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HomeMy WebLinkAbout8 Sonic 04-33Alan Gibbs From: Mark McAuliffe Sent: Wednesday , December 12 , 2012 10 :34 AM To: Alan Gibbs ; Tony Michalsky ; Carol Cotter ; Gilbert Martinez Cc: Subject: Ashley A Dorsett ; Donald Harmon; Edward Mcdonald ; Adam Falco RE: Cooner Street -Sonic on Texas Ave@ Cooner Street Thank you, Alan. Yes, we confirmed with Adam Falco at a meeting yesterday. -Mark McAuliffe From: Alan Gibbs Sent: Wednesday, December 12, 2012 10:32 AM To: Mark McAuliffe; Tony Michalsky; Carol Cotter; Gilbert Martinez Cc: Ashley A. Dorsett; Donald Harmon; Edward Mcdonald Subject: RE: Cooner Street -Sonic on Texas Ave@ Cooner Street I believe that temp esmt is several years old and we have attempted to no success to specific esmts so it could be released. I don't foresee a trigger to cause this action on their part, but just in case we are now aware of this need and will place a note in the Development Permit file. You may confirm with Legal, but the temp should be adequate to construct this -esp if it does not appear to affect their existing surface use, etc. From: Mark McAuliffe Sent: Wednesday, December 12, 2012 10:19 AM To: Alan Gibbs; Tony Michalsky; Carol Cotter; Gilbert Martinez Cc: Ashley A. Dorsett; Donald Harmon; Edward Mcdonald Subject: RE: Cooner Street -Sonic on Texas Ave@ Cooner Street I Proposed storm sewer along Coone r Street. From: Alan Gibbs Sent: Wednesday, December 12, 2012 10:16 AM To: Mark McAuliffe; Tony Michalsky; carol Cotter; Gilbert Martinez Cc: Ashley A. Dorsett; Donald Harmon; Edward Mcdonald Subject: RE: Cooner Street -Sonic on Texas Ave @ Cooner Street Ed, Is this line(s) existing or proposed? Electric or Storm? Alan From: Mark McAuliffe Sent: Wednesday, December 12, 2012 10:02 AM To: Tony Michalsky; Alan Gibbs; Carol Cotter; Gilbert Martinez Cc: Ashley A. Dorsett; Donald Harmon; Edward Mcdonald Subject: Cooner Street -Sonic on Texas Ave@ Cooner Street Good morning, Thank you all for helping me with this matter. 1 Please advise Edward McDonald, Ashley Dorsett and myself in the event that the landowners request a release to the Temporary Blanket Utility Easement. We will need to ensure the storm sewer along Cooner Street is included with the project. Mark McAuliffe, Land Agent 979/764-6272 * 979/229-3405 (Cell) From: Tony Michalsky Sent: Monday, December 03, 20123:12 PM To: Mark McAuliffe Cc: Ashley A. Dorsett; Gilbert Martinez Subject: RE : Question regarding easement Attached is how our electric is located on the property. As you can see we also need an easement along the east property line. Have them contact Gilbert Martinez at 979-764-6255 and we can schedule our locator to mark the electric lines so they can make sure the easement covers the electric as it was installed. Thanks for thinking about us . From: Mark McAuliffe Sent: Monday, December 03, 2012 11:38 AM To: Tony Michalsky Cc: Ashley A. Dorsett Subject: Question regarding easement Tony, We are planning to process a release to a blanket easement on the Sonic @Texas Av & Cooner Street . Would you need an easement to surround the electric transformer depicted on the attached plat? Thank you . Mark McAuliffe, Land Agent City of College Station, Texas, USA 979/764-6272 * 979/229-3405 (Cell) P.O. Box 9960, College Station, Texas 77842 2 • <D >.oo ~v I 01! "'" OCl (f}v (f} "' (1) O> c Q_ (f}g :J . m~ ...___,, I (1) iJ' :J f co (1) I >:<: <( .g> (f)O os:' x (1) f- ~ P.O.B. ,...,.... ...... o~ 0 "' 'Q ~ v . .!! ~ c 0 u 0 ~a. ~x ,_c: oo r~ -.JJ 0 ::> I a. _., .c"' "' ·.: ....... .. a. Survey No te : City of CS GPS mon. no. 122 bears N 57°38'41''E-2638.5' from P.0.8. Spartan "8" Subdivision vol. 2017, pg. 241 Lot 1 Block One concrete parking lot ------------ i-- 1 existing 1 o· Utility Easement vol. 2017 , p . 241 (plot) Cooner Street right-of -woy line per Spartan 8 plot labeled os 27' right-of -way vol. 1 02, pg. 151 (plat) cone . curb & gutter N 42°03'53"E -165.00' Proposed 1 O' Easement 1650 sq. ft. 165.04' asphalt street concrete drive Republicbank Addition vol. 980, pg. 629 ~2012 Lo t 2 0 5 10 20 H bd 30 40 50 I 60 Feet I Bearings ore Texas State Plane, Central Zone NAD83(CORS) datum, based on City of CS GPS control monuments Notes: concre te drive no . 110 and no. 122 (N 51°47'13"E). 1 . The Cooner Ad dition plot recorded All existing easements and utilities are not shown on this plat. See sepa rate metes and bounds description prepared with this plot. in vo l. 1 02, pg . 1 51 includes a 1 o· reservation for utilities along each side of Coo ner Street, on pg. 152. 2 . Lot 2 is affected by the Temporary Blanket Utility Easement recorded in vo l. 6577, pg. 59 . Proposed 1 O' Easement Lot 2 Republicbank Addition Ri chard Carter league A-8 College Stati on, Texas existing 1 O' Uti l t iy Easement vol. 102. pg. 151 (plo t) (see note 1) retaining I ~ _; Oi ii Lot 3, Block 2 Cooner Addition val. 102, pg. 151 Lot 1 I ...., 0 _J JOE ORR~ INC. SURVEYORS & ENGINEERS 2167 Post Oak Circle Collage Station, Texas 77845 (979) 693-2777 joeorrinc o verizon.ner TX SUM!ying F;m no . 100544-00 I Engineering Finn no. F-433 .;, .... :.,., ... -.·~~ ~-'1 C.OlllGl STATION SITE PLAN APPLICATION FOR OFFICE USE ONLY P&Z CASE NO.: 00 -l ~e, I DATE SUBMITTED: l 0 -\t_\. .... ol/> MINIMUM SUBMITTAL REQUIREMENTS ~ Site plan applicatior'I completed in full. [a $200.00 Application Fee. 0 $200 .00 Development Permit Application Fee . ~ $600 .00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public waterline, sewerline, sidewalk, street or drainage facilities is involved .) 0 Ten (10) folded copies of site plan . ~ A copy of the attached site plan checklist with all items checked off or a brief explanation as to why they are not checked off. NI A Parkland Dedication requirement approved by the Parks & Recreation Board , please provide proof of approval (if applicable). LEGAL DESCRIPTION _ __,_R,_,.e_...pu,._,b...._li=c=Ba,._,n"""k,_,_A_,,d._.d=it=ioc.:..:.n'-'. L....,o._.t2.,___..R_,,e._.s=u=bd,._,i_,_.vi""'si=o...._n _,,.o.._f ._Pa=rt-'-"'-of,_T'-'h....,e._C=o=o..,_n=e.._r ..._,A=dd,._,i=tio=n ...... , _,,B=lo._.c=k_.,2~-- APPLICANT (Primary Contact for the Project): Name ____ V..._,e~r=on~ic=a~J=·=B~.M~o~rg=a~n_-~M=it=ch~e~ll~&~M=o~rg~a~n~.L=L=P~ E-Mail v@mitchellandmorgan.com Street Address ----~51~1~U~ni~ve=r=si"'"'tv~D=r~iv~e~E=a=s~t...,,S=u~ite=2=0~4 ___________________ _ City ____ C=o=l=le=g=-e ..:S=ta=ti=o~n _____ _ State TX Zip Code ~7~7=84~0~------ PhoneNumber ______ =97~9~-2=6~0~-6=9=6=3 ___ _ Fax Number 979-260-3564 PROPERTY OWNER'S INFORMATION : Name __ W=-=att=o=r=d-_,,L=e=w=is......=LL=C"-------------E-Mail Street Address -------=25=2=8~S=a=m~H=o=us=t=on'""-'-'A"'""ve=n ..... u=e ___________________ _ City --~H..._,u"'"'n=ts'-'"v=ill""-e _______ _ State TX Zip Code __ 7~7...,,3~4=0 _____ _ PhoneNumber __ ~97~9~-7~7,_4,_-1~9=3=8 _______ _ Fax Number ARCHITECT OR ENGINEER'S INFORMATION: Name _____ V~e"'-ro=n~ic=a~J=·-=B~·~M ..... o~rg~a~n,_-~M~i=tc~h=el~l=&~M~o~r~ga=n~·..:L=L~P E-Ma il v@mitchellandmorgan .com Street Address ____ _,5....,1_...1_,U""'n""'iv""'e""'rs=it..,,_y_,,D ...... ri.._._v=e-=E=a""'st"--, =S=ui=te._,2....,0'-'4'---------------------- City __ ___,C...,o=ll=eg""'e._S=t=a=tio=n_,___ _____ _ State TX Zip Code --~7~78=4~0'-------- PhoneNumber ___ 9=7~9~-2=6=0,_-6~9=6=3 ______ _ Fax Number 979-260-3564 OTHER CONTACTS (Please specify type of contact , i.e . project manager, potential buyer, local contact , etc .) Name __ _;G=r=e=g_.,L=e=-e_-=D=e~ve=lo=p~e'-'-r __________ _ E-Ma i l sdigreg@cox-internet.com Street Address __ 4'-'7_,.0=0__,,E=lm..:..:.o""-'-W,,,_,e=e=d=on"'-"'-'R=oa=d.,__-'S=t=e,_. 1,,,_,0=8'----------------------- City __ __,.C=o=lle"-"g=e_,S..,.ta=t=io""'n ______ _ State TX Zip Code ----~7~7~8~4=-5 __ _ Phone Number (979) 77 4-1938 Fax Number (979) 774-9091 Site Plan.DOC 08/01/02 1of3 -CURRENTZONING __ C~-~1 ________________________ _ PRESENT USE OF PROPERTY Vacant -------------------------- PROPOSED USE OF PROPERTY __ R_e_s_t_au_r_a_nt __________________ _ VARIANCE (S) REQUESTED AND REASON(S) Variance pp rev iously approved for driveway on Tx. Avenue . #OF PARKING SPACES REQUIRED ___ 2_1 __ # OF PARKING SPACES PROVIDED __ 2_1 __ _ MUL Tl-FAMILY RESIDENTIAL PARKLAND DEDICATION Total Acreage __ #of Multi-Family Dwell ing Units Floodplain Acreage __ x $345 = $ Housing Units __ __ # of acres in floodplain # of 1 Bedroom Units # of acres in detention # of 2 Bedroom Units __ #of acres in greenways #of 3 Bedroom Units __ date dedication approved by Parks Board # of 4 Bedroom Units COMMERCIAL FOR 2 BEDROOM UNITS ONLY Total Acreage .6364 __ #Bedrooms = 132 sq . ft. Building Square Feet 1,71 8 __ #Bedrooms< 132 sq. ft. Floodplain Acreage 0 NOTE: Parkland Dedication fee is due prior to the issuance of a Building Permit. The p /icant has prepared this application and certifies that the facts stated herein and exhibits attached here re true and correct. SITE PLAN CHECKLIST Site Plan .DOC 08 /01 /0 2 2 of 3 .- SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION Application is hereby made for the following development specific site/waterway alterations : ACKNOWLEDGMENTS: I \}~r:>tlA ~6M6'e.&Pt--i I, __ , design engineer/owner, hereby acknowledge or affirm that: The information and conclusions contained in the above plans and supporting documents comply with the current req r ments of the City of College Station, Texas City Code , Chapter 13 and its associated Dra inage Policy and Desig n Sta rds . As a condition of approval of this permit application, I agree to construct the improvements proposed in this apP. · ation accord ·ng t these documents and the requirements of Chapter 13 of the College Station City Code . Contractor Engineer Date C . I, __ , certify at the alterations or development covered by this permit shall not diminish the flood-carrying capacity of the waterway adjoini or crossing this permitted site and that such alterations or development are consistent with requirements of the Cit of College Station City Code, Chapter 13 concerning encroachments of floodways and of floodway fringes . ~ Engineer Date D. I, __ , do ertify that the proposed alterations do not raise the level of the 100 year flood above elevation established in the late Federa~~u~nce ~dministration Flood Hazard Study . ~------------------~ Engineer Date Conditions or comments as part of approval: Jn accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets, or existing drainage facilities. All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer for the above named project. All of the applicable codes and ordinances of the City of College Station shall apply SITE PLAN CH ECKLIST Site Pl an.DOC 08/01 /02 3 o f 3 09 /23 /2004 12 :08 FAX ,97 92603564 MIT CHELL and MOR GAN M ITC H ELL M\11 MORGAN PL AN AND DESIGN SPECIALIS T S IN CIVI L ENGINEERING Hydrau li cs •Hydrol ogy • Utilities • Streets • Site Pl a ns • Su bdivisions FA C SIMILE TRANSMITTAL SH E E T CO:\!PANY : (~--=4-_::.i___l-...!~~l...-_-=.iµ.,_~.:.x_.+~~~~-+-~~~~~~~- PHONE NUMBER: SENDER'S REFERENCE N UMB ER: RE : YOUR REFERENCE N UMBER: 0 URGENT 0 FOR REVIEW 0 PLEAS E COMMENT 0 PLEASE REPLY D PLEASE RECYCLE NOTES/COMM ENTS: 511 Unive r si t y Drive East. Su ite 20 4 •C o ll ege S t a tion• T e x as• 7 7 84 0 97 9 .2 60 .6 96 3 • 97 9 .2 60 .35 64 f ax • l nfo @mit c h el l and morga n.com www .mllchel la ndmorg an .com 14100 1/00 2 09 /23 /200 4 12:09 FAX 97926 0 3564 Sonic @Coo ner Engineers Es t imate Item De s cri ption 1 6" PVC San it ary Sewer Line 03034 SDR26 2 Standard Manhol e (0 '-6 Depth) 3 Standard Manhole (8'-10' Depth) 4 Connect to Ex is ting System MITCHELL a n d MO RGAN Unit Quantity Un it Cost LF 222 $22.00 EA 1 $2,50 0.00 EA 1 $2 ,800 .00 EA 2 $1,5 00.00 TOTAL==> $4 .884 .00 $2 ,500 .00 $2 .800 .00 $3 .000 00 $13, 184.00 14100 2 /0 02 ~-v DEVELOPMENT PERMIT PERMIT NO. 04-338 Project: SONIC@COONER COLLlGl STATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: REPUBLICBANK LOT2 DATE OF ISSUE: 09/14/04 OWNER: SONIC t/o 46~/A% TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: ·~ SITE ADDRESS: 401 TEXAS AVE DRAINAGE BASIN: Burton Creek VALID FOR 12 MONTHS CONTRACTOR: Full Development Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requirements of the City's Unified Development Ordinance , prior to any operations of this permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and required to remain is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil , solvents, asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also prohibited . EROSION CONTROL REQUIRED PER TCEQ PHASE II REGULATIONS AND CITY ORDINANCES The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate construction site in accordance with the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed erosion control measures are ineffective to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City, State and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as eros ion , siltation or sedimentation resulting from the permitted work . In accordance with Chapter 13 of the Code of Ordinances of the City of College Station, measures shall be taken to insure that debris from construction, erosion, and sedimentation shall not be deposited in city streets , or existing dra inage facilities . I hereby grant this permit for development of an area outs ide the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development permit application for the above named project and all of the codes and ordinances of the City of College Station that apply. Date ctµq~ Date /, i.