1{ RS SA SQ SE 1 1 0.0 0 262.0 63 ROUTE THROUGH DETENTION STOR 0.193 0.387 0.861 6 21 42 263.0 264.0 265.0 KK SUBAREA 2 (11.53 acres) FACILITY 1.336 63 266.0 1.496 118 Z67.0 1CH HYOR.OGRAPH COMPUTATION FOR SUBAREA 2 BA .0180 lX> 0.100 LS 0 79 1(1{ ADDHYD1 ADD HYDROGRAPHS FOR SUBAREAS 1 & 2 HC 2 zz 4.30 1.656 192 268.0 5.ZO PAG E 1 HEC1 S/N: 1333000371 HMVcrs ion: 6.40 ............................................ * FLOOD HYDROGRAPH PACKAGE . ( HEC -1) * SEPTEMBER 1990 VERSION 4.0 * • * * • • * RUN DATE 10/18/2000 TIME 12:14:10 * O~ta File: MI13010.H1 * • • * * * U.S. ARMY CORPS OF ENGINEERS HYOROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756 -1104 .. * * * • * ............. * ...................................................... . * *************************************** 13 JO IT Stone Forest Estates in College Station, Texas 10/18/00 File Ml13010.H1 JNH Detention Pond Design 10·Year/6·Hour Storm Post -Developnent Conditions Drainage Area~ 51.67 Acres (total), TC~ 10 minutes, Lag ; 0.100 hours, SCS Avg. RCN • 53 (to detention PC!.Jnd) & 79 (1.0Controlled) outlet Pfpe {s 100 LF of 42" RCP a 2.00X W/ IE 262.0' msl at Pond outlet ~air is 10' 9Y, 0:1 SS, 2.0 1 Depth w/ crest El. 266.0• msl Top of Embanlcment 268.0' msl SCS METHODOLOGY OUTPUT CONTROL VARIABLES lPRNT 3 PRINT CONTROL !PLOT 0 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE HYDROGRAPH TIME .DATA NMlN 2 0 0000 300 Q 0958 19 MINUTES IN CC»4PUTATION INTERVAL STARTING DATE !DATE !TIME NQ NODA TE NO TIME ICENT START! NG TIME NIJMSER OF HYOROGRAPH ORDINATES ENDIWG DATE ENDING TIME CENTURY HARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOORS 9.97 HOURS ENGLISH UNr.TS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FL°" STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE HILES INCHES FEET CUBIC FEET PER SECOND ACRE -FEET ACRES DEGREES FAHRENHEIT ••• ...... ........ ..... ...... ..... ...... .... .... ............... *** ............ *** ....................... *** ... *** *** *** *** *** *** *** *** *** *** *** ..... 14 1(1( 17 BA 16 PH 19 LS 18 uo *** .............. * 1 * SUBAREA 1 (40.14 aeres) * • *°**U*U**Utt HYDROGRAPH C01PUTATION FOR SUBAREA 1 SUBBASIN RUNOFF DATA SU8BASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM ••••• HYDR0-35 5-HlN 15-MlN 60-MIN ·2:"R····3:"R .. T~=~~ ··12:"R···24:"R 2:0A1 ·--4 :0A~P-4 ~-oAv··;o:oAv .66 1.45 3.02 3.90 4.30 5.20 .00 .00 .00 .oo .oo .o o STORM AREA "' • 06 SCS LOSS RATE STRTL CRVNBR RTIMP .41 INITIAL ABSTRACTION 83.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 46. 12. TLAG ,10 LAG 157 . T. "** 251- 5 •. ••• 251. 3. HYOROGRAPH AT STATION *** UNIT HYDROCRAPH 17 ENO·OF·PERIOO ORDINATES 195. 117. 73. 2. 1.. 0 . • •• 47. 29. 16. TOTAL RAINFALL = 5.15, TOTAL LOSS " 1.84, TOTAL EXCESS• 3.31 PEAK FLOIJ TIME MAXIMUM AVERAGE FLOll (CFS~ ~~H 6-HR 24-HR 72-HR 9 .97 ·HR 19 . (CFS) 22. 13. 13 . 13. -CINCHES) 3.308 3.308 3.308 3.308 (AC-FT) 11. 11. 11. 11. CUMULATIVE AREA = ,06 SQ Ml *** *** *•• *** ••• • •• *"r* *** *** *** ••• ••• *** *** *** *** *** *** ..... ••• *** .......... *** ..... ........ ••• ••• • .............. ..... 20 (K 21 RS 22 SA 23 SQ 2l. SE ........................ * * • 1 * ROUTE THROUGH DETENTION FACILITY • • .............. HYOROGRAPH ROUTING DATA STORAGE ROUT 1 NG NSTPS 1 NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 \JORKJNG R AND D COEFFICIENT AREA .0 .2 .4 .9 1.3 DISCHARGE 0. 6. 21. 42. 63. ELEVATION 262.00 263.00 264.00 265.00 266.00 ••• COMPUTED STORAGE-ELEVATION DATA 1.5 1.7 118. 192. 267.00 268.00 STORAGE ELEVATION .00 262.00 .06 263.00 .35 264.00 .96 265.00 2.05 266.00 3.46 267.00 5.04 268.00 PEAK FLOY (CFS) 10L --=- PEAK STORAGE (AC-FT) 3. PEAK STAGE (FEET) Z66.70 TIME CHR) 3.33 TIHE (HR) 3.33 TIME !~~ .... HYDROGRAPH AT STATION (CFS) CINCHES) (AC-FT) 6-HR 22. 3.308 11. MAXIHIM AVERAGE FLOY 24-HR 72 -HR 13. 13. 3.308 3.308 11. 11. HAXIMU4 AVERAGE STORAGE 6·HR 24-HR 72·HR 1. 0. o. MAXIMUM AVERAGE STAGE 6-HR 24-HR 72·HR 263.63 262.98 262.98 CUMULATIVE AREA = .06 SQ Ml 9.97-HR 13. 3.308 11. 9.97-HR o. 9.97-HR 262.98 .................................................................... '*** .... *** *** *** ••• *** ••• *** ....... *'** *** ... .... ••• ... ... .... .... ...... *** *** ....... 25 ICJ( U BA 16 PH 29 LS 28 w ••*··········· * * * 1 * SUBAREA 2 (11.53 acres) • * ..... _. ...... HYOROGRAPH Cc.4PUTATION FOR SUSAREA 2 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 10-PERCENT HYPOTHETICAL STORM ••••• HYOR0-35 ••.••• 5-MIN 15-MJN 60-MIN .66 1.45 3.02 ···········•••• TP-40 ••••.••••.••.•• • ••..•••••• TP-49 ••••••••••• 2-HR 3-HR 6·HR 12-HR 24-HR 2-DAY 4-0AY 7-0AY 10 -DAY 3.90 4.30 5.20 .oo . .oo .00 .oo .00 .00 STORM AREA = .02 SCS LOSS RATE STRTL CRVNBR RT!MP .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG . 10 LAG .... *** 13 . 3. TOTAL RAINFALL = PEAK: FLO'.I TIME (CFS~ 4 . !~B - *** 45. 2 . 72. 1. HYOROGRAPH AT STATION 5.15, TO TAL LOSS = 72. 1. 2.22, UNIT HYOROGRAPH 17 END·OF·PERIOD ORDINAT ES 56 . 34 . 21 . 1. o. 0. ••• TOTAL EXCESS ::; 2 .93 MAXIMUM AVERAGE FLO'ol 6·HR 24·HR 72 -HR 9.97-HR (CFS) 6. 3. 3. 3 . (INCHES) 2 .929 2.929 2 .929 2.929 (AC -FT) 3. 3. 3. 3 . CUMULATIVE AREA c .02 SQ MI 14. 8. 5 . *** *** *'** *** *** *** *** *** *** *** *** *** *** *** *** *** ..... ....* ~ ....... ••• ••• ....... ...... ••• ••• *** *** *** *** ••• *** ••• 30 KK 31 HC PEAK FLOW CCFS) 132. ************** " " * AOOHYO * • * ...................... 1 AOO HYOROGRAPHS FOR SUBAREAS 1 & 2 HYOROGRAPH C(JllBINATION ICOMP 2 NUMBER OF HYDROGRAPHS TO COMBINE *** *** *** ..... HYDROGRAPH AT STATION ADDHYD TIME MAXIMUM AVERAGE FLO\I CHR) 6·HR 24·HR 72 -HR 9.97-HR 3.27 CCFS) 28. 17. 17. 17. ClNCHES) 3.223 3.223 3.223 3.223 (AC-FT> 14 . 14. 14. 1l.. CUMULATIVE AREA "' .08 SQ MI OPERATION HYDROGRAPH AT ROUTED TO HYDROGRAPH AT STATION 2 COMBINED AT ADOHYO *** NORMAL ENO OF HEC-1 *** NORMAL ENO OF HEC·1 PEAK FLOU 191. 101. 49 . 132. RUNOFF SUMMARY FLOU lN CLAllC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE HILES TIME= Of AVERAGE FLOIJ FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF PEAK 6-HOUR 24 -HOOR n -HOIJR AREA STAG E MAX STAG E 3 .13 22. 13. 13. .06 3.33 22. 13. n . .06 266 .70 3 .33 3.13 6 . 3. 3. .02 3.27 28. 17. 17. .08 HEC-1 Output Data Post-Development Conditions -25-Year Storm Event HEC1 S/N: 1333000371 HHVersion: 6.40 *****************······~.-.-·········*'**** • * * FLOOO HYDROGRAPH PACKAGE * SEPTEMBER 1990 * VERSION 4.0 • * RUN DATE 10/18/2000 TIME • CHEC·1) * * * 12:17:26 ... * Dato File: HI13025 .H1 * * * • * * U.S. ARMY CORPS OF ENGlNEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756 -1104 * * * * .. * ............................................... x x )()()()()()()( XXX·XX )( x x x x )( xx x x x x )( xxxxxxx xx xx x xxxxx x x x x x x x x x x x x x x XXXXXX)( )()()()()( xxx ......................................... . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . .. . . . . . . . . . . . .. . . . . . . .. . . . . . . . . .. . . . . . . . . . . . ......................................... Full MicrocOITfJUter ln.,lementation by . Heeeted Methods, Inc • . . . . . . . . . . . . .. . . . . . . . . .. . . . . ' .......... . ft I I It ff t I I e e •. • • • • • • • • • • • • e • •" • • • '"'• 't •••It I I I I I I I•••••••••••••••••••••••••• • .......................................... 37 Brookside Road * Waterbury, Connecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), H~C1GS, HEC1DB, AND HEC11CW. THE DEFINITIONS OF VARIABLES ·RTIMP· AND ·RTIOR -HAVE CHANGED FROM THOSE USED UITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSIOC -ON RH-CARD UAS CHANGED UITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NE\I OPTIONS: OAHBREAK OUTFLOW SUBMERGENCE_~ SINGLE EVENT DAMAGE CALCULATION 1 DSS:\./RITE STAGE FREQUENCY, DSS:REAO TIME SERIES AT DESIRED CALCULATIUN INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NE\I FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Z7 28 29 30 31 32 HEC-1 INPU T ID ••••••• 1. •••••• 2 ••••••• 3 ....... 4 ••••••• 5 ••••••• 6 ....... 7 ••••••• 8 ••••••• 9 •••••• 10 ID ID ID ID ID ID 10 ID ID ID ID IT 10 ICK KM PH BA UD LS Kl( RS SA SQ SE KK KM BA uo LS KK HC Z2 Stone Forest Estates in college St at i on, Texes 10/18/00 file Ml13025.H1 JNH De t ention Pond Design Z5 ·Year/6 ·Hour Storm Post-Oevelop111ent Conditions Drainage Ares ~ 51.67 Acree (total), TC= 10 minutes, Lag; 0.100 hours , SCS Avg. RCN = 83 (to detention P9f:l5l> & 79 (uncontrolled) outlet Pfpe ia 100 Lf of 42 11 RCP iii 2.00X W/ IE 262.0' msl et Pond OUtlet ije1r is 10' e~. 0:1 ss, 2.0' Depth w/ Crest EL. 266.0' msl Top of Embankment 268.0' msl SCS METHOOOLOGY 2 300 3 SUBAREA 1 (40 .14 acres) HYDROGRAPH CQllPUTATION FOR SUBAREA 1 4 0 0. 74 1.64 . 3.52 4.60 5. 10 6 .20 .0627 0 .100 0 83 1 ROUTE THROUGH DETENTION FACILITY 1 STOR o.o o. 193 0.387 0.861 1.336 1.496 1.656 0 6 21 42 63 , 18 192 262 .0 263.0 264.0 265.0 266 .0 267.0 268.0 SUBAREA 2 (11.53 acres) HYDROGRAPH CCfo!PUTATlON FOR SUBAl!EA 2 .0180 0 .100 0 79 ADOHYD1 ADO HYDROGRAPHS FDR SIA!AREAS 1 &.2 2 PA GE 1 HEC1 S/N! 1333000371 HHV ersi on: 6.40 Data File : Hi13025.H1 ............................... ****""8'•--.....-.-.-..... * •••••••*********••····················· • * * FLOOD HYDROGRAPH PACKAGE SEPTEMBER 1990 VERSION 4.0 * RUN DATE 10/18/2000 TIME * CHEC ·1) * • * * 12 :17:26 • * * * * * * • U.S. ARMY CORPS OF ENGINEERS HYOROLOG!C ENGINEERING CENTER 609 SECOND STR EET DAVIS~ CALIFORNIA 95616 ('J116) 756 -1104 * .. * * • .................................................. 13 10 IT Stone Forest E'tate' in College Station, Texas 10/18/00 File MI13025.H1 JNH Detention Pond Design 25 -Year/6-Hour Storm Post -Development Conditions Drainage Area~ 51.67 Acre& (total), TC~ 10 minutes, Lag• 0.100 hours, scs Avg. RCN ~ 83 (to detention pond) & 79 (111eontrolled) Outlet Pipe h 100 LF of 42 11 RCP &I 2.0DX W/ IE 262.0' msl at Pond Outlet Ue1r is 10• ew, 0:1 ss, 2.0' Depth w/ Cr~st El. 266.0' msl Top of Errbanknient 268.0' msl SCS METHODOLOGY OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE HYOROGRAPH TIME DATA NMIN 2 0 0000 :soo 0 0958 19 !DATE HIME NQ NDDATE NDTIHE ICENT MINUTES IN Cai4PUTATION INTERVAL STARTING DATE STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENOING DATE ENDING TIME CENT~Y HARK COMPUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLOW STORAGE VOLUME SURFACE AREA TEMPERATURE SQUARE MILES INCHES FEET CUBIC FEET PER SECOND ACRE-FEET ACRES DEGREES FAHRENHEIT .... ... ••• ... ... ... *** *** .... ....... ........ ..... ...... ... •** *** *** *** *** *** ... • .............. *** *** *** *** *** *** *** *** 14 Kl( 17 BA 16 PH 19 LS 18 UD *** * • * * , * ... SUBAREA 1 (40.14 acres) ......... **.***• HYDROGRAPH COMPUTATION FOR SUBAREA 1 SUBBASlN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA PREClPITATlOlt DATA ••••• HYDR0-35 •••••• 5·HIN 15·MIN 60-MIN DEPTHS FOR 4·PERCENT HYPOTHETICAL STORM TP·40 •••••••••••••.• • •••••••••• TP -49 ••• , ••••••• ·2:HR····3:HR 00 6-HR 12-HR 24·HR Z·DAY 4·DAY 7-DAY 10 -DAY .74 1.64 3.52 4.60 5.10 6.20 .oo .oo .oo .00 .00 .00 STORM AREA "' • 06 SCS LOSS RATE snnL CRVNBR RTIHP .41 INITIAL ABSTRACTION 83.00 CURVE NUMBER .00 PERC£NT IMPERVIClJS AREA SCS DIMENSIONLESS UNITGRAPH 46. 