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HomeMy WebLinkAbout33 Development Permit 597 Lincoln-HentonN"/f----·-- 9EXAA Sll'llHCS ASSOC 2.3 7 ACRES (11 71 /1) 81S {l.SIBJlli} ·--Z c R-l IN 711 cf' ~ '§. .p ~ I !! / _,. l ! -0 ~ l ! d' ~ ~ ~ ~ ? / ~ ...,. ,,. oJ' d' _,. d' .p l ~ ? ~ l /Oii! /OJ8 /OH /OJ! ,~ 1076 -0 ~ ~CIR ~ ;:!; ~( 1w1 \ 'OH I 1ilHJ~ I /(ftJ 11021 I 1011 i 'o" '\ ii,,_ 'l h { dni,, I<; 1 fl ow> l/J<r<-de~rno i ne.i _ (Xe "' ~c.-h:J sk ido tor I o u.., /-i onS /· /1ri€ 5e. 0 ( d n:."' hs) · G°S& ; P ~r = 69 ri, P ~~ -;. t;z. r~ flow :: t S8F.:> jf rn 0r;e; : p skt-~ 5C? rl p r-c~ = 8? 'Fi Pio~ ::. 1t.2Sjprn Qualit.l/ Service and Performance -Our Promise to YDJJ1 ~''(, hen. t«rt f1-i<. Ch_ .Plows ~u.., ~ t h 1'11-/ -··· _ 1flJi~~-on fhe :llow11J dni-W•'j· lh&_,[fow~ _ ~''J;~=~ ot;t~;4l~~~i ~ri:~f£;, duri,'•whcch - . s~ lt?/U,.@ f (: '5; 4 ~~... ~:-r-~ . ~i-· ... ···~ .. T .. :. ~ / 6 ( ,-.. . .,h I ·~·t . •· --'...y , .... l . . . l. ,_-:--? :· ~-*'o· . ; -b ' . -, .. ' .. ' ~ --:; . ~ .. 1/l"d ____ _ '-··· i .S' ' ...• . ..;>6'-' . . !:? ~~· .. ! ., ct • f : 01 :,l0 E6, 02 d3:::J----- y 10/26/93 CALCUflow-DG TN Technologies, Inc. Site Name : UNI Parameter : FLOW Basic Repo rt Page 1 Starting Date : 10/20/93 Ending Date : 10/20/93 c::::crrouping Interval : GiiiiiD Cycle Interval : Daily ---------Minim um -------------------Maximum---------Average - _________ J~;w_J _____ ~:~~~;:~ ___ 1 J _1;_:;1_:~~ 1 ~. . ~ ~~-~ ~ 10/20/93 24:00 ··31.27 10/20/93 '0 :101 36.39 10/20/93 24 :001 I 33.83 ·<--1 n 1-S tS tL t>A r 10120;930:i5 29 .1210120;93 0 :20 1 29.1210120;93 0:201 29.12 flow duri"i. Trtl-~ 10/20/93 0:3() 28.87 10/20/93 0 :40 1 29 .56 10/20/93 0:301 29.22 l ~ ..; _..,..~.., i trtu a.l ,p 10/20/93 ():45 30 .20 10/20/93 0 :501 30.20 10/20/93 0:501 30.20 ? ff. 10 /20/93 1:00 24 .66 10/20/93 1:101 30.60 10/20/93 l:OOI 27 .63 ~ dA ( (.e., W\lcl .. 10 /20/93 l:i5 24.10 10/20/93 1:201 24 .10 10/20/93 1:201 24.10 .., 10120;93 u.o 25.67 10120;93 1:301 25 .71 10120;93 1:401 25.69 t\·;.?\hf-" ~ {'Z: l ~ dm) • 10 /20/93 1:45 23.73 10/20/93 1:501 23.73 10/20/93 1:501 23 .73 u 10/20/93 2:00 22.85 10/20/93 2:001 23 .31 10/20/93 2 :101 23.08 10/20/93 2:15 20.97 10/20/93 2:201 20 .97 10/20/93 2:201 20.97 10/20/93 2:30 14.78 10/20/93 2:401 16.56 10/20/93 2:301 15.67 10/20/93 2 :45 14 .04 10/20/93 2 :501 14 .04 10/20/93 2:50 1 14.04 10 /20/93 3:00 15.07 10/20/93 3:001 15.40 10/20/93 3 :10 1 15.24 10/20/93 3:15 13.45 10/20/93 3:201 13.45 10/20/93 3:201 13.45 10/20/93 3:30 12 .88 10/20/93 3:301 14 .39 10/20/93 3:401 13.64 10/20/93 3 :45 15.46 10/20/93 3 :501 15.46 10/20/93 3 :50 1 15.46 10/20/93 4:00 15 .26 10/20/93 4:001 15.46 10/20/93 4:10 1 15 .36 10/20 /93 4:15 17.5110/20/93 4 :201 17.5110/20/93 4:20 1 17.51 10/20/93 4:30 17 .76 10/20/93 4 :401 19.30 10 /20/93 4:30 1 18.53 10/20/93 4:45 19 .20 10/20/93 4 :501 19.20 10/20/93 4 :50 1 19.20 10/20/93 5:00 21.13 10/20/93 5:101 21.52 10/20/93 5:001 21.33 10/20/93 5:15 22 .76 10/20/93 5:201 22.76 10/20/93 5:201 22.76 10 /20/93 5 :30 24.54 10/20/93 5 :301 27 .79 10/20/93 5:401 26 .17 10 /20/93 5 :45 34.07 10/20/93 5 :501 34 .07 10/20/93 5:501 10/20/93 6 :00 29.50 10/20/93 6 :101 32.44 10/20/93 6:001 10/20/93 6 :15 31.98 10/20/93 6:201 31.98 10/20/93 6:201 10 /20/93 6:30 38.1110/20/93 6:30 1 46.77 10/20/93 6:401 10/20/93 6:45 65 .39 10/20/93 6:501 65 .39 10/20/93 6:501 10/20/93 7:00 89.70 10 /20/93 7:001 98.40 10/20/93 7:101 34.07 30.97 31.98 42.44 65.39 94.05 10 /20/93 7 :15 110 .90 10/20/93 7:201 110.90 10/20/93 7:201 110.90 10/2 0/93 7:30 105.10 10/20/93 7:40 1 116.90 10/20/93 7:301 111.00 10/2 0/93 7:45 I 105.60 10/2 0/93 7:501 105.60 10/20/93 7:501 105 .60 1012 0;93 8:00 I 106.30 10120;93 8:101 112.90 10120;93 8 :001 109.60 10/20/93 8:15 I 110.70 10/20/93 8 :201 110.70 10/20/93 8:201 110.70 10 12 0193 8:3o I 124.30 10120;93 8 :401 128 .00 10120;93 8:301 126.15 1012 0193 8:45 I 115 .80 10120;93 8 :501 115 .80 10120;93 8:501 115 .80 1012 0193 9:oo I 10i.80 10120193 9:101 11i.80 10120;93 9 :001 106.80 10 /2 0/93 9:15 I 93.30 10/20/93 9:201 93 .30 10/20/93 9:201 93.30 10120;93 9:3o I 88 .70 10 /20/93 9:401 90.20 10/20/93 9:301 89.45 10120193 9:45 I 77.40 10 /20/93 9 :501 77.40 10/20/93 9:501 77.40 10120;93 10:00 I 63 .63 10/20/93 10:001 67.54 10/20/93 10:101 65.59 10/20/93 10:15 I 62.97 10/20/93 10:201 62.97 10/20/93 10:201 62.97 10/26/93 CALCUflow-DG TN Technologies, Inc. Page 2 Site Name : UNI Parameter : FLOW Basic Report Starting Date : 10/20/93 Ending Date : 10/20/93 Grouping Interval : lSmin Cycle Interval : Daily ---------Minimum -------------------Maximum---------Average - I FLOW Time I FLOW Time I FLOW I I I GPM I GPM I GPM 10/2 0/93 10:30 10/20 /93 10:4S 10/2 0/93 11 :00 10/20 /93 ll:lS 10/2 0/93 11 :30 10/2 0/93 11 :4S 10/2 0/93 12 :00 10 /2 0/93 12:1S 10 /2 0/93 12:30 10/2 0/93 12:4S 10 /2 0/93 13 :00 10 /20/93 13:1S 10120;93 13:30 I 10/2 0/93 13:4S 10/20/93 14:00 10/20/93 14:1S 10/2 0/93 14:30 10/20/93 14:4S 10 /2 0/93 lS :00 10 /2 0 /93 lS:l S 10/20 /93 1S:30 10 /20/93 1S:4S 10 /20/93 16:00 10/2 0/93 16:1S 10/2 0/93 16 :30 10/2 0 /93 16:4S 10/2 0/93 17 :00 10/2 0/93 17 :1S 10/20 /93 17:30 10 /20/93 17:4S 10120;93 18 :00 I 1012 0;93 18:1s I 1012 0;93 18:30 I 1012 0;93 18:4s I 1012 0;93 19:00 I 10 /2 0 /93 19:1S I 10120;93 19:30 I 10/20 /93 19:4S I Sl.94 10/20/93 10:401 S2 .14 10/2 0/93 lO:SOI S7 .69 10/20/93 11 :OOI S0 .27 10/2 0/93 11 :201 41.09 10/20/93 11 :401 S6.41 10/20/93 11 :SOI 76.40 10 /2 0/93 12 :101 73 .10 10/2 0/93 12:201 61.71 10 /20/93 12:401 S8.04 10/20/93 12:SOI S3.83 10/2 0/93 13:101 S0.32 10/20/93 13 :201 43.6S 10/20/93 13:401 44.66 10/20/93 13:SOI 42.17 10/20/93 14:001 48.60 10/20/93 14:201 47 .86 10/20/93 14:301 S4.16 10/20/93 14:SOI S0 .37 10/20/93 lS:lOI 46.09 10/20/93 1S:20 I 40.33 10 /20/93 1S:40I 38.79 10/20/93 lS:SO I 38.79 10 /2 0/93 16:001 S2 .SO 10/20/93 16:201 3S.7S 10/20/93 16:401 39.87 10/20/93 16:SOI 48.10 10/20/93 17 :001 43.19 10/20/93 17 :201 44.04 10 /20/93 17:301 47.41 10/20/93 17:SO I 41.38 10 /2 0/93 18:101 39.22 10/2 0/93 18 :201 37.40 10/2 0/93 18 :301 46.34 10 /2 0 /93 18:SOI 36.63 10 /2 0 /93 19:101 38.S6 10 /20/93 19:201 41.02 10 /2 0/93 19:301 38.26 10/20/93 19:SOI S2.77 10/20/93 10 :301 S2.14 10/20/93 lO :SOI S7.88 10/20/93 11:101 S0 .27 10/20/93 11 :201 43.S8 10/20/93 11 :301 S6.41 10/20/93 11 :SOI 78.80 10/20/93 12:001 73.10 10/20/93 12 :201 74.10 10/20/93 12 :301 S8 .04 10 /20/93 12 :SOI S9.66 10 /20/93 13:001 S0 .32 10/20/93 13:201 4S.41 10/20/93 13:301 44.66 10/20/93 13:SO I 43 .lS 10/20/93 14:101 48.60 10 /20/93 14:201 48.S7 10/20/93 14:401 S4 .16 10/20/93 14 :SOI S4 .64 10/20/93 lS :OOI 46.09 10 /20/93 1S :20I 4S.47 10 /20/93 1S:30I 38.79 10 /20/93 lS :SOI 41.77 10/20/93 16 :101 S2.SO 10/20/93 16 :201 43.86 10/20/93 16:301 39.87 10/20/93 16 :SOI Sl.S7 10/20/93 17:101 43.19 10 /20/93 17:201 S0.2S 10/20/93 17:401 47.41 10 /20/93 17 :SOI 41.64 10/20/93 18 :001 39.22 10/20/93 18:201 3 8.82 10 /20/93 18 :401 46 .34 10/2 0/93 18 :SOI 4S .10 10/20/93 19:001 38.56 10/20/93 19:201 42 .30 10/20/93 19:401 38.26 10/20/93 19:SOI S2.36 S2.14 S7.79 S0 .27 42.34 S6 .41 77 .60 73.10 67.91 S8.04 S6.7S S0.3 2 44.S3 44.66 42.66 48.60 48.22 S4.16 S2.Sl 46.09 42.90 38.79 40.28 S2.SO 39.81 39.87 49 .84 43.19 47.lS 47.41 41.Sl 39.22 38.11 46.34 40 .87 38.S6 41.66 38.26 10120193 20:00 I 38.75 10/20/93 20:001 43 .76 10 /20/93 20:101 41.26 1012 0;93 20:15 I 36.74 10 /20 /93 20:201 36.74 10/2 0 /93 20 :201 36.74 10120;93 20:30 I 38.63 10/20/93 20:301 42.34 10/20/93 20:401 40.49 1012 0;93 20:45 I 38.51 10/20/93 20:501 38.51 10 /20/93 20 :501 38.51 10120;93 21 :oo I 31.79 10/20/93 21:101 36.58 10 /20/93 21 :001 34.19 10/26/93 CALCUflow-DG TN Technologies, Inc. Page 3 Site Name : UNI Parameter : FLOW Basic Report Starting Date : 10/20 /93 Ending Date : 10/20/93 Grouping Interval : 15min Cycle Interval : Daily ---------Minimum -------------------Maximum---------Average - I FLOW Time I FLOW Time I FLOW I I I GPM I GPM I GPM -------------------------------------------------------------------------------- 10/20/93 21:15 I 31.58 10/20/93 21:201 31.58 10/20/93 21:201 31.58 10120;93 21 :3o I 31.55 10/20/93 21:301 37.03 10/20/93 21:401 34.29 10120;93 21 :45 I 42.13 10/20/93 21:501 42.13 10/20/93 21:501 42.13 10120;93 22:00 I 42.99 10/20/93 22:101 43 .02 10/20/93 22 :001 43.01 10120;93 22:15 I 36.98 10/20/93 22:201 36.98 10/20/93 22:201 36.98 10120;93 22:30 I 39.52 10/20/93 22:301 42.93 10/20/93 22:401 41.23 10120;93 22:45 I 44.21 10/20/93 22:501 44.21 10/20/93 22:501 44.21 10120;93 23:00 I 44.49 10/20/93 23:001 48.18 10/20/93 23:101 46.34 10120;93 23:15 I 44.62 10/20/93 23:201 44.62 10/20/93 23:201 44.62 10120;93 23:30 I 38.73 10/20/93 23:401 42.64 10/20/93 23:301 40.69 10120;93 23:45 I 30.12 10/20/93 23:501 30.12 10/20/93 23:501 30.12 10/20/93 12.88 10/20/93 3:301 128.00 10/20/93 8:301 47.48 ~·~(CITY OF COLLEGE STATION ~ PUBLIC UTILITIES DEPARTMENT 1601 Graham Road P.O. Box 9960 Operations Gro~ Acrninlstratlon (409) 764-3688 USC FAX (409) 764-3452 v~d-c : I 0 I Z-0 I~ 7:? College Station, Texas 77842 -0960 Electrlclll-(409) 764-3681 Technlclll (409) 764-3682 Water/Wastewater (409) 764-3657 ~ : t-ha.JTcn\} .:SUWI Vi'0lol'J -fx.sk'j [¥ra..,t f!.1:>w P4 fo. .an.d /;,.<i'7\--7'j q;, flow da.m Vero"' i ~ 1 here. is the i ,,,r;;,~hl>"' I 1/0 ~11 fn7 1-7> Cpnv~ fr; ~7 ~rYi mt' llS trxJ a f • 1 r (SCe d ~~ ~Id-> 1.. ~ld~11 ~'7 -rlow? were.. oJe,f-c,(7Yl i n~ - tor [ou--1-ionS ~p. fhe~ ht::;{raYlhs) · t.£& : P~t = 64 ri- P n:"7 ::: ~2-r~ f'le>w ::: t ss.s jf't'Yl 0-c.:b : P s/-z<t -:: ~~ rl P r-c-? = 8? Fi Plow ~ 1 t.2S jPrn '7S {low "'4tf.. WAS t10~ 1-l,lt fv ·~ ~~ 61'1 Ul'lh) Tot">d41 · .J lt:%d~. f'tYl -$t.nJ;"i yov ~'11 ( ~t\t hi#\. ( Ftf dAhi. 1111A.S S<...f-t"fot1J4.'1 @ Micf -a.Her"_.)· Qualit.11 Service and Performance -Our Promise to YDJJJ DEVELOPMENT PERMIT PERMIT NO. 597 Henton-Lincoln Subdivision FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Lot 1&2 Henton Subdivision and Lot 2, Block 1, One Lincoln Place OWNER: D.W.S., Inc. 111 FM2818 Bryan, Texas 77802 (409) 779-7209 DRAINAGE BASIN: Burton Creek TYPE OF DEVELOPMENT: SITE ADDRESS: 930 University Drive East This permit is valid for the construction of water, sewer, streets and drainage facilities for the Henton-Lincoln Subdivision as shown on the attached plans. The only exception is noted on the plans and is as follows: the portion of the waterline that is contained on the Quality Suites property must wait to be constructed until appropriate easements are granted. 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 . ereby grant this permit for development of an area outside the special flood haz.ard area. All development shall be in ordance with the plans and specifications submitted to and approved by the City Engineer in the development permit lication for e ve named project and all of the codes and ordinances of the City of College Station that apply. ~ ['3t\qg Date 8 -3t 18 Date ·' \ t? 2) Where is the pt. for the hydro graph @ the entrance of the 36" p. J _ "~ Conservative? Call me . ~ µ Drainage area 2A does not get into the 36" pipe . The thod for determining the Pre-~ Developed peak run-off from the site has been change 3) Did you look@ Cedar Creek into re : floodplain? I kno flood plain exists on property. I'm not sure this is correct. I think the pipe@ outlet into Cr on the other side of the complex may restrict flow & cause backwater effects . The top of curb elevation at the outlet, on the her side of Cedar Creek, is @ ELEV=293 .50' which is approximately 2' bel the outfall of the existing 36" cuvlert . o~ This means any backwater due to the outlet on the other side of the complex, will flow over the street before it reaches the flowli of the outfall of the existing 36" culvert thereby eliminating any backwater effect n the 36" culvert . 4) I don't understand this sentence in parenth is . (This assumes the undeveloped area is currently contributing run-off to the pond a only the run-off due to the future development will increase the run-off to the pond .) ~ Sentence was deleted . 5) Appendix 3 : What is the velocity ou fthe pipe before development vs. the velocity out of the pipe after development. Do we need protect downstream of P]..P x? ? O .K. See report "Velocities · 36" Cul vert . 1'3 .'b'O-tps · · · · • 6) Appendix 3 : Are these the sam ()b They are the same thing . '.J:f hing ? (Ex isting 36" RCP labeled twice in different places .) here was an error and the labeling has been corrected . 7) Appendix 4 : Private Dr. not orest Dr. Label Private Dr. into Cedar Creek Condos . C)~O .K. ~ 8) Appendix 5 : Don 't under and this sheet. Run-off Coefficient (C-Value) Calculations . The purpose of thi heet is to calculate the pre and post-developed peak run-off for each drainage area (pre nd post) and to calculate pre-developed peak run-off by summing the peak run-off fro1 each of the pre-developed drainage areas . The peak run-off calculations for the post-de loped drainage areas , minus DA 3A, were not used in any calculations . They were on! for my benefit to compare them to the peak run-off calculated in the individual hydrographs by Pond Pack for each of the post-developed drainage areas . This is a check to make sure I entered the numbers in Pond Pack correctly . I have removed the note from this sheet so as not to be confusing. 9) Why is it 12 & 16? Hydrographs don 't show this? Need to look at Time to Peak for all combined hydrographs . The row labeled "Time to Peak" is labeled incorrectly and the 2 min should start with 0 ~ min . I do not know what the fifth row, labeled "Time to Peak'', represents but I do know .,,, how to get it. The second and third column of these tables were exported from pond pack in order to calculate the fourth column , the combined hydrograph . The time, begin time, time step and units were the same for each hydrograph or second, third and fourth column but the row labeled "time to peak" was different for both of the imported hydrographs . In order to import the combined hydrograph , column four, into Pond Pack I had to determine what the fifth row represented . Although I do not know what it represents I was able to determine how to calculate it by observing the second and third columns, the hydrographs exported from Pond Pack. I have eliminated the label time to peak on all of the tables and re-numbered the first column . I have also printed out the hydrographs calculated by pond pack from the imported combined hydrographs . 10) Where does it show the required slope of the storm drain? There is not a required slope for the storm drain . These calculations show the required headwater elevation in each inlet to get the required flow through the storm sewer system with the tailwater shown . The key columns would be TW, Q and HW . 11) Appendix 7 : How many different layouts of this site are there? This one looks the best!!! This should be the only layout for this site . Sheet ST-1 Henton-Lincoln Subdivision Redlines for Construction Plans 1 Need TxDOT permit for Boulevard . Will be submitted at a later date . Note was added to construction plans that no work was to be done in the ROW until a TxDOT permit has been secured . 2) Increase size of boulevard and street name. O .K. 3) Need end of road markers . O .K. 4 Need overall utility layout map -this is very hard to follow . O .K. 5) Match Lines -see sheet ST-3 -plan . O .K. 6) Call out Volcan Foundry item #5160 or Equ a l. O .K. 7) These are reversed in plan? Sanitary Sewer and Water Location . Not reversed , was a previous location for waterline. Changes were made to show the correct location . 8) Proposed 30" RCP -show where the 30" RCP is in plan view -label call out to plug end - provide details on plug . Showed and labeled 30" RCP in plan view called on this sheet. Called out cover and detail on Sheet ST-2. 9) Match line -see sheet ST-3 -profile. O .K. 10) No. don't dive the storm sewer below the grid . O .K. Sheet ST-2 1) Not Forest Dr. O .K. 2) Increase size of boulevard and street text. These help w/your location . O .K. 3) Give class ofRCP . O .K. Sheet ST-3 1) Match line -see sheet ST-2 . O .K. 2) Match line -see sheet ST-1. O .K. 3) Label Storm Sewer "A" (24" RCP) and Storm Sewer "B " (42" RCP). O .K. 4) Increase boulevard and street text size -make more obvious . O.K. 5) Label RCP class . O .K. 6) abel 30 degree bend in profile . O .K. 7) Where is the 30" RCP ? Put in flow line in of 30". O .K. 8) Misspelled Proposed on 24" RCP . O .K. 9) Note -grade to drain. Are you going to grade this to the grate inlet? If it comes over the slope of the pond as point flow (concentrated) you'll need to armour the slope w/rubble or something. Has been graded to drain to grate . 