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24 Kenny Cotten's BBQ 04-49 2360 Harvey Mitchell
DARTMOUTH DRIVE EXTENSION DRAINAGE ANALYSIS August 2004 Prepared for the City of College Station By /lf1TCHELL&jifORGAN,LLP ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE, Sum 204 COLLEGE STATION, TX 77840 OFFICE (979) 260-6963 FAX (979) 260-3564 CERTIFICATION I hereby certify that this report for the Dartmouth Drive Extension Drainage R eport was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. Date DARTMOUTH DRIVE EXTENSION DRAINAGE ANALYSIS INTRODUCTION The purpose of this drainage report is to present analysis of the required drainage infrastructure for the proposed Dartmouth Drive Extension in College Station , Texas. This project is to be located south of FM 2818 between Texas A venue and the SH 6 East Bypass. This drainage report is intended to provide analysis of the majority of the portion of Dartmouth Drive to be constructed as well as the adjacent properties in their current development state. While drainage calculations were performed by the Texas Department of Transportation (TxDOT) for the design of FM 2818 (Harvey Mitchell Parkway), several discrepancies have been identified and those calculations will be utilized only a s a reference for the sizing of the existing infrastructure. Revised hydrologic analysis will be performed in order to determine the effects that the development of Dartmouth Drive will have on the actual existing conditions . This report will provide pre-versus post-development analysis for Dartmouth Drive south of FM 2818 and evaluate the performance of the existing infrastructure as well as that proposed with this project. GENERAL LOCATION AND DESCRIPTION The Dartmouth Drive Extension will be located in College Station, Texas from FM 2818 to the southernmost property line of Block 1 of the Cotten Subdivision, Phase 1. This extension will provide access to future development within Phase 1 of the Cotten Subdivision and will eventually provide access northward across Bee Creek to Krenek Tap Road and southward to Texas Avenue . This portion of the Dartmouth Drive Extension is wholly contained within the Cotten Subdivision. Dartmouth Drive is classified as a minor arterial per the City of College Station thoroughfare plan and as such will consist of two 11 ' lanes and one 7' bike lane in each direction with a 16 ' center section for median and turn lanes. In addition, 6 ' sidewalks are provided on either side of the street located at the back of curb. The project location is identified in Exhibit Al of this report. PRIMARY DRAINAGE BASIN DESCRIPTION As seen on Exhibit A2, this property is located within the Bee Creek Main drainage basin; however, no portion of the proposed alignment lies within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144C, effective date July 2 , 1992. Currently, a majority of the proposed extension and a significant portion of the surrounding area drains in a northeasterly direction toward a 3-30" RCP culvert located along the eastbound side of FM 2818. Detailed information about this culverts location and sizing is provided with the TxDOT construction plans for FM 2818 located in Appendix B of this report. The remainder of the extension drains toward Bee Creek Tributary 'A ' and will be considered with the development of the remainder of the Cotten Subdivision and the adjacent 15.56 acre Bertrand tract to the south. Dartmouth Drive Extension Drainage Analysis DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the City of College Station Drainage Policy and Design Standards (DPDS). As such : • Design rainstorm events consist of the 5-, 10 -, 25-, 50-, and 100-year storm events. • Flow calculations are based on the Rational Method with a minimum time of concentration of 10 minutes . Lag time calculation is based on the U pland Method. • Pipe capacity calculations are based on Manning 's Equation with Hydraulic Grade Line analysis performed to determine location and extent of storm sewer system surcharge. DRAINAGE FACILITY DESIGN One of the most important items to note with this analysis is that , while runoff and pipe sizing calculations performed by TxDOT are provided as a reference, updated analysis was performed for both pre-and postdevelopment conditions to more accurately reflect current conditions as well as predict future conditions . An estimation of drainage basins used for the TxDOT analysis is provided as Exhibit B3. Comparison to Exhibits Bl and B2 indicates a significant discrepancy between the drainage areas contributing to the existing and proposed drainage infrastructure. The addition of approximately 2.7 acres to drainage basin EA-B (as labeled on Exhibits Bl and B3) could potentiall y result a marked increase in the size of the required drainage infrastructure on the property. Examination of Exhibits B 1 and B2 should indicate that the updated drainage areas more accurately reflect current topography. Additionally, it should be noted that the existing storm sewer system along FM 2818 was evaluated with the proposed infrastructure to determine if capacity was available to meet the drainage objectives of this project. Finally , the drainage areas referred to with the 'X ' identifier in Appendix A calculation sheets are used in an effort to model the split flow conditions created by the culvert junction box configuration and are not reflected in the drainage area maps (Exhibits Bl - B3 ). Rather, they are part of the parent drainage area that does not include the 'X '. Predevelopm ent Drainage Analy sis Per Exhibit B 1, the predevelopment drainage basins within the Cotten Subdivision are limited to one, referred to as EA-B . The TxDOT drainage basins used for the design of FM 2818 have been included in the predevelopment analysis calculations provided in Appendix A. As previously discussed , runoff calculations were performed using the Rational Method. Peak runoff values for each of the drainage basins are provided in Appendix Al , Rational Formula Drainage Area Calculations; however, because of the variation in time of concentration between FM 2818 runoff and runoff from drainage basin EA-B the predevelopment peak flow rate for the entire area is more accurately reflected in the Pipe Siz e Calculations provided as Appendix A-3 for each of the studied rainfall events. As expected, the system currently provides capacity for the 100-year peak discharge. Inlet calculations have also been provided as Appendix A-2 to evaluate the current inlet configuration along Harvey Mitchell Parkway for each relevant storm event. Dartmouth Drive Extension Drainage Analysis 2 Postdevelopment Drainage Analysis While the post development drainage analysis of the Dartmouth Drive extension includes a relatively small amount of impervious cover addition, it does include a challenge to the drainage design . The superelevation of the existing section of Harvey Mitchell requires the use of a 250' vertical curve in order to provide a safe design for Dartmouth Drive within the Cotton subdivision. This vertical curve will result in a significant amount of excavation as evidenced by the Dartmouth plan and profile sheet provided as Exhibit C. This combined with cover requirements and a relatively high flow line at the downstream tie in location made a 3 ' x 2' Reinforced Concrete Box (RCB) necessary to convey the runoff generated by the 3 .50 acre contributing drainage area to the west of the proposed Dartmouth extension. As shown in Exhibit C, the proposed infrastructure includes approximately 172 LF of 3' x 2 ' RCB. This will run from the expanded junction box located adjacent to inlet 8 (TxDOT plans) south toward Dartmouth and across to the southbound side. One 5' inlet will be placed on either side of the street with 8 LF of 30" RCP feeding into the inlet on the southbound side of Dartmouth. This pipe will provide a discharge location for runoff from the 3. 