ORDER N0. 27427 RpF'ROVRL OF F'RELIMINRRY PLRT OF STARLEWOOD SPRING RANCH On this the 11th day of Febr^~aar^y 2002, upon motion made by Commissioner' Let z, seconded 6y Commissioner' Baldwin, the Co~.ir^t unanimously approved 6y a vote of 3-0-Q~, the preliminary plat of Stablewood Springs Ranch in P'r'ecinct 4, s~ab,ject to the comments by the Road and Rr-idge Depar^tment, par•tici_rlar•ly of the emphasis upon the hydrology concerns and shady for that proper^t y. COMMISSIONERS' COURT AGENDA REpUEST .- PLEASE FURNISH ONE ORGINAL AND NINE COPIES OF THIS REOUEST AND DOCUMENTS TO BE REVIEWED BY THE COURT. MADE BY: Franklin Johnston. P.E. OFFICE: Road & Bridge MEETING DATE: February 11.2002 TIME PREFERRED: SUBJECT: (PLEASE BE SPECIFIC) Consider Preliminary Plat of Stablewood Springs Ranch Pct 4 EXECUTIVE SESSION REQUESTED: (PLEASE STATE REASON) NAME OF PERSON ADDRESSING THE COURT: Franklin Johnsto P.E. /Chazles Domin es Jud Ramse ~w~. ESTIMATED LENGTH OF PRESENTATION: 15 minutes „1 IF PERSONNEL MATTER -NAME OF EMPLOYEE: Time for submitting this request fot Court to assure that the matter is posted in accordance with Title 5, Chapter 551 and 552, govemment Code, is a follows: Meeting scheduled for Mondays: 5:00 P.M. previous Tuesday THIS REQUEST RECEIVED BY: THIS REQUEST RECEIVED ON: All Agenda Requests will be screened by the County Judge's Office to determine if adequate information has been ptepazed for the Court's formal consideration and action at time of Court Meetings. Your cooperation will be appreciated and contribute towazds your request being addressed at the eazliest opportunity. See Agenda Request Rule Adopted by Commissioners' Court. Franklin Johnston, P.E. County En®neer Leonard Odom, Jr. Road Administrator Truby Hardin, Coordinator [va Gass, Secretary Judy Ramsey Box 647 Hunt, TX 78024 RE: Stablewood Springs Ranch Deaz Ms. Ramsey, February 4, 2002 We will be checking the following items on the Preliminary Plat: Telephone: 830.257-2993 FAX: 830.896-8481 Email kaoads(JQC.com Hydrology Study: a. Did not address 5.06 B; Post-construction runoffrate 50, 75 or 80% ofpre-construction for 2, 10 & 100 yeaz storms, respectively, b. 5.06 C Designs of drainage channel dtainage, etc. c. 5.06 C.2 Runoff figures grades d. Hydrologic background and experience of Robert A. Fry, P.E. (Engineer-of-Record on Hydrologic Study) ~ 2. Water • Water system • 291ots • Registered and approval by TNRCC for greater than 15 connections 3. Note on Plat that no additional lots may be added to subdivision 4. High-water access to subdivision We will also require the following tests during road construction: Kerr County Road & Bridge 4010 San Mtonio Hwy Kerrville, Texas 78028 1. Compaction on sub-base 2. Gradation tests on base material 3. Compaction on base material ^ Call for inspection when sub-base is completed and tested and when base material is in place and tested. Sincerely, -Franklin John ton, P.E. Ken County eer Cc: Commissioners Court Domingues Surveying OJfrce Use Only Date Received by R&B ROUTING SLIP Kerr County Application for Preliminary Plat of a Subdivision [ ] Preliminary Plat [ ] Preliminary for Revision of Plat Name of Subdivision: .~{IFb/e rJondG .S RA i~ww~s ~R~~~J _ Location of Subdivision: o#' CA~cdiNCl ,K'// Precinct # _~_ Owner/Developer: TJ F~~,j~~ T sy ~?k,omyPhone # (_~- 3 73_~ u Surveyor: f'~a,Clr t a,,,,;~5 ~e Z Phone # ( 1~_- G a o Is this part of an existing subdivision? Yes ( ) No (vY If yes, Name: '- Volume ___, Page AGENDA DATE REQUESTED:~t.b 1 0 7v -~ ~ m Person(s) appearing before Commissioner's Court: Da,,,-c/ T c.Kso~J ~ T al`~ ~ams~y 1. Submit ten (10) copies of Plat and Drainage Study to the Kerr County Engineer, for Review Thirty (30) days prior to Commissioner's Court Date.