12. TLAG .10 LAG *** 157 . 7. 251. 5. 251. 3 . HYDROGRAPH AT STATION ••• UNIT HYDROGRAPH 17 END·Of·PERIOO ORDINATES 195. 117. 73. z. 1. 0. .... *** 47. 29. 18 . TOTAL RAINFALL = 6 .20, TOTAL LOSS = 1.92, TOTAL EXCESS = 4.28 PEAIC FL°" TIME MAXIMUM AVERAGE FLO'K (CFS) CHR) 6 ·HR 24·HR 72 -HR 9.97·HR 232. 3.13 (CFS) 29. 17. 17. 17. (INCHES) 4 .276 4.276 4 .276 4.276 (AC·fT) 14 . 14 . 14 . 14. CUMULATIVE AREA • . 06 SQ HI ............ *** *** *'** *** ............ *** '**"" *** *** .......... *** *** *** ..... .... ..... ••• *** ............................. *** *** *** ....... 20 KK 21 RS 22 SA 23 SQ 24 SE ********"***** • * • 1 • " . .................. ROUTE THROUGH DETENTION FACILITY HYOROGRAPH ROUTING DATA STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 IJOIUCING R AND D COEFFICIENT AREA .0 .2 .4 .9 DISCHARGE o. 6. 21. 42. ELEVATION 262.00 263.00 264.00 265.00 *** 1.3 63. 266.00 COMPUTED STORAGE·ELEVATION DATA PEAK FLOW · (CFS) 132. STORAGE ELEVATION TIME (HR) 3.33 PEAK STORAGE TIME (AC·FT) 4 •. ~~~~ PEAK STAGE TIME <FEET) (HR) 267.20 3.33 .00 262.00 *** .06 263.00 ••• .35 264.00 .96 265.00 2.05 266.00 HYDROGRAPH AT STATION MAXIMlJ4 AVERAGE FLOW 6·HR 24-HR 72·HR (CFS) 29. 17. 17. CINCHES) 4.276 4.276 4.276 CAC·FT> 14. 14. 14. MAXIMUM AVERAGE ST~AGE 6-HR 24-HR 72·HR 1. 0. o. HAXIHUJlll AVERAGE .STAGE 6·HR 24·HR 72-HR 263.91 263.15 263.15 Cl.MJLATIVE AREA "' .06 SQ Ml .... 3.46 267.00 9.97·HR 17. 4.276 14. 9.97-HR 0. 9.97·HR 263.15 1.5 118. 267.00 5.04 268.00 1. 7 192. 268.00 *** *** *** *** ...................... *** *** *** ... *** .............................. *** *** *** *** .......................................... ........ Z5 I()( ............ ,. ..... • • • 1 • SUBAREA 2 C 11. 53 acres) * • **••••••••o•• HYOROGRAPH CQ4PUTATION FOR SUBAREA 2 SUBBASlN RUNOFF DATA 27 BA SUBBASIN CHARACTERISTICS 16 PH 29 LS 28 UD TAREA .02 SUBBASIN AREA PRECIPITATION DATA ••••• HYDR0 -35 •••..• 5-MIN 15·MIN 60·MIN .74 1.64 3.52 DEPTHS FOR 4·PERCENT HYPOTHETICAL STORM ............... TP-40 , • • . • • • • • • • • • • • • •••••••.•. TP-49 ••••.••.••.. 2-HR 3·HR 6-HR 12-HR 24 -HR 2-DAY 4-DAY 7-DAY 10·DAY 4.60 5.10 6.20 .00 .00 .00 .00 .OD .00 STORM AREA = • 02 SCS LOSS RATE ST RTL CRVNBR RTIMP .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA scs DIMENSIONLESS UNITGRAPH TLAG • 10 LAG ••• *** 13. 3. TOTAL RAINFALL = PEAK FLOW TIME (CFS) CHR~ 61 . 3.1 ••• 45. 2. 72. 1. *** HYOROGRAPH AT STATION 6.20, TOTAL LOSS = 72. 1. 2.34, UNIT HYDl!OGl!APH 17 ENO-OF-PERIOD ORDINATES 56. 34. 21. 1. o. o. *** ••• TOTAL EXCESS = 3.86 MAXIMUM AVERAGE FLOW 6-HR 24·HR 72 -HR 9.97·HI! (CFS) 7. 4. 4. 4. CINCHES) 3.858 3.858 3.858 3.858 (AC -FT) 4. 4. 4. 4. CUMULATIVE AREA ~ .02 SQ Ml 14 . 8 . 5. ........ ....... *** *** *** *** ....... **• .... .... *** *** *** *** ....... ....... ••• *** *** ... ••• ••• ••• *** *** **• .... ..... *** ••• ••• ••• *** 30 l(J( 31 HC *** PEAK FLOW (CFS) 172. ...................... • * * AODHYD * * * *********"***'" 1 ADD HYDROGRAPHS FOR SUBAREAS 1 & 2 HYDROGRAPH COMBlNATION !COMP 2 NUMBER OF HYDROGRAPHS TO COMBINE TIHE (HR) 3 .27 *** ... *** HYOROGRAPH AT STATION ADOHYO (CFS) CINCHES> CAC -FT> 6·HR 36. 4 .183 18. CUMULATIVE AREA " MAXIMlM AVERAGE FLOW 24 -HR n-HR 22. 22. 4.183 4. 183 18. 18. .08 SQ Ml ••• 9.97·HI! 22. 4.183 18. OPERATION HYOROCRAPH AT ROUTED TO HYOROGRAPH AT STATION 2 COMBINED AT AODHYD *** NORMAL ENO OF HEC-1 *** NORMAL END OF HEC ·1 PEAK FLOW \ 232. 132. 61. 172. RUNOFF StJMHARY FLOll IN CUQIC FEET PER secoNO TIME IN HClJRS, AREA IN SQUARE MILES TIME OF AVERAGE FLOW FOR MAXIMIM PERIOD BASIN MAXIMUM TIME OF PEAK 6 ~HOUR · 24 -llOOR 72-HOUR AREA STAGE MAX STAG E 3.13 29. 17. 17 . .06 3.33 29. 17. 17. .06 267 .20 3 .33 3 .13 7 . 4. 4. .02 3 .27 36. 22. 22. .08 HEC-1 Output Data Post-Development Conditions -50-Year Storm Event HEC1 S/N: 1333000371 HMVer s ion: 6.40 Data File: Ml13050.H1 ************* .......................... ******• • • ......... **********•*·················•** * • • FLCXJO KYDROGRAPH PACKAGE (HEC-1) • • SEPTEMBER 1990 • * VERSION 4.0 • * * • RUN DATE 10/18/2000 TIHE * 12: 19:38 • * * • • * • * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (Y16) 756· 1104 .. * • • • . •••************~ ................... .... x x xxxxxxx xxxxx )( x x )( x )( x x x )()()()()()()( xxxx x x x x x x x x x x x x xxxxxxx xxxxx )()()()()( x xx x x x x )()()( : :::::: :: : : : :: : : : :: : ; :: :: ::: : :: :: :: : :: ..................... ' ............... . . . . . . . . . . . .. . . . . . . . . . . . . . . . .. . .. . . . . . . . . . full Microc~t~r Implementation by Haestad Methods, Inc. :::::::::::::::::::::::::::::::::::::: ...................... -............... .. • e • • • • • • • e e e • • • • • • t I• e • • e • • • • •"' • e • • • e • '5'7 Brooksfde Road * Waterbury, Corviecticut 06708 * (203) 755-1666 THIS PROGRAM REPLACES ALL PREVrous VERSIONS OF HEC·1 KNOllN AS HEC1 (JAN 73), HEC1GS. HEC1DB. AND HEC1(W. THE DEFINITIONS OF VARIABLES -RTI~· Atl> ·RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE . THE DEFlNJTION OF -AHSIOC-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAIC <l.ITFLOW SUBMERGENCE ~ SINGLE EVENT DAMAGE CALaJLATION. DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KlNEMATJC WAVE: NEW FINITE DlFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 HEC-1 INPUT 10 ••••••• 1 .•..... 2 •••••.• 3 ••••••• 4 ••••••. 5 ••••••• 6 ••••••• 7 ••••.•• 8 ••••.•. 9 .•••.• 10 Stone forest Estates in College Station, Texas 10/18/00 File Ml13050.H1 JNH ID ID ID ID ID 10 ID ID ID ID ID IT lO Detention Pond Design 50-Year/6-Hour Storm Post ·Develop11ent Conditions orainllgc Area= 51.67 Acres (total), TC g 10 minutes , La9 ~ 0.100 hours, SCS Avg. RCN e 83 (to d!t!ntion p<:>nd) & 79 (uncontrolled) Outlet Pipe it> 100 LF · of 42 11 RCP a 2.00X W/ IE 262.0• msl et Pond outlet Uelr fe 10' BU, 0:1 ss, 2.0' Depth w/ Crest El. 266.0• 11191 Top of Embanlanent 268.0' msl SCS METHODOLOGY 2 300 3 SUBAREA 1 (40.14 acres) 1::1( KH PH BA uo LS HYOROGRAPH CC»IPUTATION FOR SUBAREA 1 1(1( RS SA SQ SE 2 .0627 0.100 0 1 1 0.0 0 262.0 0 0.81 1.80 83 ROUTE THROUGH DETENTION STOR 0. 193 0.387 0.861 6 21 4l 263.0 264.0 265.0 KK SUBAREA 2 (11.53 acres) 3.91 5.10 FACILITY 1.336 1.496 63 118 266.0 267.0 KM HYDROGRAPH CO.PUTATION fOR SUBAREA 2 BA .0180 lJO 0. 100 LS 0 79 KK ADDHYD1 ADO HYOROGRAPHS FOR SUBAREAS 1 & 2 HC 2 zz 5.70 7.00 1.656 192 268.0 PAGE 1 HEC1 S/N: 1333000371 HMVersion: 6.40 Date File: Ml13050.H1 ......................................................... • • • ............... t ........ ****'************** ... . .. . • FLOOO HYOROGRAPH PACKAGE (HEC·1) • • SEPTEMBER 1990 * " VERSION 4.0 • * .. * .. * * U.S. ARMY CORPS OF ENGINEERS HYOROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (y16) 756·1104 .. .. .. : RUN DATE 10/18/2000 TIME 12:19:38 : .......................................... ***** • • ................ ************************* 13 10 IT Stone Forest Estates in College Station, Texaa 10/18/00 File HI13050,H1 JNH Detention Pond Design 50-Year/6-Hour Stof"lll Post·Develop1119nt Conditions Drainage Area• 51.67 Acres (total), TC= 10 minutes, la9 • 0.100 hours, SCS Avg. RCN • 83 (to detention p<Jnd) & 79 (IJ"ICOntrolled> Outlet Pipe is 100 LF of 42" RCP ii) z.oox W/ IE 262.0 1 msl llt Pond Outlet ~eir is 10' B~, 0:1 SS, 2.0' Depth w/ Crest El. 266.0' msl Top of Embankment 268.0' msl SCS METHODOLOGY OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL I PLOT 0 PLOT CONTROL QSCAL 0. HYOROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NMIN 2 0 0000 300 0 0958 19 MINUTES IN CCJf>UTATION INTERVAL STARTING DATE IDA TE ITIME NQ NDDATE NO TIME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE . ENDING TIME CENTURY MARK ca4PUTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTK LENGTH, ELEVATION FL~ STORAGE VOLUME SURFACE AREA TEMPERATURE SOU.RE MILES INCHES FEET CUBIC FEET PER SECOND ACRE·FEET ACRES DEGREES FAHRENHEIT ....... ........... ....... ...... .......... ........ ....... ...... ..... ...... *** ••• .... *** *** ... *** *** .... ..... ..... ......... ~ ....... ...... ..... .... *** ..... *** ...... .... ... 14 ICIC 17 BA 16 PH 19 LS 18 ~ .... • • * * 1 • • SUBAREA 1 (40.14 acr@s) ************"'* HYOROGRAPH CC»V'\ITATION FOR SUBAREA SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 2·PERCENT HYPOTHETICAL STORM ••••• HYDR0·35 •••••• 5-MIN 157MIN 60-HIN ·2:HR····3:HR .. T~=~~ ··;2:Hi···24:Hi 2~6Av···4~0A~P-4 ~-oAr··;o:oAr .81 1.80 3.91 S.10 5.70 7.00 .00 .OO .00 .oo .00 .00 STORM AREA ; ,06 SCS LOSS RATE STIHL CRVNBR RTIHP .41 INITIAL ABSTRACTION 83.00 CURVE NUM8ER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH 46. 12 . TLAG .10 LAG 157. 7. 251. 5. ••• 251. 3. HYDROGRAPH AT STATION ... UNIT HYDROGRAPH 17 END•Of •PERIOO ORDINATES 195. 117. 73. 2. 1. o. *** • •• 47. 29 . 18. TOTAL RAINFALL c 7 .00, TOTAL LOSS = 1.97, TOTAL EXCESS• 5.03 PEAK FLO\J TIME HAXIMlM AVERAGE FLOU (CFSl ~HR) 6-HR 24 -HR 72·HR 9.97·11R 26 • . 13 (CFS) 34. 20 • 20 . 20. (INCHES) 5.027 5.027 5.027 5.027 CAC·FT) 17. 17 . 17. 17. CUMULA TIV E AREA = • 06 SQ HI ... ••• .... ••• • ..... *** *** ••• *** *'** ...................................... *** *** *** *** ••• ••• ••• ••• ••• ••• .... ••• *** *** 20 IQ( 21 RS 22 SA 23 SQ 24 SE .............. ***** * • * 1 * ROJTE THROJGH DETENTION FACILltT • • **-********** HYDROGRAPH ROOTING DATA STORAGE ROUTING · NSTPS 1 NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVRIC .00 INITIAL CONDITION x .00 WORKING R ANO D COEFFICIENT AREA .0 .2 .4 .• 9 1.3 DISCHARGE o. 6. 21. 42. 63. ELEVATION 262.00 263.00 264.00 265.00 266.00 *'** COMPUTED STORAGE -ELEVATION DATA STORAGE .00 .06 .35 .96 2.05 3.46 1.5 1.7 118. 19Z. 267.00 268.00 5.04 ELEVATION 262 .00 263.00 264.00 265.00 266.00 267.00 268.00 ... ... ••* *** *** HYOROGRAPH AT STATION PEAK FLOW TIME MAXIMUM AVERAGE FL~ (CFS) (HR) 6·HR 24·HR n-HR 9.97·HR 157 . 3.33 (CFS) 34. 20. 20 . 20. CINCHES) 5.027 5.027 5.027 5.027 (AC-FT) 17. 17. 17. 17. PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE (AC·FT) ~HR) 6-HR 24 ·HR 72·HR 9.97-HR 4 . .33 1. 1. 1. 1. PEAIC STAGE TIME ~!MUM AVERAGE STAGE CFEET~ !~~ 6·HR 24-HR 72·HR 9.97·HR 267 .5 264.12 263 .28 263.28 263 .28 CUMULATIVE AREA = .06 SQ Ml ... ... ••• ... ... ... ... ••• ... ... ... *** ... ... ... ••• ... ... •** ... *** ... ... *** *** ·-••* -· *** *** ... ••• *** 25 KlC 2.7 BA 16 PH 29 LS 28 UD ................ * * * • 1 * • SUBAREA Z (11.53 acres) ..................... HYOROGRAPH COMPUTATION FOR SUBAREA 2 SUBBASIN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRfCIPJTATIOH DATA ••••• HYDRo -35 •••••• 5·MIN 15-MIN 60-MIN .81 1 .80 3.91 OEPTHS FOR · 2-PERCENT HYPOTHETICAL STORM ·i:Hi····3:HR .. r~:~ ··;2:"i···24:"R 2:0Av···4:0A~P-4~-oAr··;a:oAr 5.10 5.70 7.00 .00 .00 .00 .00 .00 .00 STORM AREA = .02 SCS LOSS RATE STRTL CRVNBR RTIMP .53 INITIAL ABSTRACTION 79.00 CURVE NUMBER .00 PERCENT IHPERVIOJS AREA scs DIMENSIONLESS UNITGRAPH TLAG , 10 LAG ...... 13. 3. TOTAL RAINFALL " PEAK FLO\.I TIME (CFS) CHR> 70 . 3.13 ••• 45. 2 . 72. 1. ••• HYDROGRAPH AT STATION 7.00, TOTAL LOSS = n. , . 2.42, UN lT HYDROGRAPH 17 END·OF·PERIOO ORDINATES 56. 