5 acre drainage basin P A-B 1. In order to provide future access to emergency vehicles during a major rainfall event; the system was designed to convey the 10-year rainfall event with no headwater. The results of the Hydraulic Grade Line calculations provided in Exhibit E indicate that the proposed storm sewer will convey the 100-year rainfall event without backing up into the street. This is especially true considering the inlets have more than adequate capacity as demonstrated in Appendix A-2 for the 100-year rainfall. Peak Dischar es from TxDOT 3-30" RCP Culvert 5-Year 10-Year 25-Year 50-Year 100-Year Flow Conditions Flowrate Flowrate Flowrate Flowrate Flowrate System Outfall All flowrates in cubic feet per second (cfs) Predevelopment 26.4 29 .9 34 .2 36 .6 43.8 Postdevelopment 36.9 41.5 47 .5 50.9 60.4 10 .5 11.6 13.3 14.3 16.6 Table 1. Peak Discharge Summary Despite the fact that there is a noticeable increase in the peak discharge for all storms, detention will not be provided for the Dartmouth Drive extension. Because of the close proximity to Bee Creek and the location of the development at the lower end of the overall Bee Creek watershed, it is more beneficial to release the runoff undetained than to require detention. With a watershed time to peak of several hours and a local time to peak of just over 12 minutes, the drainage from this development will peak on the rising limb of the Bee Main hydro graph. Attenuation of flow will not provide any benefits and in some cases may result in a net increase in the peak flowrate in Bee Creek. Additionally, the increase in peak runoff rate from pre-to postdevelopment conditions is less than 0.4% of the 4163 cfs peak discharge in Bee Creek. Appendices Al-A3 provide the relevant information for peak flow determination, inlet sizing and pipe sizing. Dartmouth Drive Extension Drainage Analysis 3 CONCLUSION The extension of Dartmouth Drive will result in a noticeable increase in peak discharge from the Cotton Subdivision; however, the proposed storm sewer system is designed to provide adequate capacity for the 100-year rainfall event with no onsite detention. Based on the location of the proposed improvements at the lower end of the Bee Creek watershed, the exclusion of detention from the drainage design will be more beneficial to downstream flood prone properties than inclusion. Review of the stormwater analysis indicates that the drainage design presented in this report will provide ample conveyance to meet the drainage objectives of the City of College Station DPDS. Dartmouth Drive Extension Drainage Analysis 4 EXHIBITS "'O ~ c: 0 ~ -::::I a. E w 0 ,.... () ,.... (/) co -..... I'-Q) Ct) Q) O'J -~ . Cl 0 c: zw DA.ff?1DVTI-( DRIVE EXTICN.SIDN HYl:)RAUl-IC.. r;;..,e.P,.D'C., LJN-£ CftLC.VL-J'lTION.S" r IVl-€T .3 TD !NI-Ii:. T 2 IN P .VT C>J\T.lt PIPE sr~te. = ~I x < , RC8C.. R.DUGljN~ .: O. 013 LEN<VT!f = .':/'f. p '1 t..F I UtL-C.IJL4T£D P4R.ANUERS . CR'DSS St:CTIONM-A-REA (L )( h/) A ::::. f,, D FT"Z- upsrP-£AN\ JNY.Ef<T = 257. oz FT DDt,...{NSTREJtH"I 11'/VEl?.T= 2.56 .• 85 FT ~LpP£ .=. 0. fJO 18 H'(DRJWL/C RADIUS (~ ( P _) . /?.. =-o. bO FT - -IN'-ET <3 -7'0 INL.E.T 2 11£80/d)SS O\LC\JUlTroNS -'~i -= ~ '-= ~ ;__n.,:· vz. z.) ' (J:' '3 /, "i'f 10 -Y~4R. t;.V£NT --· l.100 -YEA"-E..vENr -~io ~ ~Q. o .cr:=s (PER lfPPJ;/'/DlJC A-.3_) -~-ii1o:::. ~'1. f'D cps CPE2 ltPPe{DlX. A·3_) s..;flO= 0.0017 ~too"° o.oq35 ' -ptpft SWP6 IS .. 6R:EA~ TtfN-/ -f=lZICTfOl'FSU)'f="E, - Yrr:-J · (:, L t::;- 1-{ G L-:=-< 5 g . 'Ii:, ( ~o 't<f NS 11!-£M.f) _'i r; L :=-~ S ~ . G 3 l o '?Sn:.~"'!) IN'-t../ 2. TD INr..t-T 1 H~epwss CAUJJLJ\TIDN~ {O -/ ~ -~4/<. A.Ol_..J CJ2t 0 -::-/~ • { CFS S:r =-O· flO I/ rn=-1-"iO HG'-=-~5€ ,:Q- I{~ 1-::. ~ s B. 65 -FRIG TfO"I :s LO FE ( 5 6.e ~ TtJ2 Tr/ 4"' PIPE SI-""DFE - . Tv../_ ~ 2.. 5 ~ . _g .r:i FT (?~ CJ)l,..1£G"IY . STl't-~ t I-( i =-S::f-_L t:>PD0 ) =(o.{)035X9~.t:Ff pCJ = £7.33 t::r i too-'(R....-PEit!'-FU> Ir-( : (Q z: :Z. 3. 3 0 CFS rp£R_ 4PP12.."{D I X. ~ ~3"" • too · \..' 'I ./ .S-r = 0. 0023 TI-./ = -:z 5-=t • I g Ff If f-=-.:5-;.-L =-Ce. fJD23)C7F/.~2. Fi) .:::;. f), fB FT H(;t..,s =-2sq. 36 FT FYI-II BIT ~ ~ ._.; ;z 0 ~ ~ , (, -i.(9 lO 2.59 2'5"a c. l.El' : DARTMOQTH ·DR)'{£ ;f~TtfN.S/oN · i ' ' ' l-fYOR.1tU/....fC, G"~/t-0/G. t-ll'(E P..120/:IJ.E...., ' I /-J"Rlt ..sc,;:r-c.-e_ 7 '':::.. <o '' Ye1er .sC.i)-£-E. 1 '1 ,._ 1 1 : : I 1 ...,. sr1+f2-Ttr#3 71'f .q-S5V"1e0 !fl l::iPH'~Mj s;:or-Frr p12,-c DF>P.S'. .. _._ ..... -.. --.- ---' r-- 1 9,<f ,O? L ~ i 4' l i,1 R_C~C .(! 'O ·/Bi •ti, I I , . so ' ~ llV L£T 3 FL-.:: .2.5'(0 . g5· No. 937 811E Engineer's Computation Pad ;,:. e ?.~ t. Bl ~-~A:= l5c::r . ts r-r OPo 1J'rf2-)1 I I ' ?{ii. 'i z i LF -3 I X..7-I . R_t.13C. (j, 0.17 01. ! .l.' ·' ' ", {Qu . t2.<> . f/ff-.ET Z.... ' · -:Fi. 'll"f -':::. 257. rz. PT ! : I ! I i lei/O ' =- W:: 2<01.so ff(;L-1zsq. 3b , <;(Of)-. ;) ·'' APPENDIX A DRAINAGE CALCULATIONS < w 0 0::: w ...J < < D.. < 0 w w 0::: 0 ~ w ~ ...J D.. < w z 0 < > w ...J ...J z < Wei 0 w < ;,;; I-ow > 0::: 0 z 0::: w w 0 I-::::> < 0::: 0 NO. AC. 0.4 0.85 0.9 EA-8 1.77 1.77 0.00 0.00 EA-BX 3.53 3.53 0.00 0.00 EA5 0.33 0.00 0.00 0.33 EA6 1.22 0.89 0.00 0.33 EA? 1.46 1.09 0.00 0.37 EA?A 0.34 0.00 0.00 0.34 EA8 0.45 0.00 0.00 0.45 EA8X 0.00 0.00 0.00 0.00 PA-81 3.50 3.50 0.00 0.00 PA-82 0.54 0.00 0.00 0.54 PA-83 0.56 0.00 0.00 0.56 PA-84 0.38 0.38 0.00 0.00 PA-84X 0.75 0.75 0.00 0.00 PAS 0.33 0.00 0.00 0.33 PA6 1.22 0.89 0.00 0.33 PA? 1.46 1.09 0.00 0.37 PA?A 0.34 0.00 0.00 0.34 PA8 0.45 0.00 0.00 0.45 PA8X 0.00 0.00 0.00 0.00 APPENDIX A-1 Rational Formula Drainage Area Calculations DARTMOUTH DRIVE SOUTH EXTENSION < ~ (.) u u u ...J I-< 0 I-I-...J u w 0 w iii Cl) I-> (.) ::::> ft/s min min 0.71 1.0 17.9 17.9 1.41 1.0 17.9 17.9 0.30 10.4 0.0 10.0 0.65 10.4 0.0 10.0 0.77 10.4 0.0 10.0 0.31 10.4 0.0 10.0 0.41 10.4 0.0 10.0 0.00 10.4 0.0 10.0 1.40 1.1 10.3 10.3 0.49 3.0 2.6 10.0 0.50 3.0 2.6 10.0 0.15 1.1 6.0 10.0 0.30 1.1 6.0 10.0 0.30 10.4 0.0 10.0 0.65 10.4 0.0 10.0 0.77 10.4 0.0 10.0 0.31 10.4 0.0 10.0 0.41 10.4 0.0 10.0 0.00 10.4 0.0 10.0 Predevelopment Peak Flowrate Postdevelopment Peak Flowrate Flow Increase £:! In/Hr I 4.73 4.73 6.33 6.33 6.33 6.33 6.33 6.33 6.24 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 N CJ cfs 3.3 6.7 1.9 4.1 4.9 1.9 2.6 0.0 8.7 3.1 3.2 1.0 1.9 1.9 4.1 4.9 1.9 2.6 0.0 25.4 33.2 7.8 !!? In/Hr 5.8 5.8 7.7 7.7 7.7 7.7 7.7 7.7 7.6 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 IO CJ cfs 4.1 8.2 2.3 5.0 5.9 2.4 3.1 0.0 10.6 3.7 3.9 1.2 2.3 2.3 5.0 5.9 2.4 3.1 0.0 31.0 40.4 9.4 0 :!: In/Hr 6.6 6.6 8.6 8.6 8.6 8.6 8.6 8.6 8.5 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 0 ..... CJ cfs 4.7 9.3 2.6 5.6 6.6 2.6 3.5 0.0 11.9 4.2 4.4 1.3 2.6 2.6 5.6 6.6 2.6 3.5 0.0 35.0 45.4 10.4 IO £:! In/Hr 7.6 7.6 9.9 9.9 9.9 9.9 9.9 9.9 9.7 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 IO N CJ cfs 5.3 10.7 2.9 6.4 7.6 3.0 4.0 0.0 13.6 4.8 5.0 1.5 3.0 2.9 6.4 7.6 3.0 4.0 0.0 40.0 51.8 11.8 0 !!? In/Hr 8.6 8.6 11.1 11.1 11.1 11 .1 11.1 11.1 11.0 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 0 IO CJ cfs 6.1 12.1 3.3 7.3 8.6 3.4 4.5 0.0 15.4 5.4 5.6 1.7 3.3 3.3 7.3 8.6 3.4 4.5 0.0 45.2 58.6 13.3 0 0 :!: In/Hr 9.7 9.7 12.5 12.5 12.5 12.5 12.5 12.5 12.4 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 ..... CJ cfs 6.8 13.6 3.7 8.2 9.6 3.8 5.1 0.0 17.3 6.1 6.3 1.9 3.8 3.7 8.2 9.6 3.8 5.1 0.0 50.9 65.8 14.9 8/19/2004 0428-drainage-040819.xls Appendix A-1 c-= c-= ~ ~ ""' ~ < ""' ~ . c-= <o ~ ~ ~ zZ ell ell 0 ~~ c;:::: c-= c-= ""' = = .... ·; ~ c-= ... ""' ""' Q< O Q Q O cfs EA-B 6.8 EA-BX 13 .6 EA5 EA7 3.7 EA6 EA7 8.2 EA7 EA7A 9.6 EA7A EA8 3 .8 EA8 5.1 EA8X 0 .0 0 0 .0 PA-Bl 17.3 PA-B2 6 .1 PA-B3 6.3 PA-B4 1.9 PA-B4X 3 .8 PAS PA7 3 .7 PA6 PA7 8.2 PA7 PA7A 9 .6 PA7A PA8 3 .8 PA8 5.1 PA8X 0.0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 5-Year Event ... ""' ~ -~ = ... .... 0 ... c-= c 0 ""' c-= -c-= u ... 0 D ESCRIPTIO N 0 E-- cfs cfs 0.0 6.8 1-30" RCP Headwall 0.0 13.6 2-30" RCP Headwall 0.0 3 .7 R ecesse d Inlet on Grade 0.0 8.2 Recessed Inlet on Grade 2.0 11.6 Recessed Inlet on Grade 3.5 7.3 Recessed Inlet on Grade 0.0 5.1 Recessed Inlet on Grade 0.0 0.0 0.0 0.0 0 .0 17 .3 3' x 2 ' RCBC Headwall 0.0 6.1 Recessed Low Point Inlet 0.0 6.3 Recessed Low Point Inlet 0.0 1.9 1-30" RCP Headwall 0 .0 3.8 2-30" RCP Headwall 0.0 3.7 Recessed Inlet on Grade 0 .0 8.2 Recessed Inlet on Grade 2.0 11.6 Recessed Inlet on Grade 3 .5 7 .3 Recessed Inlet on Grade 0 .0 5.1 Recessed Inlet on Grade 0 .0 0.0 ~ ..j ""' ~ ~ ~ < u cfs 0.618 0.618 0 .618 0.618 0 .618 2 .334 2 .334 0.618 0.618 0 .618 0 .618 0 .618 ""' ~ "O ... ~ 0 "O "O .... c ... O"' 0 ""' ~ ""' c-= i:i::: ~ u ..j ..j 0 Curb Inlet ft ft cfs 0 .00 0.00 6 .02 10 0 .00 13.24 10 2 .00 15 .59 10 3.45 6.20 10 0 .00 8 .21 10 0 .00 0.00 0 .00 0 .00 2.61 5 0 .00 2 .7 0 5 0.00 0 .00 0 .00 6 .02 10 0 .00 13.24 10 2.00 15 .59 10 3.45 6.20 10 0 .00 8.21 10 0 .00 0 .00 8/19/2004 042 8-drainage-040819 .x is Appendix A-2 ~ ~ ~ ~ -~ < -r:J . ~ <o :; ~ ~ zZ bJ) bJ) 0 ~ ~ ~~ = = = -.... .... ~ ~ ~ > --Q< OQ QO cfs EA-B 4 .7 EA-BX 9.3 EA5 EA7 2 .6 EA6 EA7 5.6 EA7 EA7A 6 .6 EA7A EA8 2 .6 EA8 3 .5 EA8X 0 .0 0 0 .0 PA-Bl 11.9 PA-B2 4 .2 PA-B3 4.4 PA-B4 1.3 PA-B4X 2 .6 PAS PA7 2 .6 PA6 PA7 5.6 PA7 PA7A 6 .6 PA7A PA8 2.6 PA8 3 .5 PA8X 0 .0 APPENDIX A -2 INL E T COMPUTA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION 10-Year Event ...... -~ -~ = > ..... 