* * The Commissioner of the Precinct will be notified. Received by: a~a•o.J /-i~-e? (Kerr County E eer's Office) Date 2. Submit one (1) Copy of Preliminary Plat to County Clerk and arrange for payment of fees per Kerr County Subdivision Rules & Regulations. [ ] Preliminary Plat [ ] //Preliminary Revision of Plat Amount Paid $ ,~,(~, DO Signature• ~{~~~' (G my Clerks Offs ) Date 3. Submit one (1) copy of Preliminary Plat to Upper Guadalupe River Authority [ ] Permit application and support data for On-site Sewage Facilities [ ] Flood Plain information ~' ,,~ - - 14- 03' Fee Amount Paid $ ~~- Received by: G Office) Date (1 of 2) `uK '' '~ 3' i~ ;' i A s r',. a ^ +'r A'~ f"Tt'i~ r yf'yS ~ f Kt~$ L ~ ~ 9,~'f , ~ g c t~, 3 4 ~ i t t ~. ~ .~ ~ p aD-) ~ ak ~i~ f ~+ .,~ ~~a a~: ;P $ 1~ i .! A i ~ ' e ~ ~ " e ~!~ ~ ~ r ; ~ ` ~0~-~5 ~t ~ ~ - ~ d }S e ~ , '; 3 ~°l~7 11 1r i~ F'1 ' ea~~ b i k t '~~' ~~. a ~~' . .~°r ~ ~ ' 1 f ~ relt~tynary`P at: H "Un d,~ a er~, ~ ~t`~ t;:•r , ` t d payii~g~ ~ ~ r u =; _ v S:W- _ .~ ~~7~~{ D" ~~ti~ L~'~'I r 71y ~t ~ r r _ n ~ 5~~ t y y- _ ~ 3 ~ (iz~ r~ ~w '~ nut° ° b 4~ i i ~ K I i R~ +D Z e e a: ~Fee.Amo +~:~etRtvgalbYl'~j r~.E~~.r~,,.Y.i~ita.rl b .~~s ~ .:. t ~ .~.~.. ~ (iIi7WCD OBfige) -DatJ e' i /' i . _ - _._~ 'N'"'C.t ~ikk`~.ti ew$5';~.::~i , i~r-~s•:.it 1 t~' &NH ~i`A4 ~t'M" "f: ' q. , ! ~..` i +: ,. ~n+vs~i+. ~4 ~91~ ~.:.. a'S.,ao Y**~91„'G ~. fit,, st~{~,'~.'IVI. Le,':~i `~ ~ ~. 5. 911 STREET NAMES (tf applicably) The attached Plat is for Prehmin Review Discuss~Evlt'~-~i~'~iSui'veyor/Er~~i~'eer~anj+}P"tPt@n}ial~o`blems. ~t~'~~"tt~ ~" ' _ .. ~~FI~C ~=:,. BUJ S~nM, ~f °~ ~1~~,' S • Signatitre~~ -' ~}7'%/~-, ~-/~. d2, R°RBrz.I R 'r'O rI N/ky~ (911 Office) Date 6. If Platting includes any utility easements or changes to an existing easement this Preliminary Plat is for review. Si afore indicates rec~eipfp~'the Preliminary,Plat, only_ Utility shall give Surveyor/Engineer e~s~ement notes requtrennd. ' . ~'1 ',:•"Ele~ctticUtility: akl' ~ C,w ~ ~ ~~ .~. '' ~ ~ ,~ ry~ Ifs LI Fb~• e J l ~ f; r"`~n 3 y. F J gy-~.(y'~ ~w~'~'~ [ y4 6 A~ SA ~ v. A~~ •~~ j 1~ ~ .. «.~. YMe~i4~t ~rMY'' 4 v vl 'e ' 3~St~~ "! t , IYrw1r~K '. ~e P. ~ .. I A . a ,; (2 of 2) .. • +. • ~'c.< ~i.'i,. *.. r F„_. Hydrologic Study For proposed culverts For the subdivision 5tablewood Springs Ranch Prepared For: Tom Fatjo - Hunt Tx. 78024 Contact: Frank Domingues, P.E. -Telephone 713 419 7798 Charles Domingues, R.P.L.S. -Telephone 896 6900 Robert A. Fry, P.E. -Telephone 896 7624 or Judy Ramsey -Telephone 238 3733 or Garrett Harmon -Artisan Group, Inc. Telephone 896 4220 f~~'''"" P,r 1 j~tp2. Introduction Location of study: Stablewood Springs Ranch subdivision is situated in the County of Kerr; State of Texas; comprising 181.5 acres, more or less; being out of original Survey No. 1837, A. Z. Zumwalt, Abstract No. 988, original Survey No. 674, J. A. Wickson, Abstract No. 370, and original Survey No. 1578, R. Jones, Abstract No. 1735, and being out of that 197.9 acre tract which was conveyed from R. H. Abercrombie, et. al., to John F. Jobes, by deed dated the 17th day of August, 1971, of record in Volume 151 at page 56 of the Deed Records of Kerr County, Texas, and out of that 22.19 acre tract, which was conveyed from Chester N. Jarrell, to James E. Hibbert, by