10) Flow direction is going to "east" your slope away -your headwall is a sloped end treatment and isn 't directing flow away from the "bank". Either angle your last joint of pipe or change headwall or reangle last section of pipe from grate . Detention pond has been regraded so that the water coming out of the headwall is not hitting the bank. 1 ) Section past inlet -Label proposed 42" RCP @ 0 .8%. O .K. 12) Need 0.1' drop in inlet as a minimum . O .K. Sheet W-1 1) We'll need a PUE to cover 12" line here . (Crossing the Private Dr. to the 12" existing waterline .) O .K. 2) Need blowoff on line extending to LOT 2R. O .K. 3) This looks odd -like more than 11 .25 degrees? Check. It may be due to scale ... It does look odd . I checked the angle, it is correct and the oddness is due to the scale . 4) Label 12"xl2"x4" Tee in profile . O .K. 5) Label location of 22.5 degree bend in profile . O .K. 6) Show irrigation line in profile . O .K. 7) abel PC/PT degree deflection . O.K. 8) Why not extend past GTE w/8" ext.-will that help in future? It may or may not. Due to the uncertainty of future expansion the decision is to not extend the line past the GTE line and to keep the end of the waterline in the easement. Sheet SS-1 1) Drop Forest Dr. O .K. 2) Show proposed grades on Det. Pond so we can see how they interact w/SS manhole/line . O.K. 3) Area of interest of proposed grades . O .K. 4) Show grate and grading around grate. O .K. 5) Show proposed ground and how it ties back to existing. O .K. 6) Match line? O .K. 7) I think top of manhole will need to be raised-we don 't want it in a hole. Top of manhole has been set to 306 .00' from 303 .50'. Sheet SS-2 L) What is this? A mistake . Fixed. 2) Show proposed grading . O .K. 3) Show grate . O .K. 4) Is this a sewer extension? -label -refer to previous page . Yes. Labeled@ station3+75 .3 l refer to sheet SS-I for stubout. 5) Match line. O .K. 6) Are the deep sanitary sewer manholes 5' diameter or 4'? All manholes will be 5' in diameter, this has been reflected in the details . 7) Show access easement between Lot lR and Lot 2R -label. O .K. 8) Increase size of boulevard and street nam e . O .K. 9) Show proposed ground too -at least were it wi ll be altered b/c of streets, etc . O .K. 10) Erosion Control Plan . O .K. See sheet DP-1 . 11) Trench Safety . O .K. See sheet DT-3 . Sheet DT-1 1) Pavement Junction -Where would this be used? It is not use, has been taken off plans . hat cross-section will blvd "A : be i.e . crown section or center drain or what? Cross-section shown -flat. 3 Can't read -6"? Won 't it have curbs on it? Basically you want to build a center drain alley section w/curbs right? Yes. Detail has been modified to show curbs . 4) Embedment detail for water and sewer? O.K. 5) What does the exist -36" storm headwall look like -(@cedar creek) will you just tie the flmme to it? Any modifications necessary? See sheet DT-3 . 6) Fire Hydrant detail? See sheet DT-3 . 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ATIENTION WE TRANSMIT : 0 Under Separate Cover DEnclosed VIA : OMail ~Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO . L\ \ KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 PROJECT NAME REFERENCE THE FOLLOWING : 0 Prints OCopies OOriginals OPlat 0 Field Notes ~lans tsl'..Report 0 Estimate OCut Sheets 0 Computer Printout OFile OContract 0 DESCRIPTION ~ FOR : P.O. Box 4234 Bryan, Texas n805 ~Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return OYour File and/or Use OAs Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : DRAINAGE REPORT FOR Lot IR (Joe's Crab Shack), Lot 2R (Hotel) and Lot 3R of Henton-Lincoln Subdivision 5.54 Acre Tract Richard Carter Survey, A-8 College Station, Brazos County, Texas July 31 , 1998 DEVELOPED BY: Mr. David Scamardo 111 F.M. 2818 Bryan , Texas 77805 ( 409) 779-7209 PREPARED BY: Kling Engineering & Surveying 4103 Texas Avenue, Suite 212 Bryan , TX 77802 ( 409) 846-6212 Drainage Report for Lot IR (Joe's Crab Shack), Lot 2R (Hotel) and Lot 3R of Henton-Lincoln Subdivision 5.54 Acre Tract Richard Carter Survey, A-8 College Station, Brazos County, Texas July 31, 1998 GENERAL LOCATION & DESCRIPTION: The proposed facilities are located on a 5 . 54 acre tract of land comprising Lot 1 R , Lot 2R & Lot 3R, of Henton-Lincoln Subdivision . The site is bound on the north by FM 60 -University Drive, on the east by the currently developed Lot 3 , Block 1, of One Lincoln Place with the Quality Suites Hotel and a future restaurant site, on the South by the currently developed Lot 1, j Block 1, of One Lincoln Place with the Cedar Creek Condominiums, and on the west by the remaining undeveloped tract of the Hento ~ Vol. 2017, Pg . 239 . (See Appendix 1: "General Location Map"). ~ ~ The current improvements on the 5. 54 acre tract consist of a crushed limestone paved parking lot , approximately 0 .22 Ac , in the southeast corner of the property (currently being used / by the Cedar Creek Condominiums for guest parking), the rest of the site is covered with natural _(\V grasslands . Proposed improvements include~~~new buildings, consisting ofJoe's Crab Shack J7; :~~: Hotel , parking lots , boulevard and str ~~ ~ :;erground utiliti :th~n 'J..{_, isJilJ' ~ DRAINAGEBASIN: Ii~ ~~~tt;~~/A~J'J' The site is located in the Burton Creek drainag e basin , wfach is the primary drainage ·. ~/1 system (See Appendix 1: "General Location Map"). The site is not within the 100 year flood ~ hazard area according to the Flood Insurance Rate Maps 0 l 42C , Community # 48041 C , Effective date : July 2 , 1992 , for Brazos County, Texas and Incorporated Areas (See Appendix 2 : "Flood ( Plain Map"). Currently the site drains into an earth channel which is a tributary to Burton Creek. A portion of the rain fall run-off from the tract enters the earth channel via a 36" RCP culvert under the parking lot of the Cedar Creek Condominiums in the northwest corner of the Condominium tract. The other portion enters the earth channel via overland flow through the Cedar Creek Condominiums tract. DRAINAGE DESIGN CRITERIA: The Cit y of College Station Drainage Policy and Design Standards required detention is to I attenuate through the 100 year storm event. This standard was used to design the detention pond for the site . The following methods were used in the analysis and design of the drainage structures . The Rational Method was used to calculate the peak run-off for pre and post-developed conditions . (The Rational Method was able to be used for the detention pond since the total area contributing flo w to the detention pond is less than 50 Ac .) The Rational Method was used to Henton-Lincoln Subdivision -Drainage Report -Page 2 create the inflow hydrographs for the 5, 10, 25, 50 and 100 yr storm events . (Note: The program for the Modified Rational Method was used for the inflow hydrograph calculations, however, the data was entered in such a way to produce inflow hydrographs approximating the Rational Method .) The detention pond routing was done using Level Pool Routing Procedures combined with the appropriate hydraulic equations for the staged outlet works . The orifice equation was used to determine the flow through the storm sewer grate . The Head Loss Equation was used to calculate the water surface elevation at each inlet for the 100-yr storm event. DRAINAGE FACILITY DESIGN: The design of the detention pond and storm sewer system is based on pre and post- developed drainage patterns and run-off calculations . The pre and post drainage patterns were used to delineate the drainage areas (See Appendix 4 : "Pre and Post-Developed Drainage Areas" and Appendix 7 : "Storm Sewer and Grate Drainage Areas"). The pre and post-developed drainage areas were divided according to the off-site drainage system receiving the run-off. The storm sewer and grate drainage areas area based on the inlet receiving the water and whether or not the run-off entered the inlet by the grate or through the RCP . The peak run-off for the pre and post-developed drainage areas were calculated using the method outlined below : ~· / The Peak Pre-Developed Run-Off leaving the site was calculated as follows : -..p~ 1) A hydrograph was developed for DA IA & lB (Tc=l4 min) , ¥~ ~/ ... Q, 2) A second hydrograph was developed for DA 2A (Tc=lO min) , ~ V::~ 3) These two hydrographs were combined using the same start time ~ 6>J 4) The peak run-off from the combined hydrograph was used for pre-developed ~ ~rt _;· run-off leaving the site ~~-1. The Peak Post-Developed Run-Off leaving the site was calculated as follows : / .. ~ 1) Peak Run-off was calculated for DA 3A which leaves the site undetained /#~: 2) A hydrograph was developed for DA 4B (Tc=l4 min) ..,.., 3) A second hydrograph was developed for DA 4C & 4A (Tc=lO min) 4) These two hydrographs were combined using the same start time 5) The peak run-off from the combined hydrograph was used for post-developed run-off leaving the site Note: DA 3B was not included in the calculations for pre and post-developed run-off VW since no improvements were made in the area and the run-off did not contribute to the pond . (See / Appendix 5 : "Hydrologic Calculations" for individual hydrographs, combined hydrographs and peak run-off calculations for DA 3A and storm sewer and grate drainage areas .) Detention Pond The detention pond is located to the south of the proposed facilities and covers approximately 0 .60 acres . The detention pond outlet works consists of the existing 36" culvert under the parking lot of the Cedar Creek Condominiums with an invert elevation of 298 .25'. The I Henton-Lincoln Subdivision -Drainage Report -Page 3 The allowable outflow from the pond was calculated by subtracting the run-off leaving the site undetained from the pre-developed run-off The chart below compares the allowable and calculated outflow from the detention pond . The pond successfully attenuates the 2 , 5, 10, 25, 50 and 100 year storm events . The water surface elevation in the pond does not exceed 301.41' for the 100 year storm event. (Appendix 5 : "Hydrologic Calculations" shows the computations for the allowable outflow, and Appendix 6 : "Hydraulic Calculations" shows the computations for the actual outflow computed by the Level Pool Routing Procedure.) OUTFLOW Q2 cfs) QS (cfs) QlO (cfs) Q25 (cfs) Q50 (cfs) QlOO (cfs) ALLOWABLE 26 .70 32 .70 36 .87 42 .17 47 .75 49 .83 CALCULATED 21.0 6 24.47 27 .19 30 .34 3 3 .65 34 .89 The above analysis is for the currently proposed facilities (outlined in "General Location and Description" of this report). The detention pond facilities will need to be expanded with further development. Detention Pond Flume A flume is required to handle one-third of the ultimate 5-yr storm event in the detention pond . One-third of the 5-yr storm event for the currently proposed development is approximately 16 cfs . The 5-yr storm event is estimated to increase by approximately 17 cfs for ultimate . development. (This assumes the undeveloped area is currently contributing run-off to the pond .&--:!~ and only the run-off due to the future development will increase the run-off to the pond .) Taking ~ . one-third of the 17 cfs and adding it to the 16 cfs currently contributing to the pond the flume is .? ~ / required to have a capacity of approximately 22 cfs . The flume cross-section has capacity for 23 ,.-· · cfs (see Appendix 6 : "Hydraulic Calculations" for the calculation of the flume capacity.) Storm Sewer The storm sewer system begins under Street "B ", extends west to Boulevard "A", turns south at the intersection of Street "B " and Boulevard "A" and extends to the detention pond along the centerline of the future extension of Boulevard "A". The storm sewer system will receive the majority of the run-off from Joe 's Crab Shack , approximately two-thirds of the run-off from Street "B ", all of the run-off from Boulevard "A" and some run-off from off-site . The storm sewer was designed for ultimate development conditions . In order to accomplish this some j assumptions were made concerning the off-site water that the storm sewer would receive in the future . Appendix 7 : "Storm Sewer and Grate Drainage Areas" shows the areas contributing run- off from the current development (1&2) and the run-off from future development (3 ,4&5). The future development was assumed to develop with 92% impervious and 8% grass . The run-off calculations for these areas can be found in Appendix 5 : "Hydrologic Calculations". Henton-Lincoln Subdivision -Drainag e Report -Page 4 The storm sewer system has capacity through the I 00-yr storm event for ultimate development under the abo v e assumptions . The head water in the inlets do not rise above the top / of grate through the 100-yr storm event. The analysis of the storm sewer is in Appendix 6: "Hydraulic Calculations". Grates The grates were selected based on the open area required to pass 125% of the 25-yr storm event with a head of 0.4'. After the selection of the grate type, the grate was analyzed to determine the head required to pass the I 00-yr storm event which was less than 0 .3' for all of the grates . The run-off calculations are in Appendi x 5 : "Hydrologic Calculations" and the grate design calculations are in Appendix 6 : "Hydraulic Calculations". CONCLUSIONS: The detention pond and storm sewer system comply with the City of College Station / Drainage Policy and Design Standards . The detention pond detains through the 100 year storm event and the storm sewer system does not exceed the ma xi mum storage depths for parking and landscaped areas . "I hereby certify that this report (plan) for the drainage design of Lot 1 R (Joe 's Crab Shack). Lot 2R (Hotel) and Lot 3R of Henton-Lincoln Subdivision - 5 .54 Acre Tract was prepared by me (or under my supervision) in accordance w ith the provision~~~~~~y of College Station Drainage Policy and Design Standards for the owners t!~~~!..'t~~'t , ? .~ ~-':"i? .,.s-w ... i! *I JP.~ • t. ~ ; i! 'I! • .., .. ,... .....1. ••• . / l . . . APPENDICES I) General Location Map - Part of the Bryan East and Welborn Quadrangles 2) Flood Insurance Rate Map -FEMA 3) Grading Plan -Kling Engineering 4) Pre and Post-Developed Drainage Areas 5) Hydrologic Calculations 6) Hydraulic Calculations 7) Storm Sewer Drainage Areas RUN-OFF COEFFIC IENT (C-VALUE) CALCULATIONS C-VALUES DA PRE 1A 18 2A 28 POST 3A 38 4A 48 4C GRASS IMP GRASS 1.3779 11 .6977 3 .8784 0 .0590 0 .2635 0 .0590 1.2070 11 .5797 0 .1440 0.35 0.90 IMP 0 .0000 0 .0000 0 .0000 0.0000 0.5774 0 .0000 3.4314 0 .1180 0.0000 LS AREA LS 0 .0000 0 .0000 0 .2230 0 .0000 0 .0000 0 .0000 0 .0000 0 .0000 0 .0000 0.70 TOTAL 1.3779 11 .6977 4.1014 0.0590 0 .8409 0.0590 4 .6384 11 .6977 0 .1440 where : C = (0 .35 *GRASS+ 0 .90 * IMP)/TOTAL PEAK FLOW CALCULATIONS DA TC C-VALUE AREA 02 PRE 1A 14 0 .3500 1.3779 2.5954 18 14 0 .3500 11 .6977 22 .0338 2A 10 0 .3690 4.1014 9.5754 28 10 0 .3500 0 .059 0 .1306 POST 3A 10 0 .7277 0 .8409 3 .8712 38 10 0.3500 0 .059 0.1306 4A 10 0.7569 4 .6384 22.2106 48 14 0 .3555 11.6977 22 .3831 4C 10 0 .3500 0 .144 0 .3189 where : Q = C-Value *Area * I C-VALUE 0 .3500 0.3500 0 .3690 0 .3500 0.7277 0.3500 0 .7569 0 .3555 0 .3500 as 010 3.1815 3.5864 27 .0096 30 .4469 11.6433 13.0687 0 .1589 0.1783 4 .7072 5.2835 0.1589 0.1783 27 .0073 30 .3134 27.4378 30.9295 0.3877 0 .4352 I -is found in "Intensity Calculations" and corresponds to the appropriate Tc and frequency . 025 050 0100 4 .1033 4 .6466 4 .8483 34 .8348 39 .4474 41 .1596 14 .9258 16.8724 17 .6164 0 .2036 0 .2302 0 .2403 6 .0342 6 .8212 7.1220 0 .2036 0 .2302 0 .2403 34.6210 39 .1363 40 .8620 35 .3870 40 .0727 41 .8121 0.4970 0.5618 0 .5866 Note : Only Calculations for Post DA 3A were used in detention pond calculat ions . All other a as were used for a check to i nsure calculations from Pond Pack were reasonable . ' , LANDRY'S AND HOTEL -07/31/98 ALLOWABLE vs CALCULATED OUTFLOW Allowable Outflow Calculation FREQ. PRE* UNDET. ALLOW CALC 2-yr 30 .57 ./ 3 .87 r/ 26 .70 21.06 5-yr 37.41 ,.J 4 .71 ./ 32 .70 24 .47 10-yr 42 .15 ./ v 5 .28 ./ 36 .87 27 .19 25-yr 48.20 i/ 6 .03 ./ 42.17 30.34 50-yr 54.57 ../ 6 .82 ., 47 .75 33 .65 100-yr 56.95 ../ 7.12 ../ 49 .83 34 .89 *As determined from combined hydrograph for DA 1A&B and 2A. where : ALLOW= PRE -UNDET. UNDET. = BE3 WHICH LEAVES UNDETAINED \'JI\ ~I\ LANDRY'S AND HOTEL -07/31/98 Type •••• C and Area Name ••.