34. 21. 1. 0 . 0. . .... • •• TOTAL EXCESS " 4.58 MAXIMUM AVERAGE FLC1tl 6·HR 24·HR 72 -HR 9.97-HR (CFS) 9 . s. 5. 5. (INCHES) 4.584 4.584 4.584 4.584 (AC -FT) 4. 4. 4. 4. CUMULATIVE AREA = .02 SQ MI 14. 8. 5. *** *** *** *"** *** *** *•* ...... ........ ..... .... ....... ........ ••• ••• *** *** *** ••• ••• .... ...... ....... ... ....... ••• *** *** *** *** *** *** *** 30 IOC 31 HC *** PEAK FLC1tl (CFS) 203. .............. * • * • AOOHYD * • .............. 1 ADD HYPROCRAPHS FOR SUBAREAS 1 ' 2 HYPROGRAPH COMBINATION ICOHP 2 NUMBER OF HYOROGRAPHS TO COMBINE TIME CHR) 3.27 ..... ••• ••• HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES) CAC ·FT) 6-HR 43. 4.928 21. CUMULA Tl VE AREA = MAXIMUM AVERAGE FLW 24-HR 72·HR 26. 26. 4.928 4.928 21. 21. .08 SQ Ml 9.97·HR 26. 4.928 21. OPERATION HYDROGRAPH AT ROUTED TO HYDROGAAPH AT 2 COHBJNEO AT ••• NORMAL END Of HEC -1 NORMAL END OF HEC -1 STATION ADDHYD ....... PEAK FLO\I 264 157. 70 . 203. RUNOFF SUMMARY Flal I N CUBIC FEET PER SECOND TlME IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE FLO\/ FOR MAXIMUM PERICC BASIN MAXIMUM TIME OF PEAK 6·HOOR 24 -HOUR 72 -HOUR AREA STAGE MAX STAGE 3.13 34. 20. 20 . .06 3.33 34 . 20 . 20. .06 267.52 3 .33 3.13 9. 5. 5. .02 3.27 43 . 26. 26. .oa HEC-1 Output Data Post-Development Conditions -100-Year Storm Event HEC1 S/N: 1333000371 HMVersion: 6.40 DatB File: MJ130100 .H1 • * * • FLOOD HYDROGRAPH PACKAGE (HEC·1) SEPTEMBER 1990 VERSION 4.0 • • • * ****•...._•,..........•••••W•***•*************••* * • • • * " .. • • RUN DATE 10/18/2000 TIME 12:21:57* • * U.S. ARMY CORPS OF ENGINEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 ('>'16) 756 -1104 • x x )()()()()()()( )()()()(X x x x x x x xx x )( )( x x xxxxxxx xxxx x xxxxx x x x x x x x x x x x x x x xxxxxxx xxxxx xxx ........................................ . . .. . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' .. . . . . . .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . Full Hicrocon;>Uter Implementation ; Haestad M~hods, Inc. ; ...................................... ... . .. . .. . . . . . . . . . . .. . . . . . . . . . . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . 37 Brookside Road • Waterbury, Connecticut 06708 * (203) 755·1666 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNO\IN AS HECl (JAN 73), HEC1GS, HEC1DB, A)IO HEC1KW. THE DEFINITIONS OF VARIABLES ·RTIMP· ANO ·RTIOR• HAVE CHANGED FR()! THOSE USED UITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AHSKK-ON RM-CARD UAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEY OPTIONS: OAMBREAK OUTFLOW SUBMERGENCE_~ SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:READ TIME SERIES AT DESIRED CALCtJLATIUN INTERVAL LOSS RATE:GREEN AND AMf'T INFILTRATION KINEMATIC WAVE: NE\I FINITE DIFFERENCE ALGORITHM LINE 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 HEC· r INPUT ID ....••. 1 ....•.• 2 ••.•••• 3 ....... 4 ..... , .5 •••• , •• 6 ••••••• 7 •••.... 8 .••...• 9 •..... 10 ID 10 ID ID ID ID ID ID ID ID ID IT JO 1(1( KM PH BA uo LS 1(1( RS SA SQ SE KK ""' BA uo LS 0:: HC 7.Z Stone Forest ~&tato& in College Station, Texas 10/18/00 File MI130100.H1 JNH Detention Pond Design 100 -Year/6 -Hour Storm Pos!·Development Conditions . Drainage Area~ 51.67 Acres (total), re ·= 10 mlnutas, Lag= 0.100 hours, SCS Avg. RCN = 83 (to detention pc:>nd) & 79 (uncontrolled) Outlet Pif:>C is 100 LF of 42" RCP iii 2.00~ W/ IE 262.0' msl at Pond Outlet ~e1r is 10' BW, 0:1 ss, 2.0' Depth w/ Crest El. 266.0' msl Top of Eneanlcment 268.0' rnsl SCS METHOOOLOCY 2 300 3 SUBAREA 1 (40.14 acres) HYOROCRAPH COlolPUTATION FOR SUBAREA 1 1 0 0.88 1.95 4.30 5.70 6.30 7.90 .0627 0.100 0 83 1 ROUTE THRClJGH DETENTION FACILITY 1 STOR 0.0 0.193 0.387 0.861 1.336 1.496 1.656 0 6 21 42 63 118 192 262.0 263.0 264.0 265.0 266.0 267.0 268.0 SUBAREA 2 (11.53 acres) HYDROGRAPH CC»IPUTATION fOR "SUBAREA 2 .01130 0.100 0 79 ADOHY01 ADD HYDROGRAPHS FOR SUBAREAS & 2 2 PAGE 1 HEC1 S/N: 1333000371 HHVersion: 6.40 Data File: Hl130100.H1 .................. ************************** * • ......................................... • * * FLOOD HYDROGRAPH PACKAGE CHEC -1) * * • SEPTEMBER 1990 * • VERSION 4 .0 • • * * U.S. ARMY CORPS Of E)jG!NEERS HYDROLOGIC ENGINEERING CENTER 609 SECOND STREET DAVIS~ CALIFORNIA 95616 (y16) 756·1104 • * • * • * RUN DATE 10/18/2000 TIME 12:21:57 * • * •******************•********************* * • .............. *•••········ ........ ··"'**"****** 13 10 IT Stone Forest Estates in college Station, Texas 10/16/00 File MI130100.H1 JNH Detention Pond Design 100·Year/6·Hour Storm Post -Developoent Conditions Drainage Area= 51.67 Acres (total), TC= 10 minutes, Leg= 0.100 hours, SCS Avg. RCN "83 Cto detention p11nd> & 79 (uncontrolled) Outlet Pipe i& 100 LF of 42 11 RCP lil 2.00t w/ IE 262.0 1 msl at Pond outlet Ye1r is 10' BY, 0:1 SS, 2.0' Depth w/ Crest El. 266 .0' msl Top of El!benloiient 268.0' msl SCS METHODOLOGY OUTPUT CONTROL VARIABLES IPRNT 3 PRINT COHTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYOROGRAPH PLOT SCALE HYDROGRAPH TIME DATA NflllN 2 0 0000 300 0 0958 19 MINUTES IN COMPUTATION INTERVAL STARTING DATE IOATE !TIME NQ NODA TE NOT I ME !CENT STARTING TIME NUMBER OF HYDROGRAPH ORDINATES ENDING DATE ENDING TIME CENTURY MARK CQl4PVTATION INTERVAL TOTAL TIME BASE .03 HOURS 9.97 HOURS ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH LENGTH, ELEVATION FLO'.I STORAGE VOLLME SURFACE AREA TEMPERATURE SQUARE HlLES INCHES FEET CUBIC FEET PER SECOND ACRE·FEET ACRES DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** .... *** *•* ••• ••• ••• .... ••• *** ••• ... ••• ••• .... ..... ••• .... ••• ••• ....... ...... .... *** ...... 14 ICK 17 8A 16 PH 19 LS 18 UD ••• *****"'******** * * * 1 * SUBAREA 1 (40.14 acres) *******•****** HYDROGRAPH C<»IPUTATION FOR SUBAREA 1 SUBBAS1N RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .06 SUBBASIN AREA PREClPITATlOH DATA DEPTHS FOR 1·PERCENT KYPOTHETlCAL STORM • • • • • HYDR0-35 •••••• 5·MIN 15·MIN 60-MIN ••••••••••••••• TP·40 ••••••••••••••• . •••••.•••• TP·49 ••••••••••• 2-HR 3-HR 6·HR 12-HR 24-HR 2-DAY 4·DAY 7·DAY 10·DAY .88 1.95 4.30 5.70 6.30 7.90 .00 .00 .00 .00 .00 .00 STORM AREA "' .06 SCS LOSS RATE STRTL CRVNBR RTIMP .41 INITIAL ABSTRACTION 83.00 CURVE NUMBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITCRAPH 46. 12. TLAG .10 LAG *** 157. 7 . 251. 5 • *** 251. 3. HYDROGRAPH AT STATION ... UN IT HYDROGRAPH 17 ENO·OF·PERIOD ORDINATES 195. 117. 73. 2. 1. 0. *** *"* 47. 29. 18 . TOTAL RAINFALL • 7 .90, TOTAL LO SS = 2.02, TOTAL EXC ESS = 5.88 PEAK FLO\J TIME MAXIMUM AVERAGE FLOU (CFS~ ~~H 6 -HR 24 -HR 72 -HR 9.97-HR 29 . (CF S) 40. 24. 24 . 24. CINCHES) 5.881 5.881 5.881 5.881 (AC · Fl) 20. 20. 20. 20. CUMULATIVE AREA = .06 SQ Ml ........ *** *** *** *** *** *** ••• *** *** ••• ••• ••• ••• ••• .... ••• ••• ..... ••• ••• ••• ...... ••• ••• ••• ••• ••• ••• • •• *** *** *** 20 ICIC 21 RS 22 SA 23 SQ 24 SE ................... • * * • * *'********* .. *• ROUTE THROUGH DETENTION FACILITY HYDROGRAPH ROUTING DATA STORAGE ROUT! NG NSTPS 1 NUMBER OF SUBREACHES ITYP OR TYPE OF INITIAL CONDITION RSVIUC .00 INITIAL CONDITION x .00 YORICING R ANO 0 COEFFICIENT AREA .0 .2 .4 .9 1 .:s DISCHARGE o. 6. 21. 42. 63 . ELEVATION 262.00 263.00 264.00 265.00 266.00 *** COMPUTED STORAGE·ELEVATIOM DATA STORAGE .00 .06 .35 .96 2.05 3.46 1.5 1.7 118. 192. 267.00 268 .00 5.04 ELEVATION 262.00 263.00 264.00 265.00 266.00 267.00 268.00 .. ., *** *** *** *** HYDROGRAPH AT STATION PEAK FLOU TIME MAXIMUM AVERAGE FLOU (CFS> (HR) 6·HR 24-HR 72 -HR 9.97·HR 181. 3.30 (CFS) 40. 24. 24. 24. CINCHES) 5 .881 5.881 5.881 5.881 (AC·FT) 20. 20. 20. 20. PEAIC STORAGE TIME MAXIMUM AVERAGE STORAGE (AC·FT) ~~~~ 6-HR 24-HR 72 -HR 9.97-HR 5. 1. 1. 1. 1. PEAIC STAGE TIME MAXIMUM AVERAGE STAGE (FEET) ~~~~ 6·HR 24-HR 72 -HR 9.97-HR 267.85 264.35 263.41 263.41 263.41 CUMULATIVE AREA "' .06 SQ Ml ..... ••• ..... ....... *'** ... * ••* *** •** ... ... *'** *** *** ...... *** *** *** *** ... *** *** .... *** *** ••• *** ••• ••• ••• ....... 1tW1lf **"* 25 1(1( 27 BA 16 Pit 29 LS Z8 UD • • • • , . * SUBAREA 2 C11.53 aeree) **********•*** HYDROGRAPH COMPUTATION FOR SUBAREA 2 SIJ88ASJN RUNOFF DATA SUBBASIN CHARACTERISTICS TAREA .02 SUBBASIN AREA PRECIPITATION DATA DEPTHS FOR 1·PERCENT HYPOTHETICAL STORM .•••• HYOR0·35 •••••• 5-HrN 15 -MIN 60 -HIN .88 1.95 4.30 •····•••••••••• TP-40 •..••••••..•••• • •••••.•... TP·49 ••••••••••• 2-HR 3·HR 6·HR 12·HR 24-HR 2·DAY 4-DAY 7-DAY 10-DAY 5 .70 6.30 7.90 .00 .00 .00 .00 .00 .00 STORM AREA = .02 SCS l.OSS RATE STRTL CRVNBR RTIMP .53 INITIAL ABSTRACTION 19.00 CURVE NUHBER .00 PERCENT IMPERVIOUS AREA SCS DIMENSIONLESS UNITGRAPH TLAG .10 LAG *** .... 13. 3. TOTAL RAINFALL = PEAi( FLO\l TIME (CFS> (HR) 79. 3. 13 ••• 45. 2. 72. 1. ••• HYDROGRAPH AT STATION 7 .90, TOTAL LOSS " 72 . 1. 2.49, UNIT HYDROCRAPH 17 END·OF·PERIOO ORDINATES 56. 34. 21 . 1. 0. 0. . .... • •• TOTAL EXCESS c: 5.41 HAX!MUM AVERAGE fl!J\I 6·HR Z4·HR 72·HR 9.97·HR (CFS) 10. 6. 6. 6. CINCHES> 5.415 5.415 5.415 5.415 (AC-FT) 5. 5. 5. 5. CUMULATIVE AREA = .02 SO MI 14 . B. 5. *** *** *** ••• ••• ••• .... ••• .... ••• ••• ... ...... .... ....... *** ••• ..... *** ..... *** *** *** *** *** *** *** *** *** ••• ...... ........ ..... • 30 1(1( 31 HC ••• PEAK FLOW (CfS) 235 . ...................... • • ADDHYD * ADD HYDROGRAPHS FOR SUBAREAS 1 & Z HYOROGRAPH COMBINATIOH !COMP 2 NUMBER OF HYDROGRAPHS TO COHBINE TIME (HR> 3.n ••• ••• ••• .... HYDROGRAPH AT STATION ADDHYD (CFS) (INCHES> CAC -FT> 6-HR 50. 5 .rrr 25. CUMULATIVE AREA = MAXIMUM AVERAGE FLC1tl 24 -HR 72·HR 30. 30. 5.7T7 5.777 25. 25. .08 SQ Ml • •• 9.97·HR 30. 5.777 25. OPERATION HYDROGRAPH AT ROUTED TO HYDROGRAPH AT STATION 2 COMBINED AT AODHYO *** NORMAL END Of HEC·1 ••• NORMAL END OF HEC -1 PEAK FLO\I r 29s: 181. 79. 235. R~OFF SUMMARY fLO\l .IN CUSIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES TIME OF AVERAGE Fla.I FOR HAXIHUM PERIOO BASIN MAXIMUM TIME OF PEAK 6-HOUR 24-HOUR n-HOOR AREA STAGE MAX STAGE 3.13 40. 24. 24. .06 3 .30 40. 24. 24. .06 267.85 3 .30 3.13 10. 6. 6. .oz 3.23 50. 30. 