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HomeMy WebLinkAboutDRAINAGE REPORT a Brett M ,Cully - Drainage information Page 1 From: Brett McCully To: Rabon Metcalf Date: 9/17/02 8:16AM Subject: Drainage information Good Morning Rabon, I have your faxed drainage information for 'Parviz's proposed development' My first comment is that since Parviz has roles in more than one local project, this is the northeast corner of College Main and Cherry. Second, if that's the case, the drainage policy has mandatory detention in the Burton Creek watershed, which includes most of Northgate. Please let me know if this is not the project you were referring to, or if you have any other questions. Brett 09/15/02 SUN 22:17 FAX 979 6900329 RME 2001 �3 METCALF �+aiL� r � ` TVASC7NlipCll.tll.l NGINffitING '` °� a�,�- � „ A= „ f9791fi9n- (237.9- 'f1C3MF /4 f " POST OFFICE Rifles 8'+.53 (979169 329 - FAX f COLLEGE STATION. TEXAS 77842 19791219 1174 - CFL7- x ' 1 Iar. RiviFvGiNEE ,T[s�NQCCEN1 FACSIMILE TRANSMITTAL SHEET T n n FROM: `T7 ' V `CCO l.c.P-A Rabon Metcalf, P.E. COMPANY: DATE: E: C©cS a(, t� � 02 FAX NUMBER: TOTAL NO. R: O.. OF PAGES INCLUDING COVE + PHONE NUMBER CC: RE: CC FAX NUMBER: v12 Q URGENT PA 01 R. REVIEW LEASE COMMENT Q PLEASE REPLY 0 FOR YOUR. RECORDS NOTES /COMMENTS: O\f b t1 X49 r� � aF - 7 - 1 -- VG- 4 1 t-bG C. 'F. E C"t ,risc1 PAY(-V tZ. 4 V2 1 yVtteec./OXM17 -4 ' `C-2'E A `:17- 1 eLH i NS Q 1 'Ft e "l CF - 1 l G92R r C5 G17 .1 CS`f gtr \ F IAN Ll., The information contained in this fax is confidential and is exclusively for the use of the previously addressed party. Please call the above number to correct any difficulties with. the transmission of this fax , 09/15/02 SUN 22:17 FAX 979 6900329 RME 2 002 Rational Method Calculations GENERAL INFORMATION Description: Lot 1 & 2 Pre - Development conditions Drainage Area (APRE) = 0,42 acres TIME OF CONCENTRATION (T,) GIVEN RESULT Maximum Travel Distance (Dp = 200 ft T 9 = 6.7 min. Velocity of Runoff (V = 0.50 / eft Coefficient of Runoff (C = 0.55 '"NOTE: Minimum T allowed = 10 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Rainfall Intensity (I = 6.327 ` Coefficient (b) - 65 a * ''"'., 9 d -� ,,,YY . , F:• t4 7t .*Y.Y rs.'!.:, d.F.r.....J > 'kgia 1;tt'. F:. a ..X 1. �s, n. x,a.,��S l Coefficient (d) = 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Rainfall Intensity (6) = 7.693 "f, Caefftctent (b) = 76 kti M `n 1 , i sr �_ ti `. f � ,J Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.763 Rainfall Intensity (1 = 8.635 In ft,f Coefficient (b) = 80 �! :r f AI ». i'1z:r tlifis.cx:'a� fi:'F.`' IE ��r!.:;. Coefficient (d) = 8.5 25 YEAR FREQUENCY, RATE OF DISCHARGE (P), Coefficient (e) = 0.754 Rainfall Intensity (I = 9.861 1'I„ Coefficient (b) = I : ice A 4,, nt w , ..« Coefficient (d) = 8.5 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.745 Rainfall Intensity (I 11_148 4.- Coefficient (b) = 98 AiliASitittIMISINIAB Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Rainfall intensity (l,�) = 11.639 in fry Coefficient (b) _ 96 {4' �.. { 1t F Coefficient (d) = 8 118-0133 Rational Method (Simple) A -1 09/15/02 SUN 22:18 FAX 979 6900329 RME gJ003 Rational Method Calculations GENERAL INFORMATION Description: Lot 1 & 2Pre- Development conditions Drainage Area (A = 022 acres (impervious area) Drainage Area (A = 0.20 acres (landscaped or unimproved area) TIME OF CONCENTRATION (T_) GIVEN RESULT Maximum Travel Distance (D = 50 ft T = 11 min. Velocity of Runoff (V = 0.50 ft f Coefficient of Runoff (C = 0.55 Maximum Travel Distance (0 = 150 ft Tc2 = 2.5 min, Velocity of Runoff (V = 1.00 ft Coefficient of Runoff (C = 0.95 "NOTE: Minimum T allowed =10 min. TqPosr = 4.2 min. 2 YEAR FREQUENCY. RATE QF DISCHARGE (Q) Rainfall Intensity (l _ 6.327 in fix Coefficient (a) = 0:808 °AREA 1 = 0,786. cfs Coefficient (b) = 65 QAREA2 1.212 cfs Coefficient (d) s 8 2. .. 