• PRE-2A f ile •••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK Page 2.01 Title .•• PRE-DEVELOPED FLOW TO PRIVATE RD. AND CONDOMINIUMS RATIONAL C COEFFICIENT DATA ......................................................................... ......................................................................... PRE-DEVELOPED FLOW TO PRIVATE RD. AND CONDOMINIUMS Area c x Area Soil/Surface Description c acres acres ------------------------------------------------------------ GRASS .3500 3.878 1.357 LIMESTONE .7000 .223 .156 WEIGHTED c & TOTAL AREA ·--> .3690 4.101 1.513 ......................................................................... ········································································· S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type •••. Tc Cales Name .••. TC=10 E:\STACY\MICRO\PONDPACK\LANDRY2.PPK Page 1.01 ........................................................................... ......................................................................... TIME OF CONCENTRATION CALCULATOR ........................................................................ ........................................................................ Segment #1: Tc: User Defined Segment #1 Time: 10.00 min Total Tc: 10.00 min S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07 -30-1998 Type ..•• Rationa l Peak Q's Name ..•. PRE-2A Page 2 .02 ile •.•• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK SUMMARY OF RATIONAL METHOD PEAK DISCHARGES Q = CiA * Units Conversion; Uhere Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.JOO RA TIONAL Tag Freq File !OF Curve -------------------------·-· 2 YR 2 BRAZOS. IDQ e = .8060 b = 65.0000 d = 8.0000 5 YR 5 BRAZOS. IDQ e = .7850 b = 76.0000 d = 8.5000 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.5000 25 YR 25 BRAZOS. IDQ e = .7540 b = 89.0000 d = 8.5000 50 YR 50 BRAZOS. IDQ e = .7450 b = 98.0000 d = 8.5000 100 YR 100 BRAZOS. IDQ e = • 7300 b = 96.0000 d = 8 .0000 Tc = 10.00 min ----------------------------- Tag Freq c C ad j c Area I Peak a (years) fac t or I final in/hr acres I cfs !-----------------------------I ---------- 2 YR 2 .369 1 .000 I .369 6.3265 4.101 I 9.65 5 YR 5 .369 1 .000 I .369 7.6928 4.101 I 11. 74 10 YR 10 .369 1.000 I .369 8.6345 4.101 I 13. 18 25 YR 25 .369 1.000 I .369 9.8615 4.101 I 15.05 50 YR 50 .369 1 .000 I .369 1.1 .1476 4 . 101 I 17.01 100 YR 100 .369 1.000 I .369 11.6392 4.101 I 17.76 ----------------------------- S/N : HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 Compute Time: 15:02:04 Date: 07 -30·1998 Type .•.. Mod. Rat i onal Grand Surrmary Name.... PRE · 2A File •••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK Page 2.03 ************************************************************************ ************************************************************************ * * * * * MODIFIED RATIONAL METHOD * * ----Grand Surrmary For All Storm Frequencies * * * * * ************************************************************************ ************************************************************************ Q CiA * Units Conversion; ~here Conversion 43560 / C12 * 3600) Area= 4 .101 acres Tc = 10.00 min ............................................................................ ............................................................................ Freq . Adjusted Duration years 'C' mi n i n/hr Qpea k Al lowablel cf s cfs I VOLUMES Inflow ac-ft Storage ac -ft ------------------------------------------------------1--------------------- 2 25 50 100 .369 .369 .369 .369 .369 .369 S/N: HOMOL0863131 10.00 10.00 10.00 10.00 10.00 10.00 6.3265 7 .6928 8 .6345 9.8615 11 . 14 76 11 .6392 9.65 11. 74 13. 18 15.05 17 .01 17.76 KLING ENGINEERING 9.58 I 11 .64 I 13.o7 I 14.93 1 16.87 I 17.62 I Pond Pack Ver: 6 -24 -97 :053 Compute Time: 15:02:04 . 133 .162 . 181 .207 .234 .245 .001 .00 1 .00 1 .002 .002 .002 Date: 07-30-1998 Type .••• Mod. Rational Graph Page 2.10 Name •••• PRE-2A Tag: 2 YR ile •••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Sl.JllTlary for Specified Storm Duration Q CiA * Units Conver sion; Where Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 2 yr 'C' Adjustment: 1.000 Allowable Outflow: 9.58 cfs Required Storage: .001 ac-ft * * *--------------------------------------------------------------------* * Peak Inf low: 9.65 cfs * * .HYG File: L·2A.HYG HYG 10 2 YR * ********************************************************************** Q Tc= 10.00 min = 6.3265 in/hr Q 9.65 cfs Area= 4.101 acres Weighted C .369 Adjusted C .369 Required Storage -----------.001 ac-ft , . I I 0 0 0 Q = 9.58 cfs o j. (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------1------------------------ 10 .08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type •.•. Mod. Rational Storm Cales Name .... PRE-2A Tag: 2 YR ile •..• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Sumnary for Single Storm Frequency Page 2.11 Q = CiA * Units Convers i on; Where Convers i on = 43560 I (12 * 360D) RETURN FREQUENCY: 2 yr 'C' Adjustment= 1.DDD Allowable Q = 9 .58 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: L-2A.HYG HYG 10 2 YR Tc = 10.00 min ............................................................................ ............................................................................. Wtd. Adjusted Duration Intens. 'C' 'C' min in/hr Area acres Qpeak I cts I VOLUMES Inflow ac -f t Storage ac-ft ------------------------------------------------------1--------------------- .369 .369 10.00 6.3265 4. 10 1 9.65 I .133 .001 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 15:02:04 Date : 07 -30 ·1 998 Type .... Mod. Rational Hyg Page 2.12 Name .... PRE·2A Tag: 2 YR f ile ...• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q CiA * Units Conversion; ~here Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag 2 YR Tag 2 YR Freq Fi le IDF Curve 2 BRAZOS. IDQ e = .8060 b = 65.0000 d 8.0000 Td = 10.00 min Freq c c adj c Area I (years) factor I final in/hr acres I l·····························I 2 .369 1.000 I .369 6.3265 4.101 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\L·2A.HYG HYG ID HYG 10 HYG Tag = 2 YR Peak Discharge = Time to Peak HYG Voll.Ille 9.65 cfs 10.00 min .133ac·ft HYDROGRAPH ORDINATES (cfs) Time I Output Time increment = 2.00 min I Peak Q cfs ---------- 9.65 min I Time on left represent s time for first value in each row. ·········I ······························································ .oo I .oo 1.93 3.86 5.79 7.72 10.00 I 9.65 7.72 5.79 3.86 1.93 20.00 I .oo .oo S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24·97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type .... Mod. Rational Graph Page 2.16 Name .... PRE-2A Tag: 5 YR ile .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Surrmary for Specified Storm Duration Q CiA * Units Conversion; Where Conversion 43560 / (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 * Peak Inflow: 11.74 cfs * .HYG File: L·2A.HYG HYG 10 5 YR Allowable Outflow: 11.64 cfs Required Storage: .001 ac·ft * * * * ********************************************************************** Q Tc= 10.00 min 7.6928 in/hr Area= 4 .1 01 acres Q 11.74 cfs Weighted C .369 Adjusted C .369 Required Storage -----------.001 ac-ft I · I I 0 0 0 Q = 11 .64 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------1------------------------ 10.08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 15:02:04 Date: 07 -30 -1 998 Type .... Mod. Rational Storm Cales Name .... PRE-2A Tag: 5 YR Fi le .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD SU1T111ary for Single Storm Frequency Page 2.17 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 5 yr 'C' Adjustment= 1.000 Allowable Q = 11.64 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: L-2A.HYG HYG 10 5 YR Tc = 10.00 min ............................................................................ ············································································ VOLUMES Wtd . Adjusted Duration Intens. Area Cpeak I Inflow Storage 'C' 'C' min in/hr acres cfs I ac -ft ac -ft ------------------------------------------------------1--------------------- .369 .369 10.00 7 .6928 4.101 11.74 I .162 .001 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type ••.• Mod. Rational Hyg Page 2.18 Name .•.• PRE-2A Tag: 5 YR ile •••• E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 5 YR 5 BRAZOS. IDQ e = .7850 b = 76.0000 d 8.5000 Tag 5 YR Td = 10.00 min Freq c c adj c Area I (years) factor I final in/hr acres I 5 !-----------------------------I .369 HYG file HYG ID HYG Tag 1.000 I .369 7.6928 4.101 ----------------------------- E:\STACY\MICRO\PONDPACK\L-2A.HYG HYG 10 5 YR Peak Discharge Time to Peak HYG Volume 11. 74 cfs 10.00 min .162 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak Q cfs ---------- 11 . 74 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I 1D.oo I 20.00 I .00 11. 74 .00 2.35 9.39 .00 4.70 7.04 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 7.04 4.70 9.39 2.35 Date: 07-30-1998 Type .... Mod. Rational Graph Page 2.04 Name .... PRE·2A Tag: 10 YR ile .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Sl.ITfllary for Specified Storm Duration ···· Q CiA * Units Convers ion; Where Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 13.07 cfs Required Storage: .001 ac·ft * * *--------------------------------------------------------------------* * Peak Inflow: 13.18 cfs * * .HYG File: L·2A.HYG HYG 10 10 YR * ********************************************************************** Q Tc= 10.00 min 8.6345 in/hr Q 13.18 cfs Area= 4.101 acres Weighted C .369 Adjusted C .369 Required Storage ··········· .001 ac·ft I· I I 0 0 0 Q = 13.07 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------1------------------------ 10 .08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07 -30-1998 Type •••• Mod. Rational Storm Cales Name •... PRE-2A Tag: 10 YR file .•.. E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Surrmary for Single Storm Frequency Page 2.05 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 13.07 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: L-2A.HY G HYG 10 10 YR Tc = 10.00 min ............................................................................ ............................................................................. Wtd. Adjusted Duration Int ens. 'C' 'C' min in/hr Area acres Qpeak I cts I VOLUMES Inf low ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .369 .369 10.00 8.6345 4. 101 13. 18 I . 181 .001 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type .... Mod. Rational Hyg Page 2.06 Name .... PRE-2A Tag: 10 YR File .... E:\STACY\MICRO\PONOPACK\ MOOIFIED RATIONAL METHOD HYDROGRAPH C CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.JDC RATIONAL Tag Freq Fi le IDF Curve 10 YR 10 BRAZOS.JDC e = .7630 b = 80.0000 d = 8.5000 Tag 10 Td = 10.00 min Freq c c adj c Area I (years) factor I final in/hr acres I YR 10 Time I 1-----------------------------1 .369 1.000 I .369 8.6345 4. 101 ----------------------------- HYG file E:\STACY\MICRO\PONDPACK\L-2A .HYG HYG ID HYG 10 HYG Tag 10 YR Peak Discharge Time to Peak HYG Volume 13 . 18 cfs 10.00 min . 181 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak c cfs ---------- 13. 18 min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I 10.00 I 20.00 I .00 13. 18 .00 2.64 10.54 .00 5.27 7.91 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 15:02:04 7.91 10.54 5.27 2.64 Date : 07 -30-1998 Type .... Mod. Rational Graph Page 2.13 Name ..•• PRE-2A Tag : 25 YR File •••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical SUllllary for Specified Storm Duration ---- Q CiA * Units Conversion; Uhere Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 * Peak Inflow: 15.05 cfs Allowable Outflow: 14.93 cfs Required Storage: .002 ac-ft * .HYG File: L-2A.HYG HYG 10 25 YR * * * * ********************************************************************** Q Tc= 10.00 min 9.8615 in/hr Area= 4.101 Q 15.05 cfs Ueighted Adjusted Required Storage -----------.002 ac-ft I· I I 0 0 0 Q = 14.93 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 10.08 min T S/N: HOMOL0863131 KLING ENGINEERING c c acres .369 .369 Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type .... Mod. Rational Storm Cales Name .... PRE-2A Tag: 25 YR File .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Sumnary for Single Storm Frequency Page 2.14 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 14.93 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: L-2A.HYG HYG 10 25 YR Tc = 10.00 min ············································································ ............................................................................ VOLUMES Wtd. Adjusted Duration Intens. Area Cpeak I Inf low Storage 'C' 'C' min in/hr acres cfs I ac-ft ac -ft ------------------------------------------------------1--------------------- .369 .369 10.00 9.8615 4.101 15.05 I .201 .002 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type •••. Mod. Rational Hyg Page 2.15 Name ••.. PRE·2A Tag: 25 YR ile .•.. E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 25 YR 25 BRAZOS.IDQ e = .7540 b = 89.0000 d 8.5000 Tag 25 YR Td = 10.00 min Freq c c adj c Area I (years) factor I final in/hr acres I 25 I····························· I .369 HYG file HYG ID HYG Tag 1.000 I .369 9.8615 4.101 ----------------------------- E:\STACY\MICRO\PONDPACK\L ·2A.HYG HYG 10 25 YR Peak Discharge Time to Peak HYG VolLme 15.05 cfs 10.00 min .207 ac ·ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak Q cfs -----·---- 15.05 Time I min I Time on left rep r esents time for first value in each row . ......... I······························································ .oo I 10.00 I 20.00 I .00 15.05 .00 3.01 12.04 .00 6.02 9.03 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 ·24·97 :053 Compute Time: 15:02 :04 9.03 6.02 12.04 3.01 Date: 07·30· 1998 Type ..•• Mod. Rational Graph Page 2.19 Name •.•• PRE-2A Tag: SO YR E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Summary for Specified Storm Duration ---- Q CiA * Units Conversion; Yhere Conversion 43S60 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: SO yr 'C' Adjustment: 1.000 Allowable Outflow: 16.87 cfs Required Storage: .002 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 17.01 cfs * * .HYG File: L-2A.HYG HYG 10 50 YR * ********************************************************************** Q Tc= 10.00 min 11.1476 in/hr Q 17.01 cfs Area= 4.101 acres Yeighted C .369 Adjusted C .369 Required Storage -----------.002 ac -ft J. I I 0 0 0 Q = 16.87 cfs o J. (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 10.08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Dat e: 07-30-1998 Type •.•• Mod. Rational Storm Cales Name .••• PRE·2A Tag: 50 YR File .••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD SUlllllary for Single Storm Frequency Page 2.20 Q = CiA * Units Conversion; ~here Conversion = 43560 I C12 * 3600) RETURN FREQUENCY: 50 yr 'C' Adjustment= 1.000 Allowable Q = 16.87 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: l·2A.HYG HYG 10 50 YR Tc = 10.00 min ............................................................................. ............................................................................ ~td. Adjusted Duration 'C' 'C' min Intens. in/hr Area acres Cpeak I cts I VOLUMES Inf low Storage ac-ft ac-ft ------------------------------------------------------1--------------------· .369 .369 10.00 11. 1476 4. 101 17.01 I .234 .002 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07 ·30·1998 Type .... Mod. Rationa l Hyg Page 2.21 Name .... PRE-2A Tag: 50 YR File .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q CiA * Units Conversion; Where Conversion = 43560 I C12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 50 YR 50 BRAZOS. IDQ e = .7450 b = 98.0000 d 8.5000 Tag 50 Td = 10.00 min Freq c c adj c Area I (years) factor I final in/hr acres I !