30. .08 EXHIBIT A Pre-Development Drainage Area Map 92 Stone Forest Subdivision Pipe Calculations Pipe# S ize Length Slope Upstream Elev (in) (ft) (%) (ft) 1 36 166.0 2 268 .97 2 36 329.9 1 274 .30 3 30 62.2 2 277 .04 4 27 116.6 2.5 280.21 5 24 185.0 3 .5 286.94 **6 24 370 .0 2 299 .54 8 18 168.1 4.5 273 .70 9 48 192.1 1 271.83 10 48 27.0 1.5 272 .34 11 24 97 .6 1.25 277 .72 12 24 61 .0 1.25 278.58 13 24 593 .3 1 .5 6 287 .94 14 18 29 .0 2 289.03 15 48 138.5 0 .7 273.40 16 42 46.2 1.5 275.04 17 24 27 .0 3 278 .26 18 36 181.9 1 .5 278 .33 19 36 82 .4 1.5 279 .72 20 36 27 .0 1.5 280 .22 21 27 86.9 3 .25 283 .78 22 27 64 .3 3 .25 285 .97 23 27 242 .2 0 .8 288 .69 **24 18 28 .0 4 291 .88 **25 18 522 .0 1.75 301 .02 26 27 110.4 2 288 .59 27 27 13 .9 1 288 .83 **28 24 85.0 1 291 .61 **29 24 555 .0 1 297 .26 **30 18 28 .0 1.75 298 .00 Downstrearr Elev *Actual Flow (ft) (cfs) 265 .65 271 .00 275 .80 277 .29 280.46 15 .81 292 .14 10 .02 266 .14 8 .41 269 .91 271 .93 276 .50 12 .99 277 .82 12.99 278.68 12 .99 288.45 6.81 272.43 274 .35 277.45 11 .73 275.60 278.48 279.81 280 .96 283 .88 286.75 290 .76 6 .06 291.88 6 .78 286.38 288.69 290 .76 8.49 291 .71 8 .49 297.51 3 .7 0 1 O year storm 100 year storm Design Flow V 10 Travel Time, tn o *Actual Flow Design Flow V 100 %Full %Full (cfs) (fps) (sec) (min) (cfs) (cfs) (fps) 50.73 12.84 54 .6 13 0.22 69.47 13 .75 67 .3 42.56 9.44 60.9 35 0.58 58.46 9 .97 77 .3 39.86 12.01 64.0 5 0.09 55 .63 12.48 85.3 25 .30 11 .74 53.3 10 0.17 34 .12 12.55 64.6 25 .53 13 .32 58.8 14 0 .23 21.32 34.43 14 .11 72.7 16.18 9.66 52 .7 38 0 .64 13.51 21 .82 10.34 63.8 13.58 12.50 59.2 13 0.22 11 .33 18.3 13 .20 73 .2 110.26 11 .85 69 .0 16 0 .27 144 .32 11 .81 92.4 105.84 13.83 58.6 2 0 .03 138.37 14 .60 70 .6 --- 20 .98 8.45 73 .9 12 0 .19 13 .83 22.34 8.51 78 .1 --- 20 .98 8 .45 73 .9 7 0.12 13 .83 22 .34 8 .51 78 .1 --- 20 .98 9.28 67 .6 64 1.07 13 .83 22 .34 9.38 70 .9 11 .00 8.51 63 .2 3 0 .06 6.55 10 .58 8 .61 65 .7 80.93 9 .68 61 .3 14 0.24 108.47 10 .12 79 .5 80.93 12 .90 61 .8 4 0.06 108.47 13 .53 77.7 18.94 11 .71 51 .3 2 0 .04 15.81 25 .53 12 .54 61 .9 60 .79 11.92 67 .7 15 0 .25 81 .33 11 .99 91.6 60 .79 11.92 67 .7 7 0 .12 81 .33 11.99 91 .6 55.47 11 .72 63.5 2 0 .04 72 .52 12 .22 78 .3 45.46 14.70 72 .6 6 0 .10 53.39 14.83 84.9 45.46 14.70 72 .6 4 0 .07 53.39 14 .83 84.9 19.71 6.33 73 .1 38 0 .64 21 .02 6 .37 77 .3 9 .79 11 .06 50.2 3 0.04 6.42 10 .37 11 .21 51.9 10.95 8 .20 70 .9 64 1.06 7.25 11 .71 8 .27 74 .9 18.94 10.05 48.0 11 0.18 25.54 10 .80 57.4 18.94 7 .72 59.2 2 0 .03 25.54 8 .17 73.4 13 .71 7 .13 59.0 12 0 .20 11 .46 18.51 7 .55 73 .0 13 .71 7 .1 3 59.0 78 1.30 11.46 18 .51 7 .55 73 .0 5 .98 7 .17 47 .9 4 0 .07 5 .00 8 .0 8 7 .71 57.4 *These values reflect the actual flow for the 18" & 24" pipes. The design flow for these pipe sizes reflects a 25 % reduction in pipe area. (Re f er to attached ca lcu lat ion for specifi c inform ation .) Travel Time, tnoo (sec) (min) 12 0 .20 33 0 .55 5 0.08 9 0.15 13 0 .22 36 0 .60 13 0 .21 16 0 .27 2 0 .03 11 0.19 ------ 7 0.12 ------ 63 1.05 3 0 .06 14 0 .23 3 0 .0 6 2 0 .04 15 0 .25 7 0 .11 2 0 .04 6 0 .10 4 0 .07 38 0 .63 2 0.04 63 1.05 10 0 .17 2 0 .03 11 0 .19 74 1.23 4 0 .06 **These pipes will be constructed during future development of Phases 2 & 3 . Pipes 5 , 23 & 27 will be stubbed out during Phase 1 co nstruction . P.e.,. 11-8-oO ~---~===========================~=======================~ Pipe 13 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perime t er ............... . Perimeter ...................... . Veloc i ty ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 24.0000 in 20.9800 cfs 0.0 1 56 ft/ft 0.0140 16 .2326 in 3.1416 ft2 2.2613 ft2 46 .3504 in 75 .3982 in 9.2778 fps 7.0254 in 67.6357 % 26.2371 cfs 8.3515 fps Pipe 13 -100 Year Storm Ma nning Pipe Calculator Given Input Data: Shap e .......................... . Solving for .................... . Di a me t er ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perimeter ............... . Perimeter ...................... . Veloci t y ....................... . Hydrau l ic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full fl ow velocity ............. . Stone Forest Subdivision, Phase 1 College Stat ion, Texas Circular De pth of Flow 24 .0000 in 22 .3400 cfs 0.0 156 f t /ft 0. 0140 17.0200 in 3 .1416 ft2 2 .3824 ft2 48.0578 in 75 .3982 in 9 .3772 fps 7 .1385 in 70 .9168 % 26.2371 cfs 8.3515 fps ~I/. 11-8..-00 Pipe 15 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perime t er ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow velocity ............. . Circular Depth of Flow 48.0000 in 80 .9300 cfs 0 .0070 ft/ft 0.0140 30 .3055 in 12.5664 ft2 8 .3606 ft2 88.1589 in 150.7964 i n 9 .6800 fps 13.6563 in 63.1 364 % 111.5963 cfs 8.8805 fps Pipe 15 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diamet er ....................... . Flowrate ....................... . Slope .......................... . Mann i ng's n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wette d Perime t er ............... . Perime t er ...................... . Veloci t y ....................... . Hyd rau lic Ra d i u s ............... . Percent Full ................... . F u l l flow Flowrate ............. . Full flow velocity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas Circular Dep th of Flow 48.0 000 i n 108.4700 cfs 0 .00 70 ft/f t 0 . 0 140 3 8 .1826 in 12.5664 ft2 10.7190 f t 2 105.7452 in 1 50 .7964 in 10 . 11 94 fps 14 .5967 in 79.5472 % 111 . 5 963 cfs 8.8805 fps fZe.11. 11-S-(X) ' Design Report Proposed Sanitary Sewer Line Improvements for Stone Forest Subdivision Phase 1 College Station, Texas November 2000 Prepared By: TEXCON General Contractors I 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR I COMPLIA , COLLEGE STATIO ENGlf:ilrE 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed sanitary sewer to be constructed with the Sto1te Forest Subdivisio1t, Phase 1, and to provide the criteria used in the design of this sanitary sewer system. The project will include the construction of approximately 3, 720 feet of sanitary sewer line . The line will service the proposed development of the Stone Forest Subdivision, Phase l , as well as the future development of Phases 2 & 3. 2.0 SANITARY SEWER -Design Flow and Pipe Size Calculations The proposed sewer line is to be constructed of 6" and 8" diameter SDR-26, PVC pipe which meets the requirements of ASTM-D3034. The proposed manholes are 4' diameter manholes, and vary from 4' to 13' in depth, with sewer line slopes ranging from 0 .75% to 3.50%. The maximum distance between manholes is less than 500 feet, as required by the Texas Natural Conservation Commission (TNRCC). The minimum allowable slopes for 8" and 6" pipes per TNRCC requirements are 0.33% and 0 .50% respectively. All construction shall meet the current City of College Station Standard Specifications for Sanitary Sewer Construction. The sewer line information is summarized in Table 1. 3.0 DETERMINATION OF PEAK FLOW VALUES The peak flows were based on using a daily use of 300 gallons per day for each dwelling unit. The design peak flow is determined by multiplying the average daily flow by 1.5, which results in the adjusted daily flow. This value is then multiplied by 3.0 to determine the peak hourly flow. The velocities for the lines were calculated using Manning's Equation . According to the TNRCC, the minimum velocity for sewer systems flowing full is 2 .0 feet per second. As shown in Table 1, the minimum anticipated flow velocities for the proposed sewer lines at 50% full meet this requirement. The flow for 100% full will not be less than the flow for 50% full; therefore , the TNRCC requirement is met. The TNRCC requires that the maximum velocity for sewer systems flow full not exceed 10 feet per second. The values in Table 1 are well below this maximum velocity. TABLE 1-SEWERLINE FLOW DATA 0 Manhole No. of Units From Cumulative Average Percent 50% Full z Size Length Slope Peak Flow QI Number Dwelling Unit Merg i ng Dwelling Daily Flow Full Flow c: :J From To (in) (ft) (%) Services Lines Units (g p m) (cfs) (cfs) (%) (cfs) 111 110 6 182.60 3.50 5 -5 1.04 0 .0005 0 .0022 3.4 0 .5249 N J, 110 109 6 161 .20 1.00 6 -11 2 .29 0 .0011 0.0048 6 .6 0 .2806 109 101 6 202 .40 1.90 0 -11 2 .29 0 .0011 0 .0048 5.6 0 .3867 "t 114 115 6 189.20 3.00 7 -7 1.46 0 .0007 0 .0030 4 .1 0 .4859 en 115 116 6 155 .90 2 .75 2 -9 1.87 0 .0009 0 .0039 4 .7 0 .4652 Future Development to Temporary Plug 29 -29 6 .04 0 .0028 0 .0126 -- M TefTll Plug 113 8 202 .10 1.50 2 -31 6 .46 0 .0030 0.0135 6 .8 0 .7400 J, 113 112 8 399.60 1.50 5 -36 7 .50 0 .0035 0 .0157 7.3 0 .7400 112 103 8 87 .30 1.50 2 -38 7 .92 0.0037 0 .0165 7 .4 0 .7400 Future Development to Temporary Plug 18 -18 3.75 0.0017 0 .0078 -- <O TefTll Plug 118 8 238.00 1.50 5 -23 4 .79 0 .0022 0 .0100 5 .9 0 .7400 I en 118 117 8 96.20 2 .00 0 26 (S -7) 49 10.21 0 .0047 0.0213 7 .8 0 .8545 117 105 8 119.00 1.00 3 -52 10 .83 0 .0050 0.0226 9 .5 0 .6042 Future Development to Temporary Plug 24 -24 5 .00 0 .0023 0 .0104 --...... TefTll Plu~ I 119 8 13.50 1.50 0 -24 5.00 0 .0023 0 .0104 6 .0 0.7400 en 119 118 8 106.00 1.50 2 -26 5.42 0 .0025 0 .0113 6 .2 0.7400 It) J, 108 104 6 307 .60 0.75 8 -8 1.67 0 .0008 0.0035 6 .0 0 .2430 106 105 8 196.40 3.20 8 -8 1.67 0.0008 0.0035 3.0 1.0808 105 104 8 316 .00 1.90 4 52 (S-6. S-7 64 13.33 0 .0062 0.0278 9 .0 0.8328 .,.... I 104 103 8 288 .00 0 .90 5 8 (S-5) 77 16.04 0 .0074 0 .0335 11 .7 0.5732 en 103 102 8 168.80 1.00 0 38 (S-3) 115 23.95 0 .0111 0 .0500 13 .9 0.6042 102 101 8 289.10 1.00 0 -115 23 .95 0 .0111 0 .0500 13 .9 0 .6042 n = 0.013 Refer to construction drawings for manhole locations. 4.0 CONCLUSIONS It is our determination based on the criteria and data developed that the proposed sewer line will provide sufficient capacity for the anticipated wastewater flows generated by this development and the development of Phases 2 & 3. 2 Velocity (fps) 5.3 2 .9 3.9 4 .9 4 .7 - 4 .2 4 .2 4 .2 - 4 .2 4 .9 3.5 - 4 .2 4 .2 2 .5 6 .2 4 .8 3.3 3.5 3 .5 Design Report Waterline Fire Flow Analysis for Stone Forest Subdivision Phase 1 College Station, Texas November 2000 Prepared By: TEXCON General Contractors 1 707 Graham Road College Station, Texas 77845 (979) 690-7711 REVIEWED FOR ~ COMPLI 1.0 INTRODUCTION & DESCRIPTION The purpose of this report is to provide a description of the proposed waterline to be constructed with the Stone Forest Subdivision, and to provide the results of the analysis of the waterlines under fire flow conditions . This report addresses all three phases of the proposed subdivision. An existing 18" waterline is located along the south right-of-way of Greens Prairie Road adjacent to the subdivision . The proposed waterline to supply the subdivision will connect to the existing 18" waterline . The water mains located within the subdivision will be construcJed using 8" diameter pipe except that 6" diameter lines will be constructed along the cul-de-sac streets . The length of these lines will not extend 350 feet. The waterlines for this project will be constructed ofDR-14, PVC pipe meeting the requirements of A WW A C-900 with mechanical joint fittings , except for the short section of 8" pipe which will be ductile iron where it crosses under the existing sanitary sewer line. 2.0 FIRE FLOW REQUIREMENTS The flow required for fire hydrant flow for the residential subdivision is 1,500 gallons per minute (gpm). For this analysis, we have assumed that the flow comes from one hydrant. 