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HomeMy WebLinkAboutDRAINAGE/CULVERT CALC'S REATTA MEADOWS SUBDIVISION DRAINAGE AND CULVERT CALCULATIONS FOR REATTA LANE INTERSECTION WITH BARRON ROAD March 23, 2004 •••'`� L Prepared by: b:cE OF rE s ti J. Dale Browne, Jr., P.E. i Ash & Browne En ineerin Inc. * 9 9, P.O. Box 10838 r� College Station, Texas 77842 r �• cr'.9 81890 a.: t t F S, . Gr TE ,..N � v O`� O ONA rnA � - VIE• D alt COMPLIAN �r�\ MAR 3 0 700 COLLEGE ENG NEER STATION G / / / / i \ l - \ \ _; i .4 /2 \ , / \ , ■ /� i WE - TFIELD VILLAGE �/ ( Z, ZA, , t I ''`, 7 /d ) \\ FROEHUNG, EDWARD ■ J AREA \,' % ±49.35 ACRES � ' � /� i / mo i / i " / • 1 / 1 \ , \ .- / .. V I r / .. 0, , / / \ 44. \\. • ° ,..__--- / . - N, \ /------) 72-1,, ,,' „ 5 R�TTA M UBDIVISI / / / / ' 1 '�SECTI 1, i E 1 / ,fP'(E O TF, % LEGEND "CO. .. • s it FLOW PATH FOR i *f /3 —': */ CALCIILACALCULATING 1yC J . DALE BROWNE, JR. i A r ��*. 81890 : REAlTA MEADOWS SUBDIVISION .� �'FC E ,. a SECTION 1, PHASE 1 _...-- ,a,,,K7,/,,,,,--- sini' A DRAINAGE AREA 27 SCALE: Y - 100' ASH a BROWIYE ENGINEERING, INC. 0 25' 50' 100' Engineers and Consultant P.O. Box 10838, College Station, Texas 77842 979 - 846-6914 877- 2454839 Fax: 979. 846 -8914 1 1045005- 010-01 REATTA SUBDIVISION, SECTION 1, PHASE 1 RATIONAL DRAINAGE CALCULATIONS Area #27 Conditions March 2004 1045005 By: PAP DRAINAGE AREA TYPES PROPOSED Area Runoff Coefficie nt (acres) Grassy Areas 1.49 0.30 Residential Areas 1.53 0.60 Total: 3.02 0.45 Proposed Flow Path Description Length Velocity Time (ft) (fps) (min.) Sheet Flow 319 0.5 10.6 Shallow Concentrated Flow 550 3.0 3.1 TOTAL: 13.7 Time of Concentration Tc Used Proposed Conditions (10 min.) 113.7 min. 13.7 min. Storm BRAZOS COUNTY - SSE • a _F TE ai Period Proposed Proposed f ,'•''• � \ b d e Intensity Runoff l * _3 27 Y1 * Ii (Year) (in/hr) (cfs) s• ••• 2 65 8.0 0.806 5.4 7.43 J. ALE BROWNE, JR. 5 76 8.5 0.785 6.7 9.10 F .Q 10 80 8.5 0.763 7.5 10.26 f�9 O , 81890 �e 25 89 8.5 0.754 8.6 11.74 t lF SFG !STE�����`l" 50 98 8.5 0.745 9.7 13.29 �. 100 96 8.0 0.730 10.2 13.87 / , ✓ Intensity = b/ (Tc + d)^e • Culvert Designer /Analyzer Report Reatta Lane and Barron Road � -..� ®`� r® ® 1 �� . . �E OF T � % .. . N.!' Peak Discharge Method: User- Specified Sit . i\ ,t • '.* k l / • Design Discharge 1026 cfs Check Discharge 13.87 cfs •• J. DALE BROWNE, JR. % l® /co u� � i Grades Model: Inverts ! A' 81890 ./Qs 19'• . ar Invert Upstream 305.94 It Invert Downstream 305.50 ft , I t 7 FG /S TE v ... - ���'d Length 72.00 ft Slope 0.006111 ft/ft ‘ 41 /ON C f-X , Drop 0.44 ft eA l ,', , Headwater Model: Maximum Allowable HW Headwater Elevation 307.90 it Tailwater Conditions: Constant Tailwater Tailwater Elevation 305.50 ft name Description Discharge HW Elev. Velocity x Trial -1 2 -18 inch Circular 10.26 cfs 307.35 ft 4.90 ft/s Project Engineer: J. Dale Browne, Jr. untitled.cvm Ash & Browne Engineering, Inc. CulvertMaster v2.0 12005b] 03/23/04 02:54:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 1 of 2 Culvert Designer /Analyzer Report Reatta Lane and Barron Road Design:Trial -1 9 0Ne°40 +e0 ri blE OFrs Solve For: Headwater Elevation eo.. • • . ...s ' . j ) .„,14.- * I Culvert Summary * * : 3 l * • • Allowable HW Elevation 307.90 ft Storm Event Design 0 J. ALE BROWNE, JR. Computed Headwater Eleva 307.35 ft Discharge 10.26 cfs ! 