deed dated the 11th day of June, 1979, of record in Volume 222, page 149, of the Deed Records of Kerr County, Texas, which was subsequently conveyed as 22.45 acres, from James E. Hibbert, to Thomas Fatjo, by deed of record in Volume 602, page 436> of the Real Property Records of Kerr County, Texas, and those 0.49 acre and 0.32 acre tracts conveyed from Eakin to Tom Fatjo. The subdivision consists (in preliminary design) of generally one and one ,._., half-acre residential tracts, with more than 80% of the subdivision area to remain in a common and natural setting. The subdivision is situated north of Bumble Bee Hills Section One, plat of which is dated September 27, 1979, is recorded in Volume 4 on page 187 of the Plat Records of Kerr County, Texas. Being on the north side of the Guadalupe River, (not joining the river) and east of the town of Hunt. Purpose of Study: The purpose of this hydrologic and hydraulic analyses is to provide a final drainage study for Stablewood Springs Ranch. This report identifies applicable drainage criteria, preliminary drainage areas, and proposed drainage facilities and improvements. The report can be used during the review of the platting by the County staff, and the County Commissioners, with the intended drainage plan and improvements. ,~ Authority and Acknowledgments: Kerr County Subdivision Rules & Regulations, adapted by Commissioners Court Order #26777, dated December 11, 2000, and changes by Order #27069 dated June 11, 2001. City of Kerrville Design Manual for Storm Drainage Facilities, dated April 1983, as approved by Ordinance No. 83-27, which ordinance was amended by Kemille Subdivision Ordinance No. 82-34. Soil Conservation Service, Technical Release 55 and Technical Release 20, as reprinted by the National Technical Information Service, U. S. Department of Commerce, June, 1986. Soil Survey of Kerr County, Texas, United States Department of Agriculture Soil Conservation Service, issued March, 1986, and included herein as Exhibit D-5. Engineering Methods Standard hydrologic and hydraulic study methods were used, along with ^ the flooding sources studied, to determine the flood hazard and drainage criteria data required for this study. Hydrologic analyses: The drainage design criteria for this development is based on the Kerr County Subdivision Rules & Regulations, as adapted by Commissioners Court Order #26777, dated December 11, 2000, and changes by Order #27069 dated June 11.2001. Abbreviated as KCSRBcR. The determination of peak runoff for the drainage areas were calculated using the Rational Method. The values for the runoff coefficients, "C" utilized in the Rational Method calculations are as follows: Type of Development Runoff Coefficient "C" Existing conditions 0.40 Pasture with Cedar & Oak Trees Impervious cover -Asphalt, homes 0.90 Grass -Open areas 0.35 Open pasture -Dense grass 0.30 Minimum time of concentration used in the Rational Method are based on Table II-2 in the Design Manual. For this residential development, the minimum time of concentration is 15 minutes. Additionally, a maximum time of concentration is specified in Table II-3 of the Design Manual. Values in this table include a maximum time of 30 minutes for drainage areas less than 100 acres and 45 minutes for drainage areas less than 1000 acres. The runoff curve number (CN) addresses the type of soil cover, such as vegetation, bare soil, and impervious surfaces. See Exhibit D-2 for the runoff curve numbers. The rainfall intensity-duration-frequency