0 ...... ~ c 0 -~ -~ u ...... 0 DESCRIPTION 0 E-- cfs cfs 0 .0 4 .7 1-30" RCP Headwall 0.0 9.3 2-30" RCP Headwall 0.0 2.6 Recessed Inlet on Grade 0 .0 5 .6 Recessed Inlet on Grade 0.0 6.6 Recessed Inlet on Grade 0 .5 3 .1 Recessed Inlet on Grade 0 .0 3.5 Recessed Inlet on Grade 0 .0 0 .0 0 .0 0.0 0.0 11.9 3' x 2' RCBC Headwall 0 .0 4 .2 Recessed Low Point Inlet 0 .0 4.4 Recessed Low Point Inlet 0 .0 1.3 1-30" RCP Headwall 0 .0 2.6 2-30" RCP Headwall 0.0 2 .6 Recessed Inlet on Grade 0 .0 5.6 Recessed Inlet on Grade 0.0 6.6 Recessed Inlet on Grade 0 .5 3.1 Recessed Inlet on Grade 0.0 3.5 Recessed Inlet on Grade 0 .0 0.0 ~ ~ -~ ~ ~ < u cfs 0 .618 0.618 0.618 0.618 0 .618 2.334 2 .334 0 .618 0 .618 0.618 0 .618 0 .618 -~ ~ > ~ 0 ~ ~ .... c O"' > 0 -~ -~ ~ ~ u ~ ~ 0 Curb Inlet ft ft cfs 0.00 0 .00 4 .15 10 0 .00 9.12 10 0.00 10 .74 10 0.46 4.28 10 0 .00 5.66 10 0.00 0 .00 0 .00 0 .00 1.80 5 0 .00 1.86 5 0 .00 0 .00 0.00 4 .15 10 0.00 9 .12 10 0.00 10 .74 10 0.46 4 .28 10 0 .00 5 .66 10 0.00 0 .00 8/19/2004 0428-d rainage-040819 .x ls Appendix A-2 ~ ~ ~ ~ .. ~ < .. ~ . ~ <o ~ ~ ~ z z bl) bl) 0 ~ ~ ~~ = = = .. .... . ... ~ ~ ~ > .. .. ~< o~ ~o cfs EA-B 5 .3 EA -BX 10 .7 EA5 EA7 2 .9 EA6 EA7 6.4 EA7 EA7A 7.6 EA7A EA8 3 .0 EA8 4.0 EA8X 0 .0 0 0.0 PA -Bl 13 .6 PA-B2 4 .8 PA-B3 5.0 PA-B4 1.5 PA-B4X 3.0 PAS PA7 2.9 PA6 PA7 6.4 PA7 PA7A 7 .6 PA7A PA8 3 .0 PA8 4.0 PA8X 0 .0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 25-Year Event ... .. ~ -~ = > .... 0 ... ~ c 0 .. ~ -; u ... 0 DESCRIPTION 0 ~ cfs cfs 0 .0 5.3 1-30 " RCP Headwall 0.0 10.7 2 -30 " RCP Headwall 0.0 2.9 Recessed Inlet on Grade 0.0 6.4 Recessed Inlet on Grade 0 .3 7 .8 Recessed Inlet on Grade 1.4 4.4 Recessed Inlet on Grade 0.0 4 .0 Recesse d Inlet on Grade 0.0 0 .0 0 .0 0.0 0 .0 13 .6 3' x 2' RCBC Headwall 0 .0 4.8 Recessed Low Point Inlet 0 .0 5.0 Recessed Low Poin t Inlet 0 .0 1.5 1-30" RCP Headwall 0 .0 3.0 2-30 " RCP Headwa ll 0.0 2.9 Recessed Inlet on Grade 0.0 6.4 Recessed Inlet on Gra de 0 .3 7 .8 Recessed Inlet on Grade 1.4 4.4 Recessed Inlet on Gra de 0 .0 4.0 Recessed Inlet on Grade 0.0 0 .0 ~ ~ .. ~ ~ ~ < u cfs 0.6 18 0.618 0.6 18 0.618 0.6 18 2 .334 2.334 0 .618 0 .618 0 .6 18 0.618 0 .6 18 .. ~ "O > ~ 0 "O "O .... t O" > 0 .. ~ .. ~ ~ ~ u ~ ~ 0 Curb Inl et ft ft cfs 0 .00 0 .00 4 .74 10 0.00 10.42 10 0.26 12.27 10 1.40 4.88 10 0 .00 6.46 10 0 .00 0 .00 0 .00 0.00 2 .05 5 0.00 2 .13 5 0.00 0.00 0 .00 4.74 10 0 .00 10.42 10 0 .26 12 .27 10 1.40 4.88 10 0.00 6.46 10 0 .00 0 .00 8/19 /2004 0428-drainage-040819 .xls Append ix A-2 ~ ~ ~ ~ .. ~ < .. ~ . ~ <o :t; ~ ~ zZ e.o e.o 0 ~ ~ .... < = = = .. ~~ .... ·; ~ ~ > .. .. ~< o ~ ~o cfs EA-B 6.1 EA-BX 12 .1 EA5 EA7 3.3 EA6 EA7 7.3 EA7 EA7A 8.6 EA7A EA8 3.4 EA8 4.5 EA8X 0.0 0 0 .0 PA-Bl 15.4 PA-B2 5.4 PA-B3 5.6 PA-B4 1.7 PA-B4X 3.3 PAS PA7 3 .3 PA6 PA7 7.3 PA7 PA7A 8 .6 PA7A PA8 3.4 PA8 4 .5 PA8X 0 .0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 50-Year Event ..... .. ~ -~ = > .... 0 ..... ~ c 0 .. ~ -~ u ..... 0 DESCRIPTION 0 E-4 cfs cfs 0 .0 6.1 1-30" RCP Headwall 0 .0 12.1 2-30" RCP Headwall 0.0 3.3 Rece sse d Inlet on Grade 0 .0 7 .3 Rec esse d Inl et on Grade 1.1 9 .7 Recessed Inlet on Grade 2.4 5 .8 Recessed Inlet on Grade 0 .0 4 .5 Recessed Inlet on Grade 0 .0 0 .0 0.0 0.0 0.0 15.4 3' x 2' RCBC Headwall 0.0 5.4 Recessed Low Point Inlet 0 .0 5.6 Recessed Low Point Inlet 0.0 1.7 1-30" RCP Headwall 0 .0 3 .3 2-30" RCP Headwall 0.0 3 .3 Recessed Inlet on Grade 0 .0 7.3 Recessed Inlet on Grade 1.1 9.7 Recessed Inlet on Grade 2.4 5.8 Recessed Inlet on Grade 0.0 4.5 Recessed Inl et on Grade 0.0 0.0 ~ .j .. ~ ~ ~ < u cfs 0 .6 18 0.618 0.618 0.618 0.618 2.334 2.334 0 .6 18 0.618 0.618 0.618 0.618 .. ~ "O > ~ 0 "O "O .... C> O"' > 0 .. ~ .. ~ ~ ~ u .j .j 0 Curb In let ft ft cfs 0 .00 0.00 5.36 10 0 .00 11.78 10 1.10 13.87 10 2 .39 5.52 10 0.00 7.31 10 0 .00 0 .00 0 .00 0.00 2.32 5 0.00 2.41 5 0 .00 0 .00 0.00 5.36 10 0 .00 11.78 10 1.10 13 .8 7 10 2.39 5.52 10 0 .00 7.31 10 0 .00 0.00 8/19/2004 042 8-d raina ge-04081 9 .x ls A ppendix A-2 ~ ~ ~ ~ i... ~ < """ \J . ~ <o ~ ~ ~ zZ bl) bl) 0 ~ ~ -< = = = ~~ """ ... ... ~ ~ ~ ... """ """ Q< OQ QO cfs EA-B 6 .8 EA-BX 13 .6 EA5 EA7 3 .7 EA6 EA7 8.2 EA7 EA7A 9 .6 EA7A EA8 3 .8 EA8 5.1 EA8X 0 .0 0 0 .0 PA-Bl 17 .3 PA-B2 6 .1 PA-B3 6.3 PA-B4 1.9 PA-B4X 3 .8 PAS PA7 3.7 PA6 PA7 8.2 PA7 PA7A 9.6 PA7A PAS 3.S PAS 5 .1 PA8X 0.0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 100-Year Event -""" ~ -~ = ... -0 -~ c 0 i... ~ -~ u -0 DESCRIPTION 0 ~ cfs cfs 0 .0 6.8 1-30" RCP Headwall 0 .0 13.6 2-30" RCP Headwall 0 .0 3 .7 Recessed Inlet on Grade 0 .0 8.2 Recessed Inlet on Grade 2.0 11.6 Recessed Inlet on Grade 3.5 7.3 Recessed Inlet on Grade 0 .0 5.1 Recessed Inlet on Grade 0.0 0 .0 0.0 0 .0 0.0 17.3 3' x 2' RCBC Headwall 0 .0 6.1 Recessed Low Point Inlet 0 .0 6 .3 Recessed Low Point Inlet 0.0 1.9 1-30" RCP Headwall 0 .0 3 .8 2-30" RCP Headwall 0 .0 3.7 Recessed Inlet on Grade 0.0 8 .2 Recessed Inlet on Grade 2 .0 11.6 Recessed Inlet on Grade 3 .5 7.3 Recessed Inlet on Grade 0 .0 5 .1 Recessed Inlet on Grade 0 .0 0 .0 ~ .J i... ~ ~ ~ u cfs 0.618 0.618 0 .618 0 .618 0 .618 2 .334 2 .334 0.618 0 .618 0.618 0 .61S 0.61S i... ~ "'O ... ~ 0 "'O "'O ... c c::r' ... 0 """ ~ """ ~ ~ ~ u .J .J 0 Curb Inlet ft ft cfs 0 .00 0.00 6 .02 10 0 .00 13 .24 10 2 .00 15.59 10 3.45 6 .20 10 0 .00 8 .21 10 0 .00 0 .00 0.00 0 .00 2 .61 5 0 .00 2 .70 5 0.00 0.00 0.00 6 .02 10 0 .00 13 .24 10 2 .00 15 .59 10 3.45 6 .20 10 0.00 8 .21 10 0 .00 0 .00 8/19/2004 0428-drainage-040819 .xls Appendix A-2 e < "O ~ 0 .. E-; u 0 q) 0 z ~ ---rn "' i;.; ~ ~ .:, = E-; z < = ~ bf) "O bf) .... E-; ~ ·:n C'l ·-0 0 = ~ z CJ q) .... E-; E-; E-; Q ~Q # # Ac. min yr cfs EA-B EA8 0.7 17.9 5 4.1 EA-BX EA8X 1.4 17.9 5 8.2 EA5 EA6 0.3 10.0 5 2.3 EA6 EA? 1.0 10.1 5 7.3 EA? EA?A 1.7 10.6 5 12.9 EA7A EA8 2.0 11.3 5 14.8 EA8 EOUT 3.1 17.9 5 18.3 EA8X EOUT 1.4 17.9 5 8.2 PA-B1 PA-B2 1.4 10.3 5 10.6 PA-B2 PA-B3 1.9 10.3 5 14.3 PA-B3 PA8X 2.4 10.7 5 17.8 PA-B4 PA8 0.2 10.0 5 1.2 PA-B4X PA8X 0.3 10.0 5 2.3 PA5 PA6 0.3 10.0 5 2.3 PA6 PA? 1.0 10.1 5 7.3 PA? PA7A 1.7 10.6 5 12.9 PA7A PA8 2.0 11.3 5 14.8 PA8 POUT 2.6 12.2 5 18.2 PA8X POUT 2.7 11.2 5 19.7 •includes 25% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION 5 Year Event -): q) ~ "' c. ~ 0 q) q) "O -c. .. c. ~ q) i;.; q) = -): 0 -= .... ~ 0-): 00 "' bf) 0 ·-q) ~ = ·-~ "t c. . .., "' q) N 0 0 ·-0 c. "O q) fi: .. -~ .... <Q z i;.; rn rn cfs # cfs % % " 4.1 2 2.1 0.00 12.50 30 8.2 1 8.2 0.04 12.50 30 2.9 1 2.9 0.02 2.00 24 9.1 1 9.1 0.16 1.27 24 16.1 1 16.1 0.50 0.55 24 14.8 1 14.8 0.13 0.43 30 18.3 1 18.3 0.20 0.85 30 8.2 2 4.1 0.01 0.85 30 10.6 1 10.6 0.07 1.25 30 14.3 1 14.3 0.09 0.17 BOX 17.8 1 17.8 0.13 0.18 BOX 1.2 1 1.2 0.00 12.50 30 2.3 2 1.2 0.00 12.50 30 2.9 1 2.9 0.02 2.00 24 9.1 1 9.1 0.16 1.27 24 16.1 1 16.1 0.50 0.55 24 14.8 1 14.8 0.13 0.43 30 18.2 1 18.2 0.20 0.85 30 19.7 2 9.9 0.06 0.85 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow -): c = E-; ·u ~ .,j C'l z c. ~ ~ C'l u ~ fps cfs ' 29.6 290.8 8 29.6 145.4 8 10.2 32.1 70 8.1 25.6 240 5.3 16.7 220 5.5 27.0 291 7.7 37.8 85 7.7 75.7 85 9.4 46.0 8 3.3 20.0 78 3.5 20.8 94 29.6 145.4 8 29.6 290.8 8 10.2 32.1 70 8.1 25.6 240 5.3 16.7 220 5.5 27.0 291 7.7 37.8 85 7.7 75.7 85 q) e ~ "O = ~ = a) E-; @) ... Q C'l .... .. CJ ~ E-; E-; min min ' ' 0.00 17.9 0.00 17.9 0.11 10.1 0.49 10.6 0.69 11.3 0.88 12.2 0.18 18.0 0.18 18.0 0.01 10.3 0.39 10.7 3 0.45 11.2 3 0.00 10.0 0.00 10.0 0.11 10.1 0.49 10.6 0.69 11.3 0.88 12.2 0.18 12.4 0.18 11.4 8/19/2004 0428-drainage-040819.xls Appendix A-3 E-; = ~ .... ~ = 2 2 # 0 z E-< ~ ...:l ~ EA-B EA-BX EA5 EA6 EA? EA?A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # E-< ~ ...:i z .... 0 E-< EA8 EA8X EA6 EA? EA?A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA?A PA8 POUT POUT Ac. < u ...:l < E-< 0 E-< 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 ~ E-< min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 *Includes 25% Flow Increase for pipe sizes <27" dia. yr e i... 0 -00 = OJ) ·;;; ~ Cl 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 "O :=: ~ 0 ~~ .:, = "O OJ) c<: ·-= ~ ;:i Cl cfs 4.7 9.3 2.6 8.2 14.5 16.6 20.7 9.3 11.9 16.1 20.0 1.3 2.6 2.6 8.2 14.5 16.6 20.5 22.2 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CALCULA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION -): :=: 0 "O ~ ~ -= "' OJ) :s ·-.-., fl) "O ~ <O cfs 4.7 9.3 3.2 10.2 18.1 16.6 20.7 9.3 11.9 16.1 20.0 1.3 2.6 3.2 10.2 18.1 16.6 20.5 22.2 # "' ~ Q. A: ..... 