-----------------------------I YR 50 .369 1.000 I .369 11.1476 4. 101 ----------------------------- HYG file E:\STACY\MICRO\PONDPACK\L-2A.HYG HYG ID HYG 10 HYG Tag 50 YR Peak Discharge Time to Peak HYG Volume 17.01 cfs 10.00 min .234 ac-ft HYDROGRAPH ORDINATES (cfs) Time I Output Time increment = 2.00 min I Peak Q cfs --------·- 17.01 min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I .oo 3.4o 6.80 10.21 13 .61 10.00 I 17.01 13.61 10.21 6.80 3.4o 20.00 I .oo .oo S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time: 15:02:04 Date: 07-30-1998 Type .... Mod. Rational Graph Page 2.07 Name •..• PRE-2A Tag: 100 YR File .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Sl.fllllary for Specified Storm Duration Q CiA * Units Conversion; Where Conversion 43560 / (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 100 yr 'C' Adjustment: 1.000 Allowable Outflow: 17.62 cfs Required Storage: .002 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 17.76 cfs * * .HYG File: L-2A.HYG HYG 10 100 YR * ********************************************************************** Q Tc= 10.00 min 11.6392 in/hr Q 17.76 cfs Area= 4.101 acres Weighted C .369 Adjusted C .369 Required Storage -----------.002 ac-ft I· I I 0 0 0 Q = 17.62 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 10.08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Date: 07 -30-1998 Type ••.• Mod. Rational Storm Cales Name .••. PRE -2A Tag: 100 YR r ile •••• E:\STACY\MJCRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Surrmary for Single Storm Frequency Page 2.08 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 100 yr 'C' Adjustment= 1.000 Allowable Q = 17.62 cfs Hydrograph Storm Duration, Td = 10.00 min Hydrograph File: L-2A.HYG HYG 10 100 YR Tc = 10.00 min ............................................................................ ············································································ Wtd. Adjusted Duration Intens. 'C' 'C' min in/hr Area acres Cpeak I cts I VOLUMES Inf low ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .369 .369 10.00 11.6392 4. 101 17.76 1 .245 .002 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 Oate: 07-30-1998 Type .... Mod. Rationa l Hyg Page 2.09 Name .... PRE·2A Tag: 100 YR E:\STACY\MICR O\PONOPACK\ MODIFIED RATIONAL METHOD HY DR OGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 100 YR 100 BRAZOS.I DQ e = .7300 b = 96.0000 d = 8.0000 Tag 100 YR Td = 10 .00 min Freq c c adj c Area I (years) factor I final in/hr acres I 100 1-----------------------------I .369 1.000 I .369 11.6392 4. 101 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\L·2A.HYG HYG ID HYG 10 HYG Tag = 100 YR Peak Discharge = Time to Peak HYG Volume 17.76 cfs 10.00 min .245 ac·ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak Q cfs ---------- 17.76 Time J min J Time on left represents time for first value in each row. ·········J······························································ .oo J 10.00 I 20.00 I .00 17.76 .00 3.55 7 .10 14.21 10.66 .00 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 15:02:04 10.66 14.21 7.10 3.55 Date: 07-30-1998 Type ••.• Mod. Rational Graph Page 2.10 Name .••• PRE-1A&B Tag: 2 YR File ..•• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical S1.MT111ary for Specified Storm Duration Q CiA * Units Conversion; Where Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 2 yr 'C' Adjustment: 1.000 * Peak Inflow: 24.78 cfs Allowable Outflow: 24.63 cfs Required Storage: .003 ac-ft * .HYG File: L-1A&B.HYG HYG 10 2 YR * * * * ********************************************************************** Q Tc= 14.00 min 5.3817 in/hr Q 24.78 cfs Area = 13.046 acres Weighted C .350 Adjusted C .35 0 Required Storage -----------.003 ac-ft I· I I 0 0 0 Q = 24.63 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 14.08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07-30-1998 Type .... Mod. Rational Storm Cales Name .... PRE-1A&B Tag: 2 YR File .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD SUllllary for Single Storm Frequency Page 2.11 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 2 yr 'C' Adjustment= 1.000 Allowable Q = 24.63 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: L-1A&B.HYG HYG 10 2 YR Tc = 14.00 min ............................................................................ ············································································ Wtd. Adjusted Duration Intens. 'C' 'C' min in/hr Area acres Qpeak I cts I VOLUMES Inflow ac-ft Storage ac -ft ------------------------------------------------------1--------------------- .350 .350 14.00 5.3817 13.046 24.78 I .478 .003 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07 -30 -1998 Type .... Mod. Rational Hyg Page 2.12 Name .... PRE·1A&B Tag: 2 YR File .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYOROGRAPH Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) Rational Storms: BRAZOS.IOQ RATIONAL Tag Freq Fi le !OF Curve 2 YR 2 BRAZOS.IOQ e = .8060 b = 65.0000 d = 8.0000 Tag 2 YR Td = 14.00 min Freq c c adj c Area I (years) factor I final in/hr acres I 2 l·····························I .350 1.000 I .350 5.3817 13.046 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\L·1A&B.HYG HYG ID = HYG 10 HYG Tag = 2 YR Peak Discharge = Time to Peak HYG Volume 24. 78 cfs 14.00 min .478 ac-ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak Q cfs ---------- 24.78 Time I min I Time on left represents time for first value in each row. ---------1------------------------·····----·-····----------·····-------- .oo I 10.00 I 20.00 I 30.00 I .00 17.70 14.16 .00 3.54 7.08 21.24 24.78 10.62 7.08 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6·24-97 :053 Compute Time: 14:52:49 10.62 14. 16 21.24 17.70 3 .54 .00 Date: 07 -30-1998 Type .... Mod. Rat i onal Graph Page 2.16 Name .... PRE-1A&B Tag: 5 YR 'ile .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical SU1TIDary for Specified Storm Duration ---- Q CiA * Un i ts Conversion; Where Conversion = 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 5 yr 'C' Adjustment: 1.000 * Peak Inf low: 30.37 cfs Allowable Outflow: 30.19 cfs Required Storage: .003 ac-ft * .HYG File: L-1A&B.HYG HYG 10 5 YR * * * * ********************************************************************** Q Tc= 14.00 min 6.5971 in/hr Q 30 .37 cfs Area = 13.046 acres Weighted C .350 Adjusted C .350 Requ i red Stor age -----------.003 ac-ft I· I I 0 0 0 Q = 30.19 cf s o j. (Allow .Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 14.08 min T S/N: HOMOL086313 1 KLING ENGINEERING Pond Pack Ver: 6-24 -97 :053 Compute Time : 14:52:49 Date: 07-30-1998 Type •••. Mod. Rational Storm Cales Name .... PRE -1A&B Tag: 5 YR "ile •••• E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Surmary for Single Storm Frequency Page 2.17 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 5 yr 'C' Adjustment= 1.000 Allowable Q = 30.19 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: L-1A&B.HYG HYG 10 5 YR Tc = 14.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration lntens. Area 'C' 'C' min in/hr acres Qpeak I cts I VOLUMES Inf low Storage ac-ft ac-ft ------------------------------------------------------1--------------------- .350 .350 14.00 6.5971 13 .046 30.37 I .586 .003 S/N : HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07 -30 -199 8 Type .•.. Mod. Rational Hyg Page 2 .18 Name .... PRE-1A&B Tag: 5 YR rile .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH c = CiA * Units Convers i on; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.JDC RATIONAL Tag Freq File IDF Curve 5 YR 5 BRAZOS.JDC e = .7850 b = 76.0000 d = 8.5000 Tag 5 YR Td = 14.00 min Freq c c adj c Area I (years) factor I final in/hr acres I 5 1·----------------------------1 .350 1.000 I .350 6.5971 13.046 ----------------------------- HYG f i le= E:\STACY\MICRO\PONDPACK\L-1A&B .HYG HYG ID HYG 10 HYG Tag = 5 YR Peak Discharge = Time to Peak HYG Volume 30.37 cfs 14.00 min .586 ac·ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak c cfs ---------- 30.37 Ti me I mi n I Time on left represents time for f irst value in each row . ---------1-------------------------------------------------------------- .00 I 10.00 I 20 .00 I 30.00 I .00 21 .70 17.36 .00 4.34 8 .68 26.03 30.37 13.02 8.68 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 14:52:49 13.02 17.36 26.03 21. 70 4.34 .00 Date: 07-30 -1998 Type .... Mod. Rational Graph Page 2.04 Name .... PRE-1A&B Tag: 10 YR File .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graph i cal Sunmary for Specified Storm Duration Q CiA * Un i ts Conversion; Where Conversion 43560 I (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 10 yr 'C' Adjustment: 1.000 Allowable Outflow: 34.03 cfs Required Storage: .004 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow : 34.24 cfs * * .HYG File: L-1A&B.HYG HYG 10 10 YR * ********************************************************************** Q Tc= 14.00 min 7.4366 in/hr Q 34.24 cfs Area = 13.046 acres Weighted C .350 Adjusted C .350 Required Storage -----------.004 ac -ft I · I I 0 0 0 Q = 34.03 cfs o I· (Al low.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------·----- 14 .09 min T S/N : HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 14:52:49 Date : 07 -30 -1 998 Type .... Mod. Rational Storm Cales Name .... PRE-1A&B Tag: 10 YR File .•.. E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Sl.lmlary for Single Storm Frequency Page 2.05 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 10 yr 'C' Adjustment= 1.000 Allowable Q = 34.03 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: L-1A&B.HYG HYG 10 10 YR Tc = 14.00 min ············································································ ············································································ Wtd. Adjusted Duration Intens. 'C' min in/hr Area acres Qpeak I cts I VOLUMES Inflow ac -ft Storage ac-ft ------------------------------------------------------!··------------------- .350 .350 14.00 7.4366 13.046 34.24 I .660 .004 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24-97 :053 Compute Time: 14:52:49 Date: 07-30-1998 Type .... Mod. Rational Hyg Page 2.06 Name .... PRE-1A&B Tag: 10 YR File .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Un i ts Conversion; Where Conversion = 43560 I (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq File IDF Curve 10 YR 10 BRAZOS.IDQ e = .7630 b = 80.0000 d = 8.5000 Tag 10 YR Td = 14.00 min Freq c c ad j c Area I (years) factor I final in/hr acres I 10 1-----------------------------1 .350 1.000 I .350 7.4366 13.046 ----------------------------- HYG f ile= E:\STACY\MICRO\PONDPACK\L -1A&B.HYG HYG ID HYG 10 HYG Tag = 10 YR Peak Di s charge = Time to Peak HYG Volume 34.24 cfs 14.00 mi n .660 ac -ft HYDROGRAPH ORDINATES (c f s) Output Time i ncrement = 2.00 min I Peak Q cf s -------·-· 34.24 Ti me I min I Time on left represents time for first value in each row . ---------1-------------------------------------------------------------- .00 I 10 .00 I 20.00 I 30.00 I .00 24.46 19.57 .00 4.89 29.35 14.67 9.78 34.24 9.78 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6 -24 -97 :053 Compute Time: 14:52:49 14.67 29.35 4.89 19.57 24.46 .00 Date: 07-30 -1998 Type .... Mod. Rational Graph Page 2.13 Name .... PRE-1A&B Tag: 25 YR ·ile .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Sunmary for Specified Storm Duration Q CiA * Units Conversion; Where Conversion 43560 I C12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 25 yr 'C' Adjustment: 1.000 Allowable Outflow: 38.94 cfs Required Storage: .004 ac-ft * * *--------------------------------------------------------------------* * Peak Inflow: 39.17 cfs * * .HYG File: L-1A&B.HYG HYG 10 25 YR * ********************************************************************** Q Tc= 14.00 min 8.5083 in/hr Q 39.17 cfs Area = 13.046 acres Weighted C .350 Adjusted C .350 Required Storage -----------.004 ac-ft I· I I 0 0 0 Q = 38.94 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 14.08 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07-30-1998 Type .... Mod. Rational Storm Cales Name .... PRE-1A&B Tag: 25 YR rile .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD SUIT'fllary for Single Storm Frequency Page 2.14 Q = CiA * Units Conversion; Where Conversion = 43560 / (12 * 3600) RETURN FREQUENCY: 25 yr 'C' Adjustment= 1.000 Allowable Q = 38.94 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: L-1A&B.HYG HYG 10 25 YR Tc = 14.00 min ............................................................................ ············································································ Wtd. Adjusted Duration lntens. 'C' 'C' min in/hr Area acres Cpeak I cts I VOLUMES Inf low ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .350 .350 14.00 8.5083 13.046 39.17 I .755 .004 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07-30-1998 Type .... Mod. Rat i onal Hyg Page 2 .15 Name .... PRE-1A&B Tag: 25 YR i le .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q CiA * Un i ts Convers i on; Where Conversion = 43560 / (12 * 3600) Rat i onal Storms: BRAZOS.IDQ RATIONAL Tag Freq File JDF Curve 25 YR 25 BRAZOS. I DQ e = .7540 b = 89.0000 d = 8.5000 Tag 25 YR Td = 14.00 min Freq c c adj c Area I (years) facto r I final i n/hr acres I 25 !-----------------------------I .350 1.000 I .350 8.5083 13.046 ----------------------------- HYG f i le= E:\STACY\MICRO\PONDPACK\L -1A&B.HYG HYG ID HYG 10 HYG Tag = 25 YR Peak Di scharge = Time to Peak HYG Volume 39.17 cfs 14 .00 min .755 ac -ft HYDROGRAPH ORDINATES (cf s ) Output Time increment = 2.00 min I Peak Q cfs ---------- 39.17 Ti me I mi n I Ti me on left represent s time for first value in each row . ---------1-------------------------------------------------------------- .00 I 10.00 I 20.00 I 30.00 I .00 27.98 22.38 .00 5.60 11. 19 33 .58 39.17 16.79 11.19 S/N : HOMOL086313 1 KLING ENGINEERING Pond Pack Ver : 6-24-97 :053 Compute Ti me: 14:52:49 16 .79 22.38 33.58 27.98 5.60 .00 Date: 07-30-1998 Type .... Mod. Rational Graph Page 2.19 Name .... PRE-1A&B Tag: 50 YR File .... E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Graphical Surrmary for Specified Storm Duration Q CiA * Units Conversion; Where Conversion 43560 / (12 * 3600) ********************************************************************** * * RETURN FREQUENCY: 50 yr 'C' Adjustment: 1.000 Al lowable Outflow: 44.09 cfs Required Storage: .005 ac-ft * * *--------------------------------------------------------------------* * Peak Inf low: 44.36 cfs * * .HYG File: L-1A&B.HYG HYG 10 50 YR * ********************************************************************** Q Tc= 14.00 min 9.6350 in/hr Q 44.36 cfs Area = 13.046 acres Weighted C .350 Adjusted C .350 Required Storage -----------.005 ac-ft I· I I 0 0 0 Q = 44.09 cfs o I· (Allow.Outflow) o I 0 I NOT TO SCALE o I ============ o I -----------------------!------------------------ 14.09 min T S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07 -30-1998 Type .... Mod. Rational Storm Cales Name .... PRE-1A&B Tag: 50 YR File .••. E:\STACY\MICRO\PONDPACK\LANDRY2.PPK MODIFIED RATIONAL METHOD Surrmary for Single Storm Frequency Page 2.20 Q = CiA * Units Conversion; Where Conversion = 43560 I (12 * 3600) RETURN FREQUENCY: 50 yr 'C' Adjustment= 1.000 Allowable Q = 44.09 cfs Hydrograph Storm Duration, Td = 14.00 min Hydrograph File: L-1A&B.HYG HYG 10 50 YR Tc = 14.00 min ............................................................................ ............................................................................ Wtd. Adjusted Duration lntens. Area 'C' 'C' min in/hr acres Qpeak J cts I VOLUMES Inflow ac-ft Storage ac-ft ------------------------------------------------------1--------------------- .350 .350 14.00 9.6350 13.046 44.36 I .855 .005 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :053 Compute Time: 14:52:49 Date: 07-30-1998 Type .... Mod. Rational Hyg Page 2 .21 Name .... PRE·1A&B Tag: SO YR Fil e .... E:\STACY\MICRO\PONDPACK\ MODIFIED RATIONAL METHOD HYDROGRAPH Q = CiA * Units Conversion; Where Conversion = 43S60 / (12 * 3600) Rational Storms: BRAZOS.IDQ RATIONAL Tag Freq Fi le IDF Curve SO YR SO BRAZOS.IDQ e = .74SO b = 98.0000 d = 8 .SO OO Tag so YR Td = 14.00 min Freq c c adj c Area I (years) factor I final in/hr acres I so 1-----------------------------1 .3SO 1.000 I .3SO 9.63SO 13.046 ----------------------------- HYG file= E:\STACY\MICRO\PONDPACK\L·1A&B.HYG HYG ID = HYG 10 HYG Tag = SO YR Peak Discharge = Time to Peak HYG Vollllle 44.36 cfs 14.00 min .8SS ac·ft HYDROGRAPH ORDINATES (cfs) Output Time increment = 2.00 min I Peak Q cfs ---------- 44.36 Time I min I Time on left represents time for first value in each row. ---------1-------------------------------------------------------------- .00 I 10.00 I 20.00 I 30.00 I .00 31.69 2S.3S .00 6.34 38.02 19.01 12.67 44.36 12.67 S/N: HOMOL0863131 KLING ENGINEERING Pond Pack Ver: 6-24-97 :OS3 Compute Time: 14:S2:49 19 .01 38.02 6.34 2S.3S 31.69 .00 Date: 07-30-1998 Calculation for Combined Pre-Developed Hydrograph 50-yr Storm Event Hydrograph PRE-2A PRE-1A&B COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0.0333333 0 .0333333 0.0333333 Time to Peak 12 16 16 Units CFS CFS CFS o ,!l min 0 .00 0 .00 0.00 tJ~ 4 min 3.40 6 .34 9.74 6min 6 .80 12 .67 19 .47 8min 10.21 19 .01 29 .22 10 min 13 .61 25 .35 38.96 12 min 17.01 31 .69 48.70 14 min 13 .61 38 .02 51 .63 16 min 10 .21 44 .36 54.57 18 min 6 .80 38 .02 44 .82 20 min 3 .40 31 .69 35.09 22min 0.00 25 .35 25 .35 24 min 0 .00 19 .01 19 .01 26 min 12 .67 12 .67 28 min 6 .34 6 .34 30 min 0 .00 0.00 32 min 0 .00 0.00 Landry 's and Hotel -Hydrographs-07 /30/98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 2-yr Storm Event ; Hydrograph POST-4A&C POST-48 COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0.0333333 0.0333333 0 .0333333 Time to Peak 12 16 12 Units CFS CFS CFS 0 ~in 0.00 0 .00 0.00 IJ..'l min 4.54 3 .22 7 .76 4-fimin 9.09 6 .45 15.54 1o A" min 13.63 9 .67 23.30 e ,t6 min 18 .17 12 .90 31 .07 to .rl min 22 .71 16 .12 38.83 \t. j4' min 18 .17 19 .34 37 .51 . 16 min 13.63 22 .57 36 .20 I 18 min 9 .09 19 .34 28.43 20 min 4 .54 16 .12 20 .66 22 min 0 .00 12 .90 12 .90 24 min 0 .00 9 .67 9 .67 26 min 6 .45 6 .45 28 min 3 .22 3 .22 30 min 0.00 0 .00 32 min 0 .00 0 .00 Landry 's and Hotel-Hydrographs-07 /30 /98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 5-yr Storm Event Hydrograph POST-4A&C POST-48 COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0.0333333 0 .0333333 0 .03333.33 Time to Peak ~ 16/ y1 Units /C FS ,.ef s _,CFS DA min 0 .00 0 .00 0 .00 fl> 4 min 5 .52 3.95 9 .47 Li. ,6'min 11 .05 7 .90 18 .95 ' 8 min 16 .57 11 .86 28 .43 10 min 22 .10 15 .81 37 .91 12 min 27 .62 19 .76 47.38 14 min 22 .10 23 .71 45 .81 16 min 16 .57 27 .66 44 .23 18 min 11.05 23 .71 34 .76 20 min 5 .52 19 .76 25 .28 22 min 0 .00 15 .81 15 .81 24min 0 .00 11 .86 11 .86 26 min 7 .90 7 .90 28 min 3.95 3 .95 30 min 0 .00 0.00 32 min 0 .00 0 .00 Landry's and Hotel-Hydrographs-07 /30/98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 10-vr Storm Event Hydrograph POST-4A&C POST-48 COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0 .0333333 0 .0333333 0 .0333333 Time to Peak 1.Z 1-6 if Units C FS C FS -'C FS • 0 /2 min 0.00 0 .00 0.00 1,,,. A min 6 .20 4.45 10.65 A-.A min 12 .40 8 .91 21 .31 8min 18.60 13 .36 31 .96 10 min 24 .80 17 .82 42 .62 12 min 31 .00 22 .27 53.27 14 min 24.80 26 .73 51 .53 16 min 18 .60 31 .18 49 .78 18 min 12.40 26 .73 39 .13 20 min 6 .20 22 .27 28.47 22 min 0 .00 17 .82 17.82 24min 0 .00 13 .36 13 .36 26 min 8 .91 8.91 28 min 4.45 4.45 30 min 0 .00 0.00 32 min 0 .00 0 .00 Landry's and Hotel -Hydrographs-07 /30/98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 25-yr Storm Event Hvdrograph POST-4A&C POST-48 COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0 .0333..3 33 0 .0333333 0 .0333333 Time to Peak A :J-6 n Units CFS /CFS 'C FS (c.J ,,,t min 0 .00 0 .00 0 .00 <i ---4 min 7 .08 5.10 12.18 J A min 14 .16 10 .19 24 .35 fn Af min 21 .24 15 .29 36 .53 ' 10 min 28 .32 20 .39 48 .71 12 min 35 .41 25.48 60.89 14 min 28 .33 30.58 58 .91 16 min 21 .24 35 .68 56 .92 18 min 14 .16 30 .58 44 .74 20 min 7 .08 25.48 32 .56 22 min 0 .00 20 .39 20 .39 24min 0 .00 15 .29 15 .29 26 min 10 .19 10 .19 28 min 5 .10 5 .10 30 min 0 .00 0 .00 32 min 0 .00 0 .00 Landry's and Hotel-Hydrographs-07 /30/98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 50-yr Storm Event Hydrograph POST-4A&C POST-48 COMB INED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0 .03333.33 0.0333333 0 .0333333 Time to Peak ,n 1~ tZ Units L'CFS -C FS C FS 0 Jl min 0 .00 0 .00 0 .00 {},. ,4 min 8.00 5.77 13 .77 A.. A min 16 .01 11 .54 27 .55 8 min 24 .01 17.32 41 .33 10 min 32 .02 23 .09 55 .11 12 min 40 .02 28 .86 68.88 14 min 32 .02 34 .63 66 .65 16 min 24.01 40 .40 64.41 18 min 16 .01 34 .63 50 .64 20 min 8.00 28 .86 36 .86 22 min 0 .00 23 .09 23 .09 24min 0 .00 17.32 17.32 26 min 11 .54 11 .54 28 min 5.77 5 .77 30 min 0 .00 0 .00 32 min 0 .00 0 .00 Landry 's and Hote l-Hydrographs-07 /30/98 Calculation for Combined Post-Developed Hydrograph (Entering Detention Pond) 100-yr Storm Event Hvdrograph POST-4A&C POST-48 COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0.033333.3 0.03333.33 0.03333 3-S Time to Peak ~ ,,1-6 .A-2 Units /cFs ./CFS /CFS o 2 min 0.00 0.00 0.00 'l A min 8.36 6 .02 14 .38 4. A min 16 .72 12 .04 28 .76 ({; ,i min 25 .07 18 .07 43 .14 , 10 min 33 .43 24 .09 57 .52 12 min 41 .79 30 .1 1 71 .90 14 min 33 .43 36 .13 69 .56 16 min 25.07 42 .16 67 .23 18 min 16.72 36 .13 52 .85 20 min 8.36 30 .11 38.47 22 min 0.00 24 .09 24 .09 24min 0 .00 18 .07 18.07 26 min 12.04 12 .04 28 min 6 .02 6 .02 30 min 0.00 0.00 32 min 0.00 0.00 Landry 's and Ho tel-Hydrog raphs-07/30 /98 DA 1 2 3 4 5 DA 1 2 3 4 5 Grate and Storm Se Run-Off Calculatio wer C-VALUES GRASS IMP AREA GRASS IMP 0 .424 1 .514 0 .091 0 .373 0 .138 0 .371 0.142 1 .637 0 .236 2 .711 Tc=10min '2s= 1100= C-VALUE AREA 0 .780 1 .938 0 .792 0.464 0 .751 0 .509 0 .856 1 .779 0 .856 2 .947 ns 0 .35 0 .90 TOTA L 1 .938 0 .464 0 .509 1 .779 2 .947 9 . 11. 86 64 14 .898 3 .622 3 .768 15.015 24 .873 C-VALUE 0 .780 0.792 0 .751 0 .856 0 .856 0100 17.588 4 .276 4.448 17.726 29 .363 LANDRY'S AND HOTEL -07/3 1/98 - ~? .. "D(-, /. . (\t';:x ~\, ~~ ~-s ~\> Calculation for Combined Pre-Developed Hydrograph 2-r Storm Event PRE-2A PRE-1A&B COMBINED ? Time HRS HRS HRS ' \_\ \'2" \\D. 0 0 0 l 0 .0333333 0.0333333 0 .0333333 ~ 12 16 16 CFS CFS CFS ~ 0.00 0 .00 ~· 1.93 5.47 3 .86 10 .94 j 5 .79 16.41 10 min 21 .88 ~ 12 min 27 .35 14 min 28.96 ~ 16 min 24 .78 30.57 18 min 21 .24 25 .10 t 20 min 17 .70 19.63 22 min .14 .16 14 .16 24 min 10 .62 26 min 7 .08 4 28 min 3 .54 30 min 0.00 32 min 0 .00 Landry 's and Hotel-Hydrographs-07 /30/98 Calculation for Combined Pre-Developed Hydrograph 5-r Storm Event PRE-2A PRE-1A&B COMBINED Time HRS HRS HRS 0 0 0 0 .0333333 0.0333333 0 .0333333 ~c~k Ip 12 16 16 CFS CFS CFS 0 .00 0 .00 0 .00 2 .35 4.34 6.69 4 .70 13.38 7 .04 20.06 9 .39 26 .75 11 .74 33.44 14 min 9.39 35.42 16 min 37.41 18 min 30 .73 20 min 24 .05 22 min 17 .36 24min 13 .02 26 min 8 .68 28 min 4 .34 30 min 0.00 32 min 0 .00 Landry's and Hotel-Hydrographs-07/30/98 Calculation for Combined Pre-Developed Hydrograph 10-yr Storm Event Hydrograph PRE-2A PRE-1A&B COMBINED Time HRS HRS HRS Begin Time 0 0 0 Time Step 0 .0333333 0.0333333 0 .0333333 Time to Peak 12 16 16 Units .... CFS CFS CFS 0 ,..z'min ~ 0 .00 0.00 0.00 1/4 min \. 2.64 4 .89 7 .53 6 min ' 5.27 9 9 .78 15 .05 8 min '\.7 .91 14 .67 22 .58 10 min '\Q.54 19 .57 30.11 12 min 1 ~18 24 .46 37.64 14 min 10.14 29.35 39.89 16 min 7.91, 34 .24 42.15 18 min 5.27 ' 29 .35 34 .62 20 min 2.64 ' 24 .46 27 .10 22 min 0 .00 ~ 19 .57 19.57 24 min 0 .00 I '\ 14.67 14 .67 26 min A '\. 9.78 9.78 28 min J '\.4 .89 4 .89 30 min ll i.oo 0 .00 32 min ~ o ~ 0.00 I Landry's and Hote l-Hydrographs-07 /30/98 Time Time to Peak Units o min ti 4 min 6min 8min 10 min 12 min 14 min 28 min 30 min 32 min Calculation for Combined Pre-Developed Hydrograph 25-r Storm Event PRE-2A PRE-1A&B HRS HRS 0 .0333333 0 .0333333 12 16 CFS CFS CFS CFS 0.00 0 .00 3.01 5.60 6.02 11 .19 9.03 16 .79 12 .04 22 .38 15 .05 27 .98 12 .04 33 .58 39 .17 33 .58 27 .98 22 .38 16 .79 11 .19 5 .60 0 .00 0.00 COMBINED HRS 0.0333333 16 CFS CFS 0.00 8.61 17.21 25.82 34 .42 43 .03 45 .62 48.20 39.60 30.99 22 .38 16.79 Landry's and Hotel -Hydrographs-07 /30/98 k-c}.\L l'f Calculation for Combined Pre-Developed Hydrograph 100-r Storm Event PRE-2A PRE-1A&B COMBINED Time HRS HRS HRS 0 0 \I.-'\~ 0.0333333 0 .0333333 Time to Peak 16 16 ~(,\;-.~ Units CFS ~~ 0 min 0.00 0 .00 -~~~ 'L A min 3 .55 6 .61 4 A min 7 .10 13 .22 Vj- 8min 10 .66 19 .84 10 min 14 .21 40 .66 12 min 17 .76 50 .82 14 min 14 .21 53 .88 16 min 10 .66 56.95 18 min 7.10 46 .77 20 min 3 .55 36 .61 22 min 0.00 26.45 24min 0 .00 19 .84 26 min 13.22 28 min 6 .61 30 min 0 .00 32 min Landry's and Hotel -Hydrographs-07 /30/98 4103 Texas Avenu~. Suite 212 Bryan , Texas 77802 TO ATTEN TI ON WE TRANSMIT : D Under Separa te Cover D Enc losed VIA: D Ma il ){Messenger D Federal Express D Express Mail D Special Couri er D Picked Up By Your Office NO. \ KLING ENGINEERING AND SURVEYING Consulting Engineers• Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : D Prints D Copies D Originals D Plat PRO J ECT N AME ~ REFERE NCE P.O. Box 4234 Bryan, Texas 77805 our Rev iew & Comment Your Review & D istribution D Your Review, Revis ion & Re t urn D Your Signature & Return D Field Notes w 1ans D Report D Estimate D Cut Sh eets D Computer Printou t D File t{) D Your File and /or Use ~ "J\ \{{J ~ D As Requested By ~ D Please Acknowledge Rece ipt of D Contract D DESCRIPTI O N Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once. Signed : KLING ENGINEERING AND SURVEYING 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 TO ATTENTION WE TRANSMIT : D Under Separate Cover D Enclosed VIA : Consulting Engineers• Land Surveyors Tel. (409) 846 -6212 Fax (409) 846-8252 THE FOLLOWING : D Prints DCopies DOriginals D Plat D Field Notes DATE PROJECT NO. PROJECT NAME REFERE N CE DMail )8:Messenger ~Plans D Federal Express D Express Mail D Special Courier D Report D Estimate D Cut Sheets D Picked Up By Your Office D Computer Printout DFile NO. ~ ~ \ ~ \.r'I'-~ '-' D Contract D DESCRIPTION C '1-\-u, ~ ~ k..,, c;· ~~ n l.'K'-OCl .J'\ (_:Xo 'bo .. N'.IT\~-'\\~~\ \J \.'.) - ~~-\ ~ .\(>~ A'-r-~ \ 'fv11 N '\:\.() N""---\- \) ~ \ FOR : P.O. Box 4234 Bryan, Texas 77805 )sff our Review & Approval D Your Review & Comment D Your Review & D istribution D Your Review, Revision & Return D Your Signature & Return D Your File and /or Use D As Requested By : D Please Acknowledge Receipt of Enclosures D Please Return Enclosures To Us D Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : CITY INFRASTRUCTURE INSPECTION NOTICE B'-PUBLIC WATER LINES C3'PUBLIC FIRE HYDRANTS r:rPUBLIC SANITARY SEWER 0 PUBLIC STORM SEWER D PUBLIC STREETS ~RIVEWAY CONNECTION TO PUBLIC STREET 0 PUBLIC DETENTION FACILITY COM1\1ENTS: _________ __J . . Henton-Lincoln Subdivision ~/ / . Engineer's Estimate for Infrastructure August 14, 1998 Engineer's Estimate ITEM DESCRIPTION UNITS QTY. UNIT EXTENSION PRICE 1 12"X12"X12" Tee EA 1 $400 .00 $400.00 2 18" Steel Casing Bore LF 40 $100 .00 $4,000.00 3 12" P.V .C . DR 14 (AWWA 900, PC 200) LF 368 $28 .00 $10,304 .00 Waterline w/Embedment 4 12" Valve w/valve box EA 2 $1,200.00 $2,400.00 5 11X0 Bend EA 1 $400 .00 $400.00 6 22 .5° Bend EA 1 $400 .00 $400 .00 7 12"x12"x4" Tee EA 1 $400.00 $400 .00 8 2" Blow-Off Valve EA 2 $400.00 $800.00 9 8" P.V.C. DR (AWWA 900, PC 200) LF 48 $24 .00 $1,152.00 Waterline w/Embedment 10 12"x12"x8" Tee EA 1 $400 .00 $400.00 11 12"x12"x12"X12" Cross EA 1 $400 .00 $400.00 12 8" Valve w/valve box EA 1 $650 .00 $650 .00 12 Std. C .O.C .S . Fire Hydrant EA 1 $1,840 .00 $1,840.00 13 12" M .J. Cap EA 1 $100 .00 $100 .00 14 8" M .J . Cap EA 1 $75 .00 $75 .00 15 Restraining Joints EA 4 $500 .00 $2,000 .00 16 Trench Safety LS 1 $1,000 .00 $1,000 .00 17 12" M .J. P.V.C . DR 14 (AWWA 900 , LF 45 $30 .00 $1,350.00 PC 200) Waterline w/Embedment 18 8" P.V.C . SOR 26 Sanitary Sewer Line LF 820 $24 .00 $19,680.00 w/Embedment 19 Std . C.O.C .S. Sanitary Sewer 5' Dia . EA 3 $2,000 .00 $6,000.00 Manhole (6' depth) 20 X-DEPTH MH (3 MH) VF 12 $125.00 $1,500.00 21 Trench Safety EA 1 $2,000 .00 $2,000.00 22 8" M .J . Cap EA 2 $75 .00 $150 .00 23 Tie 8" Line to Existing Manhole EA 1 $500 .00 $500.00 24 24" Class 3 RCP w/Embedment LF 139 $50 .00 $6,950.00 25 30" Class 3 RCP w/Embedment LF 32 $60 .00 $1,920.00 26 42" Class 3 RCP w/Embedment LF 361 $86 .00 $31,046.00 27 6" Reinforced Concrete Inlet Box EA 3 $2,500 .00 $7,500.00 28 Grate Inlet -Volcan Foundry #5435-1 EA 2 $615.00 $1,230 .00 29 Grate Inlet -Volcan Foundry #5435-2 EA 1 $1,228.00 $1,228.00 30 Trench Safety LS 1 $2,000 .00 $2,000.00 31 Clearing R.O .W . AC 0.72 $2,000 .00 $1,440.00 32 Roadway Excavation CY 609 $5 .00 $3,045 .00 33 Roadway Fill CY 165 $6 .50 $1,072.50 34 6" Lime Stabilized Subgrade SY 3145 $18 .00 $56,610.00 35 6" Reinforced Concrete Paving SY 2661 $22 .50 $59,872.50 36 Monolithic Reinforced Concrete Curb LF 1596 $8 .00 $12,768.00 37 Traffic Control LF 1 $1,000.00 $1,000.00 38 6" Reinforced Concrete Headwall LS 1 $1,000 .00 $1,000 .00 39 5" Reinforced Concrete Flume SY 121 $3 .00 $363 .00 40 Det. Pond\Grate Inlet Area Excavation CY 1575 $3.00 $4,725.00 Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure 14-Aug-98 .. .J ' //ITEM ,. DESCRIPTION UNITS QTY. UNIT EXTENSION PRICE 41 Detention Pond\Grate Inlet Area Fill CY 2379 $6.50 $15,463 .50 42 Re-vegetation (Detention Pond) SY 33 0 5 $2 .00 $6,610 .00 43 Connecting Flume to Exiting Headwall LS 1 $500.00 $500.00 44 12" Rock Rubble (2-6'x6 ' Areas) LS 1 $800 .00 $800.00 45 Eros ion & Sedimentation Control LS 1 $2 ,500 .00 $2 ,500.00 46 Geotechnical Testing LS 1 $4,000.00 $4,000.00 47 Construction Staking LS 1 $4,000.00 $4,000.00 Total Waterline $28 ,071 .00 Total Sanitary Swr. $29,830 .00 Total Storm Swr. $51 ,874.00 Tota l Paving $135,808 .00 Total Detention Pond $29,461 .50 Mis cellaneous $10 ,500 .00 Contingen cy $2 2,500 .00 Total $308 ,044 .50 Pa yment Bond $3,080.45 Performance Bond $3 ,080 .45 ~Total $314,205.39 -~~OF~~~ ;'~~~ ........ ~~ , *.l...1ft ._;· J~ ~·~ 'ci ~ i!~ '. • l Items Not Costed r· -· ... -~.i:r.~ 1 Underground Electrical Conduit t~~: .• ~~-'-~E-.,.J 2 GTE Conduit '. 247 05 ,~J 3 Lone Star Gas ... ,._,.,. ~ ,,,., 4 Cable 5 Landscaping 8 6 Lighting\Signage Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure 14 -Aug-98 .> /. . Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure August14,1998 Engineer's Estimate ITEM DESCRIPTION UNITS QTY. UNIT EXTENSION PRICE 1 12"X12"X12" Tee EA 1 $400.00 $400.00 2 18" Steel Casing Bore LF 40 $100.00 $4,000.00 3 12" P.V.C . DR 14 (AWWA 900 , PC 200) LF 368 $28 .00 $10,304.00 Water1ine w/Embedment 4 12" Valve w/valve box EA 2 $1,200.00 $2,400 .00 5 11Y.0 Bend EA 1 $400 .00 $400.00 6 22.5° Bend EA 1 $400.00 $400.00 7 12"x12"x4" Tee EA 1 $400.00 $400.00 8 2" Blow-Off Valve EA 2 $400.00 $800 .00 9 8" P.V.C . DR (AWWA 900, PC 200) LF 48 $24 .00 $1,152.00 Water1ine w/Embedment 10 12"x12"x8" Tee EA 1 $400.00 $400.00 11 12"x12"x12"X 12" Cross EA 1 $400 .00 $400 .00 12 8" Valve w/valve box EA 1 $650 .00 $650 .00 12 Std. C .O .C .S . Fire Hydrant EA 1 $1,840 .00 $1,840 .00 13 12" M .J. Cap EA $100 .00 $100.00 14 8" M .J . Cap EA $75 .00 $75.00 15 Restraining Jo int s EA 4 $500 .00 $2,000.00 16 Trench Safety LS 1 $1 ,000 .00 $1,000 .00 17 12" M.J. P .V .C . DR 14 (AWWA 900, LF 45 $30 .00 $1,350 .00 PC 200) Wate rline w/Embedment 18 8" P .V.C. SOR 26 Sanitary Sewer Li ne LF 820 $24 .00 $19,680 .00 w/Embedment 19 Std . C.O .C .S . Sanitary Sewer 5' Dia . EA 3 $2 ,000 .00 $6,000 .00 Manhole (6' depth) 20 X-DEPTH MH (3 MH) VF 12 $125.00 $1,500.00 21 Trench Safety EA 1 $2,000 .00 $2,000.00 22 8" M.J . Cap EA 2 $75.00 $150.00 23 Tie 8" Line to Existing Manhole EA 1 $500 .00 $500.00 24 24" Class 3 RCP w/Embedment LF 139 $50.00 $6,950.00 25 30" Class 3 RCP w/Embedment LF 32 $60 .00 $1,920.00 26 42" Class 3 RCP w/Embedment LF 361 $86 .00 $31,046.00 27 6" Reinforced Concrete Inlet Box EA 3 $2,500 .00 $7,500.00 28 Grate Inlet -Volcan Foundry #5435 -1 EA 2 $615 .00 $1,230 .00 29 Grate Inlet -Volcan Foundry #5435 -2 EA 1 $1 ,228 .00 $1 ,228 .00 30 Trench Safety LS 1 $2,000 .00 $2,000 .00 31 Clearing R.O .W . AC 0 .72 $2 ,000 .00 $1,440 .00 32 Roadway Excavation CY 609 $5 .00 $3 ,045 .00 33 Roadway Fill CY 165 $6 .50 $1,072.50 34 6" Lime Stabilized Subgrade SY 3145 $18 .00 $56,610 .00 35 6" Reinforced Concrete Paving SY 2661 $22 .50 $59,872.50 36 Monolithic Reinforced Concrete Curb LF 1596 $8 .00 $12,768 .00 37 Traffic Control LF 1 $1,000 .00 $1,000 .00 38 6" Reinforced Concrete Headwall LS 1 $1 ,000 .00 $1,000.00 39 5" Reinforced Concrete Flume SY 121 $3 .00 $363 .00 40 Oet. Pond\Grate Inlet Area Excavation CY 1575 $3 .00 $4 ,725 .00 Henton-Lincoln Subdiv ision Engineer's Est im at e for Infrastructure 14 -Aug -98 7 / / ITEM 41 42 43 44 45 46 47 1 2 3 4 5 6 DESCRIPTION Detention Pond\Grate Inlet Area Fill Re-vegetation (Detention Pond) Connecting Flume to Exiting Headwall 12" Rock Rubble (2 -6'x6' Areas) Erosion & Sedimentation Control Geotechnical Testing Construction Staking Items Not Costed Underground Electrical Conduit GTE Conduit Lone Star Gas Cable Landscaping Lighting\Signage UNITS CY SY LS LS LS LS LS QTY. 2379 3305 1 1 1 1 1 UNIT PRICE $6 .50 $2 .00 $500.00 $800 .00 $2,500 .00 $4,000.00 $4,000.00 Total Waterl ine Total Sanitary Swr. Total Storm Swr. Total Paving Total Detention Pond Miscellaneous Contingen cy Total Payment Bond Performance Bond Hento n-Lincoln Subdivisio n Eng ineer's Estimate for Infrastructure EXTENSION $15,463.50 $6,610 .00 $500 .00 $800 .00 $2 ,500.00 $4,000 .00 $4 ,000 .00 $28,071 .00 $29 ,830.00 $51,874.00 $135,808 .00 $29,461 .50 $10 ,500 .00 $22,500 .00 $308,044 .50 $3 ,080.45 $3 ,080 .45 $314 ,205.39 14-Aug-98 / . Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure August 14, 1998 Engineer's Estimate ITEM DESCRIPTION UNITS QTY. UNIT EXTENSION PRICE 1 12"X12"X12" Tee EA 1 $400.00 $400.00 2 18" Steel Casing Bore LF 40 $100.00 $4,000.00 3 12" P .V.C. DR 14 (AWWA 900 , PC 200) LF 368 $28 .00 $10 ,304 .00 Waterline w/Embedment 4 12" Valve w/valve box EA 2 $1,200 .00 $2,400 .00 5 11 Y.0 Bend EA 1 $400 .00 $400 .00 6 22.5° Bend EA 1 $400 .00 $400 .00 7 12"x12"x4" Tee EA 1 $400 .00 $400 .00 8 2" Blow-Off Valve EA 2 $400 .00 $800.00 9 8" P.V.C. DR (AWWA 900, PC 200) LF 48 $24.00 $1 , 152.00 Waterline w/Embedment 10 12"x12"x8" Tee EA 1 $400 .00 $400.00 11 12"x12"x12"X12" Cross EA 1 $400 .00 $400.00 12 8" Valve w/valve box EA 1 $650 .00 $650.00 12 Std . C .O .C .S. Fire Hydrant EA 1 $1,840 .00 $1,840 .00 13 12" M .J. Cap EA 1 $100 .00 $100 .00 14 8" M .J . Cap EA 1 $75 .00 $75.00 15 Restraining Joints EA 4 $500 .00 $2 ,000.00 16 Trench Safety LS 1 $1,000 .00 $1 ,000 .00 17 12" M .J . P.V.C . DR 14 (AWWA 900, LF 45 $30 .00 $1,350 .00 PC 200) Waterline w/Embedment 18 8" P .V.C . SOR 26 Sanitary Sewer Line LF 820 $24 .00 $19 ,680 .00 w/Embedment 19 Std. C.O.C .S . Sanitary Sewer 5' Dia . EA 3 $2,000 .00 $6,000.00 Manhole (6' depth) 20 X-DEPTH MH (3 MH) VF 12 $125.00 $1,500.00 21 Trench Safety EA 1 $2,000 .00 $2,000.00 22 8" M.J . Cap EA 2 $75 .00 $150.00 23 Tie 8" Line to Existing Manhole EA 1 $500 .00 $500 .00 24 24" Class 3 RCP w/Embedment LF 139 $50.00 $6,950.00 25 30" Class 3 RCP w/Embedment LF 32 $60 .00 $1,920.00 26 42" Class 3 RCP w/Embedment LF 361 $86 .00 $31,046 .00 27 6" Reinforced Concrete Inlet Box EA 3 $2,500 .00 $7,500.00 28 Grate Inlet -Volcan Foundry #5435-1 EA 2 $615 .00 $1 ,230.00 29 Grate Inlet -Volcan Foundry #5435-2 EA 1 $1,228 .00 $1,228.00 30 Trench Safety LS 1 $2,000 .00 $2,000 .00 31 Clearing R.O .W . AC 0 .72 $2,000 .00 $1,440.00 32 Roadway Excavation CY 609 $5 .00 $3 ,045.00 33 Roadway Fill CY 165 $6.50 $1,072.50 34 6" Lime Stabilized Subgrade SY 3145 $18.00 $56,610.00 35 6" Reinforced Concrete Paving SY 2661 $22 .50 $59,872.50 36 Monolithic Reinforced Concrete Curb LF 1596 $8.00 $12 ,768 .00 37 Traffic Control LF 1 $1,000.00 $1,000.00 38 6" Reinforced Concrete Headwall LS 1 $1 ,000 .00 $1,000.00 39 5" Reinforced Concrete Flume SY 121 $3 .00 $363.00 40 Det. Pond\Grate Inlet Area Excavation CY 1575 $3 .00 $4,725 .00 Henton-Lincoln Subd ivision Engineer's Estimate for Infrastructure 14-Aug-98 ./ / . / ITEM 41 42 43 44 45 46 47 1 2 3 4 5 6 DESCRIPTION Detention Pond\Grate Inlet Area Fill Re-vegetation (Detention Pond) Connecting Flume to Exiting Headwall 12" Rock Rubble (2-6'x6' Areas) Erosion & Sedimentation Control Geotechnical Testing Construction Staking Items Not Costed Underground Electrical Conduit GTE Conduit Lone Star Gas Cable Landscaping Lighting\Signage UNITS CY SY LS LS LS LS LS QTY . 2379 3305 1 1 1 1 1 UNIT PRICE $6 .50 $2 .00 $500 .00 $800 .00 $2,500 .00 $4,000 .00 $4,000 .00 Total Waterline Total Sanitary Swr. Total Storm Swr. Total Paving Total Detention Pond Miscellaneous Contingency Total Payment Bond Performance Bond Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure EXTENSION $15,463 .50 $6,610.00 $500.00 $800 .00 $2,500 .00 $4,000 .00 $4,000.00 $28,071 .00 $29,830 .00 $51,874 .00 $135 ,808 .00 $29,461 .50 $10,500.00 $22 ,500 .00 $308,044.50 $3,080.45 $3,080 .45 $314,205.39 14-Aug-98 Figure Xll Development Permit City of College Station, Texas Lot 1 & 2, Henton Subdivision, 13,504 Acres, Volume 2017, Page 239, Site Legal Description: _a nd Lot2 , g1ock 1 , One _Linc oln Place; 9 .03 Acres,-llolume 690, Page 111 rM 2818 175 Site Owner: D. W. S. Inc. Address : _B_r,_.Y_a_n-,..,_T_ex_a_s ______ _ Telephone: ( 409) 779-7209 4103 Texas Avenue Architect/ Address : Bryan, Texas 77805 Engineer : Kling Engineering & Surveying Telephone No : (A.n..9_,_.µ)8..J..:4:n.6i.::-:..i.,6lL.2~1L-2----- Contractor: _N~/-'--A'------------Address : N/ A -------------Te I e phone No : _._Nul..1....A.__ _______ _ Date Application Filed : ________ _ Approved : ------------ Application is hereby made for the following development specific waterway alterations : l&I Application Fee 0 Signed Certifications 0 Drainage and erosion control plan, with supporting Drainage Report two (2) copies each . 0 Site and Construction Plans, with supporting Drainage Report two (2) copies each . 0 Other: ------------------------------- ACKNOWLEDGMENTS : I, __ D_._W_._S-'--. -"-'I n-'--c=-.'----------' design engineer/owner, hereby acknowledge or affirm that : The information and conclusions contained in the above plans and supporting documents comply with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its associated Drainage Policy and Design Standards . As a condition of approval of this permit application, I agree to construct the improvements proposed in this application according to these documents and the requirements of Chapter 13 of the ollege tation ty Code . ()~ Contractor Figure XU Continued CERTCFrCATlONS : (for proposed alterations within designated flood hazard areas .) A. I, N/A , certify that. any nonresidential structure on Of proposed to be on this site as part of this application is designated to prevent damage to the structure or its contents as a result of flooding from the 100 year storm. Engineer Date B. l, N/A , cert ify that the finished floor elevation of the lowest floor , including any basement, of any residential structure, proposed as part of this application is at or above the base flood elevation established in the latest Federal Insurance Administration Flood Hazard Study and maps, as amended . Engineer Date C . I, N/ A c ertify that the alterations or development covered by this permit shall not diminish the flood-carry ing capacity of the waterway adjoining or crossing this permitted site and that such alterations or development are consistent with requirements of the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of floodway fringes . Engineer Date I, N/ A do certify that the proposed alterations do not raise the level .__.) of the 100 year flood above elevation established in the latest Federal Insurance Administration Flood Hazard Study. Engineer Date Cond itions or comments as part of approval : ------------------- 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 cons_truction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. I hereby grant this permit for development. 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 . 4103 Texas Avenue , Suite 212 Bryan , Texas 77802 TO WE TRANSMIT : 0 Under Separate Cover O Enclosed VIA: O Ma il ~Messenger 0 Federal Express 0 Express Mail 0 Special Courie r 0 Picked Up By Your Office NO. \ KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints .)(Copies O Originals O Plat 0 Field Notes D Plans JsReport 0 Estimate O Cut Sheets DATE PROJECT NO. PROJECT N AME REFERENC E 0 Computer Printout O File O Contract 0 DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas 77805 ·~our Review & Approval 0 Your Review & Comment 0 Your Review & Distribution O Your Review, Rev ision & Return 0 Your Signature & Return 0 Your File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : RESERVE TRACT 11.28 ACRES I I : s .,;,~~,,.: : f$4.oti : I I: I~· LOT 1R 2 .1 7 ACRES LOT 2R 2 .57 ACRES I I : ~: Ii l~i I I I i :/~ I , : /I /~ • 11 '/,'I I : , . / ,' : ,'I E' 15 UTILITY EASEMENT~ ,' ',' : 1: "=----~5~-~~~L~~~~-~~~~ ---__ //j_ :/ ----~-----..1 _______ -----------;'-/";' _____ , - -- --.. 1flll{/j ... __ _. .... ~_1._J_;. __ _ s #"5.J'.U"W-167.89' LOT 1 BLOCK ONE FOREST ORN (PRIVATE: !?QI.. 07/21/98 16:44 'l!409 764 3496 DEVELOPMENT SVCS EASEMENT INFORMATION SHEET (To be lflled In and submitted with construction plans and ·spe~c•tions tor preliminaty review} REQUESTING DEPARTMENT INFORMATION ·-.. :.;·: ~P.FCIAL INSTRUCTIONS: --------~-------------···---.;..;,,;,;.;,;,.;,;.;=--.-;,;.;.;: REViEW ANO APPROVAL REQUIRED/GIVEN BY THE FOLLdWiNG DEPARTMENTS ~::': Approval Required By: _Electric Waler/WW := City Engineer Approval Given · By: __ Electric ,.' ,.:.J\:~.V · (Pleas• initial) __ WaterfVi.f.N.,iL,. :· .,. __ City Engineer ; :;· .. ' APPLICANT INFORMATION PROPERTY OWNER(S): SPIRIT DEVELOPMENT I, LTD ., a Texas Unlimited Partnersh i p (Names must be encay as they appear on the dud} ADDRESS : 5949 Sherry Lane, Suite 1700 Dallas, Dallas .County, Texas 75225 PHONE NUMBER :~-----~ 6U,.LENDERS : __________ .,.,..,_. _ __,,...,......,...,---.------------ (Names and Addresses} IF OWNER IS A CORPORATION, PARTNERSHIP, OR JOINT VENTURE : 1. State of Incorporation/Registration _T_ .. e .... x_a_s ________________ _ 2. Partners' Names (if applicable} --------------------- 3 . Person Authorized to Sign---------.,,.,.---,._,,...---------- (Name and Title} Any land acquisition resulting from Capital lmpro;;;,e;,~nt ProjectS requires a meeting between the City Attorney and the Project Manager. jslc/fonru/inf o .doc: IOnl/96 raioo1 . J:t ; '*" '~ l-. ~. ...... ~.· . ~ .. :· .;·I ' . i . i 1: H 1· .. ,. !• ,, ,, •/ i ~ ;i ----------·------~· -- ---------·-... ·---------------··-··. SPECIAL WARRANTY DIED DATE: March 6, 1997 GRAMTOR: SAM J. CAMPISE and DAVID w. 624850 9~ "'~ I 0 ~:~ ~.: f'!3 s~ ... : .....• ~::Ji \ . "R.\Z c: ":·C'J SE ~£~~ GRAMTOR'S MAILING ADDRESS: GRANTEE: 111 FM 2818 Bryan, Brazos county, Texas 77801 SPIRIT DEVELOPMENT I, LTD., a Texas Limited Partnership GRANTEE'S MAILING ADDRESS: 5949 Sherry Lane, Suite 1700 Dallas, Dallas County, Texas 75225 CONSIDERATION: TEN AND N0/100 DOLLARS ($10.00) and other good and valuable consideration. PROPERTY (INCWDING ~ IMPROVEMENTS): Being all that certain lot, tract or parcel of land lying and being situated in Brazos County, Texas, and being Lot Three (3), Block One (1), ONE LINCOLN PLACE, an addition to the City of College Station, Texas, according to plat recorded in Volume 690, page 175, Official Records of Brazos county, Texas. RESERVATIONS FROM AND EXCEPTIONS TO CONVEYANCE AND WARRANTY: °' t12H46 (1) Restrictive covenants affecting the herein desc·ribed property recorded in Volume 690, page 175, Official Records of Brazos County, Texas. (2) 20' Utility Easement and 25' Building line along the front of the lot, 20' Utility Easement along the rear and southeast portion of the lot, 20' Utility and Water Line Easement along the Northeast side of the lot, 15' Utility Easement along easterly . side of the lot, and Access Easement meandering from 57 feet to 35 feet as shown of record on plat of One Lincoln Place, recorded in Volume 690, page 175, Official Records . of Brazos County, Texas: and as shown on survey plat dated November, 1996, prepared by Michael R. McClure, Registered Professional Land Surveyor, State of Texas, No. 2859. . )7{.'' ' ·108 ·1 t1 ~ r_ nPr · · _ : I I . ; , . I . ··-:--:~._ ..... "':-~----~,..·;··:"-· -----. -----------·--:-· .. ·-----·. , .. · .. t . ', ~· .. t ~; ~:·, ~ ~'J ~; t· .. I ~~ if. '1 1~ r t ~· ' ~ ~ ;; t'· , ~~ . . ,. " , .... ... · .... ~· •, .. (3) Right-of-Way Easement from Jacob Luza to Humble Pipe Line Company, dated July 21, 1919, recorded in Volume 49, page 21, Deed Records of Brazos County, Texas. (4) Right-of-Way Easement from Ed Putz, et ux to City of Bryan, dated April 23, 1937,.recorded in Volume 98, page 220, Deed Records of Brazos County, Texas. (5) Access Rights conveyed in Deed from Home Finder Realty, Inc., et al to Cedar Creek, Ltd., dated June 14, 1983, recorded in Volume 583, page 298, Deed Records of Brazos County, Texas. (6) Mineral reservation in Deed from Home Finder Realty, Inc. , et al to Cedar Creek, Ltd. , dated June 14, 1983, recorded in Volume 583, page 315, Deed Records of Brazos County, Texas. (7) Mineral Deed from Home Finder Realty, Inc. to Marge Freund, dated September 7, 1989, recorded in Volume 1141, page 746, Official Records of Brazos County, Texas. (8) Estate created by Oil and Gas Lease from Marge Freund to Ince Oil Corporation, dated November 12, 1991, recorded in Volume 1411, page 65, ot.f icial Records of Brazos county, Texas. (9) Estate created by Oil and Gas Lease from Home Finder Realty, Inc. , Trustee for University East Joint Venture to Ince Oil Corporation, dated November 8, 1991, recorded in Volume 1427, page 7, Official Records of Brazos County, Texas. (10) SAVE AND EXCEPT, and there is hereby reserved unto Granter, its successors and assigns, all oil, gas and other minerals that it now owns, in, on, under, and that may be produced from the herein described property, provided however that Granter herein waives for itself, its successors and assigns, all rights of every kind and character with the respect to the surf ace and no owner of any portion of the mineral estate hereby reserved shall ever have any rights of ingress and egress for any purpose and such mineral estate hereby reserved may be developed and/or explored only by pooling or directional drilling. r;, tllHU 2 --------·-·-·-·-· ----· ......,..-----, --·'------~"·~·_:.;":.....:.'~· .. ~-~;._--__;'----"__:_ ____ ..:.._~_::.__....:.:,:.._;__c._;_ ___ ;__ ___ ~;__~--~ ! ~ Grantor, for the consideration and subject to the reservations from and exceptions to conveyance and warranty, grants, sells, and conveys to Grantee ·the property, together with all and singular the rights and appurtenances thereto in any wise belonging, to have and hold it to Grantee, Grantee's .heirs, executors, administrators, successors, or assigns forever. Grantor hereby binds Grantor and Grantor's heirs, executors, administrators, and successors to warrant and forever defend all and oingular the property to Grantee and Grantee's heirs, executors, administrators, successors, and assigns, against every person whomsoever lawfully c l aiming or to claim the same or any part thereof, except as to the reservations from and exceptions to warranty, when the claim is by, through or under Grantor but not otherwise. When the context requires, the plural. THE STATE OF TEXAS § COUNTY OF BRAZOS § r nouns and pronouns include This instrument was acknowledged before me on the _::]_ day of March , 1997 ,-by SAM J. CAMPISE and DAVID W. SCARMARDO. I Nota~i~~; Texas AFTER RECQROING. RETURN TO: BRAZOS COUNTY ABSTRACT COMPANY P.O. Box 4704 Bryan, Texas 77805 al tl2U46 3 PREPARED BY: TOH GIESENSCHLAG 418 Tarrow College Station, TX 77840 (TG/ca/128946) . . . . ... --~-.... __ .....__.....~..._.....__..;....,...;·,_.h~•------~·------·-~·---·------·- / I 1. 