relationships are based on [he City of Kerrville rainfall intensity curves shown in Figure II-3 in the Design Manual, and US Weather Bureau for this area. These curves relate the intensity of rainfall for a given time of concentration for different frequency storm events. See Exhibit E-5 The Soil Conservation Service 24-hour design storms used the precipitation amount for the return period specified. This period was chosen because of the general availability of daily rainfall data that were used to ^ estimate 24-hour rainfall amounts. See Exhibits E-1 and E-2 The design storm frequency for drainage improvements, the drainage channels effecting culverts, are based on a five (5) year frequency, as established by KCSR&R 5.06.E. The United States Department of Agriculture Soil Conservation Service soil survey of Kerr County, was consulted to determine the specific soil types within the study area. See Exhibit D-5 for map and Exhibits D-6 and D-7 for water management. Existing conditions of urbanization and imperviousness percentage were based on field inspections of the study area and aerial photography. Hydraulic analyses: The contributing watershed of the drainage area A was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area A plat. The surface water runoff generally flows to the roadway, ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area A watershed is 2.9 acres. Run-off coefficient of .35 was used. The 5-year frequency discharge for this area was calculated to be 4.9 c.fs. The required culvert size is one 18-inch pipe. The contributing watershed of the drainage area B was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area B plat. The surface water runoff generally flows to the roadway ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area B watershed is 5.5 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 10.6 c.f.s. The required culvert size is one 24inch pipe. ^ The contributing watershed of the drainage area C was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area C plat. The surface water runoff generally flows to the roadway ditches and then is carried along the road to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area C watershed is 7.5 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 14.8 c.f.s. The required culvert size is one 24inch pipe. The contributing watershed of the drainage area D was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area D plat. The natural drainage area needs to be graded as shown on the map for Drainage Area D to contain the surface water runoff away from the possible building location as indicated. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area D watershed is 14.5 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 26.0 c.f.s. The required culvert size is one 36- inch pipe. S The contributing watershed of the drainage area E was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area E plat. This area includes the area in drainage area I. The surface water runoff generally flows to the roadway ditches and then is carried along the road to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area E watershed is 10.7 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 18.3 c.f.s. The required culvert size is one 30-inch pipe. The contributing watershed of the drainage area F was calculated to the downstream side of the location of culvert across [he existing valley drain, as indicated on the enclosed Drainage Area F & G plat. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area F watershed is 13.4 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 24.6 c.f.s. The required culvert size is one 30-inch pipe. The contributing watershed of the drainage area G was calculated to the downstream side of the location of. culvert across the proposed, as indicated on the enclosed Drainage Area F & G plat. The surface water runoff generally ~" flows to the roadway ditches and then is carried along the road to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area G watershed is 4.0 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 7.9 c.f.s. The required culvert size is one 24-inch pipe. The contributing watershed of the drainage area H was calculated to the downstream side of the location of culvert across the proposed, as indicated on the enclosed Drainage Area H I & J plat. The surface water runoff generally flows to the roadway ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area H watershed is 0.5 acre. Run-off coefficient of .35 was used. The 5-year frequency discharge for this area was calculated to be 0.9 c.f.s. The required culvert size is one 18-inch pipe. The contributing watershed of the drainage area I was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area H I & J plat. The surface water runoff generally flows to the roadway ditches and then is carried along the road to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area I watershed is 1.5 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 3.0 c.f.s. The required culvert size is one 18-inch pipe. The contributing watershed of the drainage area J was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area H I & J plat. The surface water runoff generally flows to the roadway ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area J watershed is 1.0 acre. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 2.0 c.f.s. The required culvert size is one 18-inch pipe. The contributing watershed of the drainage area K was calculated to the downstream side of the location of culvert across the proposed road, as '-` indicated on the enclosed Drainage Area K plat. The surface water runoff generally flows to the roadway ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area K watershed is 3.8 acres. Run-off coefficient of .35 was used. The 5-year frequency discharge for this area was calculated to be 6.6 c.fs. The required culvert side is one 18-inch pipe. The contributing watershed of the drainage area L was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area L & M plat. The surface water runoff generally flows to the roadway ditches and then is carried along the road to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area L watershed is 1.1 acre. Run-off coefficient of ..35 was used. The 5-year frequency discharge for this area was calculated to be 1.9 c.f.s. The required culvert size is one 18-inch pipe. ,.,., The contributing watershed of the drainage area M was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area L & M plat. The surface water runoff generally flows to the roadway ditches and then is carried along the roads to the proposed culvert location. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area M watershed is 0.9 acre. Run-off coefficient of .35 was used. The 5-year frequency discharge for this area was calculated to be 1.6 c.f.s. The required culvert size is one 18-inch pipe. The contributing watershed of the drainage area N was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area N plat. This area includes the area in drainage area K. Peek flows were calculated for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area N watershed is 21.2 acres. Run-off coefficient of .40 was used. The 5-year frequency discharge for this area was calculated to be 29 c.f.s. The required culvert size is one 36-inch pipe. The contributing watershed of the drainage area O was calculated to the downstream side of the location of culvert across the proposed road, as indicated on the enclosed Drainage Area O plat. Peek flows were calculated --- for the 5-year frequency storms, as established by KCSR&R 5.06.E. The drainage area of the drainage area O watershed is 8.0 acres. Run-off coefficient of .35 was used. The 5-year frequency discharge for this area was calculated to be 9.3 c.f.s. The required culvert size is one 24-inch pipe. R Table 2-2c.-Runoff curve numbers for other agri cWtural lands' Ctnve numbers for Cover description hydrologic soil group- Hydrologic Cover type condition A B C D Pasture, grassland, or range-cominuous Poor 68 79 86 89 forge for grating? ~ Fair 49 69 79 B4 Good 39 61 74 8D Meadow-continuous grass, protected from - 30 58 71 78 grazing artd gertenllJ' mowed for hay. Brush-brush•weedgt•ase mixture wtith brush Poor 48 61 7i 83 the major element.a Fair 35 56 70 77 Good '30 68 65 73 Woods-grass combination (orchard Poor 57 i3 82 86 or tree farm).+ Fair 43 65 76 82 Good 32 58 72 ?9 Woods.' Poor 4n 66 77 63 Fair 36 60 73 79 Good •30 ~ 7o n Farmsteads-buildings, lanes, driveways, - 59 i9 82 86 and surrounding lots. 'Avenge runoff Nndition, and I, = 02S. °Youe i5rk groun(1 Ncer xnd lig8tlc ur wilv uccaxiunallp grazed 'Puuc r5r4 ground Ncer. ' •Actual Nn•e number ix Ire th~ut 3U: use C\ . 3U fW (vnuff Nmputations. 'C:T:'s shown r'err Nmputed fW ataas x~ith SOr4 M'w(I: and 50+ Krac~ (paawa) cuter. Other Nmbinatiuni u[ Nnd iuuns may br Nmyutrd f(vm the CN'e fW wuu(Ix mtd pasture. •!'wur FWaat li[trr, rmall tiara, and brush wa de lroced by hexcy {[rating or regular bwning. }'nir: N'ouls are grau(1 but nut burned. (rod wme fmrst litter covers the avil. (;wd: Wuucls are protected from pyzinK, and litter and bnuh adegtuteh• Nrer the wit. (210•VI•TR-55, Second Ed., June 1986) , 2•. Runoff curve Numbers for Agricultural land Exhibit D-2 i ~oFl ~~,n-es pu~,~ion FrequenGY t r r r .~ < r r • r + s + 0. T ~ • +. r r + a r r~ ~~y . ~- r r a Y~/j.,~/.1 wp %~ a ~ %/~ ~. o ~k 0 7 V r.. i s `s u ~$x L r i ~4 1 C~ W g-2 {214vZTR'.65, c~ond ~.~ ~~ 198b? istribut~O~ SCS Rainfall D Exhibit E=1 v, ~ ~ .. A~ H '+i Ld N ~n i .~ o 6 '-1 w ~ ti ~, .7 .. ~ .. .~-~ [~7 `~ r• CS .~• r-' Cr7 N Q~ FIRUR N-~.-Flrt~nf, 2~•hour ninfell. O~ a ,,,,~ Srriro Soils Exhibit D-5 ex®cs sR-ears ,ar4o ia~ ~esaaess I'nvve~+ am Eerar aveh ra +eae.' rm "4r3a!„" ece mA1~L~ai in sew tut. ~a aymol < 41.,.. lau pia; > eiryu arro t'~a. 64raaar ~ an ea1r~ 3rtdtaaEao that 14a fartw+a ~- it ae6 a amtl~] RrD a~ppi rad as it aww $~LM. 106y BDgy4nq* Dwmtian 1~eer OoA~ ldu~aNa e 1bae6tgd s a Oeawrarb BrA-- 9 11oa1- - - 46C ~- l~r. 6aahrrrra 9^~,- - 8 oaeulanal 9pial--- 11sr-~s4n s6u - ~aeGarats zer. !ogler :cn- - - D Baas- - - ia-rb 8se~ at~~+ DaaSaa ~^ - p Reny-" s6u - IItsb--` rar. Dayals IH~asa lief. Door-. 0 Ro,~-- ~ - 11r8o Gott ]ei~ii-..,__ Lar. papa Q~Da: Dar----~~^ C ]tea- ~ -~ 11-QO ertt .._e ~- }or. m'liBa laY1G. ~~ ~- - -- 6 Rona--~ 1;.d0 Gott S!~-^~- Lor. tarr413~-T-~ 0 noorw---__ -_ - 2n.~0 8nr6 ~-` !a, t. 6Dp ~ Ada:'4at D lena!-' -.~ q..~0 Bttsd als4_^~ far. ea~'een-r---. n Rag;.-.