0 0 z 2 2 2 2 10 Year Event cfs ~ Q. A: i... ~ ~ :=: 0 ~ 2.3 9.3 3.2 10.2 18.1 16.6 20.7 4.7 11.9 16.1 20.0 1.3 1.3 3.2 10.2 18.1 16.6 20.5 11.1 =-): 0-): ·-~ ti Q. ·-0 i... -~ 00 O/o 0.00 0.05 0.02 0.20 0.64 0.16 0.25 0.01 0.08 0.11 0.17 0.00 0.00 0.02 0.20 0.64 0.16 0.25 0.07 % ~ Q. 0 00 ~ Q. A: 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N .... 00 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ,J ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -): .0 ";J c<: Q. c<: u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E-< I-' z ~ ...:i 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ e ~ oz > c<: i... E-< min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O = ~ @) ~ E-< min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E-< ~ t5 Cl .... ~ ~ 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z E-< ~ ...:i z ,_. EA-B EA-BX EA5 EA6 EA? EA?A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # E-< ~ ...:i z ,_. 0 E-< EA8 EA8X EA6 EA? EA7A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA7A PA8 POUT POUT < u ...:i < E-< 0 E-< Ac. 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 CJ E-< min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 *Includes 25% Flow Increase for pipe sizes <27" dia. yr E -0 .... rJ) = bJl ·;;; ~ ~ 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 "O ~ ~ 0 t; fi: .::.. = "O bJl c:: ·-= ~ ~~ cfs 5.3 10.7 2.9 9.3 16.5 19.0 23.7 10.7 13.6 18.3 22.9 1.5 3.0 2.9 9.3 16.5 19.0 23.4 25.3 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CALCULATIONS DARTMOUTH DRIVE SOUTH EXTENSION -): ~ 0 "O -~~ .... = "' bJl = ·-. ...., "' "O ~ <~ cfs 5.3 10.7 3.7 11.7 20.7 19.0 23.7 10.7 13.6 18.3 22.9 1.5 3.0 3.7 11.7 20.7 19.0 23.4 25.3 # "' ~ Q.. ~ .... 0 0 z 2 2 2 2 25 Year Event ~ Q.. ~ -~ ~ ~ 0 fi: cfs 2.7 10.7 3.7 11.7 20.7 19.0 23.7 5.3 13.6 18.3 22.9 1.5 1.5 3.7 11.7 20.7 19.0 23.4 12.7 =-): 0-): ·-Cl> ti Q.. ·-0 --~ rJ) % 0.00 0.07 0.03 0.26 0.83 0.21 0.33 0.02 0.11 0.14 0.22 0.00 0.00 0.03 0.26 0.83 0.21 0.32 0.09 O/o ~ Q.. 0 00 ~ Q.. ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 ti ~ N ,_. rJ) 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ,j ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -): c ·u c:: Q.. c:: u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E-< C-' z ~ ...:i 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 Cl> E E:: ~ > c:: -E-< min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O = ~ @) CJ E-< min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E-< = = E-< C-' ~ ,_. ,_. ~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z ~ ~ ...:l z -EA-B EA-BX EA5 EA6 EA? EA7A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA7A PA8 PA8X # ~ ~ ...:l z -0 ~ EA8 EA8X EA6 EA? EA?A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA7A PA8 POUT POUT Ac. < u ~ ~ 0 ~ 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 CJ ~ min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 *Includes 25% Flow Increase for pipe sizes <27" dia. yr 5 ... 0 -00 = OJ) ·;;; Q,I Q 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 "O ~ Q,I 0 t; ~ .::, = "O OJ) c: ·-= ~ ;::i Q cfs 5.7 11.4 3.1 10.0 17.7 20.3 25.3 11.4 14.6 19.7 24.5 1.6 3.2 3.1 10.0 17.7 20.3 25.1 27.1 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA TIONS DARTMOUTH DRIVE SOUTH EXTENSION -1: ~ 0 "O ~ Q,I .... = "' OJ) = ·-...... "' "O Q,I <Q cfs 5.7 11.4 3.9 12.5 22.2 20.3 25.3 11.4 14.6 19.7 24.5 1.6 3.2 3.9 12.5 22.2 20.3 25.1 27.1 # "' Q,I Q. ~ ..... 0 0 z 2 2 2 2 50 Year Event cfs Q,I Q. ~ ... Q,I p.. ~ 0 ~ 2.9 11.4 3.9 12.5 22.2 20.3 25.3 5.7 14.6 19.7 24.5 1.6 1.6 3.9 12.5 22.2 20.3 25.1 13.6 = -1: 0 -1: ·-Q,I CJ Q. ·-0 ... -~ 00 % 0.00 0.08 0.03 0.30 0.96 0.24 0.38 0.02 0.13 0.16 0.25 0.00 0.00 0.03 0.30 0.96 0.24 0.37 0.11 % Q,I Q. 0 00 Q,I Q. ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N -00 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ,j ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -1: c ";J c: Q. c: u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = ~ ~ z ~ ...:l 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 Q,I 5 ~ ~ > c: ... ~ min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O = ~ @) CJ ~ min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 ~ = = ~ ~ Q --~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z ~ ~ ,_:i z -EA-B EA-BX EA5 EA6 EA? EA?A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # ~ ~ ~ z -0 ~ EA8 EA8X EA6 EA? EA?A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA?A PAS POUT POUT < u ~ ~ 0 ~ Ac. 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 CJ ~ min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 *Includes 25% Flow Increase for pipe sizes <27" dia. yr e i.. 0 -rJ1 = ell -~ ~ ~ 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 "O ~ ~ 0 --~ r.. . ...., = "O ell ~ ·-= ~ ;:J ~ cfs 6.8 13.6 3.7 11.8 21.0 24.1 30.3 13.6 17.3 23.3 29.1 1.9 3.8 3.7 11.8 21.0 24.1 29.8 32.2 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CALCULA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION -): ~ 0 "O fi: ~ -= "' ell = ·-. ...., "' "O ~ <~ cfs 6.8 13.6 4.7 14.8 26.3 24.1 30.3 13.6 17.3 23.3 29.1 1.9 3.8 4.7 14.8 26.3 24.1 29.8 32.2 # "' ~ Q.. ~ ..... 0 0 z 2 2 2 2 100 Year Event cfs ~ Q.. ~ i.. ~ ~ ~ 0 fi: 3.4 13.6 4.7 14.8 26.3 24.1 30.3 6.8 17.3 23.3 29.1 1.9 1.9 4.7 14.8 26.3 24.1 29.8 16.1 = -): 0-): ~ ~ ·-0 i.. -r.. rJ1 % 0.01 0.11 0.04 0.43 1.34 0.34 0.54 0.03 0.18 0.23 0.35 0.00 0.00 0.04 0.43 1.34 0.34 0.52 0.15 O/o ~ Q.. 0 00 ~ Q.. ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N -rJ1 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ,j ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -): .c ·;:::; ~ Q.. ~ u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = ~ ~ z ~ ,_:i 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ e ~ ~ > ~ i.. ~ min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O = ~ @) CJ ~ min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 ~ = = ~ ~ ~ --~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 APPENDIXB TxDOT FM 2818 CONSTRUCTION PLANS DARTMOUTH DRIVE EXTENSION DRAINAGE ANALYSIS / August 2004 Prepared for the City of College Station By /lf1TCHELL&/ffoRGAN,LLP ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE, SUITE 204 COLLEGE STATION, TX 77840 0FACE(979)260-6963 FAX (979) 260-3564 CERTIFICATION I hereby certify that this report for the Dartmouth Drive Extension Drainage Report was prepared under my supervision in accordance with the provisions of the City of College Station Drainage Policy and Design Standards for the owners thereof. DARTMOUTH DRIVE EXTENSION DRAINAGE ANALYSIS INTRODUCTION The purpose ofthis drainage report is to present analysis of the required drainage infrastructure for the proposed Dartmouth Drive Extension in College Station, Texas. This project is to be located south of FM 2818 between Texas A venue and the SH 6 East Bypass. This drainage report is intended to provide analysis of the majority of the portion of Dartmouth Drive to be constructed as well as the adjacent properties in their current development state . While drainage calculations were performed by the Texas Department of Transportation (TxDOT) for the design of FM 2818 (Harvey Mitchell Parkway), several discrepancies have been identified and those calculations will be utilized only as a reference for the sizing of the existing infrastructure. Revised hydrologic analysis will be performed in order to determine the effects that the development of Dartmouth Drive will have on the actual existing conditions. This report will provide pre-versus post-development analysis for Dartmouth Drive south of FM 2818 and evaluate the performance of the existing infrastructure as well as that proposed with this project. GENERAL LOCATION AND DESCRIPTION The Dartmouth Drive Extension will be located in College Station, Texas from FM 2818 to the southernmost property line of Block 1 of the Cotten Subdivision, Phase 1. This extension will provide access to future development within Phase 1 of the Cotten Subdivision and will eventually provide access northward across Bee Creek to Krenek Tap Road and southward to Texas Avenue. This portion of the Dartmouth Drive Extension is wholly contained within the Cotten Subdivision. Dartmouth Drive is classified as a minor arterial per the City of College Station thoroughfare plan and as such will consist of two 11 ' lanes and one 7' bike lane in each direction with a 16 ' center section for median and turn lanes. In addition, 6 ' sidewalks are provided on either side of the street located at the back of curb. The project location is identified in Exhibit Al of this report. PRIMARY DRAINAGE BASIN DESCRIPTION As seen on Exhibit A2, this property is located within the Bee Creek Main drainage