3.0 WATERLINE SYSTEM ANALYSIS The waterline system was analyzed using the WaterCAD computer program developed by Haestad Methods, Inc. Exhibit "A" is a schematic of the proposed waterlines , which shows the locations of the fire hydrants. A normal domestic use flow of 1 gpm per dwelling unit was included in the analysis. The residual pressure in the existing 18" waterline was determined by calculating the headloss from the water tower at the intersection of State Highway 6 and Greens Prairie Road. The flow in the existing 18" line was assumed to be 3000 gpm for computing this headloss. Exhibit "B" is a pressure/flow diagram from a pressure test conducted at the water tower on September 20, 2000 . The residual pressure at 3000 gpm is 69 pounds per square inch (psi). The headloss from the water tower to the subdivision for the 2500 linear feet of 24" line is 1 psi and 4 psi for the 3000 linear feet of 18" line. This results in a residual pressure of 64 psi where the proposed waterline will begin. The hydraulic grade was set at this pressure at the start of the proposed waterline, Junction J-32. The computer model was run with a fire flow of 1500 gpm at each fire hydrant. The lowest residual pressure occurred in the system with this flow at fire hydrant No. 8 (Junction J-23). The pressure at this point is estimated by the model to be 30.7 psi, which exceeds the minimum of 20 psi required by the TNRCC regulations. Exhibit "C" is a summary of the pipe system junction nodes for this scenario . Exhibit "D" is a summary of the pipe sections for the system under this demand scenario . It should be noted that pipe sections P-25 and P-26 are proposed 8" diameter instead of 6" diameter as shown on the Master Preliminary Plat for the subdivision . This reduced the headloss in these pipes due to the fire flow at hydrants on these lines. The construction documents for Phase 2 of the subdivision wi ll reflect these changes . The maximum velocity for the 8" water mains is 10 .5 feet per second, and occurs in Pipes P-5 , P-32 & P- 33 . 4.0 CONCLUSIONS The waterlines proposed for this subdivision should adequately provide the fire flow required with acceptable values for headless and velocity. This analysis was done assuming adequate residual pressure in the existing 18 " water main . No fire hydrants currently exist along this section of line ; therefore , the flow test can be performed, if necessary, once a portion of the proposed lines are constructed to verify this assumption . 2 f~;_)+;"'J \ '6 '1 Wo . .\u\;.,..e_ / / / / Title : Stone Forest Subdivision c:\haestad\wtrc\stone-forest. wed 11 /08/00 09 :37:23 AM / / / / J.21 / Scenario : Base / / / / / / / J.32 J.30 P.3' P.33 R-1 J.31 P.20 F"H f!Z / J.29 / P.32 P.19 -7 J.4 fH 1f I / P-6 -6 / / / J.19 / P.31 J.18 18 12 (H.#17. P.30 fH~b J.20 17 13 P.29 17 J.24 16 13 F H ~/ fH#"ll 27 P.28 16 P.24 23 n-1 ""2> 15 26 14 F'H ~10 22 P.15 14 25 25 i:J rH 9 TEXCO N GENE RA L CONTRACTORS © Haestad Methods, Inc. 37 Brookside Road Waterbury , CT 06708 USA (203) 755-1666 J.28 J.26 FH tis Project Eng ineer: JOE SCHULTZ WaterCAD v3. 1 [071 c) Page 1of1 WATER SUPPLY GRAPH NO.Nus I SO "" ... :. 140 I: ~ \:>Q >- = l)<J llO I: .... 100 I: PO ..; r: to' .... I ... ::! 70 Uj " .a: .. &O I: :li'l'n., )Q ~ 40 I: I: ~ lO I: 10 ... C,..E:C><. • 100 SCALE: ~ ~ 700 USED L\DD - . . I I I I i I ! ' ' I ·! 1 I ' ' ;. 700 ;ioo .. oo 100 w J.2J:Q ~b G~ AOO 100 l""OO . ' I ' j ' i I ! ~ ' l ' 400 . p ., .!°' 0 :~ . -- ., ' 500 ~ ... ·-. -t--··· .:·-·· ' : FLU 600 1200 iaoo . I .. -·--·- ·--.. --- 1 ~ .. I ~ ~ <l I~ l..L c-r ~-, z ~ .~ ~ : -u ~ -GPAA .. 100 \AOO :1100 -- , . ----- -. , . .. .. 700 .2!tfu. Fl O'W -G.f'.M . --- aoo lf.00 2•00 0ATE.Q<1 /'?/\/.,.CJ 18'( - '.t<>O 111100 1700 - INO(X., P~PE~I)' OF C::::: l. j --. -a..-te. ' , . J.\:. hV"'l -• IO<XI ~ :1000 LOCATI~ ~ fu ~ -c "o. G-_.Te.'("' 1o~'<' ~re~'<l.S · Me • •• . I 1· I ' I ., I I I I I . : -l:l 0 ··• - : l'l 0 --: 11 0 , I -90 - : --: 70 - - - so - 40 : - JO : : 20 : = 10 -- : ' ' ' ' ' ' - aoo !tOO 10 M£&_ ~ lOO • Node Elevation Demand Demand Label (ft) Type (gpm) J -4 279.50 demand 0 .00 J-5 281 .50 demand 5 .00 J-6 279 .00 demand 0.00 J-7 277 .50 demand 5 .00 J -8 276.50 demand 0 .00 J -9 278 .00 demand 5 .00 J-10 282 .00 demand 5 .00 J -11 282 .50 demand 5 .00 J-12 286.50 demand 5 .00 J-13 297 .00 demand 5 .00 J-14 302.00 demand 5 .00 J-15 302.00 demand 5 .00 J -16 292 .00 demand 5 .00 J -17 286 .00 demand 5 .00 J-18 285.00 demand 5 .00 J-19 283.00 demand 10 .00 J -2 0 292.00 demand 10.00 J-21 290 .00 demand 10.00 J-22 2 97 .00 demand 5 .00 J-23 296.00 demand 1,505.00 J -24 295.00 demand 5 .00 J-25 2 9 9 .00 demand 5 .00 J-26 285.50 demand 5 .00 J -27 277 .00 demand 5 .00 J-2 8 275.50 demand 5 .00 J-29 277 .50 demand 5 .00 J -3 0 274 .0 0 demand 10 .00 J -3 1 2 73 .00 demand 0 .00 J-32 2 6 6.0 0 demand 0 .00 Title : Sto ne F o rest Subdivis ion c:\haestad\wtrc\stone-fore st.wcd 11/08/00 09:35 :38 A M Demanc Pattern Fixed Fixed Fixed Fi x ed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fi x ed Fi x ed Fixed Fixed Fixed Fixed Fi x ed Fixed Fixed Fixed Fixed Fixed Fixed Calculated Demand (gpm) 0 .00 5 .00 0 .00 5 .00 0 .00 5 .00 5 .00 5 .00 5 .00 5.00 5 .00 5 .00 5 .00 5.00 5 .00 10.00 10.00 10.00 5 .00 1 ,505.00 5 .00 5 .00 5 .00 5 .00 5 .00 5 .00 10.00 0 .00 0 .00 Scenario: Base Extended Period Analysis: 24.0 hr I 24.0 hr Junction Report Hydraul ic Pressure Grade (psi) (ft) ( I I I £xh ;b;+ C 400.49 52.32 393.12 48.27 391 .49 48.64 390.18 48.72 388.53 48.45 387.80 47.48 385.82 44.89 384.21 43.98 382.83 41.66 379.26 35.57 383.02 35.03 385.22 35.99 387.60 41 .34 390.48 45.18 390.48 45.61 390.48 46.48 387.60 41 .34 385.22 41 .18 370.72 31 .88 366.91 ~ 366.91 31 .10 370.72 31 .02 385.82 43.38 387.80 47 .91 387 .80 48.56 391.49 49.29 391.49 50.80 408.24 58.48 409.96 62.25 TEXCON GENERAL CONTRACTORS © Haest ad M e th o d s , In c . 37 B rookside Road Wate rb u ry , CT 06708 USA (203) 755-1666 P roject E ngi n eer: JOE S CHULTZ WaterCAD v 3 .1 [071c] Pag e 1 o f 1 Link Length Diameter Material Label (ft) (in) P-5 209 .00 8 PVC P-32 220 .00 8 PVC P-6 180.00 8 PVC P-7 150.00 8 PVC P-19 144 .00 6 PVC P-8 190.00 8 PVC P-9 84 .00 8 PVC P-10 238 .00 8 PVC P-2 1 131 .00 6 PVC P-11 197.00 8 PVC P-2 3 129.00 6 PVC P-12 172.00 8 PVC P-13 449 .00 8 PVC P-14 410 .00 8 PVC P-24 279 .00 8 PVC P-15 238 .00 8 PVC P-16 248 .00 8 PVC P-28 334 .00 6 PVC P-17 290 .00 8 PVC P-29 335 .00 6 PVC P-1 8 255.00 8 PVC P-30 133.00 6 PVC P-31 120.00 6 PVC P-25 329 .00 8 PVC P-26 126.00 8 PVC P-27 285 .00 6 PVC P-22 141 .00 6 PVC P-20 133.00 6 PVC P-33 49 .00 8 PVC P-34 43.00 18 Ductil e lro1 Title : Stone Forest Subdiv ision c:\haest a d \wtrc\st o ne-forest.w cd 11108/00 09 :3 6 :4 1 AM Roughness 150.0 150 .0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 150.0 130.0 Minor Loss In itial Status 0 .00 Open 0 .00 Open 0.00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0.00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0.00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0 .00 Open 0.00 Open 0 .00 Open 0 .00 Open 0.00 Open 0 .00 Open 0 .00 Open 0 .00 Open E 1 ~; L + a " Scenario: Base Extended Period Analysis: 0.0 hr I 24.0 hr Pipe Report Current Discha rge Start End Head loss Fri ction Status (gpm) Hydraulic Hydraulic (ft) Slope Grade Grade (ft/1 OOOft) (ft) (ft) Open 1 ,640 .00 400.49 393 .12 7.36 35.22 Open -1 ,640 .00 400.49 408.24 7 .75 35 .22 Open 788.13 393 .12 391 .49 1 .63 9.08 Open 773 .13 391 .49 390 .18 1 .31 8 .76 Open 15.00 391 .49 391.49 0 .35e-2 0.02 Open 768 .13 390 .18 388 .53 1.65 8 .66 Open 768 .13 388.53 387 .80 0 .73 8 .66 Open 753 .13 387 .80 385.82 1 .99 8 .35 Open 10.00 387 .80 387 .80 0 .15e-2 0 .01 Open 743 .13 385 .82 384 .21 1 .60 8 .14 Open 5.00 385.82 385 .82 0.4e-3 0 .31e-2 Open 738 .13 384.21 382 .83 1 .38 8 .04 Open 733 .13 382 .83 379 .26 3 .57 7 .94 Open -791 .87 379 .2 6 383 .02 3 .76 9 .16 Open 1,520.00 379 .26 370 .72 8 .54 30 .61 Open -796.87 383 .02 385 .22 2.21 9 .27 Open -811 .87 385 .22 387 .60 2 .38 9 .59 Open 10.00 385 .22 385 .22 0 .38e-2 0 .0 1 Open -826 .87 387 .60 390.48 2 .88 9 .92 Open 10.00 387 .60 387 .60 0 .38e-2 0 .01 Open -846 .87 390.48 393.12 2 .64 10 .37 Open 15.00 390.48 390.48 0 .32e-2 0.02 Open 10.00 390.48 390.48 0 .14e-2 0 .01 Open 5 .00 370.72 370 .72 0 .27e-3 0 .83e-3 Open 1 ,510 .00 370 .72 366 .91 3 .81 30 .23 Open 5 .00 366 .91 366 .91 0 .92e-3 0 .32e-2 Open 5 .00 387 .80 387 .80 0 .46e-3 0 .32e-2 Open 10 .00 391.49 391.49 0 .15e-2 0 .01 Open -1 ,640 .00 408.24 409.96 1 .73 35 .22 Open -1 ,640 .00 409 .96 410.00 0 .04 0 .88 TEXCON GENERAL CONTRACTORS © Haest a d M e thod s, In c. 37 Brookside Roa d Wate rb u ry, CT 06708 U S A (203) 755-1666 Project En gi n ee r : JOE SC HULTZ WaterCAD v3 .1 [071 c] Pag e 1of1 Sen t By ~ TEXCON· ' 979 690 9797• '\{\o~~CCf\ . May-17 -01 3:20PM; TE CON1 GENERAL CONTRACTORS Div . of CDS Enterprises, Inc. Pa ge 1 'Ser c::: (615 (J~ -()O -70 I 707 G~aham Road Colleg1 Stationt TX 77845 Phone : (979)690-T/ l 1 Fax: (979)690-9797 .·. FAX TRANSMITTAL COVER. SHEET . Date: Numberofpages: 4-i ------- ~Including this cover sheet) •J From : . _i..j~Schu..lr=f=. Company : ---·--Company : ·-~TbXCON . ....___ __ ---_JJ.7-JJ§J0-9 7 97 ·-·--·-U~~.3f:J.b____ fax#: Messag~: ----..'·--8~ &(~, ~ I If you ~o not receive the complete transmission, please contact us at (979)690-7711 . . :·, Sent By : TEXCON; 979 690 979 7 ; TEX CON General Comracror.s Div, of CDS Enr e.rpriscs , lnc . May-17-0 1 3:20P M; 1707 Graham Rd . • College Station. TX 77845 • 979-690-7711 • Fax: 979-690-9797 May 17, 2001 Bridgette: George Asst. Development Coordinator City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Stone Forest Subdi vision, Phase 1 -College Station, Texas Dear Ms . George: Attachedis a revised estimate of the percentage of work completed to date for the above mentioned project. Please d isregard the estimate dated April 30, 2001 , which was previously submitted. The developer would like to submit a bond for the incomplete work . Otice we hear from vou that this revised estimated amount is sufficient, we will . . . have the developer submit the bond for the remaining work. Tf you have any questions or need additional information, please do not hesitate to gi ve me a call at (979) 690-7711. Sincerely Yours , ~···~·· Joe Schultz, P .E . C i vi l Engin~t:r Attachments Page 2 Sent By : TEXCON; 979 690 9797; May -1 7 -01 3:20P Mj Page 3 /4 .. . :· '·· ·~: .. TEXCON GENERAL CONTRACTORS 17-May ~01 ENGINEERS COST ESTIMATE STONE FOREST SUBDIVISION ., ,. COLLEGE ST A TION, TEXAS ~:: ·· .. PHASE 1 -60 LOTS ·· . .. Item .:· Estimated Unit Estimat~d % Amount ,. No. ,.,. ,. Description Quantit:t Price Cost • Co!:!J.Ql~te Remaining '.: Sitework r. 1 Mobilizat i on ~~ayout (entire phase one) 1 .0 LS $15,000.00 $15,()QO 100 $0 2 Erosion Co11\rol/Seedlng 1 LS $15,000 .00 $15,000 75 $3,750 3 Site Prepara tion 7.0 AC $7,000.00 $49.'*30 100 $0 4 Topsoil Stripping & Replacement 2,500 CY $4 .00 $10.®0 80 $2.000 5 Excavation/$rading 7 ,800 CY $3 .00 $23,400 95 $1 , 170 6 Lime Stabili~d Subgrade 14,750 SY $3 .00 $44,2!50 100 $0 7 Concrete La~down Curb 8 ,050 LF $7 .00 $56 ,300 95 $2,818 8 Base Materlil -6" depth 12,500 SY $6 .00 $75,000 75 $18,750 9 Asphalt Pav ~~g - 1 112" depth 12 ,500 SY $4 .75 $59,375 0 $59 ,375 10 Concrete Apfons 2,000 SF $5.00 $10,0bO 75 $2,500 11 Sidewalks ) 11 ,700 SF $2 .75 $32 ,175 75 $8,044 12 ADA Ramps (: 10 EA $400.00 ~ 50 gQQQ -::: Subtotal $393,SSO $100,406 ·.;: '.