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Carter Addn 3-SY110501 FULLY DEVELOPED FLOOD STUDY GRAPEVINE CREEK ADJACENT TO THE CARTER ADDITION PHASE III DEVELOPMENT FOR THE CARTER ADDITION PHASE 111 20 -ACRE TRACT COPPER, TEXAS MAY 2011 J. CASEY r cuss Jo �, % 97272 Prepared by: °�� � Jt DOW ON & ASSOCIATES ANDERS , INC CI PLANNING . ENGINEERING . SURVEYING . CONSTRUCTION MANAGEMENT 5225 Village Creek Drive, Suite 200. Plano, Texas 75093 Phone 972.931.0694. Fax 972.931.9538 F -399 FULLY DEVELOPED FLOOD STUDY GRAPEVINE CREEK ADJACENT TO THE CARTER ADDITION PHASE III DEVELOPMENT FOR THE CARTER ADDITION PHASE 111 20 -ACRE TRACT TEXAS GoPP ELL MAY 2011 Prepared by: lk DOWDEY, ANDERSON At & ASSOCIATES, INC. PLANNING . ENGINEERING . SURVEYING . CONSTRUCTION MANAGEMENT 5225 Village Creek Drive, Suite 200. Plano, Texas 75093 Phone 972.931 -0694. Fax 972.931.9538 F -399 Table of Contents Introduction Hydrology • Fully Developed Hydrology from Coppell City Wide Storm Water Management Plan Hydraulics Floodplain Maps • Proposed Fully Developed Floodplain Work map Proposed Grading Plan Conclusion Exhibits Location Map Public Notification Grapevine Creek Proposed Fully Developed Conditions • Stream Profile • Cross Sections • HEC -RAS Report Diskette HEC -RAS Digital Files Introduction: This study was undertaken to provide updated hydraulic data for Grapevine Creek adjacent to the The Carter Addition Phase III in the City of Coppell. The purpose of this report is to provide a detailed analysis to accurately define the fully developed floodplain and ensure the development does not fall in the fully developed floodplain. The development will include some fill and retaining wall in the effective floodplain fringe, but does not plan crossings of Grapevine Creek. The Coppell City Wide Storm Water Management Plan, dated January 1991 determined the fully developed flows for the reach of Grapevine Creek that is adjacent to the project. Grapevine Creek is regulated FEMA floodplain. The fully developed flows were used for this flood study. The FEMA floodplain is mapped incorrectly, and a LOMR will be submitted to correct this mapping error. This study will analyze the proposed fully developed conditions adjacent to the proposed development by using the proposed grading geometry adjacent to the creek in conjunction with the effective geometry. Hydrology A CITY -WIDE STORM WATER MANAGEMENT PLAN for THE CITY OF COPPELL, TEXAS Prepared by Albert H. Halff Associates, Inc. 8616 Northwest Plaza Drive Dallas, Texas 75225 January 1991 Albert H. Halff Associates, Inc. 1991 APPENDIX E SUMMARY OF HYDRAULIC DATA 1. Explanation of Variables Tables E-1 through E-15 contain summaries of the hydraulic data from the FIEC-2 computer model for all of the streams included in this report What follows is a listing and brief explanation of the variables contained in these tables. VARIABLE DESCRIPTION Section equals the cross section name in the }LEC-2 model and on the flood plain maps. identifies the 2 & 100 year fully developed disrhorge in cubic feet per second. The Standard Project Flood (SPF) is also included in the Elm Fork table, (E-10). OVBEL gives the 2 & 100 year computed water surface elevations. The SPF water surface elevations are also included on the Elm Fork table, (E-10). Velocity is the average channel velocity. Cumulative Storage is the cumulative volume in acre-feet of water in the strewn measured from the first croft section. This is a measure of the existing valley and channel storage of the stream. Approx. Cumulative Flooded Area is the cumulative area of land inundated by the respective floods. 2. List of Tables Table No. Stream Page No.. E-1 Grapevine creek E-2 E-2 Stream GI E-11 E-3 Stream G2 E-13 E-4 Stream 02A E-14 E-5 Stream 03 E-15 E-6 Stream 04 E-16 E-7 Stream G4A E-19 E-8 Stream 05 E-20 E-9 Stream 06 E-21 E-10 Elm Fork of the Unity River Ei24 E-11 Denton Creek E-27 E-12 Stream D1 E-30 E-13 Cottonwood 'Branch E-31 E-14 Stream C1 R-35 E-15 Stream C2 E-36 E-1. TABLE E -1 GRAPEVINE CREEK SUMMARY OF HYDRAULIC DATA (continued) Approx. Cumulative Cumulative Flooded Q CWSEL Velocity Storage Area Section lfps). Mere -Ft) (Acres). 