basin; however, no portion of the proposed alignment lies within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 144C, effective date July 2, 1992. Currently, a majority of the proposed extension and a significant portion of the surrounding area drains in a northeasterly direction toward a 3-30" RCP culvert located along the eastbound side of FM 2818. Detailed information about this culverts location and sizing is provided with the TxDOT construction plans for FM 2818 located in Appendix B of this report. The remainder of the extension drains toward Bee Creek Tributary 'A ' and will be considered with the development of the remainder of the Cotten Subdivision and the adjacent 15 .56 acre Bertrand tract to the south. Dartmouth Drive Extension Drainage Analysis DRAINAGE DESIGN CRITERIA All drainage design is in accordance with the City of College Station Drainage Policy and Design Standards (DPDS). As such: • Design rainstorm events consist of the 5-, 10-, 25-, 50-, and 100-year storm events. • Flow calculations are based on the Rational Method with a minimum time of concentration of 10 minutes. Lag time calculation is based on the Upland Method. • Pipe capacity calculations are based on Manning's Equation with Hydraulic Grade Line analysis performed to determine location and extent of storm sewer system surcharge. DRAINAGE FACILITY DESIGN One of the most important items to note with this analysis is that, while runoff and pipe sizing calculations performed by TxDOT are provided as a reference, updated analysis was performed for both pre-and postdevelopment conditions to more accurately reflect current conditions as well as predict future conditions. An estimation of drainage basins used for the TxDOT analysis is provided as Exhibit B3. Comparison to Exhibits Bl and B2 indicates a significant discrepancy between the drainage areas contributing to the existing and proposed drainage infrastructure. The addition of approximately 2. 7 acres to drainage basin EA-B (as labeled on Exhibits Bl and B3) could potentially result a marked increase in the size of the required drainage infrastructure on the property. Examination of Exhibits B 1 and B2 should indicate that the updated drainage areas more accurately reflect current topography . Additionally, it should be noted that the existing storm sewer system along FM 2818 was evaluated with the proposed infrastructure to determine if capacity was available to meet the drainage objectives of this project. Finally, the drainage areas referred to with the 'X' identifier in Appendix A calculation sheets are used in an effort to model the split flow conditions created by the culvert junction box configuration and are not reflected in the drainage area maps (Exhibits Bl- B3 ). Rather, they are part of the parent drainage area that does not include the 'X'. Predevelopment Drainage Analysis Per Exhibit B 1, the predevelopment drainage basins within the Cotten Subdivision are limited to one, referred to as EA-B. The TxDOT drainage basins used for the design of FM 2818 have been included in the predevelopment analysis calculations provided in Appendix A. As previously discussed, runoff calculations were performed using the Rational Method. Peak runoff values for each of the drainage basins are provided in Appendix Al, Rational Formula Drainage Area Calculations; however, because of the variation in time of concentration between FM 2818 runoff and runoff from drainage basin EA-B the predevelopment peak flow rate for the entire area is more accurately reflected in the Pipe Size Calculations provided as Appendix A-3 for each of the studied rainfall events. As expected, the system currently provides capacity for the 100-year peak discharge. Inlet calculations have also been provided as Appendix A-2 to evaluate the current inlet configuration along Harvey Mitchell Parkway for each relevant storm event. Dartmouth Drive Extension Drainage Analysis 2 Postdevelopment Drainage Analysis While the post development drainage analysis of the Dartmouth Drive extension includes a relatively small amount of impervious cover addition, it does include a challenge to the drainage design. The superelevation of the existing section of Harvey Mitchell requires the use of a 250 ' vertical curve in order to provide a safe design for Dartmouth Drive within the Cotton subdivision. This vertical curve will result in a significant amount of excavation as evidenced by the Dartmouth plan and profile sheet provided as Exhibit C. This combined with cover requirements and a relatively high flow line at the downstream tie in location made a 3 ' x 2 ' Reinforced Concrete Box (RCB) necessary to convey the runoff generated by the 3 .50 acre contributing drainage area to the west of the proposed Dartmouth extension. As shown in Exhibit C, the proposed infrastructure includes approximately 172 LF of 3 ' x 2' RCB. This will run from the expanded junction box located adjacent to inlet 8 (TxD OT plans) south toward Dartmouth and across to the southbound side. One 5 ' inlet will be placed on either side of the street with 8 LF of 30 " RCP feeding into the inlet on the southbound side of Dartmouth . This pipe will provide a discharge location for runoff from the 3 .5 acre drainage basin PA-Bl. In order to provide future access to emergency vehicles during a major rainfall event ; the system was designed to convey the 10-year rainfall event with no headwater. The results of the Hydraulic Grade Line calculations provided in Exhibit E indicate that the proposed storm sewer will convey the 100-year rainfall event without backing up into the street. This is especially true considering the inlets have more than adequate capacity as demonstrated in Appendix A-2 for the 100-year rainfall. Peak Di schar es from Tx DOT 3-30" RCP Culvert 5-Year 10 -Year 25-Yea r 50-Year 100-Year Flow Cond iti o ns Fl owrate Flowrate Flowrate Fl owrate Flowrate System Ou tfall All flowrates in cubic feet p er second (cfs) Predevelo pment 26.4 29 .9 34 .2 36 .6 43 .8 Postdevelo ment 36.9 41.5 47 .5 50.9 60.4 Flow Chan e 10.5 11 .6 13.3 14 .3 16 .6 Table 1 . Peak Discharge Summary Despite the fact that there is a noticeable increase in the peak discharge for all storms , detention will not be provided for the Dartmouth Drive extension. Because of the close proximity to Bee Creek and the location of the development at the lower end of the overall Bee Creek watershed, it is more beneficial to release the runoff undetained than to require detention. With a watershed time to peak of several hours and a local time to peak of just over 12 minutes, the drainage from this development will peak on the rising limb of the Bee Main hydro graph. Attenuation of flow will not provide any benefits and in some cases may result in a net increase in the peak flowrate in Bee Creek. Additionally, the increase in peak runoff rate from pre-to postdevelopment conditions is less than 0.4% of the 4163 cfs peak discharge in Bee Creek. Appendices Al-A3 provide the relevant information for peak flow determination, inlet sizing and pipe sizing. Dartmouth Drive Extension Drainage Analysis 3 CONCLUSION The extension of Dartmouth Drive will result in a noticeable increase in peak discharge from the Cotton Subdivision; however, the proposed storm sewer system is designed to provide adequate capacity for the 100-year rainfall event with no onsite detention. Based on the location of the proposed improvements at the lower end of the Bee Creek watershed, the exclusion of detention from the drainage design will be more beneficial to downstream flood prone properties than inclusion. Review of the stormwater analysis indicates that the drainage design presented in this report will provide ample conveyance to meet the drainage objectives of the City of College Station DPDS. Dartmouth Drive Extension Drainage Analysis 4 EXHIBITS "'O (1j a.. c: 0 ~ ~ a. E w 0 ,.... () ,.... (/) co -..... I'-Q) (') Q) O'J -~ . Cl 0 c: zw DA.'!(D1DQTlj DRIVE EXTE:N.SIDN f.fYJ:)R.AUl-tC.. <;;;Fif:.Pr.DtC., Uf\/£ CftLC.V~TloNS: t/\fL€T • .J TO IN~~T 2. /NP.VT O~T"l PIPE S/7=1<:. = 3' x < I RCBC. R.Dl.X!iljN~ .:: O. 013 LEN<;;TI-/ = c:/'f.. p? J...F I CR'OSS :SECTIOt\IAL A-REA (L )( i...{) A= f>, D fT'Z- upsrt?..£AH\ JNY,eRT = 257. oz FT DD~fl/STREAM 11'/VC.1?.T = 2.66. 85 FT ~LpP£ =-(). oo 18' HyDRJWLlC RADIUS CA ( p,) . !?. -=: O. b D .,::7 .. -IN.1-E.T <3 7T:J 111/LE.T 2 1-f~BD(....QSS Ot,LCIJL..!\TroNS .. 'l/.j -=-.S~ L... = L --~1 , V :z.. -"6 "2. z. ) JC '3 1-"i'1 10 -Y£4&. £VENT -.. I / o o -y Eiltr<-E-v.ENr _~,0 =:: ~o. o c;;:s (Pt.EC ~P?gjDfX.. A-~ · <T<.,110 =-~"1. to c ps CPICR.. ltPP9-1Dtx. . .ih3_) S..f.t7 = fJ. Of)l7 ~/Oo .:: 0 . 