~~ Detention Pb nd ;,.: $23.100 13 Site Preparation 3 .3 AC $7,000 .00 100 $0 14 Topsoil Stripi)ing & Replacement 1,800 CY $4 .00 $7,200 60 $2 ,880 15 Excavation/drading 18 ,900 CY $3.00 $56,1po 90 $5 ,670 16 Outflow StnJ ~ture Complete 1 LS $15,000.00 $15 ,000 0 $15 ,000 17 Low Flow FI Jhie 2,620 LF $5.00 ~13,1QO 0 ~1~.1QO Subtotal $115 ,100 $36,650 ~~ :.:.: Storm Dral~ge 18 Drainage Pi~ -18" RCP -structural 0 LF $36.00 $0 100 $0 19 Drainage Pip~ -18" RCP -non-structural 198 LF $26 .00 $5 , 148 100 $0 20 Drainage Pip~ -24" RCP -structural 970 LF $42.00 $40,740 100 $0 21 Drainag.e Pip~ -24" RCP -non-structural 237 LF $32.00 $7,584 100 $0 22 Drainage P i~ -27" RCP -structura l 10 LF $46.00 $460 100 $0 23 Drainage Pipe -27" RCP -non -structural 430 LF $36.00 $15.480 100 $0 24 Drainage Pip~ -30" RCP -structural 64 LF $50 .00 $3,200 100 $0 25 Drainage Pip¢ -30· RCP -non-structural 0 LF $40.00 $0 100 $0 26 Drainage Pip~ -36" RCP -non-structural 500 LF $60 .00 $30 ,000 100 $0 ,. $14 ,50 0 27 Drainage Pip~ -36" RCP -non-structural 290 LF $50 .00 100 $0 27 Drainage PfpJI -42" RCP -structural 144 LF $75.00 $10.60 0 100 $0 28 Drainage Pl~ -42" RCP • non-structural 0 LF $65.00 $0 100 $0 29 Drainage Pip~ -48" RCP -structural 168 LF $85.00 $14 ,2$0 100 $0 30 Drainage Pip~ -48" RCP -non-structural 190 LF $75 .00 $14 ,2 50 100 $0 31 Inlets 5' w ide/juncti on boxes 9 EA $2,250 .00 $20 ,2 50 95 $1 ,013 32 Inlets 1 O' wide 9 EA $2,800 .00 $25 ,2 0 0 95 $1,260 33 Inlets 15' wide 2 EA $3,300.00 $6 ,600 100 $0 34 24" RCP sarJ\y ends 4 EA $750.00 $3,oOO 100 $0 _, $7.000 35 Headwalls -48" RCP 2 EA $3 ,500 .00 100 $0 36 Headwall s -l El" RCP 1 EA $2.400 .00 $2,400 100 $0 37 Headwalls -1lr RCP 1 EA $1 ,200 .00 $1,200 100 iQ ... Subtotal $222,092 $2,273 < ·•: ~\ ,. Sent By .: TEXCON; 979 690 9797; May -17 -01 3:20P M; Page 4 /4 ·:· ~: ., '•" ·.~. >.· Waterline' $12 ,QOO 38 6" Water P'{C CL200 (C900) structural 500 LF $24 .00 95 $600 39 6" Water P~.(; CL200 (C900) non -structural 505 LF $18 .00 $9,090 95 $455 40 8" Water P \{.¢ CL200 (C900) structural 1,600 LF $28 .00 $44,800 95 $2,240 41 8" Water PVC CL200 (C900) non-structural 342 LF $20 .00 $6,e,\40 95 $342 42 S" Water 01e non-structural 20 LF $26 .00 $520 95 $26 43 Gate Valve &.~-6" 4 LF $550 .00 $2,200 95 $110 44 Gate Valves'.;~ BR 6 LF $600.00 $3,600 95 $180 45 M.J. Bends ·; 13 EA $300 .00 $3,900 95 $195 46 M.J. Tees i; 14 EA $300.00 $4 ,200 95 $210 47 Water Servi 4~s 35 EA $700 .00 $24,500 95 $1,225 48 Water Tie-i n ~.~t existing stub out 1 EA $500.00 $500 95 $25 49 2" Blow off A$sembly 6 EA $400.00 $2,400 95 $120 50 Tapping Sle~e and Valve 18" x a-EA $12,000.00 $12 ,000 95 $600 51 Fire Hydrant'.;Assembly 7 EA $2,000.00 ~14,QQO 95 $700 .v Subtotal $140,SSO $7.028 t:~ Sanitary Se,er Lines 52 8" SDR 26 P~e • structural 500 LF $28.00 $14,0QO 95 $700 53 8'' SDR 26 Pipe -non-structural 1 ,824 LF $22 .00 $40, 1 ~8 95 $2,006 54 8" ASTM 22en pressure pipe -structural 80 LF $32 .00 $2 ,560 95 $128 ::. $24.00 $10,032 55 6" SDR 26 Pij)e -structural 418 LF 95 $502 56 6" SDR 26 P ip e -non-structural 978 LF $18.00 $17,6Q4 95 $880 57 Sewer Servi~s 35 EA $600 .00 $21,0QO 95 $1,050 58 Manholes -ayerage depth 1 O' 18 EA $2.250.00 $40,500 95 $2,025 59 Sewer T ie-in :•t existing 1 EA $400.00 $400 95 ~ ~; Subtotal $146,224 $7,311 Total Sltework $393,550 $100,406 Total Detention Pond $115, 100 $36,650 Total Storm Drainage $222,092 $2,273 · .. Total Water $140,5~ $7,028 ,. Total Sanitary :Sewer 146 224 7 311 TOT AL CONSTRUCTION $1,017,516 $153,667 · .. A TEX CON General Contractors Di v. of CD S Enterprises , Inc. 1707 Graham Rd. • College Station , TX 77845 • 979-690-771 1 • Fax: 979-690-9797 00 -70 April 30, 2001 Su-~~J VJt~af~ IM}J__ 5/ /1f0/ Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Stone Forest Subdivision, Phase 1 -College Station, Texas Dear Ms. George : Attached is an estimate of the percentage of work completed to date for the above mentioned project. The developer would like to submit a bond for the incomplete work. Once we hear from you that the estimated amount is sufficient , we will have the developer submit the bond for the remaining work. If you have any questions or need additional information, please do not hesitate to give me a call at (979) 690-7711 . Sincerely Yours, ~~ Joe Schultz , P.E. Civil Engineer Attachments f . ~ ... j' TEXCON GENERAL CONTRACTORS 30-Apr-01 ENG INEERS COST ESTIMATE .. STONE FOREST SUBDIVISION COLLEGE STATION , TEXAS PHASE 1 -60 LOTS Item Estimated Unit Estimated % Amount No . Description Quantity Pr ice Cost Complete Remaining S itework Mobilization/Layout (enti re phase one) 1.0 LS $15,000 .00 $15,000 100 $0 2 Erosion Control/Seeding LS $15,000 .00 $15 ,000 75 $3,750 3 Site Preparation 7.0 AC $7,000 .00 $49,000 100 $0 4 Topsoil Stripping & Replacement 2 ,500 CY $4 .00 $10,000 70 $3 ,000 5 Excavation/Grading 7 ,800 CY $3.00 $23,400 90 $2,340 6 Lime Stabilized Subgrade 14 ,750 SY $3.00 $44 ,250 80 $8 ,850 7 Concrete Laydown Curb 8 ,050 LF $7.00 $56 ,350 50 $28 , 175 8 Base Material -6" depth 12,500 SY $6.00 $75 ,000 50 $37 ,500 9 A sphalt Pa vi ng -1 1 /2" depth 12 ,500 SY $4 .75 $59 ,375 0 $59 ,375 10 Concrete Aprons 2 ,000 SF $5 .00 $10 ,000 0 $10,000 11 Sidewalks 11 ,700 SF $2 .75 $32 , 17 5 50 $16,088 12 ADA Ramps 10 EA $400 .00 $4,000 0 $4,000 Subt otal $393,550 $173,07 8 Det ention Pon d 13 Site Preparation 3 .3 AC $7 ,000 .00 $23 , 100 100 $0 14 Topsoil Stripping & Replacement 1,800 CY $4.00 $7 ,200 60 $2,880 15 Excavation/Grading 18 ,900 CY $3 .00 $56 ,700 80 $11 ,340 16 Outflow Structure Complete 1 LS $15,000 .00 $15 ,000 0 $15,000 17 Low Flow Flume 2 ,620 LF $5 .00 ~13,100 0 ~13,100 S u btota l $115,100 $42,32 0 Storm Dra in age 18 Drainage Pipe -18" RCP -structural 0 LF $36 .00 $0 95 $0 19 Drainage Pipe -18" RCP -non-structural 198 LF $26 .00 $5 , 148 95 $257 20 Dra inage P ipe -24" RCP -structural 970 LF $42 .00 $40 ,740 95 $2,037 21 Drainage Pipe -24" RCP -non-structura l 237 LF $32 .00 $7 ,584 95 $379 22 Drainage Pipe -27'' RCP -structural 10 LF $46.00 $460 95 $23 23 Drainage Pipe -27" RCP -non-structural 430 LF $36 .00 $15,480 95 $774 24 Drainage Pipe -30" RCP -structural 64 LF $50 .00 $3 ,200 95 $160 25 Drainage Pipe -30" RCP -non-structural 0 LF $40 .00 $0 95 $0 26 Drainage Pipe -36" RCP -non-structural 500 LF $60 .00 $30 ,000 95 $1 ,500 27 Drainage Pipe -36" RCP -non-structural 290 LF $50.00 $14 ,500 95 $725 27 Drainage Pipe -42" RCP -structural 144 LF $75 .00 $10 ,800 95 $540 28 Drainage Pipe -42" RCP -non-structural 0 LF $65 .00 $0 95 $0 29 Drainage P ipe -48" RCP -structural 168 LF $85.00 $14 ,280 95 $714 30 Drainage Pipe -48" RCP -non-structural 190 LF $75 .00 $14 ,250 95 $713 31 Inlets 5' wide/junction boxes 9 EA $2 ,250 .00 $20 ,250 60 $8,100 32 Inlets 1 O' wide 9 EA $2 ,800 .00 $25 ,200 50 $12,600 33 Inlets 15' wide 2 EA $3 ,300 .00 $6 ,600 55 $2,970 34 24" RCP safety ends 4 EA $750 .00 $3 ,000 100 $0 35 Headwalls -48 " RCP 2 EA $3,500 .00 $7 ,000 90 $700 36 Headwalls -36" RCP EA $2,400 .00 $2,400 90 $240 37 Headwalls -18" RCP EA $1,200.00 $1,200 90 $120 Subtotal $222 ,092 $32,552 Page 1of 2 ~ • I . • Water Lines 38 6" Water PVC CL200 (C900 ) structural 500 LF $24 .00 $12 ,000 50 $6 ,000 39 6" Wate r PVC CL200 (C900 ) non-structura l 505 LF $18 .00 $9 ,090 50 $4 ,545 40 8" Water PVC CL200 (C900) structura l 1,600 LF $28 .00 $44 ,800 50 $22,400 4 1 8" Water PVC CL200 (C900) non-structural 342 LF $20 .00 $6 ,840 50 $3,420 42 8" Wate r DIP non-structural 20 LF $26.00 $520 50 $260 43 Gate Valves -6" 4 LF $550 .00 $2 ,200 50 $1 ,100 44 Gate Valves -8" 6 LF $600 .00 $3 ,600 50 $1 ,800 45 M.J. Bends 13 EA $300 .00 $3 ,90 0 50 $1,950 46 M.J. Tees 14 EA $300 .00 $4 ,200 50 $2, 100 47 W ater Services 35 EA $700 .00 $24 ,500 50 $12,250 48 W ater Tie-in at existing stub out 1 EA $500 .00 $500 50 $250 49 2" Blow off Assembly 6 EA $400.00 $2,400 50 $1,2 00 50 Tapping S leeve and Valve 18" x 8" 1 EA $12,000 .00 $12 ,000 50 $6,000 51 Fire Hydra nt Assembly 7 EA $2,000.00 ~14,000 50 $7,000 Subtotal $140 ,550 $70 ,275 Sani t ary Sewer Line s 52 8" SDR 26 Pipe -structura l 50 0 L F $28 .00 $14 ,00 0 50 $7 ,00 0 53 8" SDR 26 Pipe -non-structural 1,824 LF $22 .00 $40 , 128 50 $20 ,064 54 8" ASTM 2261 pressure pipe -structural 80 LF $32.00 $2 ,560 50 $1,280 55 6" SDR 26 Pipe -structura l 418 LF $24 .00 $10 ,032 50 $5,0 16 56 6" SDR 26 Pipe -non-structural 978 LF $18 .00 $17 ,604 50 $8,8 02 57 Sewer Services 35 EA $600.00 $21 ,000 50 $10,500 58 Manholes -average depth 1 O' 18 EA $2,250 .00 $40 ,500 50 $20,250 59 Se wer Tie-in at existing 1 EA $4 00.00 $40 0 50 $2 00 Subtotal $146 ,224 $73,112 Tot al Sitewo rk $393 ,5 50 $173,078 Tot al De tention Pond $1 15,1 00 $42 ,320 Total Storm Drainage $222 ,092 $3 2 ,552 Total Wate r $140 ,550 $7 0 ,275 Total San it ary Sewe r ~146 1 224 F31112 TOT AL CONSTRUCTION I $1 ,01 7,516 1 $3 91 ,337 1 __ ,,,,,, --t:. OF /~ \\ .,::.:~· '\ •••••••••••• -;---1 ,, s~ .. * .. IS' '• i! ... •• *I. ii• .. •• * .f * • ·············~ •••••••••••••·•••·••• HULlZ J ~ JOSEPH •• ~;..?_~ .....••... ti: l t•••••••••• .. • I ii! ,~... 65889 .:lft 11 •e..:4:f.~ t~ · ~ ~··; - '\. ... 3b ~'0 I Page 2 of 2 Bridgette George -Stone Forest Subdivision, Phase 1 From: To: Date: Subject: Bob Mosley Bridgette George 5/2/01 8:58AM Stone Forest Subdivision, Phase 1 The estimate dated April 30, 2001 and received by fax, provides an accurate representation of those uncompleted items remaining . Because none of the future City infrastructure has been completed , no letter of completion for acceptance of the infrastructure has been issued. Page 1 TEX.CON Gen eral Con tra ctors Div. of CDS Ente1p rises, Inc. 1707 Graham Rd .• Co ll ege Station , TX 77845 • 409-690-7711 •Fax: 409-690-9797 Nov ember 8, 2000 Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Stone Forest Subdivision, Phase 1 -College Station, Texas Dear Ms. George : Attached are 2 sets of the re vised construction documents . Also attached is a summary of our response to the StaffReview Comments dated October 31, 2000 . Once the revisions have been accepted , we will submit additional set s of plans marked "Issued for Construction ." If you have any questions or need additional information , please do not hesitate to give me a call at (979) 690-7711 . Sincerely Yours , Joe Schultz, P .E . Ci v il Engineer Attachments Stone Forest Subdivision, Phase 1 Response to Staff Review Comments No. 1 Construction Documents: 1. Sheet 1 has been revised. 2. Some "K" values have been revised to reflect the 30 and 40 "K" value minimums for crest and sag respectively. Curves not adjusted were those located next to intersections. It was determined that the speed at an intersection would be low enough that a lower "K" value would be acceptable. Other curves not adjusted were in low points along the street. Adjusting the "K" value would negatively impact the drainage of the streets located in these curves by making the slopes too flat for the water to adequately flow into the storm sewer system. These values should be adequate for the anticipated traffic speed and volume in these locations . 3. The hydraulic grade lines for the 10 and 100-year storm events have been added to the storm sewer plan sheets. Pipe 15 increased from a 42" to a 48 " pipe , and some grade adjustments were made. Attached are two sets of replacement sheets for the drainage report previously submitted. 4. Where soffits do not match in the storm sewer system , extra head loss was included in the HGL calculations. 