18514.000 5280.00 462.49 5.49 351.21 11638 18514000 16250.00 466.33 10.64 1037.45 161.68 18515,000 52801)0 462.47 ' 5.69 351.23 1 16.58 18515.000 16250.00 466.25 11.10 1037.48 161.68 18565.000 5280.00 462.55 5.56 .352.31 116.73 18565.000 16250.00 466.59 10.65 1039.21 161.86 18566.000 5280.00 462.55. 5.60 .352.33' 11673 18566/100 16250.00 466.46 11.56 1039.24 161.86 18600.000' 5280.00 462.81 4.71 353:26 116.95 18600.000 16250.00: 468.78 5.12 1041.65 162.17 18615.000 5280.00 462.85 4.68 353.74 117.09 18615.000 16250.00 46&79 5.11 1043.24 162.39 186501)00 5280.00 462.52 8.69 354.55 117:31 18650.000 16250,00 468.76 7.38 1046.82 162.95 .100 5250,00 464.70 5:40 364.85 120.03 .100 16500.00 969.46 7.63 1082.15 168.37 .200 5250.00 465.32' 9.51 373.11 123:04 .200 16500.00 470.30, 932 1109.37 172.74 .300 5250.00 467:98 5.91 383.92 126.43 .300 16500.00 +471.81 835 1140.01 177.81 E 20540.000 5250.00 46&78 4.36 402.13 130.60 20540,00 16500.00 472.87 7.69 1176.18 182.64 .500 5150.00 469.23 123 42004 133.72 .500 16100.00 47176 5.79 1209 18654 .600 5150.00 469:19 754: 433.10 135.67 .600 16100.00 473.57' 1232: 123735 190.69 2 5150.00 470.49 8.60 437.92 136.36 21690.000 16100.00 475.49 1121 1250.88 193.28 1.000 5150.00. 472.67 7.03 446.48 13791 1.000 16100.00 478.45 11.12 1276.48 197.45 E -5 TABLE E -1 GRAPEVINE CREEK SUMMARY OF HYDRAULIC DATA (continued) Approx. Cumulative Cumulative Flooded Q CWSEL Velocity Storage Area Section fin Lb.) (Acre -Ft) (Acres) F 22600.000 5150.00 473.64 7.35 453,46 139.48 22600.000 16100.00 480.03 9.66 1296.75 200.00 2.000; 5150.00 47525 7 463.40 14L62 2.000 16100.00 481.16 12.72 1323.84 20329 23900.000 5150.00 477.63 5.25 477.64 143.96 23900.000 1610(100 484.48 6.60 1364.10 208.13 3:000 5150.00 478.53 4.92 488.82 145.75 3.000 16100.00 485.01 7..55 1392.89 211.25 4.000 5150.00 479.51 6.02 501.47 147.65 4.000 16100.00 485.88 9.01 1422.58 214.67 5.000 5050.00 480.01 5,14 504.53 148;03: 5.000 15500.00 486.60 7.85: 1430.69 215.83 24930.000 5050.00 480.42 5.18 509.97 148.74 24930.000 15500.00 487.17 7.60 1443.21 217.25 6.000 5050.00 480.39 6.32 511.94 149.00 6.00() 15500.00 486.98 9.49 1447.74 217.77 25085.000 5050.00 479.78 11;25 513.12 149.16 25085.000 15500.00 486.48 13.05 1451.04 218,26 25135.000 5050.00 481.04 5.66 513.71 149.25 25135.000 15500.00 487.21 11.87' 1453.03 21&66 25185.000 5050.00 481.67 7,08 514.51 149.37 25185.000 15500.00 487.82 11.08 ! 1455.31 219.03 25235.000 5050.00 482.12 5.16 51536 149,51 25235.000 15500.00 488.33 9.14 1457.81 21933 0 25280.000 5050.00 982.32 4.06; 516.72 149.64 25280.000 15500.00 48&72 7.68 1460.01 219.53 25325.000 5050.00 482.41 3.61 518.09 149.77 25325.000 15500.00. 489,02 630 1462.40 219,71 25375.000 5050.00 482.45: 3.54 519.71 149:93 25375.000 15500.00 489.11 6.31 1465.22 219.92 E -6 10 1 1111111 - 111111111 111111111 TIAIIIII1 1 111111111 L1111 11 1 • 510 -1 LEGEND : .,„,,,... 0 (100)-18200 cfs (100) ••16600 0 (100) ..16050 I* 0 (100) -16250 J 16500 1 0 (100) ■16100 15500 0 4 4 lk 1 II 1 - (2) ■5e50 cfs 0 (2) -5350 0 (2) -5200 0 (2) -5280 5250 0 (2) -5150 I T;50 48C 0 - BRIDGE 1 500 - 500 r CULVERT - c a a) t o - 2&100 YR. WSEL FOR - I — EXISTING CHANNEL & - FLOOD PLAIN CONDITIONS 0 490 - . 490 0 > - > 0 _ Z 0 - PROPOSED P Y O R . E W E S WSEL F O R Z & - 100 YEAR WS EL Z 2 YEAR WSEL FLOOD PLAIN CONDITIONS - LI cts - O 0 Ts ..-1 I-- g) CROSS SECTION NAME LLI 48 0 "ci LLJ - c CC , 48 0 W tX _ ec LLI Li_ - w - z 0 1 Li_ - 0 _ .; 1- 05 o 2 / Z Z _ cc 5 - z 470 0 o ,,/ 111' 470 Z 0 - iii co c O .-- .,,• e 0 ,," u. I _ - .c FE ca ..----- ,---- —PROPOSED 100-YEPR WSEL 41 "-II I— - ... < .,.. _ > - - ' r _ I5 > c.) P 460 m a) , 460 LLJ - LLJ _J i _ - _ LL1 _ 8 W NOTES : 4 ' a) m E - • PROFILES BASED ON FULLY © Id -.. ' cs) cv 0 -..-.