\~~~ hly\~~ ~~ \) /l1,1TCHELL &/l1,0RGAN, LLP 511 University Drive East, Suite 204 College Station, TX 77840 Letter Of Transmittal Date ~ -q _0 :-{ Job: (979) 260-6963 / (979) 260-3564 FAX To:J'i [)QT 2107 To.bov-f?rXJ.d We are sending you: D Attached D Drawings "'1J Letter D Plans D Order Attention: n a.rt AJe)sm 0 Under separate cover via ____ the following: 0 Prints D Samples D Specifications 0 Other ______________ _ Item Date # of Copies Description I f Transmitted as checked below: a_cya CVA.J-pwpiu~ ow~ pQ,vVV) 1ss1.::>n .for dl/we~ e&ns+ruch,;;n PO(° Son1c..@Ll90~ zt/'{ B For approval D Approved as noted D Resubmit __ copies for approval '\. W For your use 0 Approved as submitted D Submit copies for d i stribution ~ As requested 0 Returned for corrections D Return corrected copies 0 For review 0 Other ___________ _ Remarks: C Q .c. ~cev T YI cm-c-pstiY) J COCS c:-tr5 l-('. e 1 Son;c copyto: __________ signed: DMti) fUyru • # Texas Department of Transportation 2102 Tabor Road Bryan, TX 77803 August 6, 2004 RE: Sonic Drive-In Access Permit on BS 6 -R (Texas Avenue) I have met with Ms. Veronica Morgan, P .E. of Mitchell & Morgan, LLP, site engineers for Sonic Drive-In, to review the construction drawings fo r the adjacent Sonic development located at the comer of Texas Avenue and Cooner Street in College Station. I understand that the driveway is currently designed with a 40- foot radius. As such, the curb line extends across the projection of my property line but will be wholly contained within the Texas Avenue right-of-way. I have no objection to this layout . If you have any questions please give me a call. Sincerely, Richard Smith Property Owner c SONIC RESTAURANT COONER STREET DRAINAGE ANALYSIS Final Report June 2004 Prepared for the City of College Station By /f'1TCHELL&/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 Sonic Cooner Stree t 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. \4 04 Date _,_ ..... ,,,,, --""i~ OF l's-\\ ,#"';(._ ~ ··*········· -r..., '• ,0.... ·· .. IS\. '* .. ·. * '· i . . ~ * • . * 1···································~ '»..Y.~.~.9.~19~.~:.~:.M98.§~~~ i"<>• •Q::r.: "1?b\~~ 77689 Q.i!;f} 'la~ ··.C}ISTE~~·· ~., '' &.s •••••••• ~0., '\\:10NAL <(::.---,,~~ INTRODUCTION SONIC RESTAURANT-COONER STREET DRAINAGE ANALYSIS The purpose of this drainage report is to detail the analysis and design of the required drainage infrastructure for the proposed Sonic Restaurant to be located at the intersection of Texas Avenue and Cooner Street. Proposed facilities include a 1716 sq. ft. building with a surrounding drive-through lane. In addition, covered bays are also provided for food service. Finally, required access drives and all utilities required for the site will be constructed as part of the project. This report focuses specifically on the increase in impervious cover and the impacts those changes have on the drainage patterns. The information provided includes predevelopment vs. postdevelopment hydrologic analysis for the project site. GENERAL LOCATION AND DESCRIPTION The proposed Sonic Restaurant will be located at the comer of Texas A venue and Cooner Street in College Station, Texas. A project location map has been provided as Exhibit Al. The property description for the proposed site is Lot 2 of the Republic Bank Addition. (Vol. 980, Pg. 629) While the entire 0.693 acre project site drains to one of the Burton Creek Tributaries, no portion of it lies within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 142, which has an effective date of July 2, 1992. A portion of the FEMA FIRM panel 142 has been provided as Exhibit A2. DRAINAGE DESIGN CRITERIA The drainage design for all proposed infrastructure meets or exceeds the standard set forth in 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 rainfall events. • Flow calculations are based on the Rational Method using a minimum time of concentration of 10 minutes. • The target peak runoff rate for the postdevelopment condition of the property is equal to or less than that of the predevelopment condition of the property. Detention is provided through the 100-year event. PRIMARY DRAINAGE BASIN DESCRIPTION Predeveloprnent Conditions The existing drainage patterns are presented in Exhibit B 1. As indicated, there is one drainage basin, which drains to the inlet at the east comer of the intersection of Texas Avenue and Cooner Street. The basin includes the entire 0.693 acre site, approximately 0.05 acres of which is classified as impervious cover. The site is otherwise completely undeveloped. The site is generally sloped from southeast to the northwest with elevations decreasing from 337 ft to 326 ft. This is a sign ificant amount of fall across a relatively small site. The in let at the Texas/Cooner intersection is considered the study point for this analysis . Postdevelopm ent Conditions The proposed grading and site additions will have a significant impact on the property as the 100 -year peak flow will be increased by a factor of two . The general drainage patterns will remain the same in that the site will still be sloped toward the study point; however there are four postdevelopment drainage areas, two of which will flow undetained to the study point and two of which will be ro u ted through the detention system that will be described in subsequent sections. The site development will result in the addition of approximately 0.5 acres of impervious cover to the site. A postdevelopment drainage area map has been provided as Exhibit B2. As demonstrated in Table 1 and Exhibit Cl, there is an increase in peak flow of 3.8 cfs for the 100-year storm, double that of the predevelopment flowrate for the same event. This increase will be reduced by using detention for subbasins PDA2 and PDA3 with subbasins PDAl and PDA4 flowing undetained to the inlet at the Texas/Cooner intersection . Drainage 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Flow C ond it ions Area Flow Flow Flow Flo w Flow Flow Sonic Cooner Street Prede v e lop ment Flo w 0 .69 3 1.9 2 .3 2 .6 3 .0 3.4 Postdevelo pment Fl ow 0 .693 3 .9 4 .7 5 .3 6.0 6.8 Flow Increase 1.9 2 .3 2 .6 3.0 3.4 Table 1. Peak Discharge Summary DRAINAGE FACILITY DESIGN In order to account for the significant increase in peak discharges for the project site, detention will be provided on-site. Due to the large elevation changes on the property and the limited amount of available space, underground detention was deemed to be the best solution. Exhibit C2 shows routing calculations for the detention facilities. Using the Contech Construction Products© software for underground detention design, the best layout was a series of three 48" Corrugated Steel Pipes (CSP) approximately 85 ft in length connected on either end by 48" CSP headers . As shown in Exhibit E, the detention system was placed under the drive aisle. The primary reason for this location was the need to meet minimum cover requirements of approximately 2 ft while elevating 3.8 7 .6 3 .8 - the system high enough to avoid any backwater effects from the downstream inlet. As designed , the system accomplishes these goals. Manholes have been included in the design for access to the system in order to facilitate required maintenance. The outfall consists of a 6" diameter orifice that feeds into a 12" PVC pipe. The outfall pipe will connect to the existing inlet box, which is designated as the study point. Approximately 3300 cubic feet of storage has been provided by this system. Appendix A includes a printout of the hydrologic , hydraulic and system layout from the Contech design program. The orifice will connect to the outfall pipe through the use of a standard reducer. The flow from subbasins PDA2 and PDA3 will drain overland into an inlet located at the west end of the site and then into the system via a 24" RCP. Flow from basins PDAI and PDA4 will flow undetained because of the site topography. Detention will be provided to account for additional attenuation of flow to compensate for this design. CONCLUSIONS The analysis of the proposed drainage infrastructure for the Sonic Restaurant at Cooner Street and Texas A venue resulted in a successful attenuation of flow for all of the events studied. Exhibit C2 provides the post-detention flow results for the project site. As shown, there was a net decrease in the peak flowrate for all studied events and adequate storage to prevent backflow into the parking areas . While the development of the site resulted in a notable increase in the peak flows, the design of drainage infrastructure is more than sufficient to account for that increase. As such, the drainage design presented meets the objectives of the City of College Station DPDS. <( ~ ~ w c 0 0 a:: w ..J ..J <( <( a.. c u. u. w w 0 w t-c c (!) a:: ..J a.. z <( z z <( <( w g Cl) w (.) <( ::c <( z ..J > :E ..J ..J t-..J <( w <( w Cl) w <( a:: (!) a:: ..J <( t-cw > <( > t-Wz w ..J a:: 0 z a:: w a:: <( 0 >w > <( c t-:::> <( c (!) a.. t-0 ..J 0 u. NO. AC. 0.4 0.6 0.95 ft. ft. EDA1 0.69 0.64 0.00 0.05 0.31 0.0 0.0 PDA1 0.10 0.00 0.07 0.03 0.07 0.0 0.0 PDA2 0.26 0.00 0.00 0.26 0.25 0.0 0.0 PDA3 0.24 0.00 0.00 0.24 0.22 0.0 0.0 PDA4 0.10 0.00 0.08 0.02 0.07 0.0 0.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations SONIC COONER STREET ~ ~ 0 0 ..J ..J u. u. >-a:: ::c a:: t-w t-w u t-(!) ~ :J 0 t-z ..J :::> w :::> <( w (!) ..J (!) u. > ft. ft. fUs 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 u t-u t-~ w I'll Cl) N (.) :::> ~ CJ min min In/Hr cfs 0.0 10.0 6.33 1.9 0.0 10.0 6.33 0.4 0.0 10.0 6.33 1.6 0.0 10.0 6.33 1.4 0.0 10.0 6.33 0.4 Predevelopment Flow Postdevelopment Flow Flow Increase EXHIBIT C1 !!? In/Hr 7.7 7.7 7.7 7.7 7.7 LO CJ cfs 2.3 0.5 1.9 1.7 0.5 2.3 4.7 2.3 0 ::!: In/Hr 8.6 8.6 8.6 8.6 8.6 0 ..... CJ cfs 2.6 0.6 2.1 1.9 0.6 2.6 5.3 2.6 LO ~ In/Hr 9.9 9.9 9.9 9.9 9.9 LO N CJ cfs 3.0 0.7 2.4 2.2 0.7 3.0 6.0 3.0 0 !!? In/Hr 11.1 11.1 11.1 11.1 11.1 0 LO CJ cfs 3.4 0.8 2.8 2.5 0.8 3.4 6.8 3.4 0 0 ::!: In/Hr 12.5 12.5 12.5 12.5 12.5 0 0 ..... CJ cfs 3.8 0.9 3.1 2.8 0.8 3.8 7.6 3.8 6/14/2004 0305-drainage-detention 040614.xls D.A. # D.A. # 'II: .s:: 0 c. w ~ z Cl iii 0 N M ... <( <( :::!: "C >-c c 0 :I: a. a. u Qp 1.9 1.7 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.4 2.0 0.4 0.3 0.7 3.0 0.6 0.5 1.1 4.0 0.8 0.7 1.5 5.0 1.0 0.9 1.8 6.0 1.1 1.0 2.2 7.0 1.3 1.2 2.5 8.0 1.5 1.4 2.9 9.0 1.7 1.6 3.3 10.0 1.9 1.7 3.6 11.0 1.8 1.6 3.5 12.0 1.7 1.6 3.3 13.0 1.6 1.5 3.1 14.0 1.5 1.4 2.9 15.0 1.4 1.3 2.7 16.0 1.3 1.2 2.5 17.0 1.2 1.1 2.4 18.0 1.1 1.0 2.2 19.0 1.1 1.0 2.0 20.0 1.0 0.9 1.8 21.0 0.9 0.8 1.6 22.0 0.8 0.7 1.5 23.0 0.7 0.6 1.3 24.0 0.6 0.5 1.1 25.0 0.5 0.4 0.9 26.0 0.4 0.3 0.7 27.0 0.3 0.3 0.5 28.0 0.2 0.2 0.4 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 1.91 3.64 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond RoutinQ EVENT= 5 c: 0 + c: .... c: '.E ~ 0 ...-0 .. + .!. ...-0 "C Ill c: :!:! + 5 c: > + c: (/) (/) :::l o~ c: N N 0 a. w cfs cfs cfs cfs ft 0.36 0.00 0.00 0.00 326.5 1.09 0.25 0.36 0.06 326.53 1.82 0.94 1.35 0.20 326.60 2.55 1.92 2.76 0.42 326.70 3.27 3.36 4.47 0.56 326.80 4.00 5.35 6.63 0.64 326.90 4.73 7.86 9.35 0.74 327.03 5.46 10.95 12.60 0.82 327.15 6.19 14.58 16.41 0.91 327.29 6.91 18.79 20.77 0.99 327.44 7.10 23.55 25.70 1.07 327.60 6.73 28.35 30.65 1.15 327.76 6.37 32.67 35.09 1.21 327.89 6.00 36.53 39.04 1.26 328.01 5.64 39.94 42.53 1.30 328.10 5.28 42.92 45.58 1.33 328.19 4.91 45.47 48.19 1.36 328.27 4.55 47.62 50.38 1.38 328.33 4.18 49.36 52.16 1.40 328.38 3.82 50.71 53.54 1.42 328.42 3.46 51.67 54.53 1.43 328.45 3.09 52.25 55.13 1.44 328.46 2.73 52.47 55.35 1.44 328.47 2.37 52.33 55.20 1.44 328.47 2.00 51.83 54.69 1.43 328.45 1.64 50.99 53.83 1.42 328.43 1.27 49.81 52.63 1.41 328.39 0.91 48.30 51.09 1.39 328.35 0.55 46.47 49.21 1.37 328.29 0.18 44.32 47.01 1.35 328.23 0.00 41.86 44.50 1.32 328.16 0.00 39.29 41.86 1.29 328.09 0.00 36.77 39.29 1.26 328.01 0.00 34.31 36.77 1.23 327.94 0.00 31.92 34.31 1.20 327.86 0.00 29.59 31.92 1.16 327.79 1.44 328.47 EXHIBIT C2 c w C) (/) ...I~ ...I 0 ...-.q-<( a. ...-<( ...... <( <( ...... 0 <( ...... !Q c c 0 0::: c e~ a. a. ~ a. w 0.5 0.5 2.3 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.16 0.2 0.23 0.1 0.1 0.41 0.5 0.47 0.2 0.2 0.73 0.7 0.70 0.2 0.2 0.97 0.9 0.94 0.3 0.3 1.16 1.2 1.17 0.3 0.3 1.37 1.4 1.41 0.4 0.4 1.55 1.6 1.64 0.4 0.4 1.75 1.9 1.88 0.5 0.5 1.93 2.1 2.11 0.5 0.5 2.12 2.3 2.35 0.5 0.5 2.14 2.2 2.23 0.5 0.5 2.14 2.1 2.11 0.4 0.4 2.14 2.0 1.99 0.4 0.4 2.13 1.9 1.88 0.4 0.4 2.11 1.8 1.76 0.4 0.4 2.09 1.6 1.64 0.3 0.3 2.06 1.5 1.53 0.3 0.3 2.03 1.4 1.41 0.3 0.3 1.99 1.3 1.29 0.3 0.3 1.95 1.2 1.17 0.2 0.2 1.90 1.1 1.06 0.2 0.2 1.85 0.9 0.94 0.2 0.2 1.80 0.8 0.82 0.2 0.2 1.74 0.7 0.70 0.1 0.1 1.68 0.6 0.59 0.1 0.1 1.62 0.5 0.47 0.1 0.1 1.55 0.4 0.35 0.1 0.1 1.48 0.2 0.23 0.0 0.0 1.40 0.1 0.12 0.0 0.0 1.32 0.0 0.00 0.0 0.0 1.29 0.0 0.00 0.0 0.0 1.26 0.0 0.00 0.0 0.0 1.23 0.0 0.00 0.0 0.0 1.20 0.0 0.00 0.0 0.0 1.16 0.0 0.00 0.52 0.52 2.14 2.35 0305-drainage-detention 040614.xls D.A. # D.A. # :a: J: 0 Q. w nl z ... Cl iii 0 N .., ... < < :!: "C >. 