5. "Minimum 6" Clearance" note was added at all water/sewer crossings with the storm sewer. 6. The pond outlet structure has been revised (Sheet 12), and energy dissipation features have been added to lower the velocities coming out of the detention pond . Concrete riprap is proposed for the roadway ditch to prevent erosion as water moves from the outlet channel into the roadway drainage ditch. 7. The revised design has the outlet pipe entering the overflow channel instead of discharging directly into the roadway ditch. This should improve the appearance , as it is farther away from the roadway and the traveling public. The owner and landscape architect have been asked to address possible aesthetic improvements . 8. A fire flow analysis design report is included with this response. 9. The horizontal and vertical deflection of the water lines comply with the requirement that the maximum allowable deflection cannot exceed 50% of the manufacturer's recommendations for pipe deflection. 10. Valve on W-2 at Station 0+00 has been relocated. 11. A water connection has been added to service Lots 8 & 9 on Amber Stone Court. 12. Blow-off assemblies are proposed at the end of each line to provide air relief for the waterline. 13. Design grade line has been added to sewer profile sheets . Some "Top of Manhole" elevations have been revised. Electrical: Developer will comply with electrical comments . Additional Changes: 1. The locations of the sidewalks along Stone Forest Drive between Greens Prairie Road and Onyx Drive has been changed from 4' to 2' from the back of curb to allow for additional green space between the sidewalk and the common area along Stone Forest Drive. 2. It has been determined that the 12" waterline stub does not exist as previously thought. Waterline W-1 has been revised to connect directly to the 18" waterline with an 18" tapping sleeve. This revised design is shown on sheet 13 . 3. An Engineer's cost estimate and the sanitary storm sewer analysis are also attached. CITY OF COLLEGE STATION DEVELOPMENT SERVICES 1101 Texas Avenue South, PO Box 9960 College Station, Texas 77842 Phone (979) 764-3570 I Fax (979) 764-3496 MEMORANDUM November 31, 2000 TO: FROM: SUBJECT : Joe Schultz, P. E. , Texcon General Contractors, Via fax 690-9797 Bridgette George, Assistant Development Coordinator ~f DP-STONE FOREST (TEXAS CENTROID RANCH) (0 -500070) The following are comments on the construction documents for the above-mentioned project. Please address the comments and submit the following for further staff review: Two (2) sets of revised construction documents. If there are comments that you are not addressing on the construction documents, please provide a letter explaining why. If you have any questions or need additional information, please call me at 764-3570. CC: Johnson Investments, Inc., Via fax (915) 625 -3672 Home of Texas A&M University ' Staff Review Comments 1 Construction Documents Review (Water, Sanitary Sewer, Storm Sewer, Streets) Project: Stone Forest Subdivision -DP-Stone Forest (00-70) 1. Sheet 1 does not appear as the approved SWPPP for the partial DP . Please modify such that they agree. 2. For streets that are to be public infrastructure and not privately maintained , the City has a minimum "K" value of 30 for a crest and 40 for a sag . Please make appropriate modifications or explain . Include all curve data. Include all or typical curb return radii to ensure compliance. 3. Include the hydraulic grade line on stormwater profile sheets as required by the design manual. 4. Storm sewer piping should align soffits. If this is not possible, be sure to include extra head loss in HGL calculations . 5. Add note "MIN . 6" Clearance" where applicable . 6. Velocities appear greater than allowed at the detention pond outlet pipe . Please include some type of energy dissipation structure . 7. Could you describe the esthetic qualities of the detention outlet that drivers-by will view from Greens Prairie Road? Architectural stone, landscaping, etc . 8. Th is office has yet to receive fire flow calculations for this subdivision to ensure pipe sizing and water system looping is adequate. 9. Please note the manufacturer's recommendations for the water line pipe curvature to ensure compliance with design specs. 10. Please relocate the 8" valve on W-2 at Sta . 0+00 nearer to Sta. 0+65 . 11 . Please ensure water connection to Lots 8 and 9 on Amber Stone Court (Sheet 16). 12 . Please address the domestic water air relief situation. Either an air relief should be provided at the piping system's highest point or a fire hydrant may suffice . 13. Design Grade line layer left off sewer profiles. ELECTRICAL 1. Developer responsible for installing conduit per city specification and design. 2. Developer responsible for pouring Transformer pads per city specification and design. 3. Developer responsible for providing Temporary Blanket Easement before utility construction can begin. Reviewed by: Date : NOTE: Any changes made to the plans , that have not been requested by the City of College Station, must be explained in your next transmittal letter and "bubbled " on your plans . Any add itional changes on these plans that have not been pointed out to the City , will constitute a completely new review. l_.0/31/00 11: 27 '5'979 764 3496 DEVELOPMENT SVCS TRANSMISSION OK TX /RX NO. CO NECT IO N TEL CO NNE CTIO N ID START TIME USAGE TIME PAGES RES ULT *************************** *** ACTIVITY REPORT *** *************************** 5006 10 /31 11: 26 01 '10 2 OK 96909797 ~001 1 0 /31 /00 11: 30 l 'B979 764 3496 DE VE LOP MENT SVCS TR AN SMISSIO N OK TX/RX NO. CO NNECT IO N TEL CO NNECT IO N ID ST ART TIME USAGE TIME PAGES RES ULT *************************** *** ACTIVITY REPORT *** *************************** 5007 919156253672pp161 10 /31 11 :28 02 '08 2 OK ~UUl Stone Forest Subdivision Pipe Calculations Upstream Pipe# Size Length Slope Elev (i n) (ft) (%) (ft) 1 36 166.0 2 268 .97 2 36 329.9 1 274 .30 3 30 62.2 2 277 .04 4 27 116.6 2 .5 280.21 5 24 185.0 3 .5 286.94 **6 24 370 .0 2 299 .54 8 18 168.1 4 .5 273.70 9 48 192.1 1 271.83 --- 10 48 27.0 1.5 272.34 11 24 97.6 1.25 277 .72 12 24 61 .0 1.25 278.58 13 24 593 .3 1.56 287 .94 --- 14 18 29 .0 2 289.03 15 48 138.5 0.7 273.40 16 42 46.2 1.5 275.04 17 24 27 .0 3 278.26 18 36 181 .9 1.5 278.33 19 36 82.4 1.5 279.72 20 36 27 .0 1.5 280 .22 21 27 86.9 3 .25 283 .78 22 27 64 .3 3 .25 285 .97 23 27 242 .2 0 .8 288 .69 **24 18 28 .0 4 291 .88 **2 5 18 522 .0 1.75 301 .02 26 27 110.4 2 288.59 27 27 13 .9 1 288 .83 **2 8 24 85 .0 1 291 .61 -- **29 24 555 .0 1 297 .26 --- **30 18 28.0 1.75 298.00 Downstrearr 10 year storm Elev *Actual Fl ow Design Flow V 10 %Full (ft) (cfs) (cfs) (fps) 265 .65 50 .73 12 .84 54.6 271.00 42.56 9 .44 60 .9 275.80 39.86 12 .01 64 .0 277 .29 25.30 11 .74 53 .3 280.46 15.81 25.53 13 .32 58.8 292 .1 4 10.02 16.18 9 .66 52.7 266 .14 8.41 13.58 12.50 59.2 269 .91 110.26 11.85 69.0 271 .93 105.84 13.83 58.6 276 .50 12.99 20.98 8 .45 73 .9 277 .82 12 .99 20 .98 8.45 73 .9 278 .68 12.99 20 .98 9 .28 67 .6 288 .45 6.81 11 .00 8 .51 63 .2 272.43 80.93 9 .68 61 .3 274 .35 80.93 12.90 61.8 277 .45 11.73 18.94 11 .71 51 .3 275 .60 60 .79 11 .92 67 .7 278.48 60 .79 11 .92 67 .7 279 .81 55 .47 11 .72 63 .5 280 .96 45.46 14.70 72 .6 283.88 45.46 14.70 72 .6 286 .75 19.71 6 .33 73 .1 290 .76 6 .06 9 .79 11 .06 50.2 291 .88 6 .78 10.95 8 .20 70 .9 286 .38 18.94 10.05 48.0 288 .69 18.94 7 .72 59.2 290 .76 8 .49 13 .71 7.13 59.0 291 .71 8.49 13.71 7 .13 59.0 297 .51 3 .70 5 .98 7 .17 47.9 100 year storm Travel Time, tT1o *Actual Flow Design Flow V 100 % Full (sec) (min) (cfs) (cfs) (fps) 13 0.22 69.47 13 .75 67 .3 35 0.58 58.46 9 .97 77 .3 5 0.09 55 .63 12.48 85.3 10 0 .17 34 .12 12.55 64.6 14 0 .23 21 .32 34.43 14.11 72 .7 38 0.64 13.51 21 .82 10.34 63 .8 13 0.22 11.33 18.3 13 .20 73.2 16 0 .27 144.32 11 .81 92.4 2 0 .03 138.37 14 .60 70.6 12 0 .19 13.83 22.34 8.51 78 .1 7 0 .12 13 .83 22 .34 8 .51 78 .1 64 1.07 13 .83 22 .34 9.38 70 .9 3 0 .06 6 .55 10.58 8 .61 65 .7 14 0 .24 108.47 10.12 79.5 4 0 .06 108.47 13 .53 77 .7 2 0 .04 15.81 25 .53 12.54 61 .9 15 0 .25 81 .33 11.99 91.6 7 0.12 81 .33 11 .99 91 .6 2 0 .04 72 .52 12.22 78 .3 6 0 .10 53 .39 14.83 84 .9 4 0 .07 53 .39 14 .83 84.9 38 0 .64 21.02 6 .37 77.3 3 0 .04 6.42 10 .37 11 .21 51 .9 64 1 .06 7 .25 11 .71 8 .27 74 .9 11 0 .18 25 .54 10 .80 57.4 2 0 .03 25 .54 8 .17 73 .4 12 0.20 11.46 18.51 7 .55 73 .0 78 1.30 11.46 18.51 7.55 73.0 4 0 .07 5 .00 8.08 7 .71 57.4 *These values reflect the actual flow for the 18" & 24" pipes. The des ign flow for these pipe sizes reflects a 25% reduction in pipe area . (Refer to attached calculation for specific information.) Travel Time, tnoo (sec) (min) 12 0 .20 33 0 .55 5 0 .08 9 0.15 13 0 .22 36 0 .60 13 0.21 16 0 .27 2 0.03 11 0.19 7 0 .12 63 1.05 3 0.06 14 0 .23 3 0 .06 2 0.04 15 0 .25 7 0.11 2 0 .04 6 0 .10 4 0 .07 38 0 .63 2 0.04 63 1.05 --- 10 0.17 2 0.03 11 0.19 74 1 .2 3 4 0.06 **These pipes will be constructed during future development of Phases 2 & 3 . P ip es 5 , 23 & 27 will be stubbed out durin g Phase 1 construction . Pipe 13 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perime ter ............... . Perimeter ...................... . Velocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth o f Flow 24 .0000 i n 20.9800 cfs 0.0 15 6 ft/ft 0. 0140 16.2326 in 3.1 416 ft2 2 .2613 ft2 46.3504 in 75.3982 in 9.2778 fps 7 .0 2 5 4 in 67.6357 % 26.2371 cfs 8.3515 fps Pipe 13 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimete r ...................... . Vel ocity ....................... . Hydraulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow vel oc i t y ............. . Stone Fore st Subdivision, Phase 1 College Stat ion, Texas Circular Depth of Flow 24.0000 in 22.3400 cfs 0.0156 ft/ft 0.0140 17.0200 in 3 .1416 ft2 2 .3824 ft2 48.0578 in 75.3982 in 9 .3772 fps 7.1385 in 70.9168 % 26 .2371 cfs 8.3515 fps Pipe 15 -10 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diame t er ....................... . Flowrate ....................... . Slope .......................... . Manning ' s n .................... . Computed Results: Depth .......................... . Area ........................... . Wetted Area .................... . Wet ted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Circular Depth of Flow 48.0000 in 80.9300 cfs 0 .00 70 ft /ft 0. 0140 30.3055 in 12 .5 664 ft2 8.3606 ft2 88 .1589 in 150 .79 64 in 9.6800 fps 13.6563 in 63.1364 % 111.5963 cfs 8.8805 fps Pipe 15 -100 Year Storm Manning Pipe Calculator Given Input Data: Shape .......................... . Solving for .................... . Diameter ....................... . Flowrate ....................... . Slope .......................... . Manning' s n .................... . Computed Results : Circular Depth of Flow 48 .0000 in 108.4700 cfs 0.0070 ft/ft 0. 0140 Depth ........................... 38 .18 26 in Area ........................... . Wetted Area .................... . Wetted Perimeter ............... . Perimeter ...................... . Velocity ....................... . Hy draulic Radius ............... . Percent Full ................... . Full flow Flowrate ............. . Full flow ve locity ............. . Stone Forest Subdivision, Phase 1 College Station, Texas 12.5664 ft2 10.7190 ft2 105.74 52 in 150.7964 in 10 . 