81890 Headwater Depth/Height 0.94 Tailwater Elevation 305.50 It t 11% „ �� . : ��i Inlet Control HW Elev. 307.25 ft Control Type Entrance Control 1 /STER..•C. .. s • • .. ..... N � HW � Outlet Control Elev. 307.35 ft 'SiONA �f p / 9 Grades Upstream Invert 305.94 ft Downstream Invert 305.50 It Length 72.00 if Constructed Slope 0.006111 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.86 ft Slope Type Steep Normal Depth 0.86 ft Flow Regime Supercritical Critical Depth 0.87 ft Velocity Downstream 4.90 ft/s Critical Slope 0.005828 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 It Section Size 18 inch Rise 1.50 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 307.35 ft Upstream Velocity Head 0.36 It Ke 0.50 Entrance Loss 0.18 It Inlet Control Properties Inlet Control HW Elev. 307.25 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 3.5 ftz K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: J. Dale Browne, Jr. untitled.cvm Ash & Browne Engineering, Inc. CulvertMaster v2.01200514 03/23/04 02:54:08 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1- 203 - 755 -1666 Page 2 of 2 Culvert Designer /Analyzer Report Reatta Lane and Barron Road Peak Discharge Method: User - Specified 'e OF T � Design Discharge 10.26 cfs Check Discharge 13.87 cis c o.••' • S 1 /0 vie.. :60 Ve I * 3`Z 4 1.1‘ J . * * I Grades Model: Inverts f 1 Invert Upstream 305.94 ft Invert Downstream 305.50 ft r J. DALE BROWNE, JR. e Length 72.00 ft Slope 0.006111 ft/ft i t t �0 . 81890 ,'Q Drop 0.44 ft 1 t�.•' 41 It /S TER ..&1. ::::::ximum Allowable HW vation 307.90 ft Tailwater Conditions: Constant Tailwater Tailwater Elevation 305.50 ft name Description Discharge HW Elev. Velocity x Trial -1 2 -18 inch Circular 13.87 cfs 307.63 ft 5.42 ft/s Project Engineer: J. Dale Browne, Jr. untitled.cvm Ash & Browne Engineering, Inc. CulvertMaster v2.0 (2005b] 03/23/04 02:51:30 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 1 of 2 Culvert Designer /Analyzer Report Reatta Lane and Barron Road Design:Trial -1 Solve For: Headwater Elevation Culvert Summary •�P.E rE,� 1 Allowable HW Elevation 307.90 ft Storm Event Check r %S ... 4',.- ' S' , t Computed Headwater Elevs 307.63 ft Discharge 13.87 cfs % 3 j I' .4004— „ *. r/ Headwater Depth/Height 1.13 Tailwater Elevation 305.50 ft / 7' • 0 Inlet Control HW Elev. 307.56 ft Control Type Outlet Control 6 J. DALE BROWNE, JR. Outlet Control HW Elev. 307.63 it / ff��•, 81890 • .mss 1 F'•.G /sTON . • O... Grades 'kt ON a F .”. 7 Noi Upstream Invert 305.94 ft Downstream Invert 305.50 ft .� Length 72.00 ft Constructed Slope 0.006111 ft/ft Hydraulic Profile Profile M2 Depth, Downstream 1.02 ft Slope Type Mild Normal Depth 1.06 ft Flow Regime Subcritical Critical Depth 1.02 ft Velocity Downstream 5.42 ft/s Critical Slope 0.006728 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 It Section Size 18 inch Rise 1.50 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. 307.63 ft Upstream Velocity Head 0.42 ft Ke 0.50 Entrance Loss 0.21 ft Inlet Control Properties Inlet Control HW Elev. 307.56 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 3.5 ft K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: J. Dale Browne, Jr. untitled.cvm Ash & Browne Engineering, Inc. CulvertMaster v2.0[2005131 03/23/04 02:51:30 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1 -203- 755 -1666 Page 2 of 2