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Rainfall Intensity (I) = 7.693 "'/ Coefficient (e) = 0.785 QAREA 1 = 0.956 cfs Coefficient (b) = 76 QAut�t 2 = 1.474 cf Coefficient (d) = 85 .... ,;r r, &i'i (F 5 10 YEAR FREQUENCY, RATE OF DISCHARGE (Q1 Rainfall Intensity (i = 8.635 irk hr Coefficient (e) = 0,763 () AREA 1 1 ,073 cfs Coefficient (b) = 80 QAR 1.654 cis Coefficient (d) = 8.5 ar +y,tocr i *r 25 YEAR FREQUENCY, RATE OF DISCHARGE (QZ Rainfall Intensity (1 = 9.861 '" In r Coefficient (e) = 0.754 QAREA 1 = 1.225 cfs Coefficient (b) = 89 QAREA 2 = 1.889 cis Coefficient (d) = 8.5 311 c€e. 50 YEAR FREQUENCY, RATE QF DISCHARGE (Q) Rainfall Intensity (l = 11.148 ' Coefficient (e) = 0:745 QAREs 1 = : 385 cis Coefficient (b) = 98 QAREA2 = 2.136 cis Coefficient (d) _ ., ° 100 YEAR FREQUENCY. 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Boyett Estate RME No, 118 -0133 Dear Brett: Please find attached the following findings, calculations and attachments for the above referenced project's detention facility. This drainage Letter and the supporting _design methods were performed in accordance with the City of College Station's Drainage Design Policies and Standards. The project site is located within the watershed of Burton Creek. Runoff, from this site, sheet flows to the north across the rear end of lots to an unnamed creek within the above referenced subdivision. This same conveyance flow pattern and flowrate will be maintained by the construction of a properly sized detention pond (parking lot) and drainage structure_ Design for the detention pond and facilities supporting calculations are summarized as follows: ❖ A -1, 2: Rational Method Calculations (Pre & Post - Development); + A -3 thru 8: Rainfall Hi-drogranhs (L_ 5, 10 25.50 & 100 =;-ear rainfall events): 0 . 4 A-9: Sharp Crested Irregular Weir. Using the Rational Method the pre-development and post - development =off values were obtained for the proposed improvements located within the 14,485 square-foot tract. Resulting calculations are reflected on Attachments 1 and 2 (A -1 and A -2) and yielded a 2.74 cfs runoff value for and pre - development conditions and 3.68 cfs for post during the 100 -year rainfall event. Based from this data, each rainfall event was routed into a 30- minute triangular hydrograph. The resulting volume difference was then established to he the needed pond volume for each perspective rainfall event Hydrographs are shown on A -3 through A -8. The proposed detention facility is designed to a volume capacity of 945 ft`, which is well above the require amount. Once the required hydrologic calculations were completed then the hydraulic weir and drainage outlet designs were performed. The pond's outlet is designed as an irregular shaped sharp Filename: CDI -118- 0133 -LO! Page - 1 crested weir and has been geometrically shaped to meter discharge runoff at the calculated pre - development flow rates. Runoff discharged from this weir will be dissipated by placement of rock rip -rap at the discharge end. The attached en_gineerin8 calculations are issued for the before stated drainage improvements and are issued by me and are applicable to this project. Please call should you have any questions are require assistance. Sincerely, . it a ‘ fit R ABON A. METCALF 4 Rabon A. Metcalf, ', . ? .......... , 885• a �, �/ i' ' . • . / E . 9 \*'/ Filename. CD1 -118- 0133 -L01 Page - 2 Rational Method Calculations GENERAL INFORMATION Description: Lot 1 & 2 Pre- Development conditions Drainage Area (A = 0.22 acres (impervious area) Drainage Area (A2) = 0.20 acres (landscaped or unimproved area) TIME OF CONCENTRATION (T.. GIVEN RESULT Maximum Travel Distance (D = 50 ft T = 1.7 min. Velocity of Runoff (V,) = 0,50 /see Coefficient of Runoff (C = 0.55 Maximum Travel Distance (D2) = 150 ft Tc = 2.5 min. Velocity of Runoff (V2) = 1.00 ft /sec Coefficient of Runoff (C = 0.95 **NOTE: Minimum T allowed = 10 min. TC(PO T) = 4.2 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (CI) Rainfall Intensity (1 = 6.327 "'! Coefficient (e) = 0. 