0 0 0 J: Cl. Q. u Qp 2.1 1.9 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.4 2.0 0.4 0.4 0.8 3.0 0.6 0.6 1.2 4.0 0.9 0.8 1.6 5.0 1.1 1.0 2.0 6.0 1.3 1.2 2.5 7.0 1.5 1.4 2.9 8.0 1.7 1.6 3.3 9.0 1.9 1.7 3.7 10.0 2.1 1.9 4.1 11.0 2.0 1.8 3.9 12.0 1.9 1.7 3.7 13.0 1.8 1.6 3.5 14.0 1.7 1.6 3.3 15.0 1.6 1.5 3.1 16.0 1.5 1.4 2.9 17.0 1.4 1.3 2.7 18.0 1.3 1.2 2.5 19.0 1.2 1.1 2.2 20.0 1.1 1.0 2.0 21.0 1.0 0.9 1.8 22.0 0.9 0.8 1.6 23.0 0.8 0.7 1.4 24.0 0.6 0.6 1.2 25.0 0.5 0.5 1.0 26.0 0.4 0.4 0.8 27.0 0.3 0.3 0.6 28.0 0.2 0.2 0.4 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.14 4.08 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 10 c: a + c: -c: '.!:! ~ .2 .... 0 + ..:. .... 0 "C 1;j c: '.!:! + s c: > + c: (/) (/) ::i o~ c: N N 0 a.. w cfs cfs cfs cfs ft 0.41 0.00 0.00 0.00 326.5 1.23 0.28 0.41 0.06 326.53 2.04 1.05 1.51 0.23 326.61 2.86 2.16 3.09 0.47 326.73 3.68 3.86 5.02 0.58 326.83 4.49 6.18 7.54 0.68 326.95 5.31 9.12 10.67 0.77 327.08 6.13 12.69 14.43 0.87 327.22 6.94 16.90 18.82 0.96 327.38 7.76 21.76 23.85 1.04 327.54 7.96 27.26 29.52 1.13 327.72 7.56 32.81 35.22 1.21 327.89 7.15 37.82 40.36 1.27 328.04 6.74 42.32 44.97 1.32 328.17 6.33 46.32 49.06 1.37 328.29 5.92 49.83 52.65 1.41 328.39 5.51 52.87 55.75 1.44 328.48 5.11 55.44 58.38 1.47 328.56 4.70 57.57 60.55 1.49 328.62 4.29 59.25 62.26 1.51 328.67 3.88 60.50 63.54 1.52 328.70 3.47 61.32 64.38 1.53 328.73 3.06 61.73 64.79 1.53 328.74 2.65 61.73 64.79 1.53 328.74 2.25 61.32 64.38 1.53 328.73 1.84 60.53 63.57 1.52 328.70 1.43 59.35 62.37 1.51 328.67 1.02 57.79 60.78 1.49 328.63 0.61 55.87 58.82 1.47 328.57 0.20 53.58 56.48 1.45 328.50 0.00 50.94 53.79 1.42 328.43 0.00 48.16 50.94 1.39 328.34 0.00 45.44 48.16 1.36 328.26 0.00 42.78 45.44 1.33 328.19 0.00 40.19 42.78 1.30 328.11 0.00 37.65 40.19 1.27 328.04 1.53 328.74 EXHIBITC2 0 w Cl (/) ...J ~ ...J 0 .... ...,. < Q. .... < I-< < I-0 < I-!Q 0 0 0 a::: 0 0 >< a.. Q. I-Q. w I-w 0.6 0.6 2.6 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.18 0.3 0.26 0.1 0.1 0.46 0.5 0.53 0.2 0.2 0.82 0.8 0.79 0.2 0.2 1.05 1.1 1.05 0.3 0.3 1.26 1.3 1.32 0.4 0.3 1.48 1.6 1.58 0.4 0.4 1.69 1.8 1.84 0.5 0.5 1.89 2.1 2.11 0.5 0.5 2.10 2.4 2.37 0.6 0.6 2.30 2.6 2.63 0.6 0.6 2.32 2.5 2.50 0.5 0.5 2.33 2.4 2.37 0.5 0.5 2.32 2.2 2.24 0.5 0.5 2.31 2.1 2.11 0.4 0.4 2.29 2.0 1.98 0.4 0.4 2.26 1.8 1.84 0.4 0.4 2.23 1.7 1.71 0.4 0.3 2.19 1.6 1.58 0.3 0.3 2.15 1.4 1.45 0.3 0.3 2.11 1.3 1.32 0.3 0.3 2.06 1.2 1.19 0.2 0.2 2.00 1.1 1.05 0.2 0.2 1.94 0.9 0.92 0.2 0.2 1.88 0.8 0.79 0.1 0.1 1.81 0.7 0.66 0.1 0.1 1.74 0.5 0.53 0.1 0.1 1.67 0.4 0.40 0.1 0.1 1.59 0.3 0.26 0.0 0.0 1.51 0.1 0.13 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.0 0.0 1.36 0.0 0.00 0.0 0.0 1.33 0.0 0.00 0.0 0.0 1.30 0.0 0.00 0.0 0.0 1.27 0.0 0.00 0.59 0.58 2.33 2.63 0305-drainage-detention 040614.xls D.A. # D.A. # 'II: .c: c c. w Ill z ... O> ii5 e N .., :::i! 't:l < < >-c c 0 J: a.. a.. (.) Qp 2.4 2.2 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.5 2.0 0.5 0.4 0.9 3.0 0.7 0.7 1.4 4.0 1.0 0.9 1.9 5.0 1.2 1.1 2.3 6.0 1.5 1.3 2.8 7.0 1.7 1.6 3.3 8.0 2.0 1.8 3.7 9.0 2.2 2.0 4.2 10.0 2.4 2.2 4.7 11.0 2.3 2.1 4.4 12.0 2.2 2.0 4.2 13.0 2.1 1.9 4.0 14.0 2.0 1.8 3.7 15.0 1.8 1.7 3.5 16.0 1.7 1.6 3.3 17.0 1.6 1.4 3.0 18.0 1.5 1.3 2.8 19.0 1.3 1.2 2.6 20.0 1.2 1.1 2.3 21.0 1.1 1.0 2.1 22.0 1.0 0.9 1.9 23.0 0.9 0.8 1.6 24.0 0.7 0.7 1.4 25.0 0.6 0.6 1.2 26.0 0.5 0.4 0.9 27.0 0.4 0.3 0.7 28.0 0.2 0.2 0.5 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.45 4.66 0. 00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 25 c: 0 + c: .. c: 32 ~ 0 .... 0 :;; + ..:. .... 0 't:l Ill c: + s + ~I c: c: > "' :I 0 .!!! E N 0 a.. w cfs cfs cfs cfs ft 0.47 0.00 0.00 0.00 326.5 1.40 0.33 0.47 0.07 326.53 2.33 1.20 1.72 0.26 326.63 3.27 2.50 3.53 0.52 326.76 4.20 4.55 5.76 0.61 326.86 5.13 7.29 8.74 0.73 327.00 6.06 10.78 12.42 0.82 327.15 7.00 15.01 16.85 0.92 327.31 7.93 19.98 22.01 1.02 327.48 8.86 25.69 27.91 1.11 327.67 9.10 32.16 34.56 1.20 327.87 8.63 38.69 41.25 1.28 328.07 8.16 44.62 47.32 1.35 328.24 7.70 49.96 52.78 1.41 328.40 7.23 54.73 57.66 1.46 328.54 6.76 58.96 61.96 1.50 328.66 6.30 62.64 65.72 1.54 328.77 5.83 65.79 68.93 1.57 328.86 5.36 68.42 71.62 1.60 328.94 4.90 70.55 73.79 1.62 329.00 4.43 72.18 75.45 1.63 329.05 3.96 73.32 76.61 1.65 329.08 3.50 73.98 77.28 1.65 329.10 3.03 74.17 77.47 1.65 329.11 2.57 73.90 77.20 1.65 329.10 2.10 73.17 76.46 1.64 329.08 1.63 72.01 75.27 1.63 329.04 1.17 70.40 73.64 1.62 328.99 0.70 68.37 71.57 1.60 328.93 0.23 65.93 69.07 1.57 328.86 0.00 63.07 66.16 1.55 328.78 0.00 60.04 63.07 1.52 328.69 0.00 57.07 60.04 1.49 328.60 0.00 54.16 57.07 1.46 328.52 0.00 51.31 54.16 1.42 328.44 0.00 48.52 51.31 1.39 328.35 1.65 329.11 EXHIBITC2 c w (!) "' ...J ~ ...J 0 .... ..,,. < a.. .... < .... < < .... 0 < .... !Q c c 0 D:: c e~ a.. a.. .... a.. w 0.7 0.7 3.0 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.20 0.3 0.30 0.1 0.1 0.53 0.6 0.60 0.2 0.2 0.92 0.9 0.90 0.3 0.3 1.14 1.2 1.20 0.3 0.3 1.40 1.5 1.50 0.4 0.4 1.62 1.8 1.80 0.5 0.5 1.86 2.1 2.11 0.5 0.5 2.08 2.4 2.41 0.6 0.6 2.31 2.7 2.71 0.7 0.7 2.54 3.0 3.01 0.6 0.6 2.55 2.9 2.86 0.6 0.6 2.55 2.7 2.71 0.6 0.6 2.55 2.6 2.56 0.5 0.5 2.53 2.4 2.41 0.5 0.5 2.51 2.3 2.26 0.5 0.5 2.48 2.1 2.11 0.4 0.4 2.44 2.0 1.96 0.4 0.4 2.40 1.8 1.80 0.4 0.4 2.35 1.7 1.65 0.3 0.3 2.30 1.5 1.50 0.3 0.3 2.25 1.4 1.35 0.3 0.3 2.19 1.2 1.20 0.2 0.2 2.12 1.1 1.05 0.2 0.2 2.05 0.9 0.90 0.2 0.2 1.98 0.8 0.75 0.1 0.1 1.90 0.6 0.60 0.1 0.1 1.82 0.5 0.45 0.1 0.1 1.73 0.3 0.30 0.0 0.0 1.64 0.2 0.15 0.0 0.0 1.55 0.0 0.00 0.0 0.0 1.52 0.0 0.00 0.0 0.0 1.49 0.0 0.00 0.0 0.0 1.46 0.0 0.00 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.67 0.67 2.55 3.01 0305-drainage-detention 040614 .xis D.A. # D.A. # ~ ..c: c Q. w «I z .. Cl iii 0 N .., .. < < ::!: "O >o c c 0 ::i: a. a. (.) Qp 2.4 2.2 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.5 2.0 0.5 0.4 0.9 3.0 0.7 0.7 1.4 4.0 1.0 0.9 1.9 5.0 1.2 1.1 2.3 6.0 1.5 1.3 2.8 7.0 1.7 1.6 3.3 8.0 2.0 1.8 3.7 9.0 2.2 2.0 4.2 10.0 2.4 2.2 4.7 11.0 2.3 2.1 4.4 12.0 2.2 2.0 4.2 13.0 2.1 1.9 4.0 14.0 2.0 1.8 3.7 15.0 1.8 1.7 3.5 16.0 1.7 1.6 3.3 17.0 1.6 1.4 3.0 18.0 1.5 1.3 2.8 19.0 1.3 1.2 2.6 20.0 1.2 1.1 2.3 21.0 1.1 1.0 2.1 22.0 1.0 0.9 1.9 23.0 0.9 0.8 1.6 24.0 0.7 0.7 1.4 25.0 0.6 0.6 1.2 26.0 0.5 0.4 0.9 27.0 0.4 0.3 0.7 28.0 0.2 0.2 0.5 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.45 4.66 0.00 indicates inital condition EXHIBITC2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 50 c: 0 + c: :€ c: ~ 0 ... 0 ;:; + ,.!. ... 0 "O «I c: "O + s c: > + c: iii (J) :::i o~ c: N N 0 a. w cfs cfs cfs cfs ft 0.47 0.00 0.00 0.00 326.5 1.40 0.33 0.47 0.07 326.53 2.33 1.20 1.72 0.26 326.63 3.27 2.50 3.53 0.52 326.76 4.20 4.55 5.76 0.61 326.86 5.13 7.29 8.74 0.73 327.00 6.06 10.78 12.42 0.82 327.15 7.00 15.01 16.85 0.92 327.31 7.93 19.98 22.01 1.02 327.48 8.86 25.69 27.91 1.11 327.67 9.10 32.16 34.56 1.20 327.87 8.63 38.69 41.25 1.28 328.07 8.16 44.62 47.32 1.35 328.24 7.70 49.96 52.78 1.41 328.40 7.23 54.73 57.66 1.46 328.54 6.76 58.96 61.96 1.50 328.66 6.30 62.64 65.72 1.54 328.77 5.83 65.79 68.93 1.57 328.86 5.36 68.42 71.62 1.60 328.94 4.90 70.55 73.79 1.62 329.00 4.43 72.18 75.45 1.63 329.05 3.96 73.32 76.61 1.65 329.08 3.50 73.98 77.28 1.65 329.10 3.03 74.17 77.47 1.65 329.11 2.57 73.90 77.20 1.65 329.10 2.10 73.17 76.46 1.64 329.08 1.63 72.01 75.27 1.63 329.04 1.17 70.40 73.64 1.62 328.99 0.70 68.37 71.57 1.60 328.93 0.23 65.93 69.07 1.57 328.86 0.00 63.07 66.16 1.55 328.78 0.00 60.04 63.07 1.52 328.69 0.00 57.07 60.04 1.49 328.60 0.00 54.16 57.07 1.46 328.52 0.00 51.31 54.16 1.42 328.44 0.00 48.52 51.31 1.39 328.35 1.65 329.11 EXHIBITC2 c w ~ (J) ...J ~ ...J 0 .... v <a. .... < I-< < I-0 < I-!Q c c 0 a:: c ox a. a. i;;. a. w I-w 0.7 0.7 3.0 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.20 0.3 0.30 0.1 0.1 0.53 0.6 0.60 0.2 0.2 0.92 0.9 0.90 0.3 0.3 1.14 1.2 1.20 0.3 0.3 1.40 1.5 1.50 0.4 0.4 1.62 1.8 1.80 0.5 0.5 1.86 2.1 2.11 0.5 0.5 2.08 2.4 2.41 0.6 0.6 2.31 2.7 2.71 0.7 0.7 2.54 3.0 3.01 0.6 0.6 2.55 2.9 2.86 0.6 0.6 2.55 2.7 2.71 0.6 0.6 2.55 2.6 2.56 0.5 0.5 2.53 2.4 2.41 0.5 0.5 2.51 2.3 2.26 0.5 0.5 2.48 2.1 2.11 0.4 0.4 2.44 2.0 1.96 0.4 0.4 2.40 1.8 1.80 0.4 0.4 2.35 1.7 1.65 0.3 0.3 2.30 1.5 1.50 0.3 0.3 2.25 1.4 1.35 0.3 0.3 2.19 1.2 1.20 0.2 0.2 2.12 1.1 1.05 0.2 0.2 2.05 0.9 0.90 0.2 0.2 1.98 0.8 0.75 0.1 0.1 1.90 0.6 0.60 0.1 0.1 1.82 0.5 0.45 0.1 0.1 1.73 0.3 0.30 0.0 0.0 1.64 0.2 0.15 0.0 0.0 1.55 0.0 0.00 0.0 0.0 1.52 0.0 0.00 0.0 0.0 1.49 0.0 0.00 0.0 0.0 1.46 0.0 0.00 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.67 0.67 2.55 3.01 0305-drainage-detention 040614.xls D.A. # D.A. # 'It s; c 0. w ~ z tn iD 0 N .., ... ::!: "C <( <( >-c c 0 J: 0.. 0.. u Qp 3.1 2.8 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.3 0.3 0.6 2.0 0.6 0.6 1.2 3.0 0.9 0.8 1.8 4.0 1.2 1.1 2.4 5.0 1.6 1.4 3.0 6.0 1.9 1.7 3.6 7.0 2.2 2.0 4.1 8.0 2.5 2.3 4.7 9.0 2.8 2.5 5.3 10.0 3.1 2.8 5.9 11.0 3.0 2.7 5.6 12.0 2.8 2.5 5.3 13.0 2.6 2.4 5.0 14.0 2.5 2.3 4.7 15.0 2.3 2.1 4.4 16.0 2.2 2.0 4.1 17.0 2.0 1.8 3.9 18.0 1.9 1.7 3.6 19.0 1.7 1.5 3.3 20.0 1.6 1.4 3.0 21.0 1.4 1.3 2.7 22.0 1.2 1.1 2.4 23.0 1.1 1.0 2.1 24.0 0.9 0.8 1.8 25.0 0.8 0.7 1.5 26.0 0.6 0.6 1.2 27.0 0.5 0.4 0.9 28.0 0.3 0.3 0.6 29.0 0.2 0.1 0.3 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 3.11 5.92 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 100 c: 0 t. c: c: :E ~ 0 .... 0 :;; + ..!. .... 0 "C ns c: + s + :E c: c: > (/) (/) ::s o~ .E N N 0 0.. w cfs cfs cfs cfs ft 0.59 0.00 0.00 0.00 326.5 1.78 0.41 0.59 0.09 326.54 2.96 1.53 2.19 0.33 326.66 4.15 3.38 4.49 0.56 326.80 5.33 6.17 7.52 0.68 326.95 6.52 9.91 11.50 0.80 327.11 7.70 14.60 16.42 0.91 327.29 8.89 20.26 22.30 1.02 327.49 10.07 26.90 29.15 1.13 327.71 11.26 34.51 36.97 1.23 327.94 11.55 43.10 45.77 1.33 328.20 10.96 51.79 54.66 1.43 328.45 10.37 59.73 62.76 1.51 328.68 9.78 66.93 70.10 1.58 328.89 9.18 73.42 76.71 1.65 329.09 8.59 79.19 82.60 1.70 329.26 8.00 84.28 87.79 1.75 329.43 7.41 88.69 92.28 1.79 329.57 6.81 92.43 96.10 1.83 329.70 6.22 95.51 99.25 1.87 329.82 5.63 97.95 101.74 1.89 329.92 5.04 99.75 103.58 1.91 329.99 4.44 100.94 104.79 1.93 330.04 3.85 101.51 105.38 1.94 330.07 3.26 101.49 105.36 1.93 330.07 2.67 100.90 104.75 1.93 330.04 2.07 99.74 103.56 1.91 329.99 1.48 98.02 101.81 1.89 329.92 0.89 95.77 99.51 1.87 329.83 0.30 92.98 96.66 1.84 329.72 0.00 89.67 93.28 1.80 329.61 0.00 86.13 89.67 1.77 329.48 0.00 82.66 86.13 1.74 329.37 0.00 79.25 82.66 1.70 329.26 0.00 75.91 79.25 1.67 329.16 0.00 72.63 75.91 1.64 329.06 1.94 330.07 EXHIBITC2 c w (!) (/) ..J ~ ..J 0 .... ""' <( 0.. .... <( I-<( <( I-0 <( I-!Q c c 0 0:: c e~ 0.. 0.. I-0.. w 0.9 0.8 3.8 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.26 0.4 0.38 0.2 0.2 0.67 0.8 0.76 0.3 0.3 1.07 1.1 1.15 0.3 0.3 1.36 1.5 1.53 0.4 0.4 1.65 1.9 1.91 0.5 0.5 1.93 2.3 2.29 0.6 0.6 2.21 2.7 2.67 0.7 0.7 2.48 3.1 3.06 0.8 0.8 2.76 3.4 3.44 0.9 0.8 3.03 3.8 3.82 0.8 0.8 3.04 3.6 3.63 0.8 0.8 3.04 3.4 3.44 0.7 0.7 3.03 3.2 3.25 0.7 0.7 3.01 3.1 3.06 0.6 0.6 2.98 2.9 2.87 0.6 0.6 2.94 2.7 2.67 0.6 0.5 2.90 2.5 2.48 0.5 0.5 2.85 2.3 2.29 0.5 0.5 2.80 2.1 2.10 0.4 0.4 2.74 1.9 1.91 0.4 0.4 2.68 1.7 1.72 0.3 0.3 2.61 1.5 1.53 0.3 0.3 2.53 1.3 1.34 0.3 0.3 2.44 1.1 1.15 0.2 0.2 2.35 1.0 0.96 0.2 0.2 2.25 0.8 0.76 0.1 0.1 2.15 0.6 0.57 0.1 0.1 2.04 0.4 0.38 0.0 0.0 1.92 0.2 0.19 0.0 0.0 1.80 0.0 0.00 0.0 0.0 1.77 0.0 0.00 0.0 0.0 1.74 0.0 0.00 0.0 0.0 1.70 0.0 0.00 0.0 0.0 1.67 0.0 0.00 0.0 0.0 1.64 0.0 0.00 0.85 0.84 3.04 3.82 0305-drainage-detention 040614.xls APPENDIX A UNDERGROUND DETENTION RESULTS ,.,_~1~ll..1Tr,.,_u ·__...::;~~~-= .------.-. ~ •• Iii ~ _.,., - - CONSTRUCTION PRODUCTS INC. CONTECH Underground Stormwater Detention System Design Program Project Information Date Project Name Project Location Project Owner Project Engineer File Name Common Stage Increment Total Amount of system storage used Maximum Discharge from the system Maximum water elevation (stage) version 1.0.0 Flow Routing Review Results 6/11/2004 11 :37 :05 AM Sonic Cooner Street Underground Detention Design Lot 2 Rebub lic Bank Additio n, Texas Ave. @ Cooner Street Darden Restaurants Inc. Mitchell & Morgan , LL P S:\Proj\0315-soniccooner\3x48in-CMP-final .uds 0 .25 ft 3229.708 ft' (97.7% of available) 1.908 ft3/s 330 .27 ft (94 .3% of available) CONTECH Onderground Storrnwater Detention System Design Program v1 .0 .0 -1 of 12 Hydrograph Duration Hydrograph Time Increment Time O.Omin 0 .1 min 0 .2min 0.3min 0.4 min 0 .5 min 0 .6 min 0.7 min 0 .8 min 0.9 min 1.0 min 1.1 min 1.2 min 1.3 min 1.4 min 1.5min 1.6min 1.7min 1.8 min 1.9 min 2.0 min 2.1 min 2 .2 min 2.3 min 2 .4min 2 .5 min 2 .6 min 2 .7 min 2 .8 min 2 .9 min 3 .0 min 3 .1 min 3 .2 min 3.3 min 3.4 min 3.5 min 3.6 min 3.7 min 3.8 min 3 .9 min 4.0 min 4 .1 min 4 .2 min 4.3 min 4.4 min 4.5 min 4.6 min 4.7 min 4.8 min 4.9 min 5.0 min 10.0 min 15.0 min 20 .0 min 25 .0 min 30 .0 min User-entered Hydrograph Summary 60 minutes 5 minutes (for display only) Inflow 0.000 ft3/s 0.060 ft3/s 0.120 ft3/s 0.180 ft3/s 0.240 ft'/s 0 .300 ft3/s 0 .360 ft'/s 0 .420 ft3/s 0.480 ft'/s 0 .540 ft3/s 0.600 ft3/s 0.660 ft'ls 0. 