-... c 0 c EL, DEVELOPED LAND USE - m E 0 to CONDITION THROUGHOUT 450 IMPROVED CHANNF1 450 WATERSHED. ft 44 1 FRO 510N CONTRO1 _ 0 0 • C H 0 0 R R R I Z D A T X O I S )( O E E C S T N O O N T _ - _ - 6 ID LABELS. - 4 _ - Ill LOWLINE CS Cn 440 ....... m ei__ a 440 * DISTANCE IN FEET ALONG 1990 CHANNEL # CD at = E ALIGNMENT.MAY NOT CORRESPOND TO • N c EL: DISTANCES SHOWN IN FIS (1984) DUE TO _ ■ 4. 6 * 6 S E o - — as 0 a CHANNEL STRAIGHTENING FOR RECLA - _ 430 MATION PROJECTS. _ 0 tii m _ m e s E • —00001013.°°..11°.°°°1°) _ ct 430 .4 (13 GRAPEVINE CREEK _ Z E c o o CITY-WIDE STORM WATER - 0 'CZ 0 (7) MANAGEMENT STUDY PUBLIC WORKS DEPARTMENT COPPELL, TEXAS 420 1,1 I 1 _ 1 1 1 1 1 1 1 I 1 _ 1 1 1 I 1 I I 1 1 _ 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 I 1 NI 420 7000 9000 1 1 000 1 3000 1 5000 1 7000 1 9000 21 000 23000 25000 27000 29000 31000 COMPUTED WATER SURFACE PROFILES * PLATE 5-1 DISTANCE IN FEET ALBERT H. HALFF ASSOCIATES, INC. JULY, 1990 r---- �. - — , • MATCH P . , I LATE 3 5 I (- aY ' r. , ��i �_J� _--- _1�, -� f� L ,�, ". \ � d `f.,,.... . -:11 � � I 1 1st. BAPTIST 1 PROPOSED 175 13 \ -'� CARTER ADDITION Jc THWEATT h ; ° _ ( } i -- '�a 1 DENOTES YEAR,' CHURCH I 6'x5' BOX [1111. F' . `. i '" o j/ / � M IUNUAT �: LINE PROPOSED ROADW I E .,J ! ° << / ' 4 WITH RE • D ■ EMBANKMENT - i _, PROPOSED °Y" INLET t , r �� p __ DENIES 100•YEAR zi\\\.. H °f" 1 & EROSION CONTROL NORTHI. AK DENOTES f60 -YEAR WOOD +.ANDS q ., ° ` � � et 1000 _- AT KNI l WIT ININID ', 1 i, INUNDATION LINE WITH \ RECOMMENDS IMPROVEMENTS; - . . * RECOMMENDED IMPROVEMENTS h - y - 4' ♦ ( \* ` 804 1a 2n DENOTE ' f , 2-YEAR ` n r i ° .- PROPOSED EARTHEN ' , . INUNDAT a 5• 41111 AT6 � . ,, � �f a �; r ' CHANNEL; t".! 20'BW. 3:1 S- V LINE W I ,�� 1�� �� • �� � DENTON TAP f'V RECOMM> NDEdado. ,�, i X80 480 r Ap �� PROPOSED ROADWAY ' PR .,, - 76 . 0 it p ., C :'F :'N.`" EMBANKMENT � `' 49 - — . .___ _ _ ._ __ ._ _ _ .,_ - ,1111 s q k�- 4.4 ,.. STREAM G1 i' 4` . > I.. �. t �= — M + Y B +X 11 REMOVE � . BO`RCP RE E EXIST A' e ::. "�► _ a y � - m. :� ,> o l � �� LL 2- 10'xa' C .� i v : 1111. r 81N :\.1 'xSSOX. ' Cr .'_ •.,•< 1111. _ 11 11., . tF 1111_ II i . -- DENOTES 100-YEAR f , . " -„,- ��` : -, } 4 -�qp �4 ''WRR • ROIPOS' INUNDATION LINE WITH + " .�,.,,_� : r f'J \ �V V BRDG RECOMMENDED IMPROVEMENTS. d t 5g /; At - 1, BAPTIST FOUNDATION SUNRE LI -'' \ / g 0 �• , ! e L. f : � , 6 ��\ �p� r '� r A r 1111 n 1 �. y « a � G REEK �� r - N CONTROL �� 11 � .' PEVINE a -EEK 4 DENOTES 100 -YEAR DESIGN FLOOD , INUNDATION LINE W r i ,I., ;,. s < • 'SION; 0 .1" _ WITH FULLY DEVELOPED WATERSHED AND EXISTING 0 —, 1 I% • ., a CHANNEL, FLCIOD PLAIN AND BRIDGE CONDITIONS = ' n U _ _ ! 1111. y 1( � x '� , n '"�� C REEKYIEW� 11 I 11 11 -• / a f / r•_ 1 , I. 11 •__11 . _ 1111 / ok : %t� - 1 it �� 11 11 l 1 _ f ��III�II 1 L. • r S t A ,. + l .1' si , I I ri - I �� ti ( I� 4-- I i i' � s. ----�" �f o<r �I�IIIII ' // -Th ' '■ 1 ill& 1 I 1 il' 1 ! t 11, r fI y , 1 Q , L � A f It ... r/ ■ 11 `_ 11 _ . -l t r Di 1+ a I I Q ! '� !, j , III 11 11 ; .. .- - JL -,..J Lj-1 1 ' F ' l r � ; ! 1 11111 v � 1 ; K - _, 1111.. - � .� ., f r; s 1111111 — - f ,, • _._ - .._- >..�:,. ____,_......_.._. 1111 PRENTISS PROPERTIES -- ". "C --- ---- - ... i .m,.._.....G_. • "• __1111.. 1111 1111._ _11_11 -� 10 G J__ 1111.__ _11_11__. 1111 .•,� -1111. 1111._.. 11.11 _. - I J . J '. _ •^'1 lv _ 1111 1 111111 GRAPEVINE CREEK, 1HIS MAP COMPLIES WITH NATIONAL PLANIMETRICS UPDATED GRAPEVINE CREEK, COTTONWOOD BRANCH, 0 200 400 800 11011 ALBERT H. HALFF ASSOCIATES, INC. DALLAS AERIAL SURVEYS, INC. MAP ACCURACY STANDARD ALL WITH FEBRUARY 1990 AND DENTON CREEK FROM PRIOR STUDY 1— PLATE 3 -4 STREAM G 1, STREAM G2, 1085 DATA HAS BEEN DIGITIZED ON THE AERIAL PHOTOGRAPHY BY KIMLEY -HORN AND ASSOCIATES FOR SCALL IN FEET 1111■ ENGINEERS SCIENTISTS PLANNERS WILD BC .1 AVIOLYT SYSTEM THE CITY OF COPPELL CONTOUF, INTERVAL 2FEET Nino JULY 1990 STREAM G3, AND STREAM G4 Hydraulics: The project is located in FEMA Zone AE