0£135 -PJP°'t. .SWP6 IS 6R'EAria:< TH~ . t=lZICTfOl'C:S• {...l)F"E --:- Y.,.,.::.=-J. G>.L ~ 1-{Gt-=-<5S.'f1:1 {ipo~NS~J 1-Jr;L =-;( sg .63 zo ·p~~~ (Nl..E../ 2. TO INL.t.( 1 , HCG&pUJSS CAL.QJLATI'ON~. lo -f ~ ~.At<-~U>l...J (J).(O -:;-/C . { CF'S S:;-=-O· 10 I/ Yn::. l-"iO HGL-=-~5 f5. ~ f{ (; L-::. ~ 5 ~ . 65 -FR.IC.TtoN :s LO PE. rs 6e EA~ Trf 4 "I PIPE si.::op;:;: - . Tv{ ::;. ~.5 ~ • _g .5: FT (f>£Je.:. COU£GlY . ST't77D'!J ! Hi =-S:r .L OPO:S) = (o. {)035 X91. t:Ff FT:;> = 0.33 ~ _, ; too-yr<-PE:ttK-R-OJ..../ I ; lQ 100 : Z 3 -3 0 CF5 (PER. 4PPB"/D l.X 4 '"3-:> .s.;f = o. 0023 I TW= ~SCf.fg Ff 1-f f-::. ~r L =-(f). rJD23)(7g.~2.. Fr) =-e,tBFT H~L. fs ::::. 2sq . 36 FT FYf-11 BIT ~ ~ __, ~ 0 i::. ct ~ 'i.(9 ~ 2.59 :z,5.g -z.57 J-/ "RI c S c,trc..:-e_ ·reRr .s~ 7· I/ ::.. ';20 If J ,If -:. 1 I ., ' __,,,,. s11trz::pf-e Tl-{ lfSSV'VefJ !fl" : t;>6y.y~MJ ~OP-Ff{ f€,-C Df>f.>5'. .. I {· J. -·, -. _..,__ .. r-···-------· .. 1" I I I ,_ ...... l f.{L£i 3 . FL. .:: 2. 5'(0 . g 6'' No. 937 811E Engineer's Computation Pad ·· l I L ;,:. e -:a~ t. sr · ~~4= l 5 er, l6 'tT ([Po f lYr:z.)i .L. .; - 1--1--1-------. --1 l I 7~."(Z 1 LF -3 'X .':2-1 . ~C./3C. @ ().17 01. ! '!' . ' ~~ 2<i:>f.5o fffiL-1ZSCf. 36 . <;rop--. ::) I. i > I l 0 - II< ET I Ft:.: N~"*S .. Z.i APPENDIX A DRAINAGE CALCULATIONS <( w 0 c:: w ...J <( <( c.. <( 0 w w 0 i= w C> c:: ...J c.. <( w z 0 <( > w z ...J 0 ...J ;;: <( w <( en w I-ow > c:: 0 z c:: w w 0 I-::::> <( c:: 0 NO. I AC. 0.4 0.85 0.9 EA-8 1.77 1.77 0.00 0.00 EA-BX 3.53 3.53 0.00 0.00 EA5 0.33 0.00 0.00 0.33 EA6 1.22 0.89 0.00 0.33 EA? 1.46 1.09 0.00 0.37 EA?A 0.34 0.00 0.00 0.34 EA8 0.45 0.00 0.00 0.45 EA8X 0.00 0.00 0.00 0.00 PA-81 3.50 3.50 0.00 0.00 PA-82 0.54 0.00 0.00 0.54 PA-83 0.56 0.00 0.00 0.56 PA-84 0.38 0.38 0.00 0.00 PA-84X 0.75 0.75 0.00 0.00 PA5 0.33 0.00 0.00 0.33 PA6 1.22 0.89 0.00 0.33 PA? 1.46 1.09 0.00 0.37 PA?A 0.34 0.00 0.00 0.34 PA8 0.45 0.00 0.00 0.45 PA8X 0.00 0.00 0.00 0.00 APPENDIX A-1 Rational Formula Drainage Area Calculations DARTMOUTH DRIVE SOUTH EXTENSION <( ~ u u u u ...J I-I-<( 0 u I-...J w 0 w iii "' I-> u ::::> £:! ft/s min min I In/Hr I 0.71 1.0 17.9 17.9 1.41 1.0 17.9 17.9 0.30 10.4 0.0 10.0 0.65 10.4 0.0 10.0 0.77 10.4 0.0 10.0 0.31 10.4 0.0 10.0 0.41 10.4 0.0 10.0 0.00 10.4 0.0 10.0 1.40 1.1 10.3 10.3 0.49 3.0 2.6 10.0 0.50 3.0 2.6 10.0 0.15 1.1 6.0 10.0 0.30 1.1 6.0 10.0 0.30 10.4 0.0 10.0 0.65 10.4 0.0 10.0 0.77 10.4 0.0 10.0 0.31 10.4 0.0 10.0 0.41 10.4 0.0 10.0 0.00 10.4 0.0 10.0 Predevelopment Peak Flowrate Postdevelopment Peak Flowrate Flow Increase 4.73 4.73 6.33 6.33 6.33 6.33 6.33 6.33 6.24 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 6.33 N 0 cfs 3.3 6.7 1.9 4.1 4.9 1.9 2.6 0.0 8.7 3.1 3.2 1.0 1.9 1.9 4.1 4.9 1.9 2.6 0.0 25.4 33.2 7.8 ~ In/Hr 5.8 5.8 7.7 7.7 7.7 7.7 7.7 7.7 7.6 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 7.7 II) 0 cfs 4.1 8.2 2.3 5.0 5.9 2.4 3.1 0.0 10.6 3.7 3.9 1.2 2.3 2.3 5.0 5.9 2.4 3.1 0.0 31.0 40.4 9.4 0 !: I In/Hr 6.6 6.6 8.6 8.6 8.6 8.6 8.6 8.6 8.5 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 8.6 0 ..... 0 cfs 4.7 9.3 2.6 5.6 6.6 2.6 3.5 0.0 11.9 4.2 4.4 1.3 2.6 2.6 5.6 6.6 2.6 3.5 0.0 35.0 45.4 10.4 II) £:! In/Hr 7.6 7.6 9.9 9.9 9.9 9.9 9.9 9.9 9.7 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 9.9 II) N 0 cfs 5.3 10.7 2.9 6.4 7.6 3.0 4.0 0.0 13.6 4.8 5.0 1.5 3.0 2.9 6.4 7.6 3.0 4.0 0.0 40.0 51.8 11.8 0 ~ In/Hr 8.6 8.6 11.1 11.1 11.1 11.1 11.1 11.1 11.0 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 11.1 0 II) 0 cfs 6.1 12.1 3.3 7.3 8.6 3.4 4.5 0.0 15.4 5.4 5.6 1.7 3.3 3.3 7.3 8.6 3.4 4.5 0.0 45.2 58.6 13.3 0 0 !: In/Hr 9.7 9.7 12.5 12.5 12.5 12.5 12.5 12.5 12.4 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 12.5 0 0 ..... 0 cfs 6.8 13.6 3.7 8.2 9.6 3.8 5.1 0.0 17.3 6.1 6.3 1.9 3.8 3.7 8.2 9.6 3.8 5.1 0.0 50.9 65.8 14.9 8/19/2004 0428-d rainage-040819 .xis Appendix A-1 ~ ~ ~ ~ ~ i.. < i.. ~ . ~ <o ~ ~ ~ zZ OJ) OJ) 0 ~ ~ ~~ = = = i.. ... ... ~ i:<: ~ > i.. i.. ~< o~ ~o cfs EA-B 6.8 EA-BX 13 .6 EA5 EA7 3.7 EA6 EA7 8 .2 EA7 EA7A 9.6 EA7A EA8 3.8 EA8 5.1 EA8X 0.0 0 0.0 PA-Bl 17.3 PA-B2 6 .1 PA-B3 6 .3 PA-B4 1.9 PA -B 4X 3.8 PAS PA7 3.7 PA6 PA7 8.2 PA7 PA7A 9.6 PA7A PA8 3 .8 PA8 5.1 PA8X 0.0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 5-Year Event ... i.. ~ ~ = > ...... 0 ... ~ c 0 i.. ~ -~ u ... 0 DESCRIPTION 0 ~ cfs cfs 0.0 6.8 1-30" R CP Headwall 0.0 13 .6 2-30 " R CP Headwall 0.0 3.7 Recessed Inlet on Grade 0 .0 8.2 Recessed Inlet on Grade 2.0 11.6 Recessed Inlet on Grade 3.5 7 .3 Recessed Inl et on Grade 0 .0 5.1 Recessed Inlet on Grade 0.0 0.0 0.0 0 .0 0.0 17 .3 3' x 2' R CBC Headwall 0 .0 6.1 Recessed Low Point Inl et 0 .0 6 .3 Recessed Low Point Inl et 0.0 1.9 1-30 " RCP Headwall 0.0 3.8 2 -30" RCP Headwall 0.0 3.7 Recessed Inlet on Grade 0.0 8.2 Recessed Inlet on Grade 2 .0 11.6 Recessed Inlet on Grade 3 .5 7.3 Recessed Inlet on Grade 0.0 5.1 Recessed Inlet on Grade 0 .0 0.0 ~ .J i.. ~ ~ ~ u cfs 0.618 0.618 0.618 0.618 0.618 2.334 2.334 0.618 0.618 0 .618 0 .618 0 .618 i.. ~ "'O > ~ 0 "'O "'O ... c O" > 0 i.. ~ i.. ~ ~ ~ u .J .J 0 Curb Inlet ft ft cfs 0.00 0 .00 6 .02 10 0 .00 13 .24 10 2.00 15 .59 10 3.45 6 .20 10 0 .00 8 .21 10 0.00 0 .00 0 .00 0.00 2 .61 5 0.00 2 .70 5 0 .00 0 .00 0.00 6.02 10 0.00 13.24 10 2.00 15 .59 10 3.45 6.20 10 0.00 8.21 10 0 .00 0 .00 8/19/2004 0428-drainage-040819 .xls Appendix A-2 ~ ~ ~ ~ i.. ~ < i.. ~ . ~ <o ~ ~ ~ zZ ell ell 0 ~ ~ .... < = = = ~~ i.. ·-·-~ ~ ~ > i.. i.. OQ QO cfs EA-B 4 .7 EA-BX 9.3 EA5 EA7 2.6 EA6 EA7 5.6 EA7 EA7A 6 .6 EA7A EA8 2.6 EA8 3.5 EA8X 0.0 0 0 .0 PA-Bl 11.9 PA-B2 4 .2 PA-B3 4.4 PA -B 4 1.3 PA-B4X 2 .6 PAS PA7 2.6 PA6 PA7 5 .6 PA7 PA7A 6.6 PA7A PA8 2.6 PA8 3.5 PA8X 0.0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 10-Year Event .... i.. ~ -~ = > .... 0 .... ~ c 0 i.. ~ -~ u .... 0 DESCRIPTION 0 E-- cfs cfs 0 .0 4 .7 1-30" RCP Headwall 0 .0 9.3 2-30" RCP Headwall 0.0 2 .6 Recessed Inlet on Grade 0 .0 5.6 Recessed Inlet on Grade 0.0 6.6 Recessed Inlet on Grade 0 .5 3 .1 Recessed Inlet on Grade 0 .0 3.5 Recessed Inlet on Grade 0.0 0.0 0.0 0.0 0 .0 11.9 3' x 2' RCBC Headwall 0 .0 4.2 Recessed Low Point Inlet 0 .0 4.4 Recessed Low Point Inlet 0.0 1.3 1-30" RCP Headwall 0 .0 2.6 2-30" RCP Headwall 0 .0 2 .6 Recessed Inlet on Grade 0 .0 5.6 Recessed Inlet on Grade 0.0 6 .6 Recessed Inlet on Grade 0 .5 3 .1 Recessed Inlet on Grade 0 .0 3 .5 Recessed Inlet on Grade 0.0 0 .0 ~ J i.. ~ ~ ~ < u cfs 0.618 0 .618 0 .618 0.618 0 .618 2 .334 2 .334 0 .618 0 .618 0 .618 0 .618 0 .618 i.. ~ "O > ~ 0 "O "° ·-c > O"' 0 i.. ~ i.. ~ ~ ~ u J J 0 Curb Inlet ft ft cfs 0 .00 0 .00 4.15 10 0 .00 9.12 10 0 .00 10 .74 10 0.4 6 4 .2 8 10 0.00 5 .66 10 0.00 0 .00 0 .00 0.00 1.80 5 0 .00 1.86 5 0 .00 0 .00 0 .00 4.15 10 0 .00 9 .12 10 0 .00 10 .74 10 0.46 4.28 10 0 .00 5.66 10 0 .00 0.00 8/19/2004 0428-drainage-040819 .xls Append ix A-2 co: co: ~ ~ ~ ;.. ;.. ~ . < co: <o ~ ~ ~ zZ ~ ~ 0 co: co: ~~ = = = ;.. .... .... ~ co: co: ... ;.. ;.. ~< o~ ~o cfs EA-B 5.3 EA-BX 10 .7 EA5 EA7 2 .9 EA6 EA7 6.4 EA7 EA7A 7 .6 EA7A EA8 3.0 EA8 4 .0 EA8X 0.0 0 0.0 PA-Bl 13.6 PA-B2 4.8 PA-B3 5.0 PA-B4 1.5 PA-B4X 3.0 PAS PA7 2.9 PA6 PA7 6.4 PA7 PA7A 7 .6 PA7A PA8 3.0 PA8 4 .0 PA8X 0.0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 25-Year Event -;.. ~ -~ = ... .... 0 -co: " 0 ;.. co: -co: u -0 DESCRIPTION 0 E-- cfs cfs 0.0 5.3 1-30" RCP Headwall 0.0 10.7 2-30" RCP Headwall 0 .0 2.9 Recessed Inlet on Grade 0 .0 6.4 Recessed Inlet on Grade 0.3 7.8 Recessed Inlet on Grade 1.4 4.4 Recessed Inlet on Grade 0 .0 4.0 Recessed Inlet on Grade 0 .0 0 .0 0 .0 0 .0 0 .0 13 .6 3' x 2' RCBC Headwall 0.0 4 .8 Recessed Low Point Inlet 0.0 5 .0 Recessed Low Point Inlet 0.0 1.5 1-30" RCP Headwall 0 .0 3 .0 2-30" RCP Headwall 0 .0 2.9 Recessed Inlet on Grade 0.0 6.4 Recessed Inlet on Grade 0.3 7 .8 Recessed Inlet on Grade 1.4 4.4 Recessed Inlet on Grade 0.0 4.0 Recessed Inlet on Grade 0.0 0 .0 ~ ~ ;.. ~ ~ ~ < u cfs 0.618 0.618 0.618 0 .618 0.618 2.334 2.334 0.618 0.618 0 .618 0.618 0 .618 ;.. ~ 'e ... ~ 0 'e -d .... " O" ... 