720 ft' ls 0.780 ft3/s 0 .840 ft'/s 0.900 ft3/s 0 .960 ft3/s 1.020 ft3/s 1.080 ft3/s 1.140 ft3/s 1.200 ft3/s 1.260 ft3/s 1.320 ft3/s 1.380 ft3/s 1.440 ft3/s 1.500 ft3/s 1.560 ft3/s 1.620 ft'/s 1.680 ft3/s 1.740 ft3/s 1.800 ft3/s 1.860 ft3/s 1.920 ft3/s 1.980 ft3/s 2 .040 ft3/s 2 .100 ft'/s 2 .160 ft3/s 2.220 ft3/s 2 .280 ft'/s 2 .340 ft'/s 2.400 ft3/s 2.460 ft'/s 2.520 ft3/s 2 .580 ft3/s 2 .640 ft3/s 2 .700 ft'/s 2 .760 ft3/s 2.82 0 ft3/s 2 .880 ft'/s 2 .940 ft3/s 3 .000 ft'/s 5.900 ft3/s 4.400 ft3/s 3.000 ft3/s 1.500 ft'/s 0 .000 ft3/s CONTECH Underground Stormwater Detention System Design Program v1 .0 .0 -2 of 12 Site Layout Details 85 .0011 -. ·----------· ·+.,.-..-.... --------------------------------------------1 = 0 0 <D CONTECH Underground Storrnwater Detention System Design Program v1 .0 .0 -3of12 Site Layout Pipe Legend Note : The site layou t as dra wn will most likely no t match that use d in actual pra ctice. The 'ite m s ' used by this software package are used to cons truct the shape and design the system only. Actual production fittings will vary. You may request shop drawings for approval from the m anufa c tu rer. Finished Grade Alignment Point x co-ordinate y co-ordinate Elevation Ground slope in x-directio n Ground slope in y-direction Item #1 (Qty = 2) Elbow Round Ultra Flo 48 in x 48 in 3 ft LG (Leg 1) 3 .97 ft LG (Leg 2) 90 deg . bend 326 .5 ft El. Base pt (x ,y) = 0 .0 ,0 .0 in Rotation ang le = 270 degrees Item #2 (Qty = 2) Tee-Main Round Ultra Flo 48 in x 48 in 6 ft LG 326 .5 ft El. Base pt (x ,y) = 0.0,72 .0 in Rotat ion ang le = 450 degrees Item #3 (Qty= 2) Elbow Round Ult ra Flo 48 in x 48 in 3 .97 ft LG (Leg 1) 3 ft LG (Leg 2) 90 deg . bend 326 .5 ft El. Base pt (x ,y) = 0.0 , 144 .0 in Rotation angle = 540 degrees Riser #3-1 9 14.4 Diameter 1372 High Item #4 (Qty= 3) Straight Round Ultra Flo 48 in x 48 in 73 .06 ft LG 326 .5 ft El. Base pt (x ,y) = 486 .0 ,1 44 .0 in Rotat ion ang le = 720 deg rees Tee-Branch Round Ultra Flo 48 in x 48 in 1 .97 ft LG 326.5 ft El. -24 .0 -24 .0 332 .50 ft 0% 0% CONTECH Underground Stormwater Detention System Design Program v1 .0 .0 -4of12 Site Layout Pipe Legend CONTECH Underground Stormwater Detention System Des ign Program v1 .0.0·5of12 Storage Results Ple as e see the si te layout output for the storage pipe summary Sta9e Stora9e Sta9e Stora9e 326.4993 ft 0.00 ft3 326 .7060 ft 64 .87 ft3 326 .5026 ft 0.13ft3 326.7093 ft 66.41 ft 3 326 .5059 ft 0 .3 7 ft3 326.7126 ft 67 .95 ft3 326 .5092 ft 0.68 ft3 326.7159 ft 69 .51 ft3 326 .5125 ft 1.05 ft 3 326 .7192 ft 71 .08 ft 3 326 .5157 ft 1.47 ft 3 326.7224 ft 72 .66 ft3 326 .5190 ft 1.93 ft3 326 .7257 ft 74 .24 ft3 326 .5223 ft 2.44 ft3 326 .7290 ft 75 .85 ft3 326.5256 ft 2 .98 ft3 326 .7323 ft 77.46 ft 3 326.5289 ft 3.55 ft3 326 .7356 ft 79 .08 ft3 326.5322 ft 4 .16ft3 326 .7388 ft 80.71 ft3 326.5354 ft 4 .80 ft3 326 .7421 ft 82 .35 ft3 326.5387 ft 5.46 ft3 326 .7454 ft 84.01 ft3 326 .5420 ft 6 .16ft3 326 .7487 ft 85.67 ft3 326.5453 ft 6 .88 ft3 326.7520 ft 87.35 ft3 326 .5486 ft 7 .63 ft3 326.7552 ft 89.03 ft3 326.5518 ft 8.40 ft3 326.7585 ft 90.72 ft3 326 .5551 ft 9.20 ft3 326 .7618 ft 92.43 ft3 326 .5584 ft 10 .02 ft3 326 .7651 ft 94 .14 ft3 326 .5617 ft 10 .87 ft3 326.7684 ft 95 .87 ft3 326.5650 ft 11 .73ft3 326 .7717 ft 97 .60 ft3 326 .5682 ft 12 .62 ft3 326.7749 ft 99 .34 ft3 326.5715 ft 13 .53 ft3 326.7782 ft 101.10ft3 326 .5748 ft 14 .46 ft3 326.7815 ft 102.86 ft3 326 .5781 ft 15.41 ft3 326.7848 ft 104.63 ft3 326 .5814 ft 16.37 ft3 326.7881 ft 106.41 ft3 326 .5846 ft 17 .36 ft3 326 .7913 ft 108.20 ft3 326 .5879 ft 18 .37 ft3 326 .7946 ft 110.00 ft3 326 .5912 ft 19 .39 ft3 326 .7979 ft 111.81 ft3 326 .5945 ft 20.44 ft3 326 .8012 ft 113.63 ft3 326 .5978 ft 21 .50 ft3 326 .8045 ft 1 15 .46 ft 3 326 .6010 ft 22.57 ft3 326 .8077 ft 117 .30 ft3 326 .6043 ft 23 .67 ft3 326 .8110 ft 119.14 ft 3 326 .6076 ft 24 .78 ft3 326 .8143 ft 121 .00 ft3 326 .6109 ft 25 .91 ft3 326 .8176 ft 122.86 ft3 326 .6142 ft 27 .06 ft3 326 .8209 ft 124 .73 ft3 326 .6175 ft 28 .22 ft3 326 .8241 ft 126.61 ft3 326 .6207 ft 29 .39 ft3 326 .8274 ft 128.50 ft 3 326.6240 ft 30 .58 ft3 327.0768 ft 294.04 ft3 326 .6273 ft 31 .79 ft3 327.3261 ft 493.22 ft3 326.6306 ft 33 .01 ft3 327 .5755 ft 716.31 ft3 326.6339 ft 34 .25 ft3 327 .8248 ft 956.54 ft3 326 .6371 ft 35 .50 ft3 328 .0741 ft 1208.54 ft3 326.6404 ft 36 .77 ft3 328 .3235 ft 1467.69 ft' 326 .6437 ft 38 .05 ft3 328 .5728 ft 1729.74 ft' 326 .6470 ft 39 .34 ft 3 328 .8222 ft 1990.58 ft3 326 .6503 ft 40 .65 ft3 329 .0715 ft 2246 .05 ft3 326.6535 ft 41.97 ft3 329 .3209 ft 2491 .71 ft3 326 .6568 ft 43.31 ft' 329 .57 02 ft 2722 .55 ft3 326 .6601 ft 44.66 ft3 329 .8196 ft 2932 .50 ft3 326.6634 ft 46 .02 ft3 330 .0689 ft 3113 .35 ft3 326 .6667 ft 47.40 ft3 330.3182 ft 325 1.57 ft3 326 .6699 ft 48 .78 ft3 330 .50 ft 3304 .709 ft' 326 .6732 ft 50.19 ft3 326.6765 ft 51.60 ft3 326 .6798 ft 53 .03 ft 3 326.6831 ft 54.46 ft 3 326.6864 ft 55 .92 ft3 326.6896 ft 57 .38 ft' 326 .6929 ft 58.85 ft 3 326 .6962 ft 60 .34 ft 3 326 .6995 ft 61 .84 ft' 326.7028 ft 63 .35 ft3 CONTECH Underground Stormwater Detention System De sign Program v1 .0 .0 -6 of 12 Discharge Results Calculated Discharge Orifice 1 O rifi ce Diam eter 6.0 in Orifi ce Coefficie nt 0.65 Orifi ce Elevation 326 . 7 5 ft (at centerli ne ) Stage Dischar9e Sta9e Dischar9e 326 .4993 ft 0.000 ft3/s 326 .6929 ft 0 .097 ft3 /s 326 .5026 ft 0.000 ft3 /s 326 .6962 ft 0 .100 ft3 /s 326 .5059 ft 0.000 ft3/s 326 .6995 ft 0 .103 ft3 /s 326 .5092 ft 0.000 ft3 /s 326 .7027 ft 0 .106 ft3 /s 326 .5125 ft 0.000 ft3 /s 326 .7060 ft 0 .109 ft3 /s 326.5157 ft 0 .001 ft3 /s 326 .7093 ft 0 .112ft3/s 326 .5190 ft 0.001 ft3 /s 326 .7126 ft 0 .116 ft3 /s 326.5223 ft 0.001 ft3 /s 326 .7159 ft 0 .119 ft3 /s 326.5256 ft 0.002 ft3 /s 326 .7192 ft 0 .122 ft 3 /s 326 .5289 ft 0.002 ft3 /s 326 .7224 ft 0 .126 ft3 /5 326.5322 ft 0.003 ft3 /5 326 .7257 ft 0 .129 ft3 /5 326 .5354 ft 0.003 ft3 /s 326 .7290 ft 0 .133 ft3 /5 326 .5387 ft 0.004 ft3 /s 326 .7323 ft 0 .136 ft3 /5 326 .5420 ft 0.005 ft3 /s 326.7356 ft 0 .140 ft3 /5 326 .5453 ft 0.006 ft3 /s 326 .7388 ft 0 .144 ft3/5 326.5485 ft 0.006 ft3 /5 326.742 1 ft 0 .147 ft3 /5 326 .5518 ft 0.007 ft3 /s 326 .7454 ft 0.151 ft3 /5 326 .5551 ft 0.008 ft3 /5 326.7487 ft 0.155 ft3 /5 326 .5584 ft 0.009 ft3 /5 326.7520 ft 0 .158 ft3 /5 326 .5617 ft 0.010 ft3 /s 326 .7553 ft 0 .162 ft3 /5 326 .5649 ft 0.012 ft3 /5 326.7585 ft 0.166 ft3 /s 326 .5682 ft 0.013 ft3 /5 326 .7618 ft 0.170 ft3 /5 326 .5715 ft 0.014 ft3 /s 326 .7651 ft 0.174ft3/s 326 .5748 ft 0.015 ft3 /s 326 .7684 ft 0 .177 ft3 /5 326 .5781 ft 0.017 ft3 /5 326.7716 ft 0.181 ft3/5 326 .5814 ft 0.018 ft3 /s 326 .7749 ft 0 .185 ft3 /s 326.5846 ft 0.020 ft3 /s 326 .7782 ft 0.189 ft 3 /s 326.5879 ft 0.021 ft3 /5 326 .7815 ft 0.193 ft3 /5 326 .5912 ft 0.023 ft3 /s 326.7848 ft 0.197 ft3 /5 326 .5945 ft 0.024 ft3 /5 326 .7880 ft 0 .202 ft3 /5 326 .5978 ft 0.026 ft3 /5 326 .7913 ft 0 .206 ft3 /5 32 6.6010 ft 0.028 ft3 /5 326.7946 ft 0 .210 ft3 /5 326 .6043 ft 0.030 ft3/5 326 .7979 ft 0.214 ft3/5 326 .6076 ft 0.032 ft3 /5 326 .8012 ft 0.218 ft3 /s 326.6109 ft 0.033 ft3 /s 326.8045 ft 0 .222 ft3 /5 326 .6142 ft 0.035 ft3 /5 326 .8077 ft 0 .227 ft3 /s 326.6175 ft 0.037 ft3 /5 326 .8110 ft 0 .231 ft3 /5 32 6.62 07 ft 0.039 ft3 /5 326 .8143 ft 0 .235 ft3 /5 326.6240 ft 0.042 ft3 /5 326 .8176 ft 0.239 ft3 /5 326.6273 ft 0.044 ft3 /5 326 .8209 ft 0.244 ft3/s 326.6306 ft 0.046 ft3 /5 326 .8241 ft 0.248 ft3/s 326.6339 ft 0.048 ft3 /5 326 .8274 ft 0.252 ft3/s 326 .637 1 ft 0.050 ft3 /5 327 .0768 ft 0 .571 ft3/s 326.6404 ft 0.053 ft3 /5 327 .3261 ft 0.768 ft3/5 326.6437 ft 0.055 ft3 /5 327 .5755 ft 0 .922 ft3/5 326.6470 ft 0.058 ft3 /5 327 .8248 ft 1.053 ft3/5 32 6.6502 ft 0.060 ft3 /s 328.0742 ft 1.169 ft3/s 326 .6535 ft 0.063 ft3 /5 328.3235 ft 1.275 ft3/s 326.6568 ft 0.065 ft3 /s 328 .5728 ft 1.373 ft3/s 326.6601 ft 0.068 ft3 /5 328 .8222 ft 1.463 ft3/s 326.6634 ft 0.070 ft3 /s 329 .0715 ft 1.549 ft3 /s 326.6667 ft 0.073 ft3 /5 329 .3209 ft 1.630 ft3/5 326.6699 ft 0.076 ft3 /s 329 .5702 ft 1.707 ft3 /s 326.6732 ft 0.079 ft3 /s 329 .8196 ft 1.781 ft3 /5 326.6765 ft 0.082 ft3 /s 330 .0689 ft 1.852 ft3/s 326.6798 ft 0.085 ft3 /5 330 .3182 ft 1.921 ft3 /s 326.6831 ft 0.087 ft3/s 330.50 ft 1.968 ft3/s 326 .6863 ft 0 .090 ft3 /s 326.6896 ft 0.093 ft3 /s C ONTECH Underg round Storm wa te r Detention System Design Prog ra m v1 .0 .0 - 7 of 12 Storage Indicator Table Stage Discharge Storage 02/2 S2/t SI Number 326.50 ft 0 .000 ft 3/s 0 .000 ft3 0 .000 ft3 /s 0.000 ft3 /s 0.000 ft3/s 326 .75 ft 0 .155 ft3/s 85 .671 ft3 0 .077 ft3 /s 14.278 ft3 /s 14.356 ft3 /s 327.00 ft 0.488 ft3/s 237.528 ft3 0.244 ft3/s 39.588 ft3 /s 39 .832 ft3 /s 327 .25 ft 0.712 ft3 /s 427.358 ft3 0.356 ft3/s 71.226 ft3 /s 71.583 ft3 /s 327.50 ft 0 .876 ft3 /s 643 .723 ft3 0.438 ft3/s 107 .287 ft3 /s 107 . 725 ft3 /s 327.75 ft 1.014 ft 3/s 879 .169 ft 3 0.507 ft3/s 146 .528 ft3 /s 14 7 .035 ft3/s 328.00 ft 1.134 ft3/s 1127.981 ft3 0 .567 ft3/s 187 .997 ft3/s 188 .564 ft3/s 328.24 ft 1.243 ft3/s 1385.346 ft3 0 .621 ft3/s 230.891 ft3 /s 231 .512 ft3/s 328.49 ft 1.342 ft3 /s 1646.925 ft3 0.671 ft3/s 274.488 ft3 /s 275.159 ft3 /s 328 .74 ft 1.435 ft 3 /s 1908.590 ft3 0.718 ft3/s 318.098 ft3 /s 318.816 ft3/s 328 .99 ft 1.523 ft3 /s 2166.218 ft3 0.761 ft3/s 361.036 ft3/s 361 . 798 ft3/s 329.24 ft 1.605 ft3 /s 2415.482 ft 3 0.803 ft3/s 402.580 ft 3 /s 403.383 ft3/s 329.49 ft 1.683 ft3 /s 2651 .596 ft3 0.842 ft3/s 441 .933 ft 3 /s 442.774 ft3/s 329 .74 ft 1.758 ft3 /s 2868.897 ft3 0 .879 ft3/s 4 78 .150 ft 3/s 479.029 ft3/s 329 .99 ft 1.830 ft3 /s 3060.032 ft3 0.915 ft3/s 510.005 ft3/s 510.920 ft3/s 330 .24 ft 1.899 ft3 /s 3213.824 ft3 0.950 ft3/s 535.637 ft 3/s 536.587 ft3 /s 330.49 ft 1.966 ft3 /s 3304.128 ft 3 0.983 ft3/s 550.688 ft3/s 551.671 ft3/s CONTECH Underground Stormwater Detention System Design Program v1 .a.a -8 of 12 Flow Routing Table Note: -The 'Outflow (0 2)' column is the outflow from the detention system (the end result of the flow routing). -The 'Storage ' column is the amount of storage in use at the time ordina te specified by 'Time' -Th e 'Stage ' co lumn is the elevation of the water at the time ordinate specified by 'Time ' -A detailed explana tion of the routing methodology may be found in the technical comm entary. Time Inflow Avg Inflow S11t+01/2 01 S2/t+02/2 Outflow (02) Stage Storage 0.0 min . 0 .000 ft3 /s 0.000 ft'/s 0.000 ft3 /s 0.000 ft'/s 0.000 ft3/s 0 .000 ft3/s 0 .00 ft 0 .000 ft3 0 .1 min . 0 .060 ft3 /s 0.030 ft'/s 0 .000 ft3/s 0 .000 ft 'ls 0 .030 Wis 0 .000 ft3/s 326 .50 ft 0 .180 ft3 0 .2 min . 0 .120 ft3/s 0 .090 ft'/s 0 .030 ft3/s 0 .000 ft3/s 0 .120 ft3/s 0 .000 ft3/s 326.5 1 ft 0 .719 ft3 0 .3 min. 0 .180 ft'/s 0.150 ft'/s 0 .120 ft'/s 0 .000 ft3/s 0 .270 ft3/s 0 .001 ft'/s 326.52 ft 1.617ft3 0 .4 min . 0.240 ft3 /s 0 .21 O ft 'ls 0 .270 ft'/s 0 .001 ft'/s 0 .479 ft'/s 0 .002 ft'/s 326.52 ft 2 .870 ft3 0 .5 min. 0.300 ft3 /s 0 .270 ft3 /s 0.479 ft'/s 0 .002 ft'/s 0 .747 ft'/s 0.003 ft'/s 326.53 ft 4.476 ft3 0 .6 min . 0.360 ft3/s 0 .330 ft3/s 0 .747 ft'/s 0 .003 ft3/s 1.074 ft'/s 0 .005 ft3/s 326 .54 ft 6.431 ft3 0 .7 min . 0.420 ft'/s 0.390 ft'/s 1.074 ft'/s 0 .005 ft3/s 1.459 ft'/s 0 .008 ft3/s 326.55 ft 8 .732 ft3 0 .8 min . 0.480 ft'/s 0.450 ft'/s 1.459 ft'/s 0 .008 ft'/s 1.901 ft'/s 0 .011 ft'/s 326 .56 ft 11 .375 ft3 0 .9 min . 0.540 ft'/s 0.510 ft3 /s 1.901 ft'/s 0 .011 ft'/s 2.400 ft3/s 0 .015 ft'/s 326 .57 ft 14.356 ft3 1.0 min . 0.600 ft3/s 0 .570 ft'/s 2.400 ft3/s 0 .015 ft'/s 2.955 ft'/s 0 .020 ft'/s 326 .59 ft 17 .670 ft3 1.1 min . 0.660 ft~/s 0 .630 ft3/s 2 .955 ft3/s 0 .020 ft'/s 3 .565 ft3/s 0 .026 ft'/s 326 .60 ft 21 .312 ft3 1.2 min . 0.720 ft3/s 0.690 ft'/s 3 .565 ft'/s 0 .026 ft3/s 4 .229 ft'/s 0 .032 ft'/s 326 .61 ft 25 .277 ft3 1.3 min . 0 .780 ft3 /s 0 .750 ft'/s 4.229 ft'/s 0 .032 ft'/s 4 .947 ft'/s 0 .040 ft'/s 326 .62 ft 29 .561 ft3 1.4 min . 0 .840 ft3 /s 0 .810 ft3 /s 4.947 ft'/s 0.040 ft'/s 5 .717 ft3/s 0 .048 ft3/s 326 .63 ft 34 .1 58 ft3 1.5 min . 0.900 ft3/s 0 .870 ft3/s 5.717 ft'/s 0 .048 ft'/s 6 .539 ft 3 /s 0 .057 ft3/s 326 .65 ft 39 .063 ft3 1.6 min . 0 .960 ft3/s 0 .930 ft'ls 6.539 ft'/s 0 .057 ft3/s 7 .412 ft 3 /s 0.067 ft3/s 326 .66 ft 44 .271 ft3 1.7 min . 1.020 ft'/s 0.990 ft3 /s 7.4 12 ft'/s 0 .067 ft'/s 8.335 ft'/s 0 .078 ft3/s 326 .67 ft 49 .776 ft3 1.8 min . 1.080 ft3 /s 1.050 ft3 /s 8.335 ft'/s 0 .078 ft'/s 9 .307 ft 3/s 0.090 ft3/s 326 .69 ft 55 .573 ft3 1.9 min . 1.140 ft'/s 1.110 ft3 /s 9 .307 ft3/s 0 .090 ft3/s 10.327 ft3/s 0.102 ft3/s 326 .70 ft 61 .657 ft3 2 .0 min . 1.200 ft3 /s 1.170 ft3/s 10.327 ft3/s 0 .102 ft3 /s 11 .395 ft'/s 0 .116 ft'/s 326 .71 ft 68 .022 ft3 2 .1 min . 1.260 ft'/s 1.230 ft3 /s 11 .395 ft3/s 0 .116 ft'/s 12.509 ft3/s 0 .130 ft3/s 326.73 ft 74 .663 ft3 2 .2 min. 1.320 ft'/s 1.290 ft'/s 12.509 ft3/s 0 .130 ft'/s 13 .669 ft'/s 0 .145 ft3/s 326.74 ft 81 .576 ft3 2.3 min. 1.380 ft3/s 1.350 ft'/s 13 .669 ft3/s 0 .145 ft3/s 14 .873 ft3/s 0 .161 ft3/s 326 .75 ft 88 .756 ft3 2 .4 min . 1.440 ft3/s 1.410ft'/s 14.873 ft3/s 0 .161 ft'/s 16 .122 ft3 /s 0 .178 ft3/s 326 .77 ft 96 .197 ft3 2.5 min. 1.500 ft3/s 1.470 ft3/s 16.122 ft3/s 0 .178 ft3/s 17.414 ft'/s 0 .196 ft3/s 326 .78 ft 103 .895 ft3 2 .6 min. 1.560 ft3/s 1.530 ft3/s 17.414 ft3/s 0 .196 ft'/s 18 .748 ft'/s 0 .214 ft3/s 326 .80 ft 111 .845 ft3 2 .7 min. 1.620 ft'/s 1.590 ft3 /s 18 .. 7 48 ft3/s 0 .214 ft3/s 20.124 ft'/s 0.233 ft'/s 326 .81 ft 120 .045 ft3 2 .8 min . 