1194 fps 14.5967 in 79.5472 % 111 .5963 cfs 8.8805 fps k.11. ii·~-oo TE X CON GENERAL CONTRACTORS ENGINEERS COST ESTIMATE STONE FOREST SUBDIVISION COLLEGE STATION, TEXAS PHASE 1 -60 LOTS Item Estim a ted U nit Estimated No . Description Quantity P rice Cost Sitework 1 Mob iliz ation/Layout (entire phase one) 1.0 LS $15 ,000 .00 $15 ,000 2 Eros ion Control/Seeding 1 LS $15 ,0 00 .00 $15 ,000 3 Site Preparation 7 .0 AC $7 ,000 .00 $49,000 4 Topsoil Stripping & Replacement 2,500 CY $4 .00 $10 ,000 5 Excavation/Grad ing 7 ,800 CY $3.00 $23 ,4 00 6 Lime Stabilized Subgrade 14,750 SY $3.00 $44 ,2 50 7 Concrete Laydown Curb 8,050 LF $7 .00 $56 ,3 50 8 Base Material -6" depth 12,500 SY $6 .00 $75,000 9 Asphalt Paving - 1 1/2" depth 12 ,500 SY $4.75 $59 ,3 75 10 Concrete Aprons 2 ,000 SF $5.00 $10 ,000 11 Sidewalks 11 ,700 SF $2.75 $32 , 175 12 ADA Ramps 10 EA $400 .00 $4 ,000 Subtotal $393,550 Detention Pond 13 Site Preparation 3 .3 AC $7,000 .00 $23,100 14 Topsoil Stripping & Replacement 1,800 CY $4 .00 $7 ,200 15 Excavation/Grading 18,900 CY $3 .00 $56,700 16 Outflow Struction Complete 1 LS $15,000 .00 $15 ,000 17 Low Flow Flume 2,620 LF $5 .00 $13 , 100 Subtotal $115,100 Storm Drainage 18 Drainage Pipe -18" RCP -structural 0 LF $36 .00 $0 19 Drainage Pipe -18" RCP -non-structural 198 LF $26 .00 $5 , 148 20 Drainage Pipe -24" RCP -structural 970 LF $42 .00 $40 ,740 21 Drainage Pipe -24" RCP -non-structural 237 LF $32 .00 $7 ,584 22 Drainage Pipe -27" RCP -structural 10 LF $46.00 $460 23 Drainage Pipe -27" RCP -non-structural 430 LF $36 .00 $15,480 24 Drainage Pipe -30" RCP -structural 64 LF $50 .00 $3 ,200 25 Drainage P ipe -30" RCP -non-structural 0 LF $40.00 $0 26 Drainage Pipe -36" RCP -non-structural 500 LF $60 .00 $30 ,000 27 Drainage Pipe -36" RCP -non-structural 290 LF $50 .00 $14 ,500 27 Drainage Pipe -42" RCP -structural 144 LF $75 .00 $10,800 28 Drainage Pipe -42" RCP -non-structural 0 LF $65.00 $0 29 Drainage Pipe -48" RCP -structural 168 LF $85 .00 $14 ,2 80 30 Drainage Pipe -48" RCP -non-structural 190 LF $75 .00 $14 ,250 31 Inlets 5' wide/junction boxes 9 EA $2,250 .00 $20 ,250 32 Inlets 1 O' w ide 9 EA $2,800.00 $25,200 33 Inlets 15' wide 2 EA $3,300 .00 $6,600 34 24" RCP safety ends 4 EA $750 .00 $3 ,000 35 Headwalls -48" RCP 2 EA $3,500 .00 $7 ,000 36 Headwalls -36" RCP EA $2,400 .00 $2,400 37 Headwalls -18" RCP EA $1,200 .00 $1 ,20 0 Subtotal $222,092 Page 1 of 2 Water Lines 38 6" Water PVC CL200 (C900) structural 500 LF $24 .00 $12 ,000 39 6" Water PVC CL200 (C900) non -structural 505 LF $18 .00 $9,090 40 8" Water PVC CL200 (C900) structural 1,600 LF $28 .00 $44 ,800 41 8" Water PVC CL200 (C900) non-structural 342 LF $20 .00 $6,840 42 8" Water DIP non -structural 20 LF $26.00 $520 43 Gate Valves -6" 4 LF $550 .00 $2,200 44 Gate Valves -8" 6 LF $600 .00 $3,600 45 M.J . Bends 13 EA $300 .00 $3,900 46 M.J. Tees 14 EA $300 .00 $4,200 47 Water Services 35 EA $700 .00 $24,500 48 Water Tie-in at existing stub out EA $500 .00 $500 49 2" Blow off Assembly 6 EA $400 .00 $2,400 50 Tapping Sleeve and Valve 18" x 8" EA $12,000 .00 $12,000 51 Fire Hydrant Assembly 7 EA $2 ,000.00 $14,000 Subtotal $140,550 Sanitary Sewer Lines 52 8" SOR 26 Pipe -structural 500 LF $28 .00 $14,000 53 8" SOR 26 Pipe -non-structural 1,824 LF $22 .00 $40 , 128 54 8" ASTM 2261 pressure pipe -structural 80 LF $32 .00 $2 ,560 55 6" SOR 26 Pipe -structural 418 LF $24 .00 $10,032 56 6" SOR 26 Pipe -non-structural 978 LF $18 .00 $17,604 57 Sewer Services 35 EA $600 .00 $21,000 58 Manholes -average depth 1 O' 18 EA $2,250.00 $40 ,5 00 59 Sewer Tie -in at existing EA $400 .00 $400 Subtotal $146,224 Total Sitework $393,550 Total Detention Pond $115,100 Total Storm Drainage $222,092 Total Water $140,550 Total Sanitary Sewer 146 224 TOTAL CONSTRUCTION $1,017,516 Engineering and Survey@ 5% $50,876 Contingency@ 5% $50,876 TOTAL! $1,119,2681 Page 2 of 2 ~-~ DEVELOPMENT PERMIT PERMIT NO. 500070 COLLEGE STATION DP-STONE FOREST (TEXAS CENTROID RANCH) FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: DATE OF ISSUE: November 21, 2000 OWNER: JOHNSON INVESTMENTS , INC 1400 COMMERCIAL AVENUE COLEMAN TX 76834 TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 300 GREENS PRAIRIE RD DRAINAGE BASIN: LICK CREEK VALID FOR 12 MONTHS CONTRACTOR: JOSEPH P . SCHULTZ TEXCON,GENERALCONTRACTORS 1707 GRAHAM RD COLLEGE STATION TX 77845 FULL DEVELOPMENT PERMIT All construction must be in compliance with the approved construction plans All trees must be barricaded, as shown on plans , prior to any construction . Any trees not barricaded will not count towards landscaping points . Barricades must be 1' per caliper inch of the tree diameter. The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition, placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equipment as well as erosion, siltation or sedimentation resulting from the permitted work. Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced before any operations of this permit can begin . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development of an are outside the special flood hazard area. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date \ / /i 11,z~ OU I Date A.gent/ Contractor \\~c§\KD Cb-5o0010 I ~2.:3-CO ~ MV1 • • SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATIFN >plication is hereby made for the following development specific site/waterway alterations: ?""1);c. ;..._.fr,5f.-.. J.. ... ~ e1.....J kM:.. ....J Co-S~~J-: .... ACKNOWLEDGMENTS: I, -----'j-""-'~ ... ~~«~?..,_h___,__5_. -~-"'-''\,._\..~"""-=-S..,o.._"'-;__;__, design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards. As a condition of approval of this permit application, I agree to construct the improvements proi;>0sed in this application according to these d~ts. and requirements of Chaple< 13 of the College Station~~ Owner(s) Con or CERTIFICATIONS: (for proposed alterations within designated flood haz.ard areas.) A I, , certify that any nonresidential structure on or proposed to be on this site as part of this application is designrJed to prevent damage to the structure or its contents as a result of flooding from the I 00 year storm. Engineer Date I, , certify that the finished floor elevation of the lowest floor, including any ..ement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended. Engineer Date .::cordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris rrom construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply. FINAL PLAT APPLICATION FNLPAPP.DOC 3/2S/99 3 of3 ~ti FOR OFFICE USE ONLY P &Z CAS E NO.: 00:1<j5 ATE SUB MITTED: I ~ y (k> ~· '· .. q:oo~ LLlGt STATION FINAL PLAT APPLICATION (check one) Minor __ Amending V Final __ Vacat ing __ Replat The following items must be submitted by an established filing deadline date for P & Z Commission consideration. MINJMUM SUBMITTAL REQUIREMENTS: V Filing Fee of $200.00 . --v7" Development Permit Application Fee of $100.00 (if applicable). ~Infrastructure Inspection Fee of $300.00 (applicable if any public infrastructure is being constructed.). __I(" Application completed in ful l. _1L Thirteen (13) folded copies of plat. ( signed mylar original must be submitted after staff review.) ~One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable). Paid tax certificates from City of College Station, Brazos County and College Station I.S.D. ~A copy of the attached checklist with al l items checked off or a brief explanation as to why they are not. V Two (2)copies of public infrastructure p lans associated with ~splat (if <!pplicable). APPLICATION DATA Pori ;.,...._ ~f B{oc.fc(,l-d 3-~p/,..+ -\ME OF SUBDIVISION __ 5_+_~ h_~_r::._ .. ,.._c_rr~)-""_fo_J_,·v_1 J_,_·o ""---c~+-_--_( 'E'_.,L_o~s_L._ ..... _A-r-_c:.·_· J~f2-~_~L~ ,'ECIFIED LOCATION OF PROPOSED SUBDIVISION _5_b_'-"..J-_h_~o£~-~~•-t!_e-v-_S_~Pr_~_:f_'~~ _e_c_&_J_Cl~n_J et>s+ (')£ L c,.kw~..,, Dc~lle y'\()(+'v-~-t Pelah /e C.r("elc .5v.0cL~-Jr .:-i,, APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name le\j_(.on -c~~Jvl Cci .... -\.nd-brS ti~ 5t.~ .. L{z.. P.£. Street Address l'l ~1 c, '°""""6---~(, city c..o u ... 5 ~ S+c. +-:~" .. E -Mail Address j oe "'Sc .. J. .... l+z Q ~'-4"" Jt f ·--- Fax Number q 1 9 -b '1 D -9 7 9 7 State Phone Numbe r Zip Code 17 S4.> q7'1-b'i o-7{/I P OPER1Y OWNER'S INF ORMATION: Nan1e .J t:.\.'<\ So"' l -1"\v (' ~Y"r\~ ..1 S ,__:l_,,-._c_. --------------------- Street Address State L f.-.__ {4-D ~ L o .,..........._Q_rc:~( f\-',Jl\..t~~ Zip Code ] G % "3 4 City ___ C...._/_Vh __ · _vi ______ _ E-Mai l Address ------ Phone Numbe r t'} { S ~ ~ L-5 -LI Z..4 Fax Nwnber ARCHITECT OR ENGINEER'S INFORMATION: J ~ ~c.... lv l ti-~ f ·-~---------,,----- Street Address _ _l~7 (_, r~ he,~ /2-0 ~J City c_ o /(.,)~ S fJ:-;.-. ~':)" Name State l~ Zip Code ] 7 CS o Z E-Mail Address jce5~1..J+i G_ -fe-..J. <a". "'d Phone Number (D? 0 ,-71 ( f Fax Number ___ 0 _ _,_?_o_-_?--'-7~1_,?'-------- FINAL PLAT APPLICATION FNLPAPP.DOC 3n5199 l of3 .. TOTAL ACRES OF SUBDIVISION 24.) ~ R-0-W ACREAGE _).~TOTAL # OF LOTS b () ----- TUM BER OF LOTS BY ZONING DISTRICT b () I f(_/ (3, I I AVERAGE ACREAGE OF EACH RESIDENTIAL LO T BY ZONING DISTRICT: I ----().?.A I {2J 13 FLOODPLAIN ACREAGE 0 . 0 I ---- PARKLAND DEDICATION ACREAGE OR FEE AM OUNT I ---- ---------- -- A STATEMENT ADDRESSING ANY DIFFERENCES BETWEEN THE FINAL PLAT AND APPROVED MASTER DEVELOPMENT PLAN AND/OR PRELIMINARY PLAT (IF APPLICABLE): \ V\.C.""'Q ~ .5\Al.:i J.~v;_s;~"' ~s 0~t'V\ ~ ~6""-fJ Pro~ s+oY\c: ok Es-f-af.c_) ~L Sb"'~ f'o,..c ~t . w So~e of +Jk. s-/.rcc+ (\O.llh.<"5 ho\K o(so c....h.av-.y~d. REQUESTED V ARlANCES TO SUBDIVISION REGULATIONS & REASON FOR SAME f\J ) (\ -~1~~---- REQUESTEDOVERSIZEPARTIC~ATION ___ N--1-/~(t.-'-------~-------~--~ I NOTE : DIGITAL COPY OF PLAT (IF APPLICABLE) MUST BE SUBMITTED PRlOR TO FILING. The applicant has prepared this application and ce rtifles that the facts slated herein and exhibits a/lached hereto are true, correct and complete. The undersigned hereby requests approval by the City of Co llege Sta tion of the above idenlifled final plat. Date FINAL PLAT A.PPUCATION 2 of3 t:."'r ' n • T'Oo ... -.. ~ _ TEX CON Genera l Contracto rs Dii '. of CDS Enterprises , Inc. l 707 Gra ha m Rd. • Co ll ege Stat ion, TX 77845 • 409-690-77 11 • Fax: 409-690-9797 November 13 , 2000 Bridgette George Asst. Development Coordinator City of College Station 1101 Texas Avenue College Station, Texas 77842 Subject: Master Preliminary Plat -Texas Centroid Ranch -Stone Forest Subdivision Dear Ms. George: Attached is the mylar of the above referenced plat as requested by Spencer Thompson. This plat reflects the name change of the subdivision from Stonegate Estates to Stone Forest. Also , the street names have been changed to how they will be proposed with the final plat for each phase. I apologized for any inconvenience this may have caused. If you have any questions are need additional information, please give me a call at 690- 7711. Sincerely yours , Jrp~ Attachment