0 ;.. ~ ;.. co: ~ ~ u ~ ~ 0 C urb Inlet ft ft cfs 0.00 0 .00 4 .7 4 10 0.00 10.42 10 0.26 12.27 10 1.40 4 .88 10 0.00 6.46 10 0 .00 0.00 0.00 0 .00 2 .05 5 0 .00 2 .13 5 0 .00 0.00 0.00 4 .74 10 0 .00 10.42 10 0.26 12 .27 10 1.40 4 .8 8 10 0.00 6.46 10 0 .00 0 .00 8/19/2004 0428-dra ina ge -040819 .x ls Appendix A-2 ~ ~ ~ ~ '"" ~ < '"" e,, . ~ <o ~ ~ ~ zZ bJl bJl 0 ~ ~ lo-I < i:;::::: = = ~~ '"" .... . ... ~ ~ ~ > '"" '"" ~< o~ ~o cfs EA-B 6 .1 EA-BX 12.1 EAS EA7 3.3 EA6 EA7 7 .3 EA7 EA7A S.6 EA7A EAS 3.4 EAS 4.5 EASX 0 .0 0 0.0 PA-Bl 15.4 PA-B2 5.4 PA-B3 5 .6 PA-B4 1.7 PA-B4X 3 .3 PAS PA7 3 .3 PA6 PA7 7 .3 PA7 PA7A S.6 PA7A PAS 3.4 PAS 4 .5 PASX 0 .0 APPENDIX A-2 INLET COMPUTATIONS DARTMOUTH DRIVE SOUTH EXTENSION 50-Year Event -'"" ~ -~ = > lo-I 0 -~ " 0 '"" ~ -~ u -0 DESCRIP TI ON 0 E-- cfs cfs 0.0 6.1 1-30" R CP Headwall 0 .0 12.1 2-30" RCP Headwall 0.0 3 .3 Recessed Inlet on Grade 0 .0 7.3 Recessed Inlet on Grade 1.1 9.7 Recessed Inlet on Grade 2.4 5.S Recessed Inlet on Grade 0.0 4 .5 Recessed Inlet on Grade 0.0 0 .0 0.0 0 .0 0.0 15.4 3' x 2' RCBC Headwall 0.0 5.4 Recessed Low Point Inlet 0 .0 5.6 Recessed Low Point Inlet 0 .0 1.7 1-30" RCP Headwall 0 .0 3.3 2-30" RCP Headwall 0 .0 3.3 Recessed Inlet on Grade 0.0 7.3 Recessed Inlet on Grade 1.1 9 .7 Recessed Inlet on Grade 2.4 5 .S Recessed Inlet on Grade 0 .0 4.5 Recessed Inlet on Grade 0.0 0.0 ~ .j '"" ~ ~ ~ u cfs 0 .61S 0.61S 0.61S 0 .61S 0.61S 2 .334 2.334 0 .61S 0.61S 0.61S 0 .61S 0 .61S '"" ~ "O > ~ 0 "O -0 .... " O"' > 0 '"" ~ '"" ~ ~ ~ u .j .j 0 Curb Inlet ft ft cfs 0 .00 0.00 5 .36 10 0 .00 11.78 10 1.10 13.S7 10 2.39 5 .52 10 0.00 7.31 10 0.00 0.00 0 .00 0 .00 2.32 5 0.00 2.41 5 0 .00 0.00 0.00 5.36 10 0.00 l l.7S 10 1.10 13.S7 10 2 .39 5 .52 10 0 .00 7 .31 10 0 .00 0 .00 8/19/2004 0428-drainage-040819 .x ls Append ix A-2 i:-= i:-= ~ ~ i.. ~ < i.. CJ . i:-= <o ~ ~ ~ zZ ell ell 0 i:-= i:-= ~~ = = = i.. .... ·; ~ i:-= > i.. i.. ~< o~ ~o cfs EA-B 6.8 EA-BX 13.6 EA5 EA7 3 .7 EA6 EA7 8 .2 EA7 EA7A 9 .6 EA7A EA8 3 .8 EA8 5.1 EA8X 0 .0 0 0.0 PA-Bl 17.3 PA-B2 6.1 PA-B3 6.3 PA-B4 1.9 PA -B4X 3 .8 PAS PA7 3 .7 PA6 PA7 8 .2 PA7 PA7A 9 .6 PA7A PA8 3 .8 PA8 5.1 PA8X 0 .0 . APPENDIX A-2 INLET COMPUTA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION 100-Year Event .... i.. ~ -~ = > ...... 0 .... i:-= c 0 i.. i:-= -i:-= u .... 0 DE S CRIPTION 0 E-- cfs cfs 0 .0 6.8 1-30" RCP Headwall 0 .0 13 .6 2-30" RCP Headwall 0.0 3 .7 Recessed Inlet on Grade 0.0 8.2 Recessed Inlet on Grade 2.0 11.6 Recessed Inlet on Grade 3 .5 7 .3 Recessed Inlet on Grade 0 .0 5 .1 Recessed Inlet on Grade 0 .0 0.0 0.0 0 .0 0 .0 17 .3 3' x 2' RCBC Headwall 0.0 6 .1 Recessed Lo w Point Inlet 0.0 6 .3 Recessed Low Point Inlet 0.0 1.9 1-30 " RCP Headwall 0.0 3 .8 2-30" RCP Headwall 0 .0 3.7 Recessed Inlet on Grade 0.0 8.2 Recessed Inlet on Grade 2 .0 11.6 Recessed Inlet on Grade 3 .5 7.3 Recessed Inlet on Grade 0.0 5.1 Recessed Inlet on Grade 0.0 0 .0 ~ ~ i.. ~ ~ ~ < u cfs 0 .618 0 .618 0.618 0 .618 0 .618 2 .334 2 .334 0.618 0.61 8 0 .61 8 0.618 0 .618 i.. ~ "O > ~ 0 "O "O .... c > O" 0 i.. ~ i.. i:-= ~ ~ u ~ ~ 0 Curb In let ft ft cfs 0.00 0 .00 6 .02 10 0 .00 13 .24 10 2 .00 15.59 10 3 .4 5 6.20 10 0.00 8.21 10 0 .00 0.00 0 .00 0 .00 2 .61 5 0 .00 2 .7 0 5 0.00 0 .00 0 .00 6.02 10 0 .00 13 .24 10 2.00 15.59 10 3.45 6 .20 10 0 .00 8 .21 10 0 .00 0 .00 8/1 9/2004 0428 -d rai nage-04 0819 .xls Appendi x A -2 e < "O ~ 0 ... E-< u 0 ~ 0 z ~ .... t; fi: 00 ..:i ..:i E-< z < = .:, = ~ bl) "O bl) ..:i -E-< ·;;; "= ·-0 0 = ~ z ~ ~ -E-< E-< E-< ~ ;:. ~ # # Ac. min yr cfs EA-B EA8 0.7 17.9 5 4.1 EA-BX EA8X 1.4 17.9 5 8.2 EA5 EA6 0.3 10.0 5 2.3 EA6 EA? 1.0 10.1 5 7.3 EA? EA?A 1.7 10.6 5 12.9 EA?A EA8 2.0 11.3 5 14.8 EA8 EOUT 3.1 17.9 5 18.3 EA8X EOUT 1.4 17.9 5 8.2 PA-B1 PA-B2 1.4 10.3 5 10.6 PA-B2 PA-B3 1.9 10.3 5 14.3 PA-B3 PA8X 2.4 10.7 5 17.8 PA-B4 PA8 0.2 10.0 5 1.2 PA-B4X PA8X 0.3 10.0 5 2.3 PA5 PA6 0.3 10.0 5 2.3 PA6 PA? 1.0 10.1 5 7.3 PA? PA7A 1.7 10.6 5 12.9 PA?A PA8 2.0 11.3 5 14.8 PA8 POUT 2.6 12.2 5 18.2 PA8X POUT 2.7 11.2 5 19.7 •includes 25% Flow Increase for pipe sizes <27" dia. ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA TIONS DARTMOUTH DRIVE SOUTH EXTENSION 5 Year Event -I< ~ ~ Q. "' ~ 0 ~ ~ ] fi: Q. Q. ~ ... ~ =-I< 0 .... = ..... ~ 0 -I< 00 "' bl) 0 ·-~ ~ :s ·-~ ti Q. ~ ._, "' 0 0 ·-0 Q. N "O ~ fi: ... -~ -<~ z ~ 00 00 cfs # cfs % % " 4.1 2 2.1 0.00 12.50 30 8.2 1 8.2 0.04 12.50 30 2.9 1 2.9 0.02 2.00 24 9.1 1 9.1 0.16 1.27 24 16.1 1 16.1 0.50 0.55 24 14.8 1 14.8 0.13 0.43 30 18.3 1 18.3 0.20 0.85 30 8.2 2 4.1 0.01 0.85 30 10.6 1 10.6 0.07 1.25 30 14.3 1 14.3 0.09 0.17 BOX 17.8 1 17.8 0.13 0.18 BOX 1.2 1 1.2 0.00 12.50 30 2.3 2 1.2 0.00 12.50 30 2.9 1 2.9 0.02 2.00 24 9.1 1 9.1 0.16 1.27 24 16.1 1 16.1 0.50 0.55 24 14.8 1 14.8 0.13 0.43 30 18.2 1 18.2 0.20 0.85 30 19.7 2 9.9 0.06 0.85 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow -I< 0 ·c; .j "= Q. ~ "= u fps cfs ' 29.6 290.8 29.6 145.4 10.2 32.1 8.1 25.6 5.3 16.7 5.5 27.0 7.7 37.8 7.7 75.7 9.4 46.0 3.3 20.0 3.5 20.8 29.6 145.4 29.6 290.8 10.2 32.1 8.1 25.6 5.3 16.7 5.5 27.0 7.7 37.8 7.7 75.7 = E-< c.:i z ~ ..:i 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ e E::: "O = = -a; ~ E-< @) ;;.. ~ "= -... ~ ~ E-< E-< min min ' ' 0.00 17.9 0.00 17.9 0.11 10.1 0.49 10.6 0.69 11.3 0.88 12.2 0.18 18.0 0.18 18.0 0.01 10.3 0.39 10.7 3 0.45 11.2 3 0.00 10.0 0.00 10.0 0.11 10.1 0.49 10.6 0.69 11.3 0.88 12.2 0.18 12.4 0.18 11.4 8/19/2004 0428-drainage-040819.xls Appendix A-3 E-< = c.:i -~ = 2 2 # 0 z E-< ~ ...:l z -EA-B EA-BX EA5 EA6 EA? EA?A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # E-< ~ ...:l z -0 E-< EA8 EA8X EA6 EA? EA?A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA?A PA8 POUT POUT Ac. < u ~ E-< 0 E-< 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 CJ E-< min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 'Includes 25% Flow Increase for pipe sizes <27" dia. yr e i... 0 -00 = l:)f) ·;;; ~ ~ 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10 '"O ~ ~ 0 t; fi::: .:, = '"O l:)f) <:<: ·-= ~ ;;i ~ cfs 4.7 9.3 2.6 8.2 14.5 16.6 20.7 9.3 11.9 16.1 20.0 1.3 2.6 2.6 8.2 14.5 16.6 20.5 22.2 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA TIONS DARTMOUTH DRIVE SOUTH EXTENSION -J: ~ 0 '"O fi::: ~ = "' l:)f) = ·-._, "' '"O ~ <~ cfs 4.7 9.3 3.2 10.2 18.1 16.6 20.7 9.3 11.9 16.1 20.0 1.3 2.6 3.2 10.2 18.1 16.6 20.5 22.2 # "' ~ Q.. ~ ..... 0 0 z 2 2 2 2 10 Year Event cfs ~ Q.. ~ i... ~ ~ ~ 0 fi::: 2.3 9.3 3.2 10.2 18.1 16.6 20.7 4.7 11.9 16.1 20.0 1.3 1.3 3.2 10.2 18.1 16.6 20.5 11.1 = -J: 0 -J: ·-~ t> Q.. ·-0 i... -~ 00 O/o 0.00 0.05 0.02 0.20 0.64 0.16 0.25 0.01 0.08 0.11 0.17 0.00 0.00 0.02 0.20 0.64 0.16 0.25 0.07 O/o ~ Q.. 0 r;) ~ Q.. ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N -00 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow .J ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -J: c "() <:<: Q.. <:<: u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E-< IJ z ~ ...:l 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ e E:: Q) > <:<: i... E-< min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 '"O = ~ @) CJ E-< min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E-< = = E-< IJ ~ --~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z E-< ~ ...:l z -EA-B EA-BX EA5 EA6 EA? EA7A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # E-< ~ ...:l z -0 E-< EA8 EA8X EA6 EA? EA7A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA?A PA8 POUT POUT < u ~ E-< 0 E-< Ac. 0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 u E-< min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 ·includes 25% Flow Increase for pipe sizes <27" dia. yr e i.. 0 -rJJ r:: OJ) ·~ ~ 0 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 25 "O ~ ~ 0 --~ r... ._, r:: "O OJ) co:·-r:: ~ ~o cfs 5.3 10.7 2.9 9.3 16.5 19.0 23.7 10.7 13.6 18.3 22.9 1.5 3.0 2.9 9.3 16.5 19.0 23.4 25.3 •• See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION -1: ~ 0 "O -~ r... -r:: "' OJ) ::s ·-._, "' "O ~ <O cfs 5.3 10.7 3.7 11.7 20.7 19.0 23.7 10.7 13.6 18.3 22.9 1.5 3.0 3.7 11.7 20.7 19.0 23.4 25.3 # "' ~ Q., ~ ,_ 0 0 z 2 2 2 2 25 Year Event ~ Q., ~ i.. ~ ~ ~ 0 ~ cfs 2.7 10.7 3.7 11.7 20.7 19.0 23.7 5.3 13.6 18.3 22.9 1.5 1.5 3.7 11.7 20.7 19.0 23.4 12.7 r:: -1: 0 -1: ·-~ ti Q., ·-0 i.. -r... rJJ % 0.00 0.07 0.03 0.26 0.83 0.21 0.33 0.02 0.11 0.14 0.22 0.00 0.00 0.03 0.26 0.83 0.21 0.32 0.09 % ~ Q., 0 00 ~ Q., ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 ~ N -rJJ 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ~ ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -1: .c ·u co: Q., co: u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E-< C!) z ~ ...:l 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ e ~ ~ ;;... co: i.. E-< min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O r:: ~ @) u E-< min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E-< = = E-< C!) 0 --~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z E--~ ..:I z -EA-B EA-BX EA5 EA6 EA? EA7A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PAS PA6 PA? PA7A PA8 PA8X # E--~ ..:I z -0 E--EA8 EA8X EA6 EA? EA7A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA7A PA8 POUT POUT Ac. < u ~ E--0 E--0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 CJ E--min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 •includes 25% Flow Increase for pipe sizes <27" dia. yr e -0 .... rJ1 c 1:).1) ·;;; Q,j Q 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 "O ~ Q,j 0 t; fi: .::, c "O 1:).1) ~ ·-c ~ ;;J Q cfs 5.7 11.4 3.1 10.0 17.7 20.3 25.3 11.4 14.6 19.7 24.5 1.6 3.2 3.1 10.0 17.7 20.3 25.1 27.1 •• See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA T/ONS DARTMOUTH DRIVE SOUTH EXTENSION -l< ~ 0 "O -Q,j ~ .... c <I} 1:).1) = ·-...... <I} "O Q,j <Q cfs 5.7 11.4 3.9 12.5 22.2 20.3 25.3 11.4 14.6 19.7 24.5 1.6 3.2 3.9 12.5 22.2 20.3 25.1 27.1 # <I} Q,j Q. p: .... 