1.680 ft'/s 1.650 ft'/s 20 .124 ft3/s 0 .233 ft3/s 21 .541 ft'/s 0.252 ft3/s 326 .83 ft 128.489 ft3 2 .9 min. 1.740 ft'/s 1.710 ft3/s 21 .541 ft3/s 0 .252 ft3/s 22 .999 ft'/s 0 .272 ft'/s 326 .84 ft 137 .175 ft3 3.0 min. 1.800 ft3/s 1.770 ft3/s 22 .999 ft3 /s 0 .272 ft3/s 24 .496 ft 3/s 0 .293 ft3/s 326.86 ft 146 .098 ft3 3 .1 min. 1.860 ft'/s 1.830 ft3 /s 24 .496 ft3/s 0.293 ft'/s 26.033 ft'/s 0 .314 ft'/s 326 .87 ft 155 .257 ft3 3 .2 min . 1.920 ft'/s 1.890 ft'/s 26 .033 ft'/s 0 .314 ft3 /s 27 .609 ft'/s 0 .336 ft3/s 326 .89 ft 164 .648 ft3 3 .3 min . 1.980 ft3/s 1.950 ft'/s 27 .609 ft3 /s 0.336 ft'/s 29 .224 ft3/s 0 .357 ft3/s 326 .90 ft 174 .269 ft3 3 .4 m in. 2 .040 ft'/s 2 .010 ft3 /s 29 .224 ft'/s 0 .357 ft'/s 30.876 ft3/s 0 .379 ft'/s 326 .92 ft 184 .1 20 ft3 3 .5 min . 2 .100 ft3 /s 2 .070 ft3 /s 30 .876 ft'/s 0.379 ft'/s 32 .567 ft3/s 0.401 ft3/s 326 .93 ft 194 .199 ft3 3 .6 min . 2.160 ft3 /s 2.130 ft'/s 32 .567 ft3/s 0.401 ft3 /s 34 .296 ft3/s 0.423 ft3/s 326 .95 ft 204 .506 ft3 3 .7 min. 2 .220 ft'/s 2 .190 ft3/s 34 .296 ft3/s 0.423 ft'/s 36 .063 ft3/s 0 .445 ft3 /s 326.97 ft 215 .041 ft3 3 .8 min . 2 .280 ft3/s 2 .250 ft'/s 36 .063 ft'/s 0.445 ft'/s 37 .868 ft3/s 0.466 ft3 /s 326.98 ft 225 .807 ft3 3 .9 min. 2.340 ft3 /s 2 .31 O ft3 /s 37 .868 ft3/s 0.466 ft3/s 39 .711 ft3 /s 0.487 ft3 /s 327 .00 ft 236 .808 ft3 4 .0 min. 2.4 0 0 ft3 /s 2 .370 ft'/s 39 .711 ft'/s 0.487 ft3/s 41.594 ft'/s 0 .506 ft3/s 327 .01 ft 248 .050 ft3 4 .1 min. 2.460 ft'/s 2.430 ft3/s 4 1.594 ft3/s 0 .506 ft3/s 43 .519 ft3/s 0 .523 ft3/s 327 .03 ft 259 .542 ft3 4 .2 min. 2.520 ft3 /s 2.490 ft'/s 43 .519 ft3/s 0 .523 ft'/s 45 .485 ft3/s 0 .541 ft3/s 327 .05 ft 271 .290 ft3 4 .3 min. 2.580 ft'/s 2 .550 ft'/s 45 .485 ft3/s 0 .541 ft'/s 4 7.495 ft3/s 0 .557 ft3/s 327 .06 ft 283 .297 ft3 4.4 min. 2.640 ft3 /s 2 .610 ft 3/s 47.495 ft3/s 0 .557 ft'/s 49 .548 ft'/s 0.573 ft3/s 327.08 ft 295 .567 ft3 4 .5 min . 2.700 ft3/s 2 .670 ft3/s 49 .548 ft'/s 0 .573 ft '/s 51.645 ft'/s 0.589 ft3/s 327 .10 ft 308 .102 ft3 4 .6 min. 2 .760 ft3/s 2 .730 ft3/s 51 .645 ft3/s 0 .589 ft3/s 53 . 786 ft3/s 0.604 ft'/s 327 .11 ft 320 .904 ft3 4 .7 min. 2.820 ft3/s 2 .790 ft'/s 53 .786 ft3/s 0 .604 ft'/s 55 .972 ft3/s 0 .6 19 ft'/s 327 .13 ft 333 .975 ft3 4 .8 min. 2 .880 ft3 /s 2.850 ft3 /s 55 .972 ft3/s 0 .619 ft'/s 58 .203 ft'/s 0 .634 ft3/s 327 .15 ft 347 .317 ft3 4.9 min. 2 .940 ft'/s 2 .910 ft3 /s 58.203 ft3/s 0 .634 ft'/s 60 .4 79 ft'/s 0 .648 ft3/s 327 .16ft 360 .931 ft3 5.0 min . 3.000 ft3/s 2 .970 ft3 /s 60 .4 79 ft3/s 0 .648 ft3/s 62 .801 ft'/s 0.662 ft'/s 327 .18 ft 374.819 ft3 5 .1 min. 3 .058 ft'/s 3.029 ft3 /s 62.801 ft3/s 0 .662 ft3/s 65 .168 ft'/s 0 .676 ft3/s 327.20 ft 388 .977 ft3 5.2 min. 3.116 ft3 /s 3.087 ft3 /s 65 .168 ft3/s 0 .676 ft'/s 67 .578 ft3/s 0 .690 ft3/s 327.22 ft 403 .398 ft3 5 .3 min . 3.174 ft3 /s 3 .145 ft3 /s 67 .578 ft3/s 0 .690 ft'/s 70 .033 ft'ls 0 .704 ft'/s 327 .24 ft 418 .085 ft3 5.4 min . 3.232 ft'/s 3 .203 ft3 /s 70.033 ft3/s 0.704 ft3/s 72 .532 ft3/s 0 .718 ft'/s 327 .25 ft 433 .038 ft3 5 .5 min . 3.290 ft'/s 3 .261 ft3 /s 72.532 ft3/s 0 .718 ft'/s 75 .075 ft3 /s 0 .731 ft3 /s 327 .27 ft 448 .259 ft3 5 .6 min . 3 .348 ft'/s 3 .319 ft3 /s 75 .075 ft3 /s 0.731 ft'/s 77 .663 ft3 /s 0 .744 ft'/s 32 7 .29 ft 463 .748 ft3 5 .7 min. 3.406 ft3 /s 3 .377 ft3 /s 77 .663 ft3/s 0.744 ft3/s 80 .296 ft'/s 0 .757 ft3/s 327 .31 ft 479 .507 ft3 5 .8 min. 3.464 ft'/s 3.435 ft'/s 80.296 ft'/s 0.757 ft3/s 82 .97 4 ft'/s 0 .770 ft3/s 327 .33 ft 495.535 ft3 5 .9 min . 3.522 ft'/s 3.493 ft3/s 82 .974 ft3 /s 0.770 ft'/s 85 .697 ft3/s 0 .783 ft'/s 32 7 .35 ft 51 1.834 ft3 CONTECH Underground Stormwater De tention System Design Program v1 .0 .0 -9 of 12 Flow Routing Table Time Inflow Avg Inflow S1/t+01/2 01 S2/t+02/2 02 Stage Storage 6.0 min. 3 .580 ft'/5 3 .551 ft 3 /5 85.697 ft3/5 0 .783 ft3/5 88.465 ft3 /5 0 .796 ft'/5 327.37 ft 528.405 ft 3 6 .1 min . 3 .638 ft3 /5 3.609 f\3/5 88.465 ft'/5 0 .796 ft3 /5 91 .279 ft 3/5 0 .808 ft 3/5 327.39 ft 545.247 ft3 6 .2 min . 3.696 ft3 /5 3.667 ft'/5 91.279 ft 3 /5 0 .808 ft 3/5 94.137 ft3 /5 0.821 ft 3/5 327.41 ft 562.363 ft3 6 .3 min . 3.754 ft 3 /5 3 .725 ft 3 /5 94.137 ft3/5 0 .821 ft3/5 97 .042 ft3 /5 0.833 ft 3/5 327.43 ft 579 .751 ft 3 6.4 min . 3.812 ft3/5 3 .783 ft 3 /5 97 .042 f\3/5 0.833 ft 3/5 99 .992 f\3/5 0 .845 ft 3/5 327.45 ft 597.414 ft 3 6.5 min. 3 .870 ft 3 /5 3 .841 f\3/5 99 .992 ft3/5 0 .845 ft 3/5 102.987 ft3/5 0.858 ft 3 /5 327.47 ft 615.350 ft3 6 .6 min . 3 .928 ft3 /5 3 .899 ft3/5 102 .987 ft 3 /5 0 .858 ft 3 /5 106.029 ft3 /5 0 .870 ft 3/5 327.49 ft 633 .562 ft3 6 .7 min . 3.986 ft3 /5 3 .957 ft 3 /5 106.029 ft 3 /5 0 .870 ft3/5 109.1 16 ft3/5 0 .882 ft 3 /5 327.51 ft 652 .049 ft 3 6 .8 min . 4 .044 ft3 /5 4 .015 f\3/5 109.116 ft3/5 0 .882 ft3 /5 112.249 ft3 /5 0 .894 ft 3/5 327.53 ft 670.812 ft 3 6.9 min. 4 .102 ft 3/5 4 .073 f\3/5 112.249 f\3/5 0 .894 ft3/5 115.428 ft3 /5 0 .906 ft 3 /5 327.55 ft 689 .851 ft 3 7 .0 min . 4 .160 ft3/5 4 .131ft3/5 115.428 ft 3 /5 0.906 ft 3 /5 118.653 f\3/5 0.918 ft 3/5 327.57 ft 709.166 ft3 7 .1 min . 4 .218 ft3 /5 4 .189 ft 3/5 118.653 ft'/5 0 .918 ft 3 /5 121 .925 f\3/5 0 .929 ft 3/5 327.59 ft 728 .759 ft 3 7 .2 min . 4 .276 ft3 /5 4 .247 ft 3 /5 121 .925 f\3/5 0.929 ft 3 /5 125.242 ft3 /5 0 .941 ft3/5 327.61 ft 748.628 ft 3 7 .3 min. 4 .334 f\3 /5 4.305 ft 3 /5 125.242 ft3/5 0 .941 ft 3 /5 128.606 f\3/5 0 .953 ft 3/5 327.63 ft 768 .776 ft3 7.4 min . 4 .392 f\3 /5 4.363 ft 3 /5 128.606 ft3 /5 0 .953 ft 3 /5 132.016 ft3 /5 0 .965 ft 3/5 327.65 ft 789.201 ft 3 7 .5 min. 4.450 ft3/5 4.421 f\3/5 132.016 ft 3 /5 0.965 ft3/5 135.4 72 ft3 /5 0.976 ft3/5 327.67 ft 809.905 ft 3 7 .6 min . 4.508 ft 3/5 4 .479 f\3/5 135.4 72 ft 3 /5 0.976 ft 3 /5 138.975 ft 3 /5 0 .988 f\3/5 327.70 ft 830.887 ft 3 7 .7 min. 4.566 ft 3/5 4.537 f\3/5 138.975 ft 3 /5 0.988 ft 3 /5 142.524 f\3/5 0 .999 ft 3/5 327 .72 ft 852.148 ft 3 7.8 min. 4.624 ft 3/5 4 .595 ft3/5 142.524 ft3 /5 0 .999 ft 3 /5 146.120 ft3 /5 1.011 ft3/5 327.74 ft 873 .688 ft 3 7 .9 min. 4 .682 f\3/5 4 .653 ft3 /5 146.120 ft 3 /5 1 .011 f\3/5 149.762 ft3 /5 1.022 ft3/5 327.76 ft 895.508 ft3 8 .0 min . 4 .740 ft3/5 4 .711 ft3 /5 149.762 f\3/5 1.022 ft3/5 153.451 f\3/5 1.033 f\3/5 327.79 ft 917 .607 ft3 8.1 min . 4 .798 f\3/5 4 .769 f\3/5 153.451 f\3/5 1 .033 ft3/5 157.187 ft3 /5 1.045 ft 3/5 327.81 ft 939 .986 ft3 8.2 min . 4.856 f\3/5 4 .827 ft3/5 157.187 f\3/5 1.045 ft3/5 160.969 ft3 /5 1.056 ft3/5 327.83 ft 962 .646 ft3 8 .3 min . 4.914 f\3/5 4 .885 ft3 /5 160.969 f\3/5 1 .056 ft3 /5 164.798 ft 3/5 1.067 ft3 /5 327.85 ft 985 .585 ft3 8 .4 min. 4 .972 f\3/5 4 .943 ft3 /5 164.798 ft3 /5 1 .067 ft 3 /5 168.673 ft 3 /5 1.079 f\3/5 327.88 ft 1008.805 ft 3 8 .5 min . 5 .030 f\3/5 5 .001 ft3/5 168.673 f\3/5 1.079 ft3 /5 172.596 ft3/5 1.090 f\3/5 327.90 ft 1032.305 ft3 8 .6 min . 5 .088 ft 3/5 5.059 ft3 /5 172.596 ft3 /5 1.090 ft3/5 176.565 ft 3 /5 1.101 ft3 /5 327.92 ft 1056.086 ft 3 8.7 min. 5 .146 ft3 /5 5 .117ft3/5 176 .565 ft3 /5 1.101 ft 3 /5 180.581 ft 3 /5 1.112 ft3 /5 327.95 ft 1080.149 ft 3 8 .8 min. 5 .204 ft 3/5 5 .175 ft3 /5 180.581 ft 3/5 1 .112 ft3/5 184.644 ft 3 /5 1.123 f\3/5 327.97 ft 1104.492 ft3 8.9 min. 5 .262 ft3/5 5.233 ft3 /5 184 .644 ft3 /5 1.123 ft 3 /5 188.753 ft 3 /5 1.134 ft 3 /5 328 .00 ft 1129.116 ft 3 9.0 min . 5.320 ft 3 /5 5.291 ft 3/5 188.753 ft 3/5 1.134ft3 /5 192.910 ft 3 /5 1.146 ft 3/5 328 .02 ft 1154.022 ft 3 9.1 min . 5.378 ft3 /5 5.349 ft3/5 192.910 ft3 /5 1.146 ft3/5 197.113 ft 3 /5 1.157 ft 3 /5 328.05 ft 1179.209 ft 3 9 .2 min . 5.436 ft3 /5 5 .407 ft 3 /5 197 .113 ft 3/5 1.157 f\3/5 201 .364 ft3/5 1.168 ft 3 /5 328.07 ft 1204.678 ft 3 9 .3 min . 5.494 ft3 /5 5.465 ft 3 /5 201 .364 ft 3/5 1.168 ft3 /5 205.661 ft 3 /5 1.179 ft 3/5 328.10 ft 1230.429 ft 3 9 .4 min . 5 .552 f\3 /5 5 .523 ft 3 /5 205 .661 f\3/5 1.179 ft3/5 210.005 ft3/5 1 .190 ft 3 /5 328.12 ft 1256.461 ft 3 9 .5 min . 5 .610 ft3 /5 5 .581 ft 3 /5 210 .005 f\3/5 1.190 ft3/5 214 .396 f\3/5 1.201 ft 3 /5 328.15 ft 1282.775 ft3 9 .6 min . 5 .668 ft3/5 5.639 ft3 /5 2 14 .396 ft 3/5 1.201 ft 3 /5 218.834 ft 3 /5 1.212 ft3 /5 328.17 ft 1309.371 ft 3 9 .7 min . 5 .726 f\3/5 5.697 ft3/5 218 .834 f\3/5 1.212 f\3/5 223.320 ft 3 /5 1 .223 ft 3/5 328.20 ft 1336.249 ft 3 9 .8 min . 5 .784 ft 3/5 5.755 ft3/5 223 .320 ft 3/5 1.223 f\3/5 227.852 ft 3 /5 1.234 ft 3/5 328.22 ft 1363.409 ft3 9.9 min . 5 .842 ft 3/5 5 .813 f\3/5 227 .852 ft 3/5 1.234 ft3/5 232.431 f\3/5 1.245 ft 3 /5 328.25 ft 1390.851 ft3 10.0 min . 5.900 ft 3/5 5.871 ft 3/5 232.431 ft3/5 1.245 ft 3 /5 237.057 ft3 /5 1.256 ft 3/5 328.28 ft 1418.575 ft3 15.0 min . 4 .400 ft 3/5 4.415 ft3/5 418.469 ft 3/5 1.635 ft 3 /5 421 .249 ft 3 /5 1 .640 f\3/5 329.35 ft 2522. 573 ft3 20.0 min . 3.000 ft3 /5 3 .0 14 f\3/5 517.422 ft 3/5 1.846 ft 3 /5 518.590 ft3 /5 1.849 ft 3/5 330.06 ft 3105.993 ft3 25 .0 min . 1.500 ft3/5 1.515 ft 3/5 536 .889 ft 3/5 1.900 ft 3 /5 536.503 ft3/5 1.899 ft 3/5 330.24 ft 3213.323 ft 3 30.0 min . 0.000 ft3 /5 0 .015 f\3/5 483 .590 ft 3/5 1.768 ft 3 /5 481 .836 f\3/5 1.764 f\3/5 329.76 ft 2885. 726 ft3 35.0 min . 0 .000 f\3/5 0.000 ft3/5 399.511 f\3/5 1.597 ft 3 /5 397.914 ft 3/5 1.594 f\3/5 329.21 ft 2382 .699 ft3 40.0 min . 0 .000 f\3/5 0 .000 f\3/5 323.415 ft 3/5 1.445 ft3 /5 321 .971 ft 3/5 1.442 ft3/5 328.76 ft 1927 .498 ft3 45.0 min . 0.000 f\3/5 0 .000 ft3 /5 254 . 799 ft3/5 1 .297 ft3/5 253 .502 ft 3/5 1.294 ft3 /5 328.37 ft 1517.132ft3 50.0 min . 0.000 ft3/5 0 .000 ft 3/5 193 .598 ft3/5 1 .147ft3/5 192.450 f\3 /5 1 .144 ft3 /5 328.02 ft 1151 .269 ft 3 55.0 min . 0.000 f\3/5 0.0 0 0 ft3/5 140 .018 ft 3/5 0 .991 ft 3 /5 139.027 f\3 /5 0 .988 ft 3/5 327 .70 ft 831 .196 ft 3 60 .0 min . 0.000 ft 3/5 0 .000 ft3/5 94 .529 ft3 /5 0 .822 ft3/5 93 . 706 ft 3/5 0 .819 f\3/5 327.40 ft 559.782 ft 3 CONTE CH Underground Stormwater Detention System Design Program v1 .0.0 -1 O of 12 5 4 Inflow, ft'/s 3 2 10 20 30 40 50 60 Time, min Inflow & Outflow Hydrographs SI#, ft'/s 327 328 329 330 Stage, ft Storage Indicator Graph CONTECH Underground Stonnwater Detention System Des ign Program v1.0 .0 -11of12 St o rage , ft ' 327 328 329 330 Stage, ft Stage Storage 1 .9 1 .8 1 .7 1 .6 1.5 1.4 1.3 1.2 1 .1 Discharge, ft'/s 1 .0 0 .9 0 .8 0 .7 0 .6 0 .5 0.4 0 .3 0 .2 0 .1 0 .0 327 32 8 329 330 Stage , ft Stage-D ischa rge Graph CONTE CH Und ergroun d Stormwater De tention System Design Program v1 .0.0 -12 of12 SONIC RESTAURANT COONER STREET DRAINAGE ANALYSIS Final Report June 2004 Prepared for the City of College Station By /lt1TCHELL&jltORGAN,LLP ENGINEERS & CONSTRUCTORS 511 UNIVERSITY DRIVE, SUITE 204 COLLEGE STATION, TX 77840 OFFICE (979) 260-6963 FAX (979) 260-3564 ~ q·.ss C4-l4B ~ tQ ... \4 ... Dc.J; CERTIFICATION I hereby certify that this report for the Sonic Cooner Street 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. r 1 Co l 14 '04 Date INTRODUCTION SONIC RESTAURANT-COONER STREET DRAINAGE ANALYSIS The purpose of this drainage report is to detail the analysis and design of the required drainage infrastructure for the proposed Sonic Restaurant to be located at the intersection of Tex as Avenue and Cooner Street. Proposed facilities include a 1716 sq. ft. building with a surrounding drive-through lane. In addition, covered bays are also provided for food service. Finally, required access dri v es and all utilities required for the site will be constructed as part of the project. This report focuses specifically on the increase in impervious cover and the impacts those changes hav e on the drainage patterns. The information provided includes predevelopment vs. postdevelopment hydrologic analysis for the project site. GENERAL LOCATION AND DESCRIPTION The proposed Sonic Restaurant will be located at the comer of Texas A venue and Cooner Street in College Station , Texas. A project location map has been provided as Exhibit Al. The property description for the proposed site is Lot 2 of the Republic Bank Addition. (Vol. 980, Pg. 629) While the entire 0.693 acre project site drains to one of the Burton Creek Tributaries , no portion of it lies within the regulatory 100-year floodplain per the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 142 , which has an effective date of July 2, 1992. A portion of the FEMA FIRM panel 142 has been provided as Ex hibit A2. DRAINAGE DESIGN CRITERIA The drainage design for all proposed infrastructure meets or exceeds the standard set forth in the City of College Station Drainage Poli cy and Design Standards (DPDS). As such: • Design rainstorm events consist of the 5-, 10-, 25-, 50-, and 100-year rainfall events. • Flow calculations are based on the Rational Method using a minimum time of concentration of 10 minutes. • The target peak runoff rate for the postdevelopment condition of the property is equal to or less than that of the predevelopment condition of the property. Detention is provided through the 100-year event. PRIMARY DRAINAGE BASIN DESCRIPTION P re d evelopm ent Condition s The existing drainage patterns are presented in Exhibit B 1. As indicated, there is one drainage basin , which drains to the inlet at the east comer of the intersection of Texas Avenue and Cooner Street. The basin includes the entire 0 .693 acre site, approximately 0.05 acres of which is classified as impervious cover. The site is otherwise completely undeveloped. The site is generally sloped from southeast to the northwest with elevations decreasing from 337 ft to 326 ft. This is a significant amount of fall across a relatively small site. The inlet at the Texas/Cooner intersection is considered the study point for this analysis. Postdevelopment Conditions