806 °AREA t = 0.78E cfs Coefficient (b) = 65 QARGA 2 _ 1.212 cfs Coefficient (d) = 8 Q2= 2.00 cfs 5 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Rainfall Intensity (I = 7.693 "nifty Coefficient (e) = 0.785 ( )AREA 1 = 0.956 cfs Coefficient (b) = 76 QAREA 2 = 1.474 cfs Coefficient (d) = 8.5 Qs a z tt ,.`44S 4484:Z 2.43 cfs iQ YEAR FREQUENCY, RATE OF DISCHARGE (Q) Rainfall Intensity O = 8.6'35 in fr a Coefficient (e) = 0.763 QP_REA, = 1. 073 cfs Coefficient (b) = 80 QAREA 2 = 1.654 cfs Coefficient (d) = 8.5 Ch = 2.73 efs 25 YEAR FREQUENCY. RATE OF DISCHARGE (Q) Rainfall Intensity (t = 9.861 ' Coefficient (e) = 0.754 QAREA 1 = 1.225 cfs C oefficient (b) = 89 QAREA 2 = 1.889 cfs Coefficient (d) = 8.5 025 m .45411111111 S S 3 cfs 50 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Rainfall Intensit (1 ) = 11,148'nini Coefficient (e) = 0.745 QAREA t = 1.385 cfs Coefficient (b) = 98 ()AREA = 2.136 cfs Coefficient (d) = 8.5 Q� S '4 K 4 S4 3544 4SSSS1 S44s4s ?•S2 as 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Rainfall Intensity (I = 11.639 ' Coefficient (e) = 0,73 QAREA 1 = 1.446 cfs Coefficient (b) = 96 QAREA 2 = 2.230 cfs Coefficient (d) = 8 0100 = 3.68 cfs 118 -0133 Rational Method (Simple) A - Rational Method Calculations GENERAL INFORMATION Description: Lot 1 & 2 Pre - Development conditions Drainage Area (Ap = 0.42 acres TIME OF CONCENTRATION (T,.). GIVEN RESULT Maximum Travel Distance (D = 200 ft T ; p RE , = 6.7 min Velocity of Runoff (VPRE) a 0.50 rt / see Coefficient of Runoff (C 0.55 '"`NOTE: Minimum - re allowed = 10 min. 2 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.806 Rainfall Intensity (I) = 6.327 Snj4, Coefficient (b) = 65 Qq s 1 cis Coefficient (d) 3 8 5 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.785 Rainfall Intensity (i = 7.693 '" !hr Coefficient (b) = 76 = 1.81 Os Coefficient (d) = 8.5 10 YEAR FREQUENCY, RATE OF DISCHARGE (0) Coefficient (e) = 0.763 Rainfall Intensity (I0 = 8.635' Coefficient (b) = 8€3 Ow =, 2.03 cfs Coefficient (d) = 8.5 75 YEAR FREQUENCY. RAT QF_DISCHARQE (Q1 Coefficient (e) = 0.754 Rainfall Intensity (I = 9.861 ` Coefficient (b) = 89 Q24 2,32 cfs Coefficient (d) a 8.5 50 YEAR FREQUENCY. RATE OF DISCHARGE (Q1 Coefficient (e) = 0.745 Rainfall Intensity (I = 11.148 "' / Coefficient (b) = 98 Q = 2,62 cfs Coefficient (d) = 8.5 100 YEAR FREQUENCY, RATE OF DISCHARGE (Q) Coefficient (e) = 0.73 Rainfall Intensity (I = 11.639'''h, Coefficient (b) = 96 Qioo = ti` 2,74 efs Coefficient (d) = 8 118 -0133 Rational Method (Simple) A I CI 1 CYD i I I I I I I I I i i 1 1 I i I ! 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SHARP CRESTED IRREGULAR WEIR TABLE I - WEIR PARAMETERS STAGE ONE STAGE TWO Base 1.50 ft Base 0,00 ft Height 0.75 ft Height 0.00 ft Slopes L 2,000 ft/It Slopes 1: 0.000 ft /ft TABLE II - WEIR FLOW CALCULATIONS Corrected Calculated Allowable Weir Rainfall Average Weir Discharge Discharge Average Contraction Event Head Length Coefficent Rate Rate Length Correction L = L Ai . 0 -O.1h Q = C h L C Q QALLOW LA VG 0.1h (yr) (ft) (ft) (cfs) (cfs (ft) 9 0.37 2,10 3.49 1.73 1.49 2.24 0.04 5 0.37 2.20 3,49 1.73 1.81 2,24 0.04 10 0.39 2.24 3.50 1.91 2.03 2.28 0.04 25 0.42 2,30 351 2.20 2.32 1.34 0.04 50 0.44 734 3.52 2.40 2.62 2.38 0.04 100 0.45 2.36 3.53 2.51 2.74 2.40 0.05 Notes: (1) Weir coefficents are from Table 10.3 (pg 325) of McGraw-Hill series in Water Resources and Environmental Engineering, 4th edition. (2.) 1 ISnadine indicates given values. 182 -0133 Sharp Crested Irregidar- Shaped Weir A -9