floodplain on FIRM 48113C0155J, dated August 23, 2001. A hydraulic HEC -RAS model was developed for the proposed conditions of the stream. The hydraulic model shows how the stream will function during a fully developed rainfall event. The effective hydraulic model through the development does not reflect the current topographic conditions. Topographic information was surveyed May 2010 along the floodplain fringe adjacent to the site. The proposed grading plan was combined with the effective geometry to obtain the proposed cross sections. One additional section was added in the model adjacent to lot 11. The starting water surface elevations for the floodplain were taken from the effective model. GRAPHIC SCALE 6 2 30 0 60 180 V) p T 0-1 % 211- glow ------- N � I EET r I inch 60 ft. WE -z' 486- 0 C o- - - - - - - ROPO D yi X\ CARTER DR. , / - < 7 C.A47""TE. 'A D/OtTl ON C FF/ NOTE: WI I I PA-42 < INFORMATION SHOWN UPSTREAM OF SECTION N I I 111 -1 771 I `CARTER ADI�TION > 62 AND DOWNSTREAM OF 59 IS SHOWN FOR I N, \ \ \ \ \ \ k N\ PHASE It \ u I �IVOWME 99147, Page 00026 C ■ 4 71 C INFORMATIONAL PURPOSES ONLY. THE FULLY 000 DEVELOPED STUDY IS ONLY FOR THE CARTER Z\ )MINIFF ADDITION PHASE III DEVELOPMENT. 473.5 N 0 Wd X -9f I I I I I YF r F LL \',,III A, ftft. ov ODPL NOTE: THE PROPOSED' CROS5� SECTIONAL GEOMETRY a N, J, f-J X 4 PkOPER FOR GRAPEVINE CREEK WAS TAKEN FROM THE EFFECTIVE MODEL GEOMETRY AND MODIFIED ON THE A Ukk ),�o Go "o o,, 00 Co ;j, NORTH SIDE OF THE CREEK TO REFLECT THE 73.9 467' 4v-1 ir NNI PROPOSED RETAINING WALLS. THE PROPOSED 0 -4 GRADING SHOTS ON THE WORKMAP WERE USED TO A N, J i, 110/ HORIZONTALLY LOCATE THE FLOODPLAIN LINE ON ;��/ �� :-, _77 THE NORTH SIDE OF GRAPEVINE CREEK GIVEN THE -Aq% IV L f f -45 IN 100YR WSEL'S CALCULATED BY HEC—RAS. 41� 9 rn \MiN F0 \V AoQ o '0 475. > A PR)O/Pp ED/ + fil WALL l 111 vVv <\ `x 1/0 4- 97 N. -- 47a + 466 LOT i -477 � 0 6 ` a 16[kr-CARTER AD N, -1 1� x I I/ 1� - / \, " " k 20020351-PA6E/00615 -476 911 F1 _4 OF/ J; iN, Ivy Y/5 • W4- 4, 474--- 37 - -473- 21 1 - :�W 422. W 475. A -472- 'mc , -1 -_1 L 475.0 475.0 --8W 470. T Bw 7, Abb- 4nX �/y )A -pow — -- -474-' 0 Mai � -Z -V - - - - - - r E Y I1 I N \\6\ L1 E v x Nz f A-moe- V, \Vlt 'I -474- W DATUM NOTES: 6 4 NAVD88 WAS THE DATUM USED FOR THE N, 11 if 0 ON—THE—GROUND TOPOGRAPHY WHERE N, ERTY ASA- NAVD88—NGVD29-0.056 -------- LINE N 0W - - - - - - - _-4a"7 ,Nj xk- zz� - --A T& - - - - - - - - - - - ps UP L 1. CITY OF' COPIPEL, X '7, THESE CONSTRUCTION PLANS WERE PREPARED z' UNDER THE RESPONSIBLE SUPERVISION OF J. X tz'. 'vt�- .I/, I ko , i; I 0.:!• ............. ...... ............. ALUMINUM MARKER SET IN THE NORTH I CASEY ROSS, LICENSED PR FESSIO NAL ENGINEER/ ...... ROSS EXISTING CRE NO. 9 72. 1 97272 SIDE OF AN INLET ON THE WEST SIDE OF -pl1v f ;MKTIRR LINE/ MOORE ROAD IN FRONT OF BARBARA RUSTING ELEMENTARY, APPROXIMATELY 73 GRAPEVINE CREEK 1\InDT[-1 OF 1�7AQAKIT LANE. ELEVATION — 508.48) 2. CITY OF COPPELL BENCHMARK #16 ALUMINUM MARKER SET IN THE CENTER OF AN INLET ON THE NORTH SIDE OF BETHEL SCHOOL ROAD, APPROXIMATELY 104' (FEET) WEST OF HUNTERS RIDGE CIRCLE. ELEVATION — 511.13' '000" FULLY DEVELOPED 17 5 07� �4 > -48-7- REVISION NO. DATE BY CP woo k FLOODPLAIN WORKMAP CARTER ADDITION PHASE III CITY OF COPPELL DALLAS COUNTY, TEXAS OWDEY, ANDERSON & ASSOCIATES, INC. 5225 Village Creek Me, Suite 200 Plano, Texas 75093 972-931-0694 STATE REGISTRATION NUMBER: F-399 DESIGN DRAWN CHECKED DATE SCALE I JOB - 1--SHEET' JCR DF8 JCR MAY 2011 1"=69 07111C PLATE NO.: Proposed Fully Developed Floodplain Work Map 0 c N 0 a a a 0 c� a P T ti } i l `( pE�ELQP hD 3.11 1 � 1b U� � �0 FEMA 1 7 ( 1 PRpppSE E�EV 477L• I 1 1 < i U YR WS I I 1 I u 1 1 BW 1 O ' a ! 14709 Aw Bw 10 NORTH LAKE WOODLANDS 1 I 2 47 •5 474.0 9 LOTS 5 -10, BLOCK 1 1 0 W VOL. 94133, PG 5097 1 0 TW 479, \ ! Vt I 75'0 475.E 5. \ ' B s LOT 2X 7 LOT 2X 6 1 0 45.5 BLOCK A g BLOCK A 5 1� \ I I \1 v O 1 I I ( \ i\ rn` 487.1 1 _ .`• < I i 1 3 n / I i I \ \ 92.2 4. 