The proposed grading and site additions will have a significant impact on the property as the 100-year peak flow will be increased by a factor of two. The general drainage patterns will remain the same in that the site will still be sloped toward the study point; however there are four postdevelopment drainage areas, two of which will flow undetained to the study point and two of which will be routed through the detention system that w ill be described in subsequent sections. The site development will result in the addition of approximately 0.5 acres of impervious cover to the site. A postdevelopment drainage area map has been provided as Exhibit B2. As demonstrated in Table 1 and Exhibit Cl, there is an increase in peak flow of 3.8 cfs for the 100-year storm, double that of the predevelopment flowrate for the same event. This increase will be reduced by using detention for subbasins PDA2 and PDA3 with subbasins PDAl and PDA4 flowing undetained to the inlet at the Texas/Cooner intersection . Drainage 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year Flow Conditions Area Flow Flow Flow Flow Flow Flow Sonic Cooner Street Predevelopment Flow 0 .693 1.9 2 .3 2.6 3.0 3.4 Postdevelopment Flow 0 .693 3 .9 4 .7 5.3 6 .0 6 .8 Flow Increase 1.9 2.3 2 .6 3 .0 3.4 Table 1. Peak Discharge Summary DRAINAGE FACILITY DESIGN In order to account for the significant increase in peak discharges for the project site , detention will be provided on-site . Due to the large elevation changes on the property and the limited amount of available space, underground detention was deemed to be the best solution . Exhibit C2 shows routing calculations for the detention facilities . Using the Contech Construction Products© software for underground detention design, the best layout was a series of three 48" Corrugated Steel Pipes (CSP) approximately 85 ft in length connected on either end by 48" CSP headers. As shown in Exhibit E, the detention system was placed under the drive aisle. The primary reason for this location was the need to meet minimum cover requirements of approximately 2 ft while elevating 3.8 7.6 3.8 the system high enough to avoid any backwater effects from the downstream inlet. As de s igned, the system accompli shes these goals. Manholes have been included in the design for access to the system in order to facilitate required maintenance . The outfall consists of a 6" diameter orifice that feeds into a 12 " PVC pipe. The outfall pipe will connect to the existing inlet bo x, which is designated as the study point. Approximately 3300 cubic feet of storage has been provided by this system. Appendix A includes a printout of the hydrologic , hydraulic and system layout from the Contech design program. The orifice will connect to the outfall pipe through the use of a standard reducer. The flow from subbasins PDA2 and PDA3 will drain overland into an inlet located at the west end of the site and then into the system via a 24" RCP. Flow from basins PD Al and PDA4 will flow undetained because of the site topography. Detention will be provided to account for additional attenuation of flow to compensate for this design. CONCLUSIONS The analys is of the proposed drainage infrastructure for the Sonic Restaurant at Cooner Street and Texas A venue resulted in a successful attenuation of flow for all of the events studied . Exhibit C2 provides the post-detention flow results for the project site. As shown , there was a net decrease in the peak flowrate for all studied events and adequate storage to prevent backflow into the parking areas. While the development of the site resulted in a notable increase in the peak flows , the design of drainage infrastructure is more than sufficient to account for that increase . As such, the drainage design presented meets the objectives of the City of College Station DPDS. EXHIBITS ZONE X APPROXIMATE SCA LE 500 0 500 FEET EE"-3:::=L:=:EE-=i==::i:::::::::::iE"-3:::=3::============::::::i NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP BRAZOS COUNTY , TEXAS AND INCORPORATED AREAS (SEE MAP INDEX FOR PANELS NOT PAINTED) NUMBER PANEL SUFFIX 480082 014-4 COUEtlE STATION. cm OF 4800 83 01« Nolie• IO Ustr: The MAP NUMBER sho-btiow thoukl h used wh11t ,&atMlt 111., ordtr1; , .. , COMMUNITY NUMBER 1how n MAP NUMBER 48041C0144 C EFFECTIVE DATE : JULY 2, 1992 Federal Emergency Management A,gency . This is an official copy of a portion of the abo\Je referenced ftood map. It ··. was extracted using F-MIT On-Line. Thi s map does not reftect changes or amendments which may haw been made subsequent to the date on the title bfock. For the latest product information about National Flood Insurance Program nood maps check the FEMA F lood Map Store atwww.msc .fema.gov ~ *1 '5' City of College Station 480083 © ¢ ~'?-. 0x; ~o ZONE X 500 ' APPROXIMATE SCALE 0 500 FEET E3 E3 FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS PANEL 142 OF 250 (SEE MAP I NDE X FOA PANELS NOT PRINTED } CO KTAINS: COMMUNITY NUMBER PANEL sumx BRYAN. CHY OF 480082 01'12 COU£GE STATION. CITY Of 480083 0142 UNI NCORPORATED ARrAS 481195 0142 Noticr to Use r: Tiit MAP NUMBER shown below should be ustd when pl.ci11g map wd1n; tht COM MUNITY NUMBER shown abon should ht •Ud IHI insurHct 1ppliutiom tor the subject et:1ra munitr. MAP NUMBER 48041COl42 C EFFECTIVE DATE : JULY 2, 1992 Federal E mergency Management Agency This is an official copy of a portion of the above referenced flood map. It was extracted using F -MIT On-Line. Th is map does not reflect changes -------'---<--<!or amendme nts which may have been made subsequent to the date on the i.. ______ ..... ___________________________ •• ~-------------ltitle block. F or the latest product information about National Fl ood Insurance Program nood maps c heck the FEM A Flood Map Store at www.msc .fema.gov <( ~ ~ w 0 0 0 0:: w ...J ...J <( <( 0.. 0 LL LL w w 0 w I-0 0 (!) 0:: ...J 0.. z <( z z <( w g (/) w u <( :::c: <( <( ...J > ~ ...J ...J I-...J z <( w <( w (/) w <( 0:: (!) 0:: ...J < I-ow > <( > I-Wz w ...J 0:: 0 z c:: w c:: <( 0 >w > <( 0 I-;:) <( 0 (!) 0.. I-0 ...J 0 LL NO. AC. 0.4 0.6 0.95 ft. ft. EDA1 0.69 0.64 0.00 0.05 0.31 0.0 0.0 PDA1 0.10 0.00 0.07 0.03 0.07 0.0 0.0 PDA2 0.26 0.00 0.00 0.26 0.25 0.0 0.0 PDA3 0.24 0.00 0.00 0.24 0.22 0.0 0.0 PDA4 0.10 0.00 0.08 0.02 0.07 0.0 0.0 EXHIBIT C-1 Rational Formula Drainage Area Calculations SONIC COONER STREET ~ ~ 0 0 ...J ...J LL LL >-0:: :::c: 0:: I-w I-w u I-(!) ~ ...J 0 I-z ;:) ...J ...J ;:) w (!) ~ w (!) ...J > ft. ft. ft/s 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 0.0 0.0 10.4 <..> u I-I-~ w Ill (/) N u ;:) !::! 0 min min In/Hr cfs 0.0 10.0 6.33 1.9 0.0 10.0 6.33 0.4 0.0 10.0 6.33 1.6 0.0 10.0 6.33 1.4 0.0 10.0 6.33 0.4 Predevelopment Flow Postdevelopment Flow Flow Increase EXHIBIT C1 !!? In/Hr 7.7 7.7 7.7 7.7 7.7 IO 0 cfs 2.3 0.5 1.9 1.7 0.5 2.3 4.7 2.3 0 ~ In/Hr 8.6 8.6 8.6 8.6 8.6 0 ..... 0 cfs 2.6 0.6 2.1 1.9 0.6 2.6 5.3 2.6 IO !::! In/Hr 9.9 9.9 9.9 9.9 9.9 IO N 0 cfs 3.0 0.7 2.4 2.2 0.7 3.0 6.0 3.0 0 !!? In/Hr 11.1 11.1 11.1 11.1 11.1 0 IO 0 cfs 3.4 0.8 2.8 2.5 0.8 3.4 6.8 3.4 0 0 ~ In/Hr 12.5 12.5 12.5 12.5 12.5 0 0 ..... 0. cfs 3.8 0.9 3.1 2.8 0.8 3.8 7.6 3.8 6/14/2004 0305-drainage-detention 040614.xls D.A. # D.A. # 'II: .r::. 0 c. w nl z ... Cl iii 0 N .., ... < < :ii: "O >-0 0 0 J: a.. a.. u Qp 1.9 1.7 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.4 2.0 0.4 0.3 0.7 3.0 0.6 0.5 1.1 4.0 0.8 0.7 1.5 5.0 1.0 0.9 1.8 6.0 1.1 1.0 2.2 7.0 1.3 1.2 2.5 8.0 1.5 1.4 2.9 9.0 1.7 1.6 3.3 10.0 1.9 1.7 3.6 11.0 1.8 1.6 3.5 12.0 1.7 1.6 3.3 13.0 1.6 1.5 3.1 14.0 1.5 1.4 2.9 15.0 1.4 1.3 2.7 16.0 1.3 1.2 2.5 17.0 1.2 1.1 2.4 18.0 1.1 1.0 2.2 19.0 1.1 1.0 2.0 20.0 1.0 0.9 1.8 21.0 0.9 0.8 1.6 22.0 0.8 0.7 1.5 23.0 0.7 0.6 1.3 24.0 0.6 0.5 1.1 25.0 0.5 0.4 0.9 26.0 0.4 0.3 0.7 27.0 0.3 0.3 0.5 28.0 0.2 0.2 0.4 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 1.91 3.64 0.00 indicates inital condition EXHIBITC2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 5 c: 0 + c: -c: :E ~ .2 ... 0 + ..:. ... 0 "O 1;j c: ~ + 5 c: > + c: II) ::J o~ E N N 0 a.. w cfs cfs cfs cfs ft 0.36 0.00 0.00 0.00 326.5 1.09 0.25 0.36 0.06 326.53 1.82 0.94 1.35 0.20 326.60 2.55 1.92 2.76 0.42 326.70 3.27 3.36 4.47 0.56 326.80 4.00 5.35 6.63 0.64 326.90 4.73 7.86 9.35 0.74 327.03 5.46 10.95 12.60 0.82 327.15 6.19 14.58 16.41 0.91 327.29 6.91 18.79 20.77 0.99 327.44 7.10 23.55 25.70 1.07 327.60 6.73 28.35 30.65 1.15 327.76 6.37 32.67 35.09 1.21 327.89 6.00 36.53 39.04 1.26 328.01 5.64 39.94 42.53 1.30 328.10 5.28 42.92 45.58 1.33 328.19 4.91 45.47 48.19 1.36 328.27 4.55 47.62 50.38 1.38 328.33 4.18 49.36 52.16 1.40 328.38 3.82 50.71 53.54 1.42 328.42 3.46 51.67 54.53 1.43 328.45 3.09 52.25 55.13 1.44 328.46 2.73 52.47 55.35 1.44 328.47 2.37 52.33 55.20 1.44 328.47 2.00 51.83 54.69 1.43 328.45 1.64 50.99 53.83 1.42 328.43 1.27 49.81 52.63 1.41 328.39 0.91 48.30 51.09 1.39 328.35 0.55 46.47 49.21 1.37 328.29 0.18 44.32 47.01 1.35 328.23 0.00 41.86 44.50 1.32 328.16 0.00 39.29 41.86 1.29 328.09 0.00 36.77 39.29 1.26 328.01 0.00 34.31 36.77 1.23 327.94 0.00 31.92 34.31 1.20 327.86 0.00 29.59 31.92 1.16 327.79 1.44 328.47 EXHIBIT C2 0 w (!) II) ...J ~ ...J 0 ... .q-<a.. ... < I-< < I-0 < I-~ 0 0 0 0:: c e~ a.. a.. I-a.. w 0.5 0.5 2.3 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.16 0.2 0.23 0.1 0.1 0.41 0.5 0.47 0.2 0.2 0.73 0.7 0.70 0.2 0.2 0.97 0.9 0.94 0.3 0.3 1.16 1.2 1.17 0.3 0.3 1.37 1.4 1.41 0.4 0.4 1.55 1.6 1.64 0.4 0.4 1.75 1.9 1.88 0.5 0.5 1.93 2.1 2.11 0.5 0.5 2.12 2.3 2.35 0.5 0.5 2.14 2.2 2.23 0.5 0.5 2.14 2.1 2.11 0.4 0.4 2.14 2.0 1.99 0.4 0.4 2.13 1.9 1.88 0.4 0.4 2.11 1.8 1.76 0.4 0.4 2.09 1.6 1.64 0.3 0.3 2.06 1.5 1.53 0.3 0.3 2.03 1.4 1.41 0.3 0.3 1.99 1.3 1.29 0.3 0.3 1.95 1.2 1.17 0.2 0.2 1.90 1.1 1.06 0.2 0.2 1.85 0.9 0.94 0.2 0.2 1.80 0.8 0.82 0.2 0.2 1.74 0.7 0.70 0.1 0.1 1.68 0.6 0.59 0.1 0.1 1.62 0.5 0.47 0.1 0.1 1.55 0.4 0.35 0.1 0.1 1.48 0.2 0.23 0.0 0.0 1.40 0.1 0.12 0.0 0.0 1.32 0.0 0.00 0.0 0.0 1.29 0.0 0.00 0.0 0.0 1.26 0.0 0.00 0.0 0.0 1.23 0.0 0.00 0.0 0.0 1.20 0.0 0.00 0.0 0.0 1.16 0.0 0.00 0.52 0.52 2.14 2.35 0305-drainage-detention 040614.xls D.A. # D.A. # 'II: .r:. 0 c. w ~ z Cl m 0 N .., ... :ii: ,, < < >-c 0 0 J: D.. D.. (.) Qp 2.1 1.9 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.4 2.0 0.4 0.4 0.8 3.0 0.6 0.6 1.2 4.0 0.9 0.8 1.6 5.0 1.1 1.0 2.0 6.0 1.3 1.2 2.5 7.0 1.5 1.4 2.9 8.0 1.7 1.6 3.3 9.0 1.9 1.7 3.7 10.0 2.1 1.9 4.1 11.0 2.0 1.8 3.9 12.0 1.9 1.7 3.7 13.0 1.8 1.6 3.5 14.0 1.7 1.6 3.3 15.0 1.6 1.5 3.1 16.0 1.5 1.4 2.9 17.0 1.4 1.3 2.7 18.0 1.3 1.2 2.5 19.0 1.2 1.1 2.2 20.0 1.1 1.0 2.0 21.0 1.0 0.9 1.8 22.0 0.9 0.8 1.6 23.0 0.8 0.7 1.4 24.0 0.6 0.6 1.2 25.0 0.5 0.5 1.0 26.0 0.4 0.4 0.8 27.0 0.3 0.3 0.6 28.0 0.2 0.2 0.4 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.14 4.08 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 10 c: 0 + c: ~ c: .... 0 3: .2 + .!. .... 0 ,, iV c: + s + ~ c: c: > (/) (/) :::l o~ c: N N 0 D.. w cfs cfs cfs cfs ft 0.41 0.00 0.00 0.00 326.5 1.23 0.28 0.41 0.06 326.53 2.04 1.05 1.51 0.23 326.61 2.86 2.16 3.09 0.47 326.73 3.68 3.86 5.02 0.58 326.83 4.49 6.18 7.54 0.68 326.95 5.31 9.12 10.67 0.77 327.08 6.13 12.69 14.43 0.87 327.22 6.94 16.90 18.82 0.96 327.38 7.76 21.76 23.85 1.04 327.54 7.96 27.26 29.52 1.13 327.72 7.56 32.81 35.22 1.21 327.89 7.15 37.82 40.36 1.27 328.04 6.74 42.32 44.97 1.32 328.17 6.33 46.32 49.06 1.37 328.29 5.92 49.83 52.65 1.41 328.39 5.51 52.87 55.75 1.44 328.48 5.11 55.44 58.38 1.47 328.56 4.70 57.57 60.55 1.49 328.62 4.29 59.25 62.26 1.51 328.67 3.88 60.50 63.54 1.52 328.70 3.47 61.32 64.38 1.53 328.73 3.06 61.73 64.79 1.53 328.74 2.65 61.73 64.79 1.53 328.74 2.25 61.32 64.38 1.53 328.73 1.84 60.53 63.57 1.52 328.70 1.43 59.35 62.37 1.51 328.67 1.02 57.79 60.78 1.49 328.63 0.61 55.87 58.82 1.47 328.57 0.20 53.58 56.48 1.45 328.50 0.00 50.94 53.79 1.42 328.43 0.00 48.16 50.94 1.39 328.34 0.00 45.44 48.16 1.36 328.26 0.00 42.78 45.44 1.33 328.19 0.00 40.19 42.78 1.30 328.11 0.00 37.65 40.19 1.27 328.04 1.53 328.74 EXHIBITC2 0 w (.') (/) ...J 0 ...J ~ .... ...,. < D.. .... < I-< < I-0 < I-~ 0 0 g g: c 0 >< D.. D.. w I-w 0.6 0.6 2.6 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.18 0.3 0.26 0.1 0.1 0.46 0.5 0.53 0.2 0.2 0.82 0.8 0.79 0.2 0.2 1.05 1.1 1.05 0.3 0.3 1.26 1.3 1.32 0.4 0.3 1.48 1.6 1.58 0.4 0.4 1.69 1.8 1.84 0.5 0.5 1.89 2.1 2.11 0.5 0.5 2.10 2.4 2.37 0.6 0.6 2.30 2.6 2.63 0.6 0.6 2.32 2.5 2.50 0.5 0.5 2.33 2.4 2.37 0.5 0.5 2.32 2.2 2.24 0.5 0.5 2.31 2.1 2.11 0.4 0.4 2.29 2.0 1.98 0.4 0.4 2.26 1.8 1.84 0.4 0.4 2.23 1.7 1.71 0.4 0.3 2.19 1.6 1.58 0.3 0.3 2.15 1.4 1.45 0.3 0.3 2.11 1.3 1.32 0.3 0.3 2.06 1.2 1.19 0.2 0.2 2.00 1.1 1.05 0.2 0.2 1.94 0.9 0.92 0.2 0.2 1.88 0.8 0.79 0.1 0.1 1.81 0.7 0.66 0.1 0.1 1.74 0.5 0.53 0.1 0.1 1.67 0.4 0.40 0.1 0.1 1.59 0.3 0.26 0.0 0.0 1.51 0.1 0.13 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.0 0.0 1.36 0.0 0.00 0.0 0.0 1.33 0.0 0.00 0.0 0.0 1.30 0.0 0.00 0.0 0.0 1.27 0.0 0.00 0.59 0.58 2.33 2.63 0305-drainage-detention 040614.xls D.A. # D.A. # :it: .s:: 0 c. w ~ z Cl iii 0 N .., ... :ii: 'O < < >-0 0 0 J: Q. Q. () Qp 2.4 2.2 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.5 2.0 0.5 0.4 0.9 3.0 0.7 0.7 1.4 4.0 1.0 0.9 1.9 5.0 1.2 1.1 2.3 6.0 1.5 1.3 2.8 7.0 1.7 1.6 3.3 8.0 2.0 1.8 3.7 9.0 2.2 2.0 4.2 10.0 2.4 2.2 4.7 11.0 2.3 2.1 4.4 12.0 2.2 2.0 4.2 13.0 2.1 1.9 4.0 14.0 2.0 1.8 3.7 15.0 1.8 1.7 3.5 16.0 1.7 1.6 3.3 17.0 1.6 1.4 3.0 18.0 1.5 1.3 2.8 19.0 1.3 1.2 2.6 20.0 1.2 1.1 2.3 21.0 1.1 1.0 2.1 22.0 1.0 0.9 1.9 23.0 0.9 0.8 1.6 24.0 0.7 0.7 1.4 25.0 0.6 0.6 1.2 26.0 0.5 0.4 0.9 27.0 0.4 0.3 0.7 28.0 0.2 0.2 0.5 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.45 4.66 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 25 c:: a t. c:: c:: ..... a ~ ~ .2 + ~I ..... 