-~- ~ _ 4•PO aar+ Sisti----- ter. g~aa; LstrrII~-. D Qooa~- ~ F.?U wed Rlao-~ Ipr- Ramt eY4Ci~_ \ fa77` -~ G lleaa.-••-~ ~ ~ ~;0 HaN ~-~ 1aa. ielre$la a~eri~is~r--~~ C Rana-! - PWO sera SLR---- ron. uaraa saga. ~.ri+zu.---- o ao.~.----- -~ swv R."a axsa-.- r~- P.a1-.- o Rroa -- i..RO cart as~_-...- iev. Lcs, m0--- scab D boa--~_~ _ --- >60 - ~'~ fAw. Ia8!: Zras_r D 1(4oe . -- ~ >60 HS6f•~- IYa. QOII{~ lam. ~e liarmata at aea a! trDla. Soils Exhibit D-6 TABLE 15.--SOIL AND NATEA AEATURES--Continued Ploodl Be d rook 81eK of corrosion Map symbol and Hydro- aa11 name login Preque ncy Duration Months Depth Hardness Uncoated Concrete rou steel n Nu A, NuB__________ B None-______i ___ ___ >50 ___ High--- Low. Nuvalde Oa----------_-_ B Occasional Vary brief May-Sep >60 --- Moderate Low. Oekalla to brief. OB+: Or1P----------- A I Frequent--- Brief---- May-Sep >60 --- Low----- Low. Boerne--------- H Frequent-- Brief---- May-Sep >60 --- Moderate Low. PTD+: Purvee----------- D None-------- --- --- 8-20 Hard High--- Low. Tarrant---------- D None------- --- --- 6-20 Hard High----- Low. STC+: Splrea-----__.~_ D Il None-------- --- -- 20-tl0 Hard High--- Low. Tarpl ey---------I D I Non e------- --- --- 13-20 Hard High---- Low. SuA------------- B None-------- --- --- >60 --- MOderate IAw• 9unev I Tp~______________ D None-_______ ___ ___ 13-20 Hard H16h---__ Low, I Tarpley TRC+: Tarpley---------- D I No ne-------- --- --- 13-20 Hard High---- Low. Roughc reek------- D I NO ne-------- --- --- 10-20 Hard Nigh----- Low. TTC+: I II Tarrant--------- D None------- --- -- 6-20 Hard High---- Lor. Eckrant---------- D None------~ --- --- L-20I Hard I Hlgh---- Lox. UdB+: { Urban land, ` Nuvalde---------I B Nono------- --- --- >60 --- ( High----- Low. Uk+: Ure an land. Oakalla--------- B Rare------- -- -- >60 -- Moderate Low, + See deaorLption of the maD unit Cor composition aM behav for characterlstlca of the sap unit. Soils Exhibit D-7 `..~- • 'i __~~-,. I Draina a area F - //l\`~~~\ll\ Drainage area E- Draina a area D ~ j~i^,~ i ~ / ~~_i I Drainage area A /~ ~i soo - roads in subdiv nsiun I ~~/ location of existing dam and overflow structure across Bumble Bee Creek _ 0 1000 hic scale in subdivision ~~ ~`~~~ jivision ~~~~~ ~ _Drainage area H ~, -\ - Drainage area I i ~ ~ ~ i - Drainage area K of»,~)) ~ -Drainage area L 11111 ~ ~\\\~ Drainage area N rw ~ ~~ -Drainage area O Overall Drainage Areas Map Scale 1 "= 1000 Feet -- Drainage area A .~ i ~~ 1 ~- ~i 0 ~-- 1 ~ r ~ ~ ~ ` r , 1 a1 11 , fir" a ge area - ~ ~ , J ~ i f~ ~~ ~ ~~ f~ ~ It/~'1 r1' r ~~\!~ ~~~~ ~ j ~/ ~ 4„ ,2 l ,~ ,- ,~~~/ ~~ 1 1 1 ,- C l~kdpn, X 1:1',. br,.. ,~---- Drainage area D .- Drainage area D ~ t\ t culvert E %~ ~~ ..~ ~ / ae '~ w i ~ ~ I ~ ~ ~ f ~ ~ Jt ~t L i I ~ ~ ~ 1 ~ 1 1 praina9e area' .-- `~~~~~:~I l ,Y \b ~/v~1. \; ,~17 24" culvert ~~ 30" culvert \~ .~ ~ •~ ~ y J~ .~ ~ ~~ 3 ~ ~.4 . ~ ~> ~ ~, ~~~ ~~ ~ 1\, 1 ~ F -~ - ~~ .-. _~_. --~-~ -?~ i L -'cr"R°~-'~ ~~ Drainage area F & G t r~J ' ~ ~ 1 tt 1 ~ j r t ~ f~ I .> . ~ ~ ` ~~ ~. Sri + ~'~ ~.,i ~~~ i .~ ~ 1 ~ a` i -~_ ~~ ~: ~ ~ 1 ` ~ tl IL•. 1Wx, 1 , ~ \ ~ `d` ~- ~ ' ` j t / O ~y ~ ~ 1,~ ~ ~ ~ ,~ a 1 ~ t - -- _ - --1 / ~ \ i ˘ ..- a G• ~ ~ ~_"'' r I ~ ''. ~ 8" Ivu ert '-~~~ ~ ~" `.- ~ ~ ~~ ' ~ ~ e area K r ~ °!~ praina9 ,-- I -sivnc~ ~_.~ L________ _~. r ~ I I I ~ (' ' - ~ ~ ~ ~~ I I L J ate. ~ L. \\\ ~ ~ _ ~ 1 / d ---~' v~ 7 ~+ l 18" culvert 111111111/ 18" culvert / I ~ f `~ I ~ i ~ `~ \ I ~ ~ i ~i ~ lt~~2 ~, ,^., Drainage area L & M \\ T+D4j V .