1 5' Public Utility Easement Across 30' Private Access Easement in Lot 3, Block 1, One Lincoln Place Richard Carter Survey, A-8 College Station, Brazos County, Texas Field notes of a 15' x 15' tract or parcel of land, lying and being situated in the Richard Carter Survey, Abstract No. 8, College Station, Brazos County, Texas, and being part of Lot 3, Block 1, One Lincoln Place according to the plat recorded in Volume 690, Page 175, of the Official Records of Brazos County, Texas, and being more particularly described as follows: BEGINNING in the common line between the 30' Private Access Easement and the 15' Public Utility Easement as shown on the beforementioned plat of One Lincoln Place location S 27° 34' 39" E -263.01 feet from the lead plug and tack found marking the west corner of said Lot 3, Block 1, same being in a curve, concave to the east having a radius of 285.00 feet; THENCE along the common line between the 30' Private Access Easement and the 15' Public Utility Easement as follows: Southeasterly along said curve for an arc distance of 5.31 feet, the chord bears S 44° 56' 57" E -5.31 feet, S 45° 28' 58" E 9.69 feet; THENCE S 44° 31' 02" W 15.00 feet to the common line between Lots 2 and 3, Block 1; THENCE N 45° 28' 58" W along the common line between Lots 2 and 3, Block 1, for a distance of 9.69 feet to a railroad spike set at the beginning of a curve concave to the east having a radius of 300.00 feet; THENCE northwesterly along said curve for an arc distance of 5.31 feet, the chord bears N 44° 58' 33" W -5.31 feet; THENCE N 44° 31' 01" E 15.00 feet to the PLACE OF BEGINNING, containing 225.00 square feet of land, more or less. kee98-02b:\linc13b1 .pue Surveyed August 1998 By:~U. S. M. Kling R.P.L.S. No. 2003 KLING ENGINEERING AND SURVEYING BRYAN . TEXAS K LING E NGINEERING & S U RVEYING C onsult ing E ngineers • L and S urvey ors 41 0 3 Tex as Avenue, Suite 212 Bryan , Texas 77802 B.J. Kling, P.E., RP.LS. S.M. Kling, RP.LS . Telephone 409/846-6212 Fax 409/846-8252 August 27, 1998 TO: Veronica Morgan, P.E. Development Engineer -City of College Station FROM: Stacy King Kling Engineering & Surveying RE: Joe 's Crab Shack -Fire Flow Analysis Post Office Box 4234 Bryan, Texas 77805 The following memo is to satisfy the Fire Flow Analysis required for the waterline that is to be installed on Henton-Lincoln Subdivision . This memo includes assumptions made in the analysis , a sketch of the waterline and the results from a CYBERNET analysis . (The CYBERNET program is by Haestad Methods and uses the same methodology as KYPIPE). ASSUMPTIONS It was assumed that there would be no domestic water demands during a fire from Joe 's Crab Shack, however, there will be domestic water demands from Quality Suites Hotel, 13 gpm, and the Cedar Creek Condominiums, 32 gpm . The required flow to put out a fire for Joe 's Crab Shack was calculated at 1500 gal/min plus 1100 gpm for the sprinkler system demand totaling 2600 gpm. This demand was placed at the fire hydrant on the Joe 's Crab Shack property. The measured pressure in the existing 12" line along the private drive was 92 psi which was converted to an elevation to compute the hydraulic grade for use in analysis . See calculation sheet in follow ing pages for calculations for water demands, required fire flow and hydraulic g rade . RESULTS The pressure in the waterline ranges from 87 psi to 94 psi . The velocity in the line ranges from 0 .1 to 7.4 ft /s. (See the following pages for sketch showing location of pipes and computations). R-1 P-3 J-3 Title: Henton-Lincoln e:\landrys.wcd 08/27198 11 :41 :28 AM Scenario: Base P-1 J-1 P-2 J-2 Project Engineer: S . M . KLING Kling Engln-rlng & Surveying Cybemet v3.1 (071) <Cl Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Link Start End Label Node Node P-1 R-1 J-1 P-3 R-1 J-3 P-2 J-1 J-2 Title: Henton-Lincoln e:llandrys .wcd 08/27198 05:05:49 PM Material Ductile Iron PVC Ductile Iron Diameter Length Minor Loss (in) (ft) 12 60.00 0.35 12 322.00 1.05 12 175.00 1 .80 Scenario: Base Steady State Analysis Pipeline Report Current Head loss Discharge Status (ft) (gpm) Open 0 .61e-3 45.00 Open 4 .58 2 ,600.00 Open 0 .98e-3 32.00 Kllng Engln-rlng & Surveying Velocity Start (ft/s) Pressure (psi) 0 .13 7 .38 0 .09 92.46 C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 End Pressure (psi) 92.46 87.02 94.19 Project Engineer: S . M. KLING Cybemet v3 .1 (071) Page 1of1 Node Elevation Label (ft) J-1 299.00 J-2 295.00 J-3 307.00 Title : Henton-Lincoln e:IJandrys .wcd 08/27198 05:04:49 PM Scenario: Base Steady State Analysis Junction Report Demand Demand Demand Calculated Calculated Pressure Type (gpm) Pattem Demand Hydraulic (psi) (gpm) Grade (ft) Demand 13.00 Fixed 13.00 512.81 92.46 Demand 32.00 Fixed 32.00 512.81 94.19 Demand 2 ,600.00 Fixed 2 ,600.00 508.23 87.02 Kling Engln-rlng & Surveying C> Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA Project Engineer: S . M. KLING Cybemet v3.1 (071) (203) 755-1666 Page 1 of 1 Required Fire Flow to Extinguish Fire C = 1.0 (ordinary construction) A= 10375 sf 18 x 1.0 x 10375°·5 = 1833.45 gpm 1750 gpm 1750gpmx1 .25 = 2187 .5 gpm (high fire hazard) 2187 .5 gpm x 0 .5 = 1093.75 gpm (sprinkler system) Distance Increase Side 1 Side 2 Side 3 Side4 36' from property line 40' from property line >100' from property line 86' from property line 1093.75 x 1.45 = 1585.98 gpm 1500 gpm Hydraulic Grade @ Static Hydrant 921b 1ft 3 144ln 2 92 ps i =j,12 x 62 .4lb x ~ = 212.31 ft 212 .31ft + 300 .50 ft= 512 .81 ft Quality Suites Hotel Water Demand 15% 15% 5% 10% 45% 81 Room Hotel : Assumption : 2 Occupants per room . Usage : *50 gpd/person = 0 .03472 gpm/person (ref. TNRCC Rules , ch 317, fig . 317.4(a).) Peaking Factor: 2.3 81 x 2 x 0 .03472 x 2.3 = 12.94 gpm Cedar Creek Condominiums Water Demand 67 Units: Assumption: 3 Occupants per unit. Usage: *100 gpd/person = 0.06944 gpm/person (ref. TNRCC Rules , ch 317, fig . 317.4(a).) Peaking Factor: 2 .3 67 x 3 x 0 .06944 x 2 .3 = 32.10 gpm *It is assumed that the water demand is equivalent to the daily waste water flow. 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 TO ATTENTION WE TRANSMIT : 0 Under Separate Cover DEnclosed VIA : OMail 'i);lMessenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. \ KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints DCopies OOriginals OPlat 0 Field Notes O Plans OReport 0 Estimate OCut Sheets DATE PROJECT NO . PROJECT NAME \-\ REFERENCE 0 Computer Printout OFile DContract 0 DESCRIPTION FOR: P.O. Box 4234 Bryan, Texas 77805 ~Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return la_Your Signature & Return OYour File and/or Use DAs Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : ------ ----------!------------ ------..+----------------------- -------------- ---+I------~------ ---M---------------· --++-----------~ --- -~---------~ - -------t..t-------- ---hl--------- ------- ~ ----- 07 /29 /98 15:36 '5'409 846 8252 KLING ENGR ~~~ COGS VOLK /MORGA N 0Cf J KLING lENGJ!NEERJING & SURVEYING 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J. Kling, P.E., R.P.L.S. S.M. Kling, R.P.L.S. July 29, 1998 Consulting Enginee1·s • Land Surveyors Telephone 409/846-6212 Fax 409/846-8252 TO: Veronica Morgan, P.E. City of College Station FROM: s. M. Klb::? M' l..L~----:~ Post Office Box 4234 Bryan, Texas 77805 RE: Infrastructure submittal/review Henton·l: ncoln Subdivision This is to inform you that our firm has submitted on this date the replat of Henton-Lincoln Subdivision and the construction plans for 12" waterline, 8" sanitary sewer, storm sewer and private drive. On July 31, 1998, we will submit a drainage report with detention design on Lots 1 R and 2R, Henton-Lincoln Subdivision. I will be available during the weekend of August 1st to facilitate the plan review process. ~001 4103 Texas Avenue , Suite 212 Bryan, Texas 77802 TO ATTENTION WE TRANSMIT : 0 Under Separate Cover 0 Enclosed VIA : O Mai l ~Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. \ pf scr1 KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints O Copies O Originals DPlat 0 Field Notes ~lans ~eport 0 Estimate 0 Cut Sheets DATE PROJECT N AME REFE RENCE 0 Computer Printout O File 0 Contract 0 DESCR IPTION FOR : P.O. Box 4234 Bryan , Texas 77805 ~Your Review & Approval O Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return 0 Your File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : If Enclosures Are Not As Noted , Please Notify Us At Once . Signed : KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surve yo rs 4103 Texas Avenue, Suite 212 Bryan , Texas 77802 TO ATTENTION ~ WE TRANSMIT : 0 Under Separate Cover 0 Enclosed VIA : OMail ~Messenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. \ "'" ~,~,... .... o Cl ~~- Tel. (409) 846-6212 Fax (409) 846-82 52 THE FOLLOWI NG : 0 Prints O Copies D Originals O Plat 0 Field Notes 0 Plans ·~Report 0 Estimate O Cut Sheets PRO JECT N AME REFERENC E 0 Computer Pr intout O File D Contract 0 DESCRIPTION U n~~\ '\ -·'-\. '''"\.~<'\A r-. ......... ~.-~..,. r ,1 ,,.-...0 \\ ~~ c ~ () ~ r , r"' . ..,\. \ "~ \--...o r ... \. 7_ ·"~\""~ I\~ -\si L.. l\lo 0\.. l.9~\:)-~0 6~ ':\\:..._r,-\i. U c \\.\ \.J \~ FOR : :Q(Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Yo u r Review, Revision & Return 0 You r Signature & Return 0 Your File and /or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enclosures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Se nt To : If Enc losures Are Not As Noted, Please Notify Us At Once . Signed: Henton-Lincoln Subdivision :;q-i Engineer's Estimate for Infrastructure August 14, 1998 Engineer's Estimate ITEM DESCRIPTION UNITS QTY. UNIT EXTENSION PRICE 1 12"X12"X12" Tee EA 1 $400.00 $400 .00 2 18" Steel Casing Bore LF 40 $100.00 $4,000.00 3 12" P .V.C . DR 14 (AWWA 900 , PC 200) LF 368 $28 .00 $10,304.00 Waterline w/Embedment 4 12" Valve w/valve box EA 2 $1,200.00 $2,400.00 5 11~0 Bend EA 1 $400.00 $400.00 6 22.5° Bend EA 1 $400 .00 $400.00 7 12"x12"x4" Tee EA 1 $400 .00 $400.00 8 2" Blow-Off Valve EA 2 $400 .00 $800 .00 9 811 P.V .C. DR (AWWA 900, PC 200) LF 48 $24.00 $1,152 .00 Waterline w/Embedment 10 12"x12"x8" Tee EA 1 $400.00 $400.00 11 12"x12"x12"X12" Cross EA 1 $400 .00 $400.00 12 8" Valve w/valve box EA 1 $650.00 $650 .00 12 Std. C.O.C .S. Fire Hydrant EA 1 $1,840 .00 $1,840 .00 13 12" M.J . Cap EA 1 $100 .00 $100 .00 14 8" M.J. Cap EA 1 $75 .00 $75.00 15 Restraining Joints EA 4 $500.00 $2,000.00 16 Trench Safety LS 1 $1,000 .00 $1,000 .00 17 12" M .J . P.V.C . DR 14 (AWWA 900 , LF 45 $30 .00 $1,350 .00 PC 200) Waterline w/Embedment 18 8" P.V.C. SOR 26 Sanitary Sewer Line LF 820 $24.00 $19 ,680.00 w/Embedment 19 Std. C .O .C .S. Sanitary Sewer 5' Dia. EA 3 $2,000.00 $6,000.00 Manhole (6' depth) 20 X-DEPTH MH (3 MH) VF 12 $125.00 $1,500.00 21 Trench Safety EA 1 $2,000 .00 $2,000.00 22 8" M.J . Cap EA 2 $75.00 $150 .00 23 Tie 8" Line to Existing Manhole EA 1 $500 .00 $500 .00 24 24" Class 3 RCP w/Embedment LF 139 $50.00 $6,950 .00 25 30" Class 3 RCP w/Embedment LF 32 $60 .00 $1,920.00 26 42" Class 3 RCP w/Embedment LF 361 $86.00 $31,046.00 27 6" Reinforced Concrete Inlet Box EA 3 $2,500 .00 $7,500.00 28 Grate Inlet -Volcan Foundry #5435-1 EA 2 $615 .00 $1 ,230.00 29 Grate Inlet -Volcan Foundry #5435-2 EA 1 $1 ,228 .00 $1 ,228 .00 30 Trench Safety LS 1 $2,000 .00 $2,000.00 31 Clearing R.O .W . AC 0.72 $2 ,000 .00 $1,440.00 32 Roadway Excavation CY 609 $5 .00 $3,045.00 33 Roadway Fill CY 165 $6 .50 $1 ,072 .50 34 6" Lime Stabilized Subgrade SY 3145 $18 .00 $56 ,610.00 35 6" Reinforced Concrete Paving SY 2661 $22 .50 $59 ,872.50 36 Monolithic Reinforced Concrete Curb LF 1596 $8.00 $12,768.00 37 Traffic Control LF 1 $1,000 .00 $1 ,000.00 38 6" Reinforced Concrete Headwall LS 1 $1,000 .00 $1 ,000 .00 39 5" Reinforced Concrete Flume SY 121 $3 .00 $363 .00 40 Det. Pond\Grate Inlet Area Excavation CY 1575 $3 .00 $4,725 .00 Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure 14-Aug-98 ,. ., . ; ITEM DESCRIPTION UN ITS QTY. UNIT EXTENSION PRICE 41 Detention Pond\Grate In let Area Fill CY 2379 $6 .50 $15,463 .50 42 Re-vegetation (Detention Pond) SY 3305 $2.00 $6,610.00 43 Connecting Flume to Exiting Headwall LS 1 $500.00 $500 .00 44 12" Rock Rubble (2-6'x6' Areas) LS 1 $800 .00 $800 .00 45 Erosion & Se dim entation Control LS 1 $2,500.00 $2,500 .00 46 Geotechnical Testing LS 1 $4,000.00 $4,000 .00 47 Construction Staking LS 1 $4 ,000 .00 $4,000.00 Tota l Waterline $28,071 .00 Tota l Sanitary Sw r. $29,83 0.00 Tota l Storm Swr. $51,874 .00 Total Paving $135 ,808.00 Total Detention Pond $29,461 .50 Miscellaneous $10,500.00 Co ntingency $22,500 .00 Total $308,044 .50 Payment Bond $3,080 .45 Performance Bond $3 ,080.45 ~~Total $314,205.39 ~~o::~~ ..:;~ ............. '•t ,,,, .... f;~ .... ";:\. l't ~-\'w ~ i!'(.r , -~ ~ ~ Items Not Cost ed t · -...... .,._,-~!j 1 Underground Electrical Conduit ,.l!;.d.: ... ~~-'-~-·r , 2 GTE Conduit . \ . 247 05 /,~} 3 Lone Star Gas .. •' "' ., ., 4 Cab le 5 Landscaping 8 6 Lighting\Signage Henton-Lincoln Subdivision Engineer's Estimate for Infrastructure 14-Aug-98 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 TO ~ WE TRANSMIT : 0 Under Separate Cover OEnclosed VIA: OMail ~essenger 0 Federal Express 0 Express Mail 0 Special Courier 0 Picked Up By Your Office NO. KLING ENGINEERING AND SURVEYING Consulting Engineers • Land Surveyors Tel. (409) 846-6212 Fax (409) 846-8252 THE FOLLOWING : 0 Prints ')?.!"Copies OOriginals OPlat 0 Field Notes OPlans OReport DEstimate OCut Sheets REFERENCE 0 Computer Printout OFile OContract 0 DESCRIPTION FOR : P.O. Box 4234 Bryan, Texas 77805 0 Your Review & Approval 0 Your Review & Comment 0 Your Review & Distribution 0 Your Review, Revision & Return 0 Your Signature & Return ~our File and/or Use 0 As Requested By : 0 Please Acknowledge Receipt of Enc losures 0 Please Return Enclosures To Us 0 Copies Of This Letter Of Transmittal Sent To : \ '(__,'('\ "·· · "' "''' '.-...' \'\ c_l,\-\ -~~ ~r 'I'-. If Enc losures Are Not As Noted , Please Notify Us At Once. u -~"' \....~..-...~"''"'~'--'~ \) '-I Signed: Public Water Infrastructure General ,0" Overall utility layout sheet -showing casements (platted or by separate instrument) D If separate instrument casements are needed -do not approve until we get them recorded D TXDOT permits needed? D Sealed and Signed 0 Engineers Estimates jpet Pipe material ~Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) :;a" Depth (4'+)(min,max) 0 Separation distances (TNRCC) ~ All utilities in plan & profile w/sius and type d Private vs. Public line distinction Afr o Wyes not past property line (so meter can be within ROW/easement) 0 Max # of connections for size waterline (TNRCC) ~Pipe deflection (noted as~ .. degrees, radius -with begin/end curve, not atjl) ~ Grades ·existing and proposed (centerline, right and left) shown in profile ~/ Full TNRCC compliance '~(;~ 1/ C4o1lias with other utilities shown 1 ~ Jt Labels on all major items in plan & profile (crossings) $'" SiuJLocation sufficient for overall City needs/masterplan 0 Minimiu: dead-end lines A': Lines located in PUE/ROW 7 Stationing on all~ and taps $"YV'alvc spacing (500') 0 Valves -system isolation ;1" Valves -at hydrant MD Backflow preventer&/ and check valves uses as necessary (@irrigation/fire sprinlder/pools/haurds) Z Blowoffs (FH ok too) @ end of dead end lines Ale 0 Air release valves at all major high points Semce Lines ~ Service lines -materials and size specified from main to meter Y Services provided to all lots to a point beyond sidewalks on both sides of street 1 olll Review Date: __________ _ Reviewer:. ___________ ~ Public Water Infrastructure( cont.) Details ~ Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All M1 valves and fittings 0 Thrust blocking ~ 'Easement width adequate '.Rf Embcdmcnt details (specify option) ~ Trcoch safety if deeper than S' ~ Erosion control notes The following items arc varianocs to the College Station public waterline standards: 2al12 Review Date: __________ _ Reviewer:. ___________ _ Public Wastewater Infrastnacture General O Overall utility layout sheet -showing easements (platted or by separate instrument) O If separate instrument easements are needed -do not approve until we get them recorded 0 TXDOT permits needed? D Sealed and Signed 0 Engineers Estimates Lines flpipe material ft Pipe sizes (allowable .... 6,8,10,12,lS,18) ",if Depth (min cover) ,Id" Depth (excessive) D Separation distances (TNRCC) fa( All utilities in plan & profile w/sizcs and type J!