0 'O iii c:: + s + c:: c:: > en ::i 0 .S! c:: N 0 Q. w cfs cfs cfs cfs ft 0.47 0.00 0.00 0.00 326.5 1.40 0.33 0.47 0.07 326.53 2.33 1.20 1.72 0.26 326.63 3.27 2.50 3.53 0.52 326.76 4.20 4.55 5.76 0.61 326.86 5.13 7.29 8.74 0.73 327.00 6.06 10.78 12.42 0.82 327.15 7.00 15.01 16.85 0.92 327.31 7.93 19.98 22.01 1.02 327.48 8.86 25.69 27.91 1.11 327.67 9.10 32.16 34.56 1.20 327.87 8.63 38.69 41.25 1.28 328.07 8.16 44.62 47.32 1.35 328.24 7.70 49.96 52.78 1.41 328.40 7.23 54.73 57.66 1.46 328.54 6.76 58.96 61.96 1.50 328.66 6.30 62.64 65.72 1.54 328.77 5.83 65.79 68.93 1.57 328.86 5.36 68.42 71.62 1.60 328.94 4.90 70.55 73.79 1.62 329.00 4.43 72.18 75.45 1.63 329.05 3.96 73.32 76.61 1.65 329.08 3.50 73.98 77.28 1.65 329.10 3.03 74.17 77.47 1.65 329.11 2.57 73.90 77.20 1.65 329.10 2.10 73.17 76.46 1.64 329.08 1.63 72.01 75.27 1.63 329.04 1.17 70.40 73.64 1.62 328.99 0.70 68.37 71.57 1.60 328.93 0.23 65.93 69.07 1.57 328.86 0.00 63.07 66.16 1.55 328.78 0.00 60.04 63.07 1.52 328.69 0.00 57.07 60.04 1.49 328.60 0.00 54.16 57.07 1.46 328.52 0.00 51.31 54.16 1.42 328.44 0.00 48.52 51.31 1.39 328.35 1.65 329.11 EXHIBITC2 0 w (!) en _J 0 _J ~ ..... .., < Q. ..... < I-< < I-0 < I-!!? 0 0 0 0:: 0 e~ Q. Q. I-Q. w 0.7 0.7 3.0 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.20 0.3 0.30 0.1 0.1 0.53 0.6 0.60 0.2 0.2 0.92 0.9 0.90 0.3 0.3 1.14 1.2 1.20 0.3 0.3 1.40 1.5 1.50 0.4 0.4 1.62 1.8 1.80 0.5 0.5 1.86 2.1 2.11 0.5 0.5 2.08 2.4 2.41 0.6 0.6 2.31 2.7 2.71 0.7 0.7 2.54 3.0 3.01 0.6 0.6 2.55 2.9 2.86 0.6 0.6 2.55 2.7 2.71 0.6 0.6 2.55 2.6 2.56 0.5 0.5 2.53 2.4 2.41 0.5 0.5 2.51 2.3 2.26 0.5 0.5 2.48 2.1 2.11 0.4 0.4 2.44 2.0 1.96 0.4 0.4 2.40 1.8 1.80 0.4 0.4 2.35 1.7 1.65 0.3 0.3 2.30 1.5 1.50 0.3 0.3 2.25 1.4 1.35 0.3 0.3 2.19 1.2 1.20 0.2 0.2 2.12 1.1 1.05 0.2 0.2 2.05 0.9 0.90 0.2 0.2 1.98 0.8 0.75 0.1 0.1 1.90 0.6 0.60 0.1 0.1 1.82 0.5 0.45 0.1 0.1 1.73 0.3 0.30 0.0 0.0 1.64 0.2 0.15 0.0 0.0 1.55 0.0 0.00 0.0 0.0 1.52 0.0 0.00 0.0 0.0 1.49 0.0 0.00 0.0 0.0 1.46 0.0 0.00 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.67 0.67 2.55 3.01 0305-drainage-detention 040614.xls D.A. # D.A. # '**' ..r: 0 c. w CV z ... Cl co 0 N .., ... ~ "C < < >o 0 0 0 :c a.. a.. t> Qp 2.4 2.2 Tc 10.0 10.0 inc 1.0 1.0 Time cf s cfs 0.0 0.0 0.0 0.0 1.0 0.2 0.2 0.5 2.0 0.5 0.4 0.9 3.0 0.7 0.7 1.4 4.0 1.0 0.9 1.9 5.0 1.2 1.1 2.3 6.0 1.5 1.3 2.8 7.0 1.7 1.6 3.3 8.0 2.0 1.8 3.7 9.0 2.2 2.0 4.2 10.0 2.4 2.2 4.7 11.0 2.3 2.1 4.4 12.0 2.2 2.0 4.2 13.0 2.1 1.9 4.0 14.0 2.0 1.8 3.7 15.0 1.8 1.7 3.5 16.0 1.7 1.6 3.3 17.0 1.6 1.4 3.0 18.0 1.5 1.3 2.8 19.0 1.3 1.2 2.6 20.0 1.2 1.1 2.3 21.0 1.1 1.0 2.1 22.0 1.0 0.9 1.9 23.0 0.9 0.8 1.6 24.0 0.7 0.7 1.4 25.0 0.6 0.6 1.2 26.0 0.5 0.4 0.9 27.0 0.4 0.3 0.7 28.0 0.2 0.2 0.5 29.0 0.1 0.1 0.2 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 2.45 4.66 0.00 indicates inital condition EXHIBITC2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 50 i: 0 + i: -i: :E lt .!2 ..... 0 + ..!. ..... 0 "C 'l;j i: + s + :E i: i: > II) II) :::i 0 .S! .E N N 0 a.. w cfs cfs cfs cfs ft 0.47 0.00 0.00 0.00 326.5 1.40 0.33 0.47 0.07 326.53 2.33 1.20 1.72 0.26 326.63 3.27 2.50 3.53 0.52 326.76 4.20 4.55 5.76 0.61 326.86 5.13 7.29 8.74 0.73 327.00 6.06 10.78 12.42 0.82 327.15 7.00 15.01 16.85 0.92 327.31 7.93 19.98 22.01 1.02 327.48 8.86 25.69 27.91 1.11 327.67 9.10 32.16 34.56 1.20 327.87 8.63 38.69 41.25 1.28 328.07 8.16 44.62 47.32 1.35 328.24 7.70 49.96 52.78 1.41 328.40 7.23 54.73 57.66 1.46 328.54 6.76 58.96 61.96 1.50 328.66 6.30 62.64 65.72 1.54 328.77 5.83 65.79 68.93 1.57 328.86 5.36 68.42 71.62 1.60 328.94 4.90 70.55 73.79 1.62 329.00 4.43 72.18 75.45 1.63 329.05 3.96 73.32 76.61 1.65 329.08 3.50 73.98 77.28 1.65 329.10 3.03 74.17 77.47 1.65 329.11 2.57 73.90 77.20 1.65 329.10 2.10 73.17 76.46 1.64 329.08 1.63 72.01 75.27 1.63 329.04 1.17 70.40 73.64 1.62 328.99 0.70 68.37 71.57 1.60 328.93 0.23 65.93 69.07 1.57 328.86 0.00 63.07 66.16 1.55 328.78 0.00 60.04 63.07 1.52 328.69 0.00 57.07 60.04 1.49 328.60 0.00 54.16 57.07 1.46 328.52 0.00 51.31 54.16 1.42 328.44 0.00 48.52 51.31 1.39 328.35 1.65 329.11 EXHIBITC2 0 w (!) II) ...J ~ ...J 0 ..... ~ <a.. ..... < I-< < I-0 < I-!Q 0 0 0 a:: 0 0 >< a.. a.. I-a.. w I-w 0.7 0.7 3.0 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.20 0.3 0.30 0.1 0.1 0.53 0.6 0.60 0.2 0.2 0.92 0.9 0.90 0.3 0.3 1.14 1.2 1.20 0.3 0.3 1.40 1.5 1.50 0.4 0.4 1.62 1.8 1.80 0.5 0.5 1.86 2.1 2.11 0.5 0.5 2.08 2.4 2.41 0.6 0.6 2.31 2.7 2.71 0.7 0.7 2.54 3.0 3.01 0.6 0.6 2.55 2.9 2.86 0.6 0.6 2.55 2.7 2.71 0.6 0.6 2.55 2.6 2.56 0.5 0.5 2.53 2.4 2.41 0.5 0.5 2.51 2.3 2.26 0.5 0.5 2.48 2.1 2.11 0.4 0.4 2.44 2.0 1.96 0.4 0.4 2.40 1.8 1.80 0.4 0.4 2.35 1.7 1.65 0.3 0.3 2.30 1.5 1.50 0.3 0.3 2.25 1.4 1.35 0.3 0.3 2.19 1.2 1.20 0.2 0.2 2.12 1.1 1.05 0.2 0.2 2.05 0.9 0.90 0.2 0.2 1.98 0.8 0.75 0.1 0.1 1.90 0.6 0.60 0.1 0.1 1.82 0.5 0.45 0.1 0.1 1.73 0.3 0.30 0.0 0.0 1.64 0.2 0.15 0.0 0.0 1.55 0.0 0.00 0.0 0.0 1.52 0.0 0.00 0.0 0.0 1.49 0.0 0.00 0.0 0.0 1.46 0.0 0.00 0.0 0.0 1.42 0.0 0.00 0.0 0.0 1.39 0.0 0.00 0.67 0.67 2.55 3.01 0305-drainage-detention 040614 .xis D.A. # D.A. # 'II: .I:. 0 c. w CV z ... Cl iil 0 N .., ... <( <( :;: "O >. 0 0 0 J: a. a. (.) Qp 3.1 2.8 Tc 10.0 10.0 inc 1.0 1.0 Time cfs cfs 0.0 0.0 0.0 0.0 1.0 0.3 0.3 0.6 2.0 0.6 0.6 1.2 3.0 0.9 0.8 1.8 4.0 1.2 1.1 2.4 5.0 1.6 1.4 3.0 6.0 1.9 1.7 3.6 7.0 2.2 2.0 4.1 8.0 2.5 2.3 4.7 9.0 2.8 2.5 5.3 10.0 3.1 2.8 5.9 11.0 3.0 2.7 5.6 12.0 2.8 2.5 5.3 13.0 2.6 2.4 5.0 14.0 2.5 2.3 4.7 15.0 2.3 2.1 4.4 16.0 2.2 2.0 4.1 17.0 2.0 1.8 3.9 18.0 1.9 1.7 3.6 19.0 1.7 1.5 3.3 20.0 1.6 1.4 3.0 21.0 1.4 1.3 2.7 22.0 1.2 1.1 2.4 23.0 1.1 1.0 2.1 24.0 0.9 0.8 1.8 25.0 0.8 0.7 1.5 26.0 0.6 0.6 1.2 27.0 0.5 0.4 0.9 28.0 0.3 0.3 0.6 29.0 0.2 0.1 0.3 30.0 0.0 0.0 0.0 31.0 0.0 0.0 0.0 32.0 0.0 0.0 0.0 33.0 0.0 0.0 0.0 34.0 0.0 0.0 0.0 35.0 0.0 0.0 0.0 PEAK FLOWS 3.11 5.92 0.00 indicates inital condition EXHIBIT C2 Detention Routing Calculations SONIC COONER STREET Pond Routing EVENT= 100 c: a t. c: c: :E ~ .S? .... a + ..!. .... 0 "O 70 c: :E + s c: > + c: en en :::l o~ £ N N 0 a. w cfs cfs cfs cfs ft 0.59 0.00 0.00 0.00 326.5 1.78 0.41 0.59 0.09 326.54 2.96 1.53 2.19 0.33 326.66 4.15 3.38 4.49 0.56 326.80 5.33 6.17 7.52 0.68 326.95 6.52 9.91 11.50 0.80 327.11 7.70 14.60 16.42 0.91 327.29 8.89 20.26 22.30 1.02 327.49 10.07 26.90 29.15 1.13 327.71 11.26 34.51 36.97 1.23 327.94 11.55 43.10 45.77 1.33 328.20 10.96 51.79 54.66 1.43 328.45 10.37 59.73 62.76 1.51 328.68 9.78 66.93 70.10 1.58 328.89 9.18 73.42 76.71 1.65 329.09 8.59 79.19 82.60 1.70 329.26 8.00 84.28 87.79 1.75 329.43 7.41 88.69 92.28 1.79 329.57 6.81 92.43 96.10 1.83 329.70 6.22 95.51 99.25 1.87 329.82 5.63 97.95 101.74 1.89 329.92 5.04 99.75 103.58 1.91 329.99 4.44 100.94 104.79 1.93 330.04 3.85 101.51 105.38 1.94 330.07 3.26 101.49 105.36 1.93 330.07 2.67 100.90 104.75 1.93 330.04 2.07 99.74 103.56 1.91 329.99 1.48 98.02 101.81 1.89 329.92 0.89 95.77 99.51 1.87 329.83 0.30 92.98 96.66 1.84 329.72 0.00 89.67 93.28 1.80 329.61 0.00 86.13 89.67 1.77 329.48 0.00 82.66 86.13 1.74 329.37 0.00 79.25 82.66 1.70 329.26 0.00 75.91 79.25 1.67 329.16 0.00 72.63 75.91 1.64 329.06 1.94 330.07 EXHIBITC2 0 w (!) en ...J ~ ...J 0 .... 'It' <( a. .... <( I-<( <( I-0 <( I-~ 0 0 0 et:: 0 8~ a. a. .,.;.. a. w 0.9 0.8 3.8 10.0 10.0 10.0 0.0 1.0 cfs cfs cfs cfs cfs 0.0 0.0 0.00 0.0 0.00 0.1 0.1 0.26 0.4 0.38 0.2 0.2 0.67 0.8 0.76 0.3 0.3 1.07 1.1 1.15 0.3 0.3 1.36 1.5 1.53 0.4 0.4 1.65 1.9 1.91 0.5 0.5 1.93 2.3 2.29 0.6 0.6 2.21 2.7 2.67 0.7 0.7 2.48 3.1 3.06 0.8 0.8 2.76 3.4 3.44 0.9 0.8 3.03 3.8 3.82 0.8 0.8 3.04 3.6 3.63 0.8 0.8 3.04 3.4 3.44 0.7 0.7 3.03 3.2 3.25 0.7 0.7 3.01 3.1 3.06 0.6 0.6 2.98 2.9 2.87 0.6 0.6 2.94 2.7 2.67 0.6 0.5 2.90 2.5 2.48 0.5 0.5 2.85 2.3 2.29 0.5 0.5 2.80 2.1 2.10 0.4 0.4 2.74 1.9 1.91 0.4 0.4 2.68 1.7 1.72 0.3 0.3 2.61 1.5 1.53 0.3 0.3 2.53 1.3 1.34 0.3 0.3 2.44 1.1 1.15 0.2 0.2 2.35 1.0 0.96 0.2 0.2 2.25 0.8 0.76 0.1 0.1 2.15 0.6 0.57 0.1 0.1 2.04 0.4 0.38 0.0 0.0 1.92 0.2 0.19 0.0 0.0 1.80 0.0 0.00 0.0 0.0 1.77 0.0 0.00 0.0 0.0 1.74 0.0 0.00 0.0 0.0 1.70 0.0 0.00 0.0 0.0 1.67 0.0 0.00 0.0 0.0 1.64 0.0 0.00 0.85 0.84 3.04 3.82 0305-drainage-detention 040614.xls APPENDIX A UNDERGROUND DETENTION RESULTS ~~1~~1-rr~u -~~~!Ill ..• ------~ ~ ..... ~ -~-­CONSTRUCTION PRODUCTS INC. CONTECH Underground Stormwater Detention System Design Program Project Informati o n Date Project Name Proj ect Locatio n Project Owner Project Eng ineer Fil e Name Common Stage Increment Total Amount of sy stem storage used Maxi mum Discharge fro m the sy stem Maxi mum water elevatio n (stage ) version 1.0.0 Flow Routing Review Results 6/11 /2 004 11 :37 :05 A M Soni c Cooner Street Underground Detention D esign Lot 2 Rebublic Bank Add ition , Tex as Ave . @Cooner Street Darden Restaurants Inc . Mitchell & Morgan , LLP S :\Proj \0315-soniccooner\3x48in-C M P-fi nal. uds 0 .25 ft 3229 .708 ft3 (97 .7% of av ai lab le) 1.908 ft3/S 330 .27 ft (94 .3% of av ailable) CO NTECH Underg round Stormwa ter De ten tio n System Design Prog ram v1.0.0 -1of12 Hydrograph Duration Hydrograph Time Increment Time 0 .0 m in 0 .1 min 0 .2 min 0 .3 min 0.4 min 0.5 min 0 .6 min 0 .7 min 0 .8 min 0.9 min 1.0 min 1.1 min 1.2 min 1 .3 min 1.4 min 1.5 min 1.6 min 1 .7 min 1 .8 min 1 .9 min 2 .0 min 2.1 min 2.2 min 2.3 min 2.4 min 2 .5 min 2 .6 min 2 .7 min 2 .8 m in 2 .9 min 3 .0 min 3 .1 min 3 .2 min 3.3 min 3.4 min 3 .5 min 3 .6 min 3 .7 min 3 .8 min 3 .9 min 4.0 min 4 .1 min 4.2 min 4 .3 min 4.4 min 4 .5 min 4 .6 min 4 .7 min 4 .8 min 4 .9 min 5 .0 min 10.0 min 15.0 min 20 .0 min 25 .0 min 30 .0 min User-entered Hydrograph Summary 60 minutes 5 minutes (for display only) Inflow 0 .000 ft3 /S 0.060 ft3 /s 0.120 ft3/S 0.180 ft3 /s 0 .240 ft 3/S 0.300 ft 3/S 0.360 ft3 /s 0.420 ft3/S 0.480 ft3/S 0 .540 ft3/S 0 .600 ft3/S 0 .660 ft3 /S 0 .720 ft3 /S 0 .780 ft3 /S 0 .840 ft3 /S 0 .900 ft3 /S 0 .960 ft3 /S 1 .020 ft3 /S 1 .080 ft3 /S 1 .140 ft3 /S 1.200 ft3 /s 1 .260 ft3 /s 1 .320 ft3 /s 1.380 ft 3/S 1.440 ft3/S 1.500 ft3/S 1.560 ft3 /s 1.620 ft3 /s 1.680 ft3/S 1.740ft3/S 1.800 ft3 /s 1.860 ft3 /S 1.920 ft3 /s 1 .980 ft3 /S 2 .040 ft3 /s 2 .100 ft3 /S 2 .160 ft 3/S 2 .220 ft3/S 2 .280 ft3 /S 2 .340 ft3 /S 2.400 ft3 /S 2.460 ft3 /s 2 .520 ft3 /s 2.580 ft3 /S 2.640 ft3/S 2 .700 ft3 /s 2 .760 ft3 /S 2.820 ft3 /s 2.880 ft3 /S 2 .940 ft 3 /s 3 .000 ft3 /S 5 .900 ft3 /S 4.400 ft3 /S 3 .000 ft3 /S 1.500 ft 3/S 0 .000 ft3/S CONTECH Underground Stormwater Detentio n System Desig n Progra m v1 .0 .0 - 2 of 12 ;;:: 0 0 '° Site Layout Details 85 .00 fl 4 4 -------··-----t-++--..... --------------------------------------....,jL..-.:.... ....... CONTECH Underground Stormwater Detention System Design Program v1 .0 .0 - 3 of 12 Site Layout Pipe Legend Note : The site layout as drawn will mo st like ly not match that used in actual practice . The 'ite ms' used by this software package are used lo cons truct the shape and design the system only. Actual production fittings will vary. You may request shop drawings for approval from the manufacturer. Finished Grade Alignment Point x co-ordinate y co-ordinate Elevation Ground slope in x-direct ion Ground slope in y-direction Item #1 (Qty = 2) Elbow Round Ultra Flo 48 in x 48 in 3 ft LG (Leg 1) 3 .97 ft LG (Leg 2) 90 deg . bend 326 .5 ft El. Base pt (x ,y) = 0 .0 ,0 .0 in Rotation angle = 270 degrees Item #2 (Qty = 2) Tee-Main Round Ultra Flo 48 in x 48 in 6 ft LG 326 .5 ft El. Base pt (x ,y) = 0 .0 ,72.0 in Rotation angle = 450 degrees Item #3 (Qty = 2) Elbow Round Ultra Flo 48 in x 48 in 3 .97 ft LG (Leg 1) 3 ft LG (Leg 2) 90 deg . bend 326 .5 ft El. Base pt (x,y) = 0.0 , 144 .0 in Rotation angle = 540 degrees Riser #3 -1 914.4 Diameter 1372 High Item #4 (Qty = 3) Straight Round Ultra Flo 48 in x 48 in 73 .06 ft LG 326 .5 ft El. Base pt (x ,y ) = 486 .0 , 144 .0 in Rotation angle = 720 degrees -24 .0 -24.0 Tee-Bra nch Round Ultra Flo 48 in x 48 in 1.97ftLG 326.5 ft El. 332 .50 ft 0 % 0 % CONTE CH Und erground Stormwater Detention System De sign Program v1 .0 .0 -4 of 12 Site Layout Pipe Legend CONT ECH Underground Stormwate r Detention System Design Program v1 .0.0·5of12 Storage Results Please see the site layout o utput for the storage pipe summary Stage St orage Stage Sto rage 326.4993 ft 0 .00 ft3 326 .7060 ft 64.87 ft3 326 .5026 ft 0 .13ft3 326 .7093 ft 66.41 ft3 326 .5059 ft 0 .37 ft3 326 .7126 ft 67 .95 ft 3 326 .5092 ft 0 .68 ft3 326. 