-~ 'r. 36" culvert . , N! ~~~~~~ ~~I1111~~, Drainage area N ~----"=Drainage area 0 Hydrograph Summary Report Papa 1 Hyd. No. ,,,1 Hydrograph type (originl Peak flow (cfs) Time interval (min) Time W peak (min) Volume (weft) Realm period lyre) Inflow hyd(s) Maximum elevation (ftl Maximum storage (~) Hydrograph description 1 Rational 4.9 1 16 0.11 5 - - Area A 2 Rational 10.6 1 16 0.23 5 - - Area B 3 Rational 14.8 1 15 0.31 5 - - - Area C 4 Rational 26.0 1 19 0.68 5 - Area D 5 Rational 18.3 1 21 0.53 5 - - Area E 6 Rational 24.6 1 18 0.61 5 - - Area F 7 Rational 7.9 1 15 0.16 5 - Area G 6 Rational 0.9 1 15' 0.02 5 - - Area H 9 Rational 3.0 1 15 0.06 5 - Area 1 10 Rational 2.0 1 15 0.04 5 - - Fvea J 11 Rational 6.6 1 15 0.14 5 - - Area K 12 Rational 1.9 1 15 0.04 5 - - - Area L 13 Rational 1.6 1 15 0.03 5 - Area M 14 Rational 29.0 1 33 1.32 5 - - - Area N 15 Rational 9.3 1 35 0.45 5 - - - Area O 5 tj GPW file: RATI IDF file: KERR.IDF Run date: 01-11-2002 . . TABLE 69-CAPACITY OF CONDUITS HAVING FREE OUTLETS VV1TH MATER SURFACE AT INLET SAME ELEVATION AS TOP OF PIPE AND OUTLET UNSUBM ERGED Values Are In Cubic Feet per Second Slope Diameter of Pipe in Inches in Per Cent 8 10 t2 15 18 21 24 30 36 42 48 54 60 66 72 78 84 90 96 108 1 120 n .1 0.3 .6 1.0 1.8 2.9 4.4 6.6 12 19 30 42 57 75 100 125 155 190 230 270 375 490 ~ .2 0.5 .9 1.6 2.7 4.3 6.6 9.4 17 26 42 60 83 110 140 175 215 260 315 370 505 670 .3 0.6 1.0 1.9 3.3 5.2 8.0 11.0 20 32 50 70 95 125 160 205 250 300 360 430 580 760 ~ .4 0.7 1.2 2.1 3.7 5.9 8.9 13.0 23 35 55 75 100 135 175 220 270 320 385 455 615 810 .5 0.8 1.4 2.3 4.0 6.4 9.6 13.5 24 38~ 57 80 110 140 180 230 280 330 400 470 630 810 ~ .6 0.8 1.4 2.4 4.2 6.8 10.0 14.0 25 40 59 8E 110 150 190 230 280 330 400 470 630 810 ~ .7 0.9 1.6 2.5 4.4 6.9 10.0 15.0 25 40 59 83 110 150 190 230 280 330 400 470 630 810 .B 0.9 1.6 2:6 4.0 7.1 10.5 15 26 40 59 83 110 150 190 230 280 330 400 470 630 810 ~ .9 0.9 1.6 L.6 4.6 7.1 11 15 26 40 59 83 110 150 190 23Q 280 330 400 470 630 810 ~ 1.0 0.9 1.6 2.6 4.6 7.1 ]1 15 26 40 59 83 110 150 190 230 280 330 1 400 470 630 810 Sr Note: The underlined values " indicate discharge at the approximate "critical slope" when n=.015. Steeper slopes than - critical" do not result in increased discharge. ' r v, Approximate velocities are indicated on Figures 119 and 120 . Cr'f k ~ «... r.. r-' ~itY MaP lj),a1 J r -w~ Cli preli d ~pr~ngs Ran aablewoo Texas; comPn9 8. S~µ to the tv of 4e~ ; Stat~~°f Absttact R°~}ones, No. FS A, H. situated ~ CO~g37• ~ Zum ey 78{~ w c a vision a mal S~ ~ p~ an s conv)7 f acre tract. dowhih Rust. 1` t ,19 y os 22 n SPr1ttRS finch subdt °ut of otiR tract beitt8 . Absttact acre ~y of Au less: yJtcou°nof that 1~ ~ the t i th sand decd da ed tb record in 18b`5e~~s~ m~o° rb74. }. A~ by C untY• Two 49h an o~ F R}obes, by ~ Kerr CouEtYNR Bert acre and original Sun'ey N ~ ceed Records o{ amen ~ cords o No, ]735. of Ka~Yatjo,a hose eD h Abstract bte, et, al., tQb of the . Iarre1D4,9~ h exa . t ert, to T tmi s an Abercrom age 5 Chester N H{b etc County. T V~ h '^ 51r~i Mo Kov Z ~ 222. P tTOm 1~ s F of K }un ~ d ~ con o{ ~ acre to Tom orris Artisan Gr S~tctuteSts.lnc. e 1879. veY~ as e Real Mope Fatto. subse4LLe°~2, Peen wed {rom Eal'u° pesiRner: g2b v+at Texas X802 Volumere trxts co GazerrvdT'Ke, on 0.32 a 1S~rg96 4220 3733 Contact Telepb°ne ptvners: TamtTw 7g02a Telephone 238 14 2~2 Contact. } d ~seY Jantld~ , [ 3 Sh14 and ~i't lay ut ~1O tnmgue5 $yleets C inaTY $ee Feliln Surveyor- Charlesun° Sg~er St. ~~g~st,,d~~n~ e„~5 78028 subdivision 4 T~ephOne 896 6900 YnRI Tele4 DO1do83 414 7798 neer: hone