3. 2.1 49 .9 I > 1 I \\ 3 1 I I I\ }1\ \\ \ 01�Ar _ \ INV�4 22 - - �--I- - -�R - I - i 3F - 4 2.6 �_! _ 490.03 NV- 9ff47 V 49 V 491.38 jNY�a x 10 +00 __ s +oa _.. a +oo 7 +00 - -6 +0o ALLEY AS +oo._._ s-°� \ GRAPHIC SCALE ,n \ ` l 486.9 \ 489:6 -490.4 '- X90.8 491.3 ' 491. \ \ 493.7 \ l 1 I 46.4 \ P 4$T.5 487.W \ \A \ \ \ \ \ \ X - - - 494- 490. -6x 490.5 _ -490.9 - \ \ \ 0 " \ -►c- �' X X �! '� \ \ \ �x v9 I «, zo 0 4o va z\ \ \ \10 \ \ \ \ - r-/ i r 1\ \�_ ( A 1 49301\ \\ \\ �O I I 1 u\i \ \ \ \ \ \ \ - - -8 _493- 7 0 N l _- \ Y\ \ i \ I 00 t ( t I 11 0 \ d°� \ \ \ d 49 ao 00 6 0 5 \ \ �° g9 \ \ \ > > 2 d d m 4 \ \ \ tS S 9 \ I IN FEET E t I t t 1 \ \ \ \FO \ 482.E \ \ �Q 4'07.2 \-, 9j \ _ - - i It \ \ e 1 I inch = a o et. I I I t FP 476. \ / \p \R 90 \ do • .__ 1 �opti035 k ' �z a Q 8 �a 89 FP 489.9 - ( t A 6" 1� c>z �s 1 FP 490,3- - - _ - - - - \ \ \ t \ \ j 4 475. X03 0 o , ,� \ \ \ f FP 490.8 /j FP 491.2 \ \ 5 1 FVL w5�1E o �; \ \\ \ \ \ \\ \ \\ \\ - ,49 11 �� \ \\ \ \3 1 l LEGEND o SEOF J 4►r`i I I I \ \ \ t i \ �.. \. \ \ \ - - -- - - - - - -_ -- ,\ \. FP 49 \ Q� \ t 4 / A' I 0 O Lti I. \ i- 636:4 Sat Grade pR.piS t \ \ \ \ \ o `? \ \ \o \ \ \ u�i \ I ------- - - - - -- ' \tIt \ \ \ \ \ \ V \ - `°' - '40 aD M - - - - �' \ \ \ \ / o - - - - J Ex TP Existing To of Pavement �p0) t \ \ \ \ \ \ \ \ m \ - -- -� rn \ \ \ \ \ \ /oh' \ 637.9 9 P \ \. \ \ \ \ \ � •� \ \ \\ \\ �� �� �° \ \ - ��� - - ---�� -� �� - --- --- r---- �--- r - - - -- - -\- -- -- -f'- -------------- - - - - -- 638.3 T °P \ \ \ \ \ TW \ \ \ \ J 48g of Wail Grade PROPO Q 20' WIDE \ t \ \ �\ \ \ \ \ \ \ \ \� \ \ \ ' " \ \ \ \ jet I J \ \ \ ^ \ A rn Bw Bottom of Wall Grade \ z 499:6 TW 479.6 TW 484.7 \ yY148 7 1W 4�/ 4 \ \ ` - -TW - - �\ \ \ \ \\ \ \ `` \� iFP 49.6 1\ \\ //\ 90 638.3 SANI ARY SEWER \ \ \ \ 4$7. s- _ - _- _ \ /1 \ / \ \ B 475.0 BW 479 5 B 4 7 - - TW 487.8' fw 488.3 i rw 88.3 488 :Z T x883 W 490.8 \ - \ \ \ \ - Flow Arrow EASEMENT \ \ \ \ '+K -, - \ \ \ \ \ �` \ hb \ \ 0 482.8 - B 486:7 \ \ \ a\ \ TC 4.. \ - 457- - - -' '6 6 484.8. _ _ 1 / j 4$4::1 / J \ \ 72•Y \, \ \ \ \ \ �h0 �• \ J` TG �F76.75 T 480.44 TC 482.61/ \ 490 A a / \ 495.5 -635 EXISTING 20' WIDE - - _ _ - 7C 483.11 Ir/ TC/ &3.84 i 81y $9\ \\ \ \\ X \ \\ 9 \ \ \ \9 +7 .40 \ 9 +00 / \ 8 +00 +. --` 48f>� - - - / , `r Tc 4as.a8 \ 4 l Existin Contour SANITARY SEWER \ 1. � \ \ \ \ \TC'474.9Y r \ \ - - -7 +00 - + i -� Tc ` \ 3 \ \ \ / \ TC 476 30 - `� 6 +00 ^ 5 +00 �� 4egs� \ \ \ ° \ \/ \ >'r\ FP 552.1 Finish Pad Elevation \ EASEMENT \ \ \ \ \ �O o \ \ \ 1 TC 481. _ - I / �� C� \ \ �ti \ \ r a 1 8 475. I I Bbl 476.5 \ -T-e- 482"•45-485 - TC 483 0Q C 483.61 4 Qa x a �\ \ k / \ \ \ s \ \ 1 \ - - 1 1T rc 48 �\ \ A \ \ NOTES: \ \ \ \\ k\ \ \ \ o \ t W '4 \78.6,\ \ \TW 476.0\ \ i ° \\ 481 4 - - - - - -82.7 _ 484 483.2 / 483 :8 \ ¢.53 /J J f A93, �� \// \ \ \ \ \ \ kkk --- -\ \ -C -- _ \ 4s6.7 I j J e / x9 \ \ 1 1. Finish Floor - 0.T above finish pad. o -482 - - - 1 \ \ a 8 °'+ ha3 / / / ) I / t �s \ \ \ 1 \ 2. Grade at front property line 0.2 above curb. \FR \48Q:54 8? ` ` x \r - �� - > ` ( ( / / i fi� \ P. 3. All fill shall be placed as specified in HUD 7 \ \ "' \ \ \ �,\ 8p. \ 480.3 t ��; - 1 (/ I x X0,`1' \ / FP \495.r�\ 2 \ 'o data sheet -79g and per the Geatechnical Report. cl/ ��( S� FPM k� \• \ \ \ \ \ N \ a,\ - 482` 1 / / J I 3x �\ ,� 's / 492 \ \ \ / 2 4. Grade slopes away from building pads r 488.31 \ 'y 00 9i / \ x \ \ ti 0 � with a min. fall of 6 at points 10 (or lot line). -451 - _ \ J \ / X ( ` \ A \ \ cv� 5. Driveway gradient shall not exceed 127a / m � _... \ I 6. Solid sod all areas where slopes exceed 4:1. _ _ .480 \ i I \ �\ / / / I I 492'9 f \ 1 p0 tia\ p0 \\ \ \ \ \\ \ \ \ A \ \ \ FP 482:5 \ \ / \' FP 48 5 / _R \ \ \ \x ,e \ 7. Retaining walls /drop brick ledge /exposed grade beam _ - - a7g _ _ _ l FP ,4,84.3 � � �S6.rj \ � $ I r i/� �j 1 T� � / � \ \ �\ \ P'` required where slopes exceed 3: L Builder has the J ' discretion to use one, some or all to