( Private vs. Public line distinction /Jk D Wyes not past property liDc \.A. ff Grades ·existing and proposed (centerline, right and left) shown in profile ~~ :Z Flowlines (specified/labeled) ~~, Full TNRCC compliance f )J" Conflicts with other utilities shown (min. l 'clear I except water -see TNRCC) ff Labels on all major items in plan & profile (crossings) ef Si.ze/Location sufficient for overall City needs/masterplan er' Lines located in PUE/ROW 8" Stationing on all manholes and liCIViccs Manholes jJ_ Lines end in MH A Manhole spacing (max SOO') D Manhole diameter based on depth and liDc siz.e ( 4 'vs.s' diam.) J( Manhole covers -"watertight" cover if in floodplain H Manholes accessible from public ROW/easement ~/Manholes at change of alignment, grade or size M Drops through manhole (TNRCC) Scnicc Lines .i5' Service lines -materials and siz.e specified from main to end 9"" Services provided to all lots to a point beyond sidewalks on both sides _D.../ Services~ 6" enter at manholes 3 cC12 Project Name: __________ _ Review Date:. __________ _ Reviewer. ___________ ~ Public Wastewater Infrastructure(cont.) J!mi!! ...ff Standard Details noted or included (referenced as city of CS Standard Details) .J2( Details for all non-standard items (include/ok) (not on CS Std. detail sheet) .z" Easement width adequate ,Z" Embedmcot details (specify option) fl' Trench safety if deeper than S' ,a"" Erosion control notes The following items are variances to the College Station public wastewater standards: "al12 - Project Name: _________ _ Review Date: ----------- Reviewer:.~----------~ Public/Private Streets Genera) ft Overall plan layout of streets ~ Plan and profile for all streets MD If separate instrument casements arc needed -do not approve until we get them recorded 0 TXDOT permits needed? 0 Scaled and Signed 0 Engineers :Estimates Street Paving Plan ~A-o Sidewalk locations per subdivision regs. 0 Cwb inlets shown NAO Culverts location J1 Storm Sewer location ~/%0 Bi.kc laocs/striping Ef' Street widths 0 Right of way/casement width jf Radius sizes for (curb returns, median noses, tum lanes, etc) ii' Cwb and Gutter delineated 0 Street Names .Ef: Plan and Profile -stationed :iJ Benchmarks refcrcnccd i Centerline stationing info. (PC, PI, PT, other angk./bearing) J2f; Cwvc info (length, tangent, radius, angle) ~ Min. and Max. grades )IJ Radii Sidewalks 0 Width 0 Location 0 X-slopc 0 X;cction (bMding, thickness, stccl) -sec details 0 Handicap ramps (location, x-slopc, long slope, landing width, sideslopes, no cwb returns on ramps) Paving Profile ff. All proposed and existing utility conflicts shown with si7.e and flowline }( Profile of existing ground (centerlinc, right and left) d Location of proposed storm sewers with si7.c and grade 0 Top of cwt> profile with grades ~ Proposed paving profile 'al12 Public/Private Streets(cont.) Details ·i)A 0 Sidewalk x-scction JJA 0 Tic between sidewalk and back of cwb ( if applicable) Z Paving x-section w/crown dimeosiow:d ~A O Handicap ramps $' Cwb and gutter Project Name:, __________ _ Review Date: ----------~ Reviewer: ___________ ~ The following items arc variances to the College Station street standards: 6af12 Project Name: __________ _ Review Date: __________ _ Reviewer: ___________ ~ Public/Private Storm Sewer ~ if Overall plan layout of drainage facilities (can be shown on street plan) showing easements 0 If separate instrument easements arc needed -do not approve until we get them recorded ,Z Plan and profile for all storm sewers 0 TXDOT permits ocedcd? 0 Scaled and Signed 0 Engineers Estimates Storm Sewer/Culverts ~ Pipe material (RCP = storm. RCPorCMP = culvert) Ji_ Pipe sizes labeled (see pg.47 DPDS) it Size/Location sufficient for overall City needs/masterplan ~ Depth (min cover) t!: Depth (excessive) ~ All utilities in plan & profile w/sizes and type 0 Private vs . Public line distinction fn Street grades· existing and proposed (centerline, right and left) shown in profile 0 F1owlines (specified/labeled) .Rf Conflicts with other utilities shown ~ Labels on all major items in plan & profile /'JA D 1-0cated within drainage easement or right-of-way (specify width) (public only) 0 Easement width adequate per DPDS xf Stationing mown % Outfall location (if open, is rip-rap needed per design calcs) 0 Does it match drainage report (sizes, inlets, etc) 0 Hydraulic Grade LiDc (on plan or in drainage report) Junction Boxes/Manholes/Inlets Ji Lines end in JB/MH 0 JB/Manhole spacing (sec pg 47 DPDS) ~ JB/Manholes accessible from public ROW /easement ..Id" JB/Manholes at change of alignment, grade or size 0 Drops through inlet/manhole/JB (see pg 48 DPDS) A Curb inlets shown and labeled (referenced to drainage report) J!mil! 0 Standard Details noted oc included (referenced as city of CS Standard Details) jf Details for all non-standard items (included/ok) (not on CS Std. detail sheet) ff Embedmeot details (specify option) ~ Trench safety if deeper than S' z Erosion control notes Z Culverts (SET) $ Inlet/1-Box or manhole details (manhole access) 1oll2 Project Name:. __________ _ Review Date: __________ _ Reviewer. ___________ ~ Public/Private Storm Sewer (cont.) Channels 0 Cross sections with side slopes -meets DPDS 0 Channel Liner -per DPDS 0 Longitudinal slope (0.4% min.) 0 Rip Rap needed? l!£!!il! 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (include/ok) (not on CS Std. detail sheet) 0 Erosion control notes Detention System 0 Side &lopes 0 Bottom slopes 0 ..Grading plan 0 Low tlow flume 0 Outlet Structure shown -corresponds to drainage report 0 Inlet Structure shown -corresponds to drainage report 0 Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -lengthlwidth/siu/details 0 Flowlines at inlet and outlet 0 Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes 0 Inl«_&b'UetW'C 0 Outlet structure The following items arc variances to the College Station drainage standards: lot'l2 1 0 /13 /99 09 :48 'a'409 8 4 6 8252 KLI NG ENGR ............ COCS VOLK /MORG AN KLING ENGINEERING & SURVEYING Consulting Engineers • Land Surveyors 4103 Texas Avenue, Suite 212 Bryan, Texas 77802 B.J. Kling, P.E., R..P.L.S. S.M. Kling, R.P.L.S. October 13, 1999 TO: Natalie Ruiz FROM : Stacy King Telephone 409/846-6212 Fax 409/846-8252 RE: Henton-Lincoln Construction Plans ' Post omce Box 4234 Bryan, Texas 77805 The construction plans for Henton-Lincoln were to be submitted October 12, 1999 per an agreement between Stewart Kling, David Scamardo and Jim Callaway and were to be reviewed without regard to the formal submittal dates. The construction plans submitted today consist of the streets , storm sewer, water lines and sanitary sewer lines. The construction plans are not signed and are lacking a sheet for the detention pond and the associated details . Also, we have not submitted a fire flow analysis, Engineer's estimates and a drainage report. The construction plan for the detention pond and details will be submitted Tuesday October 19, 1999 and the drainage report and Engineer's estimates will be submitted October 27, 1999. The plans will be signed after redlines from the City are made . A fire flow analysis is not planned to be provided but will be provided by the individuals who develop each individual lot. l4l 0 02 .. 10 /13 /99 09 :47 '5'409 846 8252 KL IN G EN GR ~~~ COCS VOLK/MORG AN KLING ENGINEERING & SURVEYING 4103 Texas Ave .• Suite 212 Bryan, TX 77802 +Phone: (409)846-6212 +Fax: (409)846-8252 •Email: kling@mail.tca.net FAX COVER SHEET Please deliver the following pages to: NAME: ~'of.£ FIRM: C....D .c_ S . FAX NUMBER: ---------------- We are transmitting 2-page(s), including this cover letter from our fax number listed above. If any pages are missing or incomplete, please contact sender. l4J 0 01 Review Date: __________ _ Reviewer:.~---------~~ Public Water Infrastructure General 0 Overall utility layout sheet -showing easements (platted or by separate instrument) 0 If separate instrument easements are needed -do not approve until we get them recorded 0 TXDOTpermitsneeded? h o1>1R ~v 1<ddr ~cx:cselX ~ XttA F" 0 Sealed and Signed 0 Engineers Estimates Lin~ ', "0 Pipe material "'B Pipe sizes (allowable .... 6,8,12,16,18 -note no 10" approved) "'© Depth (4'+) (min,max) 0 Separation distances (l'NRCC) ~ Allutilitiesinplan&profilew/si.zesandtype so~ ex ,'<>::i.;,~ u 1\1-\..e.$ \o.c...k ::.1-z.:e S ~~l.j?L 'fil Private vs. Public line distinction "ii i\ Wyes not past property line (so meter can be within ROW/easement) 0 Max # of connections for size waterline (l'NRCC) "UI Pipe deflection (noted as o/'o, degrees, radius -with begin/end curve, not atjt) '-0 Grades -existing and proposed ~terlllS>right and left) shown in profile "EJ Full TNRCC compliance "-el Conflicts with other utilities shown ~ Labels on all major items in plan & profile (crossings) "'Ill Size!Location sufficient for overall City needs/masterplan 0 Minimize dead-end lines ~ Lines located in PUE/ROW ~ Stationing on all fittings and taps Y!!m ~ Valve spacing (SOO') 0 Valves -system isolation ~ Valves -at hydrant ~I ~ Backflow preventer&/ and check valves uses as necessary (@irrigation/fire sprinkler/poolslhaz.ards) "ILi Blowoffs (FH ok too) @end of dead end lines "1~ Air release valves at all major high points Fire Hydrants 0 Fuc hydrant spacing (Coverage) "'-~ Fuc hydrant location (relative to cwb) "lJ Fuc hydrant -detail/type specified 0 Yue flow calculations provided Senrice Lin~ ~ Service lines -materials and size specified from main to meter CJ Services provided to all lots to a point beyond sidewalks on both sides of street I ofll Review Date: __________ _ Reviewer:~----------~ Public Water Infrastructure( cont.) Details ~ Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 All MI valves and fittings "-D Thrust blocking , '0 Easement width adequate ~ Embedment details (specify option) \ ~ Trench safety if deeper than 5' '\0 Erosion control notes The following items arc variances to the College Station public waterline standards: 2ofl2 Project Name:. _________ _ Review Date: __________ _ Reviewer: ___________ _ Public Wastewater Infrastructure General 0 Overall utility layout sheet -showing easements (platted or by separate instrument) 0 If separate instrument easements are needed -do not approve until we get them recorded 0 TXDOT permits needed? D Sealed and Signed 0 Engineers Estimates Lines 'fl Pipe material "-0 Pipe sizes (allowable .... 6 ,8,10,12,lS,18) '-.fil Depth (min cover) "'1iJ Depth (excessive) 0 Separation distances (TNRCC) ~ All utilities in plan & profile w/sizes and type "ii:i Private vs. Public line distinction ~ Wyes not past property line ~ Grades -existing and proposed ~ right and left) shown in profile ~ Flowlines (specified/labeled) ~ Full 1NRCC compliance "-0 Conflicts with other utilities shown (min. l 'clear I except water -see 1NRCC) ~ Labels on all major items in plan & profile (crossings) 'Id Size/Location sufficient for overall City needs/masterplan ~ Lines located in PUE/ROW 'E.1 Stationing on all manholes and services "-~anholes . "t.I Lines end in MH "'m Manhole spacing (max SOO') 0 Manhole diameter based on depth and line size (4'vs.S'-diam.) \o Manhole covers -"watertight" cover if in floodplain ~ Manholes accessible from public ROW/easement \_ '\t.J Manholes at change of alignment, grade or size '\0 Drops through manhole (TNRCC) Service Lines \fl Service lines -materials and si7.e specified from main to end \ ~ Services provided to all lots to a point beyond sidewalks on both sides ~ Services ~ 6"' enter at manholes 3 ofl2 Project Name: __________ _ Review Date: __________ _ Reviewer. ____________ _ Public Wastewater Infrastructure( cont.) Details "{j Standard Details noted or included (referenced as city of CS Standard Details) ~ Details for all non-standard items (include/ok) (not on CS Std. detail sheet) ~ Easement width adequate ~~ Embedment details (specify option) ~ ~ Trench safety if deeper than 5' 13 Erosion control notes The following items are v ariances to the College Station public wastewater standards: 4ofl2 • Project Name :. __________ _ Review Date: __________ _ Reviewer: ___________ _ Public/Private Streets General "0 Overall plan layout of streets ~ Plan and profile for all streets ""'-~ If separate instrument casements are needed -do not approve until we get them recorded 'iii TXDOT permits needed? '-o.-ve_ a e. -\'rc.i'\\'\ \1:-"-'t)-\-"()-e o.\ CAf>?Y-dV~o\ O Sealed and Signed D Engineers Estimates Street Paving Plan ~ Sidewalk locations per subdivision regs . ';;;] Curb inlets shown ~ ~ "" "-(jJ ~ ~ ~ ::: ~ ~ Culverts location Storm Sewer location Bike lanes/striping Street widths Right of way/easement width Radius sizes for (aub returns, median noses, tum lanes, etc) Curb and ~delineated Street Names Plan and Profile -stationed Benchmarks referenced c'-l~r :\.\ \.t:>-'t)~ ~k~-+ Centerline stationing info. (PC, Pl, PT, other angle/bearing) Curve info (length, tangent, radius, angle) Min. and Max. grades Radii ope X ·on (heMing, thi~ steel) -see details Randi ramps (location, x-slope, long slope, landing width, sideslopes, no cud> returns on ramps) Paving Profile "ii All proposed and cxi.cting utility conflicts shown with size and flowline ~ Profile of existing ground (centerline, right and left) ~ Location of proposed storm sewers with size and grade ""' D Top of cud> profile with grades "ei Proposed paving profile j ofl2 Public/Private Streets( cont.) Details yNJ Sidewalk x-section tJ /h Tie between sidewalk and back of curb (if applicable) ~ Paving x-section w/crown dimensioned ......_~ Handicap ramps 'ii..I Cwband ~ Project Name : __________ _ Review Date: __________ _ Reviewer: ____________ _ The following items are variances to the College Station street standards: 6ofl2 Project Name: _________ _ Review Date: __________ _ Reviewer. ___________ _ Public/Private Storm Sewer General ~ Overall plan layout of drainage facilities (can be shown on street plan) showing easements D If separate instrument easements are needed -do not approve until we get them recorded ~ Plan and profile for all storm sewers \J h TXOOT permits needed? D Sealed and Signed D Engineers Estimates Storm Sewer/Culverts ~ Pipe material (RCP = storm. RCPorCMP = atlvert) '\ti Pipe si7.es labeled (see pg.47 DPDS) ~ Size/Location sufficient for overall City needs/masterplan '-...'QI Depth (min cover) "fl] Depth ( excemve) '\Ill All utilities in plan & profile w/sius and type l!J Private vs. Public line distinction ~ Street grades -existing and proposed~ right anfi lr.ft) shown in profile >@ Flowlines (specified/labeled) ~ Conflicts with other utilities shown ~ Labels on all major items in plan & profile N ta 1.-0cated within drainage easement or right-of-way (specify width) (public only) '-..... ~ Easement width adequate per DPDS 'lll Stationing shown ~ Outfall location (if open, is rip-rap needed per design calcs) "fl Does it match drainage report (siz.es, inlets, etc) D Hydraulic Grade Line (on plan or in drainage report) Junction Boxes/Manholes/Inlets Lines cod in JB/MH ·--·-· JB/Manhole spacing (see pg 47 DPDS) JB/Manholes accessil>le from public ROW/easement JB/Manholes at change of alignment, grade or si7.c Drops through inlet/manhole/JB (see pg 48 DPDS) Curb inlets shown and labeled (referenced to drainage report) J2mil! Standard Details noted or included (referenced as city of CS Standard Details) Details for all non-standard items (included/ok) (not on CS Std. detail sheet) Embedrnent details (specify option) Trench safety if dccpcr than ~· Erosion oontrol notes Culverts (SET) Inlet/1-Box or manhole details (manhole aa:ess) 7ofl2 Project Name: __________ _ Review Date: __________ _ Reviewer. ___________ ~ Public/Private Storm Sewer (cont.) Channels Cross sections with side slopes -meets DPDS el Liner -per DPDS 0 ·tudinal slope (0.4% min.) 0 needed? Details Detention System D Side slopes 0 Bottom slopes 0 Grading plan tandard Details noted or included (referenced as city of CS Standard Details) · s for all non-standard items (include/ok) (not on CS Std. detail sheet) ·on control notes 0 Low flow flwne 0 Outlet Structure shown -corresponds to drainage report 0 Inlet Structure shown -corresponds to drainage report 0 Emergency spillway -corresponds to drainage report 0 Rip Rap if high velocities exist at inlet or outlet -length/width/size/details 0 Flowlines at inlet and outlet 0 Complies with drainage report Details 0 Standard Details noted or included (referenced as city of CS Standard Details) 0 Details for all non-standard items (included/ok) (not on CS Std. detail sheet) 0 Erosion control notes 0 Inlet structure 0 Outlet structure The following items are variances to the College Station drainage standards: 8oC12