0 0 z 2 2 2 2 50 Year Event Q,j Q. p: -Q,j ~ ~ 0 fi: cfs 2.9 11.4 3.9 12.5 22.2 20.3 25.3 5.7 14.6 19.7 24.5 1.6 1.6 3.9 12.5 22.2 20.3 25.1 13.6 c -l< 0 -l< ·-Q,j ti Q. ·-0 --~ rJ1 % 0.00 0.08 0.03 0.30 0.96 0.24 0.38 0.02 0.13 0.16 0.25 0.00 0.00 0.03 0.30 0.96 0.24 0.37 0.11 % Q,j Q. 0 00 Q,j Q. p: 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N -rJ1 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow .J ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -l< 0 "Cj ~ Q. ~ u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E--~ z ~ ..:I 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 Q,j e ~ 1i ;.. ~ -E--min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "O c ~ @) CJ E--min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E--= = E--~ Q --~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 # 0 z E--~ ..:l z .... EA-B EA-BX EA5 EA6 EA? EA?A EA8 EA8X PA-B1 PA-B2 PA-B3 PA-B4 PA-B4X PA5 PA6 PA? PA?A PA8 PA8X # E--~ ..:l z .... 0 E--EA8 EA8X EA6 EA? EA?A EA8 EOUT EOUT PA-B2 PA-B3 PA8X PA8 PA8X PA6 PA? PA?A PA8 POUT POUT Ac. < u ~ E--0 E--0.7 1.4 0.3 1.0 1.7 2.0 3.1 1.4 1.4 1.9 2.4 0.2 0.3 0.3 1.0 1.7 2.0 2.6 2.7 (.J E--min 17.9 17.9 10.0 10.1 10.6 11.3 17.9 17.9 10.3 10.3 10.7 10.0 10.0 10.0 10.1 10.6 11.3 12.2 11.2 •includes 25% Flow Increase for pipe sizes <27" dia. yr E "" 0 ..... rJ) = .~ "' ~ Q 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 "C ~ ~ 0 ~~ .:, = "C bf) C'= ·-= ~ ~Q cfs 6.8 13.6 3.7 11.8 21.0 24.1 30.3 13.6 17.3 23.3 29.1 1.9 3.8 3.7 11.8 21.0 24.1 29.8 32.2 ••See Plan & Profile for pipe slope used (Pipe slope >or= Friction slope) APPENDIX A-3 PIPE SIZE CAL CU LA TIONS DARTMOUTH DRIVE SOUTH EXTENSION -!< ~ 0 "C ~ ~ ..... = "' bf) = ·-. ..., "' "C ~ <:Q cfs 6.8 13.6 4.7 14.8 26.3 24.1 30.3 13.6 17.3 23.3 29.1 1.9 3.8 4.7 14.8 26.3 24.1 29.8 32.2 # "' ~ c. ~ .... 0 0 z 2 2 2 2 100 Year Event ~ c. ~ "" ~ ~ ~ 0 ~ cfs 3.4 13.6 4.7 14.8 26.3 24.1 30.3 6.8 17.3 23.3 29.1 1.9 1.9 4.7 14.8 26.3 24.1 29.8 16.1 = -!< 0-!< ·-~ ti c. ·-0 "" -r.. rJ) O/o 0.01 0.11 0.04 0.43 1.34 0.34 0.54 0.03 0.18 0.23 0.35 0.00 0.00 0.04 0.43 1.34 0.34 0.52 0.15 O/o ~ c. 0 00 ~ c. ~ 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 1.25 0.17 0.18 12.50 12.50 2.00 1.27 0.55 0.43 0.85 0.85 " ~ N .... rJ) 30 30 24 24 24 30 30 30 30 BOX BOX 30 30 24 24 24 30 30 30 ••• Drainage area identifiers with an 'X' are solely for the purpose of modeling split flow ,J ~ fps 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 9.4 3.3 3.5 29.6 29.6 10.2 8.1 5.3 5.5 7.7 7.7 cfs -!< .c "(j C'= c. C'= u 290.8 145.4 32.1 25.6 16.7 27.0 37.8 75.7 46.0 20.0 20.8 145.4 290.8 32.1 25.6 16.7 27.0 37.8 75.7 = E--C!) z ~ ..:l 8 8 70 240 220 291 85 85 8 78 94 8 8 70 240 220 291 85 85 ~ E E::: ~ .... C'= "" E--min 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 0.01 0.39 0.45 0.00 0.00 0.11 0.49 0.69 0.88 0.18 0.18 "C = ~ @) (.J E--min 17.9 17.9 10.1 10.6 11.3 12.2 18.0 18.0 10.3 10.7 11.2 10.0 10.0 10.1 10.6 11.3 12.2 12.4 11.4 E--= = E--C!) Q .... .... ~ ~ = 3 2 3 2 8/19/2004 0428-drainage-040819.xls Appendix A-3 APPENDIXB TxDOT FM 2818 CONSTRUCTION PLANS CITY OF aI.LEGE STATION Hf CUSTOMER RECEIPT Hf Oper: SSTANLEY Type : CT Draw er: 1 Date: 8/20/04 00 Receipt no: 308773 Des cription Quantity 2004 100049 PL PUlNNIN6 AND Z~ING 1.00 2004 500211 PL PUlNNIN6 AND ZONING KENNY COTTEN SS 1.00 A1ount $800.00 $400.00 Tender detai 1 CK PERSONAL Total tendered Total payaent 5193 $1200.00 Trans date: THANK YOU $1200.00 $1200.00 8/20/04 Ti1e: 11:12:47 ~~ COLLEGE STIHION FOR OFFICE USE ONLY P&Z CASE NO.: QJ -c2,L \ DATE SUBMITTED: ~-~~o+ FINAL PLAT APPLICATION (Check one) D Minor ($300.00) D Amending ($300.00) (gl Final ($400.00) D Vacating ($400.00) D Replat ($600.00)* *I ncludes public hearing fee The following items must be submitted by an established filing deadline date for P&Z Commission consideration. MINIMUM SUBMITTAL REQUIREMENTS: .lL. Filing Fee (see above) NOTE: Multiple Sheets -$55 .00 per additional sheet N/A Variance Request to Subdivision Regulations -$100 (if applicable) .lL. Development Permit Application Fee of $200.00 (if applicable) . .lL. Infrastructure Inspection Fee of $600.00 (applicable if any public infrastructure is being constructed) _L_ Application completed in full. NIA Copy of original deed restrictions/covenants for replats (if applicable) . .lL. Thirteen (13) folded copies of plat. (A signed mylar original must be submitted after staff review.) .lL. One (1) copy of the approved Preliminary Plat and/or one (1) Master Plan (if applicable) . .lL. Paid tax certificates from City of College Station , Brazos County and College Station l.S.D . .lL. A copy of the attached checklist with all items checked off or a brief explanation as to why they are not. .lL. Two (2) copies of public infrastructure plans associated with this plat (if applicable). N/A Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). Date of Preapplication Conference: _______________________ _ NAME OF SUBDIVISION -~K=en..:.:.n:.J,.y-=C=o=tt=en:..:...'s::::....=B=B=Q~--------------------- SPECIFIED LOCATION OF PROPOSED SUBDIVISION (Lot & Block ) approximately 600 feet west of the intersection of SH6 Bypass and FM 2818 APPLICANT/PROJECT MANAGER 'S INFORMATION (Primary Contact for the Project): Name Veronica J.B . Morgan . P.E. -Mitchell & Morgan. LLP Street Address _5=-1 ...... 1-'U"'"'"n'""iv'-"e.:..:rs=itv:.i-=D..:...:ri-'-'ve=-=Ea=s=t...,S::..:te=.-=2=0....:..4 _____ _ City College Station State TX Zip Code 77840 E-Mail Address v@mitchellandmorgan.com Phone Number _""""(9=...;.7-=-9"-') 2=6=0_,-6=9=63~-----Fax Number (979) 26=0=--6=9=6=3'--------- PROPERTY OWNER'S INFORMATION : Name Kenny Cotten Street Address 5541 Bear Lane Suite 111 ~~--=...:o=-=:.:...:.=L...:..:::..:.=.....:.....:....:__ _______ _ City Corpus Christi State TX Zip Code 78405 Phone Number -'(=3=-61.:..L)-=2=89,._-=5_,_,16::.!:8'------- ARCHITECT OR ENGINEER 'S INFORMATION : E-Mail Address ------------ Fax Number (361) 289-5442 =-=--'-='--------- Name Veronica J.B. Morgan . P.E. -Mitchell & Morgan, LLP Street Address _5=-1'--'1.....:U=n..:.:..iv:....:e:.:..:rs::..:.:itv:..L..!::D~ri~ve:::....::E:=.:as~t.i.....:S=..!t~e~2~04:!...,_ _____ _ City College Station State TX Zip Code 77840 E-Mail Address __ v~@'""'mitchellandmorgan .com Phone Number _,(=9.:.....:79::...)-=2=60,._-6.!::.:9~6~3'-------Fax Number (979) 260-6963 ~~--------~ Is there a temporary blanket easement on this property? If so , please provide the Volume ___ and Page # __ 6/13/03 l of 5 Total# Of Lots 2 R-0-W Acreage _1'-'-.4-""3=8'----- Proposed Use : Restaurant/Retail =-2 __ /C-1w/0-V Average Acreage Of Each Residential Lot By Zoning District: n/a Floodplain Acreage _o=------- A statement addressing any differences between the Final Plat and approved Master Plan and/or Preliminary Plat (if applicable): None Requested Variances To Subdivision Regulations & Reason For Same : _--!.,!N.>::_o:..:.;ne=--------------- Requested Oversize Participation : within the Dartmouth right-of-way Total Linear Footage of Proposed Public: 705_ Streets 1410 Sidewalks - 625 -Sanitary Sewer Lines 1127 Water Lines - N/A_ Channels 181 Storm Sewers 1410 Bike Lanes I Paths - Oversize participation will be requested on Dartmouth and the 12" waterline Parkland Dedication due prior to filing the Final Plat: ACREAGE : N/A _ __ # of acres to be dedicated + $ ____ development fee ___ # of acres in floodplain #of acres in detention --- ___ #of acres in greenways OR FEE IN LIEU OF LAND : ___ # of Single-Family Dwelling Units X $556 = $ ___ _ _______ (date) Approved by Parks & Recreation Board NOTE: DIGITAL COPY OF PLAT MUST BE SUBMITTED PRIOR TO FILING. The applicant has prepared this application and certifies that the facts stated herein and exhiMs attached hereto are true correct, and complete. The undersigned hereby requests approval by the City of College Station of the above-identified final plat and attests that th is request does not amend any covenants or restrictions associated with this plat. 0/Jo/a/ -D-a-te-f1 6/13/03 2 of 5 -