achieve grades. - 474 - - _ - \ \ \ Q EXISTING' 59�WiDE /a A 492 \ \ \ mU i° \ \ \ � r s. See next sheet for grading details. MAPPED FEMA \\ \ \\ \ \\ 9� \ \ \ f �jl� - - 473- - \ \\\\ \ \ t \ \ ATMOS``GA ESMT �' \ X \` \ \ \ v \ \ \� \ \ / \ \ \ \ \\ \ \ 9. The retaining walls shown are for horizontal and vertical FLOODPLAI x "C \ \\ \ \ c)- 472- ' - \ \ \ \ 1 \ , 1 / / \ / locations only. Refer to the geotechnical engineers report \ A�8 \ \ \ \ \ \i \\ \ \ ( / _ *� 47 \_ - \\ \\ \\ \ 6 5 h 1 J o \ \ h \ \ / and the structural engineer's Ions for proper design \\ oo \\ 9 \ \ \ \ \ \ m / Q 90. \ \ \ \ P P P 9 470 \ ✓ ! / ° \ 0 2 . \� j \ \Q \ \ \\ \ t R \ \ \ \` \ l \ \ / / / \ \ \ xo \ \ \ \ of the wall and backfill required. -1469 \ 1, PROPOSED FEMA \� \Rs� A Q6 o rc, V��'s \ \ \ \�{}�, \ \ \t - ��� ��, \'.. 1 \ \ \` \.l. \ \ \ \ \ a / \ \ i \ \ \ \ \ \, FLOODPLAIN P 9 �\ \ \1 \ \ \\ \ \\ ��s \- 40$ \ \ .\ \\ f \ ,\.\ i \ \ \ \\ \ \ \ \ \ x as7 \4 s. \\ \ \\ t \ \ \ \ / 1/ 4 \ `- Imo 2, 11 4s1.s \ -F8 \as4,3 \\ i ~ / 1 \ / sa \� \\ .moo �\ \ I 1 / I �� INV \\ \, \ \\ \ �'\ \� \\ \\ \\ \ \ \ \ \ \ \ \( I 4s> v 46 l--t -- -s -T 79 mil \� �` 1 \l \ \ / / \ \ \ \ \ \ \ \ \\\ \ I \ \ 1 1, I t J J I 4 +00 d -. \ \ I \ +i - 3 RS \ / -487 \\ \\\ \x . \ \\ \ \ \\ ,\ M \ , o _ -x \\ \ \ A \ \ \\ \ \ .469 ! 1 / t I I I 1 N 4 \ \ \ . / �` _ DESIGN \ \ s \ \\ \ \\ \ \ \ ° i 481. a s - - - 9 o \ \ \ J/' 4ss l '/ / 2' PAD 2 \\ \ \ \� \\ \ \ \\ f `A1 f / t / tJiil / X X461.8 \ I s J 4a6 FP 4890 x \- ' )'N�o , 5 a71- i ( / J I I I / o 72 J J � 00 / s� /o \\ \ \ \ o ga \ \ \ \\ \ -4��(( / J \-485-,/ - Excavation L. .t 4 / `482 2 , IV MAPPED FEMA \� \ \ \ \ \ \ \\ \ \Y - `� -.% ` f aao.7 / /° I M _ _ 1 \ - I - - - -� / c� FLOODWAY \ \ \ \ \ \ i ��. . \x \�C �� I r X \ FF� ,4_82..1 / \ 1 +� "� 484- _ _ t ` _ /Q9 / \ I \ \ \ \ I \ / ' \ ` _ - \ a > i / . / CONST. 65 LF z� OF CONCRETE CURB & GUTTER EXCAVATION NOTES: FP \4\79.6 \ \ \ / . y _ _ -4az .. 1i / 17 488.3 i' ' / / � � / I � � SMOOTH SAWCUT v�,\ \�` �R �� \ > \ \ \ \ \ _ - 1 0 - - 481' \ s - _ / / 1 AT EDGE OF EX. 1. CONTRACTOR TO BUILD PAD sC \c \ \ _ i t 1 _ 1 a / -, ^ �' B / \1 \ \1 �- - _ - / - t'x 1 / ASPHALT 2 BEYOND DESIGN PAD. ^ FP 481.0 / - _ �• 480 / 1 l �a�' / i 2. CONTRACTOR TO CUT SWALES J� yg Qpc,�<c\ \\\ �\� / \ \ \ /� i / \ - \` _ ` 1� 1/ `; ! I /$9'� / 2 / / 0.5' BELOW DESIGN SWALE. \ \\ \` \ \1 J / f f \ ^o \ ! -� xo \ / ! /X ( / h /t"-- \ CARTER ADDITION / - - - - - \ \ \ \ Ax � J J O� ' VOLUME 73053, P/ AG C6 E GUARD RAiL (SEE x O o FP/ 46+:�/ P TE 16 FOR DETAILS) h 8 0 cc - ROPOSED 20' WIDE / \\ \ \& R� .� I \ g ?ss 3 �' /` // ! / *\ �^ 1 / / ' a� G / side side SANITARY SEWER / \ f \\ \ \ \ gs� X01 I i \ i EASEMENT !� \ / \' \� I ^� b.l. b.l. / vAv v t v -� : 1* 47 - I v / / / 0a ti°� STING 20 / ,4 i Bw 7 \ \ \ \ ::..._., "sA7+11 ARY SE R \ \ \ - \ . 3,� _ . 3 \ f t 1 I coNST. 245 LF" EASEI�T 00 _ �7z �C 474.43 / v (I \' OF CONCRETE / \ \ \ _ \ . GUTTER, SAWCU2; 00 / o,/ AT EDGE OF EX. / NOTES: PROPOS€D- \MA FLOODPLAN ASPHALT 1. STEP S FOR FRONT YARD $ - 476.1 > _ nvl t I k� /' / RETAINING WALLS TO BE 4�� s r�W 47`9/9 e s�'2. 4>> 1 / \ / i - r� 4 \ t / .t h� - J / INSTALLED BY BUILDER AT \\ \ \ 6COODPLAir1 . "O / 1 ---- -- - \ J r t ie 4s Rs� I ,�V / TIME OF RETAINING WALL BEGIN GUARD RAIL (SEE / / f i / >8 7 / _ / CONSTRUCTION. ---- i.PLATE 16 FOR DETAILS) 1 , . �/ , /g // /' / 2. GUARD RAIL TO BE GRADING PLAN / BUILT AT 11ME OF t l ' / / ' EX� WG�U�NDNER6ROUND RETAINING WALL \ ' MAINTENANCE / / / J /`' / UTILITIES CARTER ADDITION PHASE Ill ACCESS , J f t �ti 12 / FIELD VEMFY CONSTRUCTION. LOCATION PRIOR 3. RETAINING WALL DESIGN CITY OF COPPELL TO CONSTRUcnoN TO BE PROVIDED BY f / OR EXCAVATION \ / RETAINING WALL DALLAS COUNTY, TEXAS 0 °jnaa CONTRACTOR. THESE CONSTRUCTION PLANS WERE PREPARED p,t f�9 frQ0 NO. DATE BY REVISION DC ►WDEY� ANDERSON &ASSOCIATES, INC. ° 5 ' °® 5225 Village Creek Drive, Suite 200 Plano, Texas 75093 972 - 931 -0694 BENCHMARKS: F COPPELL BENCHMARK 16 - ALUMINUM UNDER THE RESPONSIBLE SUPERVISION OF J. are : 0 CITY OF COPPELL BENCHMARK #14 - ALUMINUM MARKER CITY 0 # a••• •••...... °• °••••••••••••••••••o CASEY `ROSS, LICENSED PROFESSIONA TONEER 0 J. CASEY ROSS 0 STATE REGISTRATION NUMBER: F399 SET IN THE NORTH SiDE OF AN INLET ON THE WEST SIDE OF MARKER SET IN THE CENTER OF AN INLET ON THE ••••••••••• -•• • • • o NORTH SIDE OF BETHEL SCHOOL ROAD, APPROXIMATELY NO 727 eP 97272 MOORE ROAD iN FRONT OF BARBARA RUSTING ELEMENTARY, Q',, ,, 'o�d DESIGN DRAWN CHECKED DATE SCALE JOB SHEET PORE R A D I 73' FEET NORTH OF PHEASANT LANE. 104' (FEET) WEST OF HUNTERS RIDGE CIRCLE. f' I/t A (FEET) - 511.13' aa'lapytiaoQOO�°p JCR JCR JCR 01/19/2011 Ill 07111C 1 1 ELEVATION - 508.48' - 2 12 PAD ELEV. [\ final Swale grade V 0.5' as shown o pion excavation grade PLATE NO.: 12 Proposed Grading Plan Conclusion Development of the Carter Addition Phase III will make a minor modification to the existing natural floodplain of Grapevine Creek. The development uses the existing stream as a unique feature. This project minimally affects the natural characteristics of the creek while allowing a single - family development. Exhibits I 0 0 Aq °00 c) EN � , � 0 G o w = �� � � o °VAN -70 , �� BERBER � k BETHEL 11111 SCHOOL IN OAK 1111 yJ o VO BROOK ,_ -7? w o i ll S CD Q CO -\ 1\ o bo o • o C ►PE \ I M £gO0 CREEK / ,I-W RA "ill SITE Irs Q �'' � �� � LOCATION °II II Ai N.T.S. 1 CARTER ADDITION PHASE III VICINITY MAP NTS NOTICE OF PROPOSED REVISION OF FLOOD PLAIN MAPS The City of Coppell, Dallas County, Texas and Toll Brothers Inc., in accordance with National Flood Insurance Program regulation 65.7(b)(1), hereby give notice of the City of Coppell's intent to revise the floodplain, generally located 1,800 feet upstream of Moore Road along Grapevine Creek. Grapevine Creek is located within the limits of the effective FIS as shown on FIRM #48113C0155J of Dallas County. The objective of this study is to define the 100 Year Floodplain of Grapevine Creek shown as a Zone "AE" on the above described FIRM. Specifically, the floodplain and floodway for Grapevine Creek shall be revised between two points approximately 1,800 feet and 2,100 feet upstream of the Moore Road bridge. As a result of the floodplain revision, the floodplain shall widen with a maximum widening of 71 feet at a point approximately 1,080 feet upstream of the Moore Road bridge and a maximum narrowing of 53 feet at a point approximately 1,080 feet upstream of the Moore Road bridge. Specifically, the City of Coppell and Toll Brothers Inc. are requesting revisions to the Flood Insurance Rate Map (FIRM) for the City of Coppell, Dallas County, Texas (Map Number 48113C0155J, Dated August 23, 2001). Maps and detailed analysis of the floodplain revision can be reviewed at the office of Dowdey, Anderson & Assoc., Inc. at 5225 Village Creek Dr. Suite 200, Plano, TX 75093. Grapevine Creek Proposed Fully Developed Conditions Proposed Fully Developed Grapevine Creek Stream Profile 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows RIVER -1 Reach -1 490 Legend EG FD WS FD Crit FD r F Ground 480 / / -- 470 a) w 460 450 440 0 1000 2000 3000 4000 5000 6000 7000 Main Channel Distance (ft) Proposed Fully Developed Grapevine Creek Cross Sections 07111FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 69 25085 .08 >< .045 .08 490 Legend EG FD WS FD 485 Ground • Bank Sta 480 - c 0 w 475 470 1400 1500 1600 1700 1800 1900 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 68 6 .08 r < .05 .08 495 Legend EG FD WS FD 490 ■ Ground • Bank Sta 485 - c 480 - > a) w - 475 - 470 465 0 100 200 300 400 500 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 67 24930 .08 ><--- .05 -a .08 495 Legend EG FD WS FD 490 ■ Ground • Bank Sta 485 c - 480 a� w - 475 470 - _ 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 66 5 .08 > c .05 .08 495 Legend - EG FD WS FD 490 • Ground • Bank Sta 485 c 480 w 475 470 465 0 100 200 300 400 500 600 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 65 4 .08 >< .05 >< .08 495 Legend EG FD WS FD 490 - Ground • Bank Sta 485 E 0 480 > w - 475 470 465 0 100 200 300 400 500 600 700 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 64 3 .08 >< .045 >< .08 495 Legend EG FD 490- WS FD Ground • Bank Sta 485 -E 480 c o - ' N - w 475 - 470 465 460 0 100 200 300 400 500 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 63 23900 .08 + .045 > 4-- .08 490 Legend EG FD WS FD 485 Ground 0 Bank Sta 480 iK c = 475 o d w 470 465 460 1 1 1000 1100 1200 1300 1400 1500 Station (ft) 07111FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 62 2 .08 " .045 -< .08 > 500 Legend EG FD WS FD 490- Ground • Bank Sta 480 c 0 a) 470 460 450 0 200 400 600 800 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 61 22600 < .08 +.045+ .08 510 Legend EG FD WS FD 500 Ground • Bank Sta 490 •° 480 ca w 470 460 450 1000 1200 1400 1600 1800 2000 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 60 1 .08 x .045 >< .08 485 Legend EG FD WS FD 480 — — ■ Ground • Bank Sta 475 IP 470 a) 465 460 455 0 100 200 300 400 500 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 59 21690 .09 >< — .05 — >< .09 485 Legend EG FD 480 -. WS FD Ground • Bank Sta 475 o c 470 > a� w 465 460 - • 455 1000 1100 1200 1300 1400 1500 1600 1700 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 58 0.6 .09 >< .05 >< .09 480 Legend ........... .......... . EG FD WS FD 475- Ground • Bank Sta a> 465 460 455 0 100 200 300 400 500 600 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 57 0.5 .09 .05 >< .09 > 485 Legend EG FD 480 WS FD Gro und • Bank Sta 475 . E 470 - c o - w 465- 460 455 450 0 100 200 300 400 500 600 700 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 56.5 ADDED CROSS SECTION LOT 11 XSEC .09 .05 > Q .09 490 Legend EG FD 485- WS FD ■ Gro und • 480 - Bank Sta • 475 - c • 470 - a) w - 465 460 455 450 1 1 i 100 200 300 400 500 600 700 800 900 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 56 20540 .09 >a .05 >a .09 —� 485 Legend EG FD 480- WS FD ■ Ground • Bank Sta 475 - 470 E o as Ill 465 4\\ \F 460 455 450 1100 1200 1300 1400 1500 1600 1700 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 55 0.3 .09 >— .05 —< .09 480 Legend EG FD WS FD 475 Ground ■, • Bank Sta 470 1K c 465 w - 460 - 455 450 0 100 200 300 400 500 600 700 Station (ft) 07111FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 54 0.2 .09 ><-- .05 --)< .09 480 Legend EG FD WS FD 475 Ground • Bank Sta 470 465 460 455 450 0 200 400 600 800 1000 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 53 0.1 .09 .05 D< .09 480 Legend EG FD 475- WS FD Ground • Bank Sta iE 455- 450 445 0 100 200 300 400 500 600 700 800 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 52 18650 .07 +.05+ .07 485 Legend EG FD 480- WS FD ■ Ground • 475 Bank Sta 470 .• 465 w _ 460 - 455 - 450 445 1000 1200 1400 1600 1800 2000 2200 2400 Station (ft) 07111FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 51 18615 .07 >< .05 >< .07 480 Legend EG FD 475 - WS FD Ground • Bank Sta 470 - 4 465 - c o - 'm a) w 460 455 - 450 445 1000 1200 1400 1600 1800 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 50 18600 .07 > s .05 .07 480 Legend EG FD 475 WS FD Ground • Bank Sta 470 465 - c 0 io u.t 460- 455 450 445 1000 1200 1400 1600 1800 Station (ft) 07111 FLOOD Plan: Proposed Multi 5/4/2011 Geom: Proposed Flow: Multiple Flows River = RIVER -1 Reach = Reach -1 RS = 49 18566 .07 >< .028 —>< .07 >� 480 Legend EG FD 475 WS FD Crit FD ■ Ground • 470 • Bank Sta • 465 1 - - - w 460 .. 455 450 445 , 1000 1200 1400 1600 1800 2000 Station (ft) Proposed Fully Developed Grapevine Creek HEC -RAS Report ° 404 10 4-4 100040 rl rl r♦r1 W0000 >0000 I r04010r1 0 vi in ,n om N 404100 41 E 0 b W W L V N La 0 14 rl > 0 w I m am a° 0 U. 01141.041 M 0.•04,4041 10 a. 0 r 0 0 01 4- N N O 0 O 0 O 0 >0000 LL IA. 1111110111 H o�000 E h h L XX o 4 40 o 0. 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