7159 ft 69 .51 ft3 326 .5125 ft 1.05 ft3 326 .7192 ft 71 .08 ft3 326.5157 ft 1.47 ft3 326 .72 24 ft 72 .66 ft3 326 .5190 ft 1.93 ft3 326 .7257 ft 74.24 ft3 326 .52 23 ft 2.44 ft3 326 .7290 ft 75 .85 ft3 326 .5256 ft 2 .98 ft3 326.7323 ft 77.46 ft 3 326 .5289 ft 3 .55 ft3 326 .7356 ft 79.08 ft3 326.5322 ft 4 .16 ft3 326 .7388 ft 80 .71 ft3 326 .5354 ft 4 .80 ft3 326.7421 ft 82 .35 ft3 326 .5387 ft 5.46 ft3 326.7454 ft 84 .01 ft3 326 .5420 ft 6.16 ft 3 326.7487 ft 85 .67 ft3 326 .5453 ft 6 .88 ft 3 326.7520 ft 87 .35 ft3 326 .5486 ft 7 .63 ft 3 326.7552 ft 89.03 ft 3 326 .5518 ft 8.40 ft 3 326 .7585 ft 90 .72 ft 3 326 .5551 ft 9.20 ft 3 326 .7618 ft 92.43 ft 3 326 .5584 ft 10 .02 ft3 326 .765 1 ft 94 .14 ft3 326 .5617 ft 10 .87 ft3 326 .7684 ft 95.87 ft3 326 .5650 ft 11 .73 ft3 326 .7717 ft 97.60 ft3 326 .5682 ft 12 .62 ft3 326 .7749 ft 99 .34 ft3 326 .5715 ft 13 .53 ft3 326 .7782 ft 101 .10 ft3 326.5748 ft 14.46 ft3 326 .7815 ft 102 .86 ft3 326 .5781 ft 15.4 1 ft3 326.7848 ft 104 .63 ft3 326 .5814 ft 16 .3 7 ft 3 326.7881 ft 106.41 ft 3 326 .5846 ft 17 .36 ft3 326.7913 ft 108 .20 ft 3 326.5879 ft 18 .37 ft3 326.7946 ft 110 .00 ft 3 326 .5912 ft 19 .39 ft 3 326 .7979 ft 111 .81 ft3 326 .5945 ft 20.44 ft 3 326 .8012 ft 113.63 ft 3 326 .5978 ft 21 .50 ft 3 326 .8045 ft 115.46 ft 3 326 .6010 ft 22 .57 ft3 326 .8077 ft 117 .30 ft 3 326 .6043 ft 23 .67 ft 3 326 .8110 ft 119 .14 ft 3 326 .6076 ft 24.78 ft 3 326.8143 ft 121 .00 ft 3 326 .6109 ft 25.91 ft3 326 .8176 ft 122.86 ft 3 326 .6142 ft 27 .06 ft 3 326.8209 ft 124.73 ft 3 326 .6175 ft 28 .22 ft 3 326 .8241 ft 126 .61 ft 3 326 .6207 ft 29 .39 ft 3 326.8 274 ft 128.50 ft 3 326 .6240 ft 30 .58 ft3 327 .0768 ft 294 .04 ft 3 326 .6273 ft 31 .79 ft 3 327 .3261 ft 493 .22 ft3 326 .6306 ft 33 .01 ft 3 327 .5755 ft 716 .31 ft 3 326.6339 ft 34 .25 ft 3 327 .8248 ft 956 .54 ft 3 326 .6371 ft 35 .50 ft3 328.0741 ft 1208 .54 ft3 326 .6404 ft 36 . 77 ft3 328 .3235 ft 1467 .69 ft3 326 .6437 ft 38.05 ft3 32 8 .5728 ft 1729 .74 ft3 326 .6470 ft 39 .34 ft3 328.8222 ft 1990 .58 ft3 326 .6503 ft 40.65 ft3 329 .07 15 ft 2246.05 ft3 326 .6535 ft 41 .97 ft3 329 .3209 ft 2491 .71 ft3 326 .6568 ft 43 .31 ft3 329 .5702 ft 2722 .55 ft 3 326 .6601 ft 44 .66 ft3 329 .8196 ft 2932 .50 ft 3 326 .6634 ft 46 .02 ft3 330 .0689 ft 3113 .35 ft 3 326 .6 667 ft 47.40 ft3 330 .318 2 ft 3251 .57 ft3 326 .6699 ft 48. 78 ft3 330 .50 ft 3304 .709 ft3 326 .6732 ft 50 .19 ft 3 32 6.6765 ft 51.60 ft3 326.6798 ft 53 .03 ft3 326 .6831 ft 54.46 ft3 326 .6864 ft 55 .92 ft3 326 .6896 ft 57 .38 ft3 326 .6929 ft 58 .85 ft 3 32 6.6962 ft 60 .34 ft 3 326 .6995 ft 61 .84 ft3 326 .7028 ft 63 .35 ft3 CONTECH Underground Storm wate r De tention Syste m Des ign Prog ram v 1 .0 .0 - 6 of 12 Discharge Results Calculated Discharge Orifice 1 Orifice Diameter 6 .0 in Orifice Coefficient 0 .65 Orifi ce Elevation 326 .75 ft (at centerline) Sta11e Dischar11e Sta11e Dischaqie 326.4993 ft 0.000 ft3 /s 326 .6929 ft 0 .097 ft3 /5 326 .5026 ft 0 .000 ft3/s 326.6962 ft 0 .100 ft3 /5 326 .5059 ft 0 .000 ft 3/S 326 .6995 ft 0 .103 ft3 /5 326 .5092 ft 0 .000 ft3 /5 326.7027 ft 0 .106 ft3/5 326.5125 ft 0 .000 ft3 /5 326.7060 ft 0 .109 ft3/5 326 .5157 ft 0 .001 ft3 /5 326.7093 ft 0 .112ft3/s 326.5190 ft 0 .001 ft3 /5 326.7126 ft 0.116ft3/s 326 .5223 ft 0 .001 ft3 /5 326 .7159 ft 0 .119ft3/s 326 .5256 ft 0 .002 ft3/S 326 .7192 ft 0 .12 2 ft 3/5 326.5289 ft 0.002 ft3/S 326 .7224 ft 0.126 ft 3 /s 326.5322 ft 0.003 ft 3/S 326 .7257 ft 0 .129 ft3 /5 326.5354 ft 0.003 ft 3/S 326 .7290 ft 0 .133 ft3 /5 326 .5387 ft 0.004 ft 3/S 326 .7323 ft 0 .136 ft3 /5 326 .5420 ft 0.005 ft3 /5 326 .7356 ft 0 .140 ft3 /5 326.5453 ft 0 .006 ft3 /5 326.7388 ft 0 .144 ft3 /5 326 .5485 ft 0 .006 ft3 /5 326.742 1 ft 0 .147 ft3 /5 326 .5518 ft 0 .007 ft3 /5 326.7454 ft 0 .151 ft3 /5 326 .5551 ft 0 .008 ft3 /5 326.7487 ft 0 .155 ft3 /5 326 .5584 ft 0 .009 ft3 /5 326 .7520 ft 0 .158 ft3 /s 326 .5617 ft 0 .010 ft3 /5 326.7553 ft 0 .162 ft 3 /s 326 .5649 ft 0.012 ft3 /5 326 .7585 ft 0.166 ft 3/S 326 .5682 ft 0 .013 ft3 /5 326 .7618 ft 0 .170 ft3 /5 326 .5715 ft 0 .014 ft3 /5 326.7651 ft 0.174 ft 3 /5 326 .5748 ft 0.015 ft3 /5 326 .7684 ft 0 .177 ft3 /5 326 .5781 ft 0 .017 ft3 /5 326 .7716 ft 0 .181 ft3 /5 326.5814 ft 0.018 ft3 /S 326.7749 ft 0 .185 ft3 /5 326 .584 6 ft 0 .020 ft 3 /s 326 .7782 ft 0 .189 ft3 /5 326 .5879 ft 0 .021 ft 3 /s 326 .7815 ft 0 .193 ft3 /5 326 .5912 ft 0 .023 ft3 /s 326.7848 ft 0 .197 ft3 /s 326 .5945 ft 0 .024 ft3 /5 326 .7880 ft 0 .202 ft3 /5 326 .5978 ft 0 .026 ft3 /s 326 .7913 ft 0 .206 ft3 /s 326 .6010 ft 0 .028 ft3 /5 326.7946 ft 0 .210 ft3 /s 326 .6043 ft 0 .030 ft3 /s 326.7979 ft 0 .214 ft3 /s 326 .6076 ft 0 .032 ft3 /5 326 .8012 ft 0 .218 ft 3 /s 326.6109 ft 0 .033 ft3 /5 326.8045 ft 0 .222 ft 3 /5 326 .6142 ft 0 .035 ft3 /5 326 .8077 ft 0 .227 ft 3 /5 326 .6175 ft 0 .037 ft3 /5 326.8110 ft 0 .231 ft 3 /5 326 .6207 ft 0 .039 ft3 /5 326.8143 ft 0.235 ft 3 /5 326 .6240 ft 0 .042 ft3 /5 326 .8176 ft 0 .239 ft 3 /S 326 .6273 ft 0 .044 ft3 /5 326.8209 ft 0 .244 ft 3 /s 326 .6306 ft 0 .046 ft3 /s 326 .8241 ft 0 .248 ft3 /5 326 .6339 ft 0 .048 ft3 /5 326.8274 ft 0 .252 ft3 /5 326 .6371 ft 0 .050 ft 3 /s 327 .0768 ft 0 .571 ft3 /5 326.6404 ft 0 .053 ft 3 /S 327 .3261 ft 0 .768 ft3 /5 326 .6437 ft 0.055 ft 3/S 327 .5755 ft 0 .922 ft3 /5 326 .6470 ft 0.058 ft3 /5 327 .8248 ft 1.053 ft3 /5 326 .6502 ft 0.060 ft3 /5 328.0742 ft 1.169 ft3 /5 326 .6535 ft 0 .063 ft3 /5 328 .3235 ft 1.275 ft 3 /5 326 .6568 ft 0 .065 ft3 /5 328.5728 ft 1.373 ft 3 /s 326.6601 ft 0 .068 ft3 /S 328.8222 ft 1.463 ft 3 /S 326 .6634 ft 0 .070 ft 3/S 329 .0715 ft 1.549 ft3 /5 326 .6667 ft 0 .073 ft 3 /5 329 .3209 ft 1.630 ft3 /5 326 .6699 ft 0.076 ft3 /5 329 .5702 ft 1.707 ft3 /5 326 .6732 ft 0 .079 ft3 /5 329 .8196 ft 1.781 ft3 /5 326 .6765 ft 0 .082 ft3 /5 330 .0689 ft 1.8 52 ft3 /5 326 .6798 ft 0 .085 ft3 /5 330 .3182 ft 1.921 ft 3 /5 326 .6831 ft 0 .087 ft3 /5 330 .50 ft 1.968 ft3/5 326 .6863 ft 0 .090 ft3 /5 326 .6896 ft 0.093 ft 3 /5 CONTECH Underground Stormwater Detention System Design Program v1.0 .0 -7of12 Storage Indicator Table Stage Discharge Storage 02/2 S2/t SI Number 326.50 ft 0.000 ft 3 /s 0.000 ft 3 0 .000 ft3/s 0.000 ft 3/s 0.000 ft 3 /s 326 .75 ft 0.155 ft 3 /s 85 .671 ft 3 0 .077 ft3/s 14 .278 ft 3 /s 14 .356 ft 3 /s 327.00 ft 0.488 ft 3 /s 237 .528 ft 3 0 .244 ft3/s 39 .588 ft3 /s 39 .832 ft 3 /s 327 .25 ft 0.712ft3 /s 427 .358 ft 3 0 .356 ft3 /s 71.226 ft3 /s 71 .583 ft 3 /s 327 .50 ft 0.876 ft 3 /s 643 .723 ft 3 0.438 ft 3 /s 107 .287 ft 3/s 107 . 725 ft 3 /s 327.75 ft 1.014 ft 3 /s 879 .169 ft 3 0.507 ft 3 /s 146 .528 ft3 /s 147 .035 ft 3 /s 328 .00 ft 1.134 ft3 /s 1127 .981 ft 3 0.567 ft 3 /s 187 . 997 ft 3/s 188 .564 ft 3 /s 328 .24 ft 1.243 ft3/s 1385 .346 ft 3 0.621 ft 3 /s 230 .891 ft 3/s 231 .512 ft3/s 328.49 ft 1.342 ft3 /s 1646.925 ft 3 0 .671 ft 3 /s 274.488 ft 3/s 275 .159 ft 3 /s 328 .74 ft 1.435 ft3 /s 1908 .590 ft 3 0 .718 ft 3 /s 318 .098 ft 3/s 318 .816 ft 3 /s 328 .99 ft 1.523 ft3/s 2166.218 ft 3 0 .761 ft 3 /s 361 .036 ft 3/s 361 . 798 ft 3 /s 329 .24 ft 1.605 ft3/s 2415.482 ft 3 0.803 ft 3 /s 402 .580 ft 3/s 403 .383 ft 3 /s 329.49 ft 1.683 ft 3 /s 2651 .596 ft 3 0.842 ft 3 /s 441.933 ft 3/s 442 .774 ft 3 /s 329 .74 ft 1.758 ft 3 /s 2868 .897 ft 3 0 .879 ft 3 /s 4 78 .150 ft 3/s 479.029 ft 3 /s 329 .99 ft 1.830 ft3/s 3060.032 ft3 0 .915 ft3/s 510.005 ft3/s 5 10 .920 ft3 /s 330 .24 ft 1.899 ft3/s 3213 .824 ft 3 0.950 ft3 /s 535.637 ft3/s 536 .587 ft3 /s 330.49 ft 1.966 ft 3 /s 3304 .128 ft3 0.983 ft3 /s 550 .688 ft 3/s 551.671 ft3/s CONTECH Underground Stormwa ter De tentio n Sys tem Design Prog ram v 1 .0 .0 - 8 of 12 Flow Routing Table Note : -The 'Outflo w (0 2)' column is the outflow from the detention system (the end result of the flo w routin g). -The 'Sto rage' column is the amount of storage in use at th e time ordinate specified by 'Time' -The 'S tage' column is the eleva tio n of the wa ter at the time ordinate specifie d by 'Tim e' -A detailed ex planation of the routing methodology may be found in the technical commen tary. Time Inflow Avli! Inflow S11t +01 12 0 1 S21t+0 212 Ou tfl ow (0 2) Stali!e Storali!e 0.0 min . 0 .000 ft'/s 0 .000 ft'/s 0 .000 ft '/s 0.000 ft '/s 0 .000 ft'/s 0.000 ft '/s 0 .00 ft 0 .000 ftl 0 .1 min . 0 .060 ft'/s 0 .030 ft'/s 0.000 ft '/s 0 .000 ft '/s 0 .030 ft'/s 0 .000 ft '/s 326.50 ft 0 .180 ft l 0.2 min. 0 .120 ft '/s 0 .090 ft'/s 0 .030 ft '/s 0 .000 ft '/s 0 .120 ft '/s 0.000 ft '/s 326 .51 ft 0 .719 ft l 0.3 min . 0.180 ft '/s 0 .150 ft '/s 0 .120 ft '/s 0 .000 ft '/s 0 .270 ft '/s 0 .001 ft '/s 326 .52 ft 1.617ft3 0.4 min . 0 .240 ft '/s 0 .21 O ft'/s 0 .270 ft'/s 0.001 ft'/s 0.479 ft 3/s 0.002 ft'/s 326 .52 ft 2 .870 ftl 0 .5 min . 0.300 ft '/s 0.270 ft '/s 0.479 ft '/s 0 .002 ft3/s 0 .747 ft 'ls 0 .003 ft3/s 326 .53 ft 4.476 ft3 0 .6 min . 0.360 ft'/s 0 .330 ft'/s 0 .747 ft'/s 0 .003 ft '/s 1.074 ft'/s 0 .005 ft '/s 326 .54 ft 6.431 ft l 0 .7 min . 0.420 ft '/s 0.390 ft'/s 1.074 ft '/s 0 .005 ft '/s 1.459 ft '/s 0 .008 ft '/s 326 .55 ft 8 .732 ft l 0 .8 min . 0.480 ft '/s 0.450 ft'/s 1.459 ft '/s 0 .008 ft '/s 1.9 0 1 ft '/s 0 .011 ftl/s 326 .56 ft 11 .375 ftl 0 .9 min . 0.540 ft '/s 0.510 ft'/s 1.901 ft'/s 0 .011 ft '/s 2.400 ft '/s 0 .015 ft '/s 326 .57 ft 14 .356 ft l 1.0 min . 0 .600 ft'/s 0.570 ft '/s 2.400 ft '/s 0 .015 ft '/s 2 .955 ft'/s 0.020 ft '/s 326 .59 ft 17 .670 ft l 1.1 min . 0 .660 ft '/s 0 .630 ft '/s 2 .955 ft'/s 0 .020 ft '/s 3 .565 ft '/s 0 .026 ft '/s 326.60 ft 21.312 ftl 1.2 min . 0 .720 ft '/s 0.690 ftl /s 3 .565 ftl/s 0 .026 ftl/s 4.2 29 ft '/s 0 .032 ft '/s 326 .61 ft 25 .277 ft l 1.3 min . 0 .780 ft 3/s 0 .750 ft'/s 4 .229 ft '/s 0 .032 ft'/s 4.947 ft'/s 0 .040 ft '/s 326 .62 ft 29.561 ft l 1.4 min. 0 .840 ft '/s 0 .810 ft'/s 4 .947 ft '/s 0 .040 ft '/s 5.717 ft '/s 0.048 ft '/s 326.63 ft 34 .158 ft l 1.5 min. 0 .900 ft '/s 0 .870 ft '/s 5. 717 ft '/s 0 .048 ft '/s 6 .539 ft'/s 0.057 ft'/s 326.65 ft 39 .063 ftl 1.6 min. 0 .960 ft 3/s 0 .930 ft'/s 6.539 ft '/s 0 .057 ft '/s 7.412ft3/s 0 .067 ft '/s 326 .66 ft 44 .271 ftl 1.7 min. 1.020 ft '/s 0 .990 ft '/s 7.412 ft '/s 0 .067 ft '/s 8 .335 ft'/s 0 .078 ft '/s 326.67 ft 49 .776 ft l 1.8 min . 1.080 ft '/s 1.050 ft '/s 8 .335 ft '/s 0 .078 ft '/s 9 .307 ft'/s 0.090 ftl/s 326.69 ft 55.573 ft l 1.9 min. 1.140 ft '/s 1 .11 O ft'/s 9 .307 ft '/s 0.090 ft '/s 10 .327 ft '/s 0.102 ft'/s 326 .70 ft 61.657 ft l 2.0 min. 1.200 ft '/s 1.170 ft '/s 10 .327 ft '/s 0 .102 ftl/s 11 .395 ft '/s 0 .116 ft '/s 326 .71 ft 68.022 ftl 2 .1 min . 1.260 ft '/s 1.230 ft 3/s 11 .395 ft '/s 0 .116ft'/s 12 .509 ft '/s 0.130 ft '/s 326 .73 ft 74 .663 ftl 2.2 min. 1.320 ft '/s 1.290 ft '/s 12 .509 ft '/s 0 .130 ft 3/s 13 .669 ft '/s 0.145 ft '/s 326 .74 ft 81 .576 ftl 2 .3 min. 1.380 ft '/s 1.350 ft '/s 13 .669 ft '/s 0.145 ft '/s 14 .873 ft 3/s 0 .161 ft '/s 326 .75 ft 88 .756 ft3 2.4 min . 1.440 ft'/s 1.410 ft'/s 14 .873 ft '/s 0 .161 ft '/s 16.122 ft '/s 0 .178 ft '/s 326 .77 ft 96 .197 ftl 2.5 min . 1.500 ft '/s 1.470 ft '/s 16 .122 ft '/s 0 .178 ft '/s 17.414ft3/s 0 .196 ft'/s 326 .78 ft 103.895 ftl 2.6 min. 1.560 ft '/s 1.530 ft '/s 17.414ft3/s 0 .196 ft '/s 18 . 7 48 ft '/s 0 .214 ft '/s 326 .80 ft 111.845ft3 2 .7 min . 1.620 ft 3/s 1.590 ft '/s 18 . 7 48 ft '/s 0 .214 ft'/s 20.124 ft '/s 0 .233 ft'/s 326 .81 ft 120.045 ft l 2 .8 min. 1.680 ft '/s 1.650 ft '/s 20 .124 ftl/s 0 .2 33 ft'/s 21.541 ft '/s 0 .252 ft '/s 326 .83 ft 128 .4 89 ft l 2 .9 min . 1 .740 ft '/s 1.7 10 ft'/s 21 .541 ft '/s 0 .252 ft '/s 22.999 ft3 /s 0.272 ft '/s 326 .84 ft 137 .175 ftl 3 .0 min . 1.800 ft '/s 1.770 ft '/s 22 .999 ft '/s 0 .272 ft'/s 24.496 ft '/s 0 .293 ft '/s 326 .86 ft 146.098 ftl 3 .1 min . 1 .860 ft 3 /s 1.830 ft'/s 24.496 ft'/s 0 .293 ft '/s 26.033 ft'/s 0.314 ft '/s 326 .87 ft 155 .257 ftl 3 .2 min. 1 .920 ft '/s 1.890 ft'/s 26.033 ft '/s 0 .314 ft 3/s 27 .609 ft'/s 0 .336 ft '/s 326.89 ft 164 .648 ft l 3 .3 min . 1 .980 ft '/s 1.950 ft'/s 27 .609 ft '/s 0 .336 ft'/s 29.224 ft'/s 0 .3 57 ft'/s 326.90 ft 174 .269 ft l 3.4 min. 2 .040 ft'/s 2 .010 ft'/s 29 .224 ft '/s 0 .357 ft '/s 30 .876 ft '/s 0.379 ft '/s 326 .92 ft 184 .120 ft l 3 .5 min . 2 .100 ft '/s 2 .070 ft 3/s 30.876 ft 3/s 0.379 ft'/s 32.567 ft '/s 0.401 ft '/s 326.93 ft 194 .199 ft l 3 .6 min . 2 .160 ft 3 /s 2.130 ft '/s 32 .5 67 ft'/s 0.401 ft '/s 34.296 ft '/s 0.423 ft 3/s 326 .95 ft 204.506 ft l 3.7 min . 2 .220 ft '/s 2 .190 ft'/s 34 .296 ft 3/s 0.423 ft 3/s 36.063 ft'/s 0.445 ft '/s 326.97 ft 2 15 .041 ftl 3.8 min . 2 .280 ft '/s 2 .250 ft '/s 36.063 ft '/s 0.445 ft '/s 37 .868 ft '/s 0.466 ftl/s 326 .98 ft 225.807 ftl 3 .9 min . 2 .340 ft 3/s 2.3 10 ft'/s 37.868 ft'/s 0.466 ft'/s 39 .711 ft'/s 0.487 ft'/s 327 .00 ft 236.808 ftl 4.0 min . 2.400 ft '/s 2 .370 ft '/s 39 . 711 ft'/s 0.487 ft'/s 41 .594 ft'/s 0 .506 ft'/s 327 .01 ft 248.050 ftl 4 .1 min . 2.460 ft '/s 2.430 ft '/s 41 .594 ft'/s 0 .506 ft '/s 43 .519 ft '/s 0 .523 ft '/s 327 .03 ft 259 .54 2 ftl 4 .2 min . 2.520 ft '/s 2.490 ft '/s 43 .519 ft '/s 0 .523 ft '/s 45.4 85 ft '/s 0 .541 ft '/s 327.05 ft 271 .290 ftl 4 .3 min . 2.580 ft '/s 2 .550 ft '/s 45.485 ft'/s 0.541 ft '/s 4 7.495 ft '/s 0 .557 ft'/s 327 .06 ft 283 .297 ftl 4.4 min . 2.640 ft '/s 2 .610 ft'/s 4 7.495 ft '/s 0 .557 ft '/s 49 .548 ft'/s 0 .573 ft '/s 327 .08 ft 295 .567 ft l 4 .5 min. 2 .700 ft'/s 2.670 ft '/s 49 .548 ft 3/s 0.573 ft '/s 51.645 ft '/s 0.589 ft'/s 327.10 ft 308 .102 ft l 4 .6 min. 2 .760 ft 3/s 2 .7 30 ft'/s 51.645 ft '/s 0 .589 ft'/s 53 .786 ft'/s 0 .604 ft'/s 327 .11 ft 320 .904 ftl 4 .7 min . 2 .820 ft 3/s 2. 790 ft' l s 53 .786 ft'/s 0 .604 ft 3 /s 55 .972 ft'/s 0 .619 ft'/s 327.13 ft 333 .975 ftl 4.8 min . 2.880 ft'/s 2.850 ft '/s 55 . 972 ft'/s 0 .619 ft'/s 58.203 ft '/s 0 .634 ft '/s 327.15 ft 347.317 ft l 4 .9 min . 2 .940 ft 3ls 2 .910 ft '/s 58 .203 ft '/s 0 .634 ft 3/s 60 .479 ft '/s 0 .648 ft '/s 327 .16 ft 360.931 ftl 5 .0 min . 3 .000 ft '/s 2.970 ft '/s 60.479 ft '/s 0.648 ft '/s 62 .801 ft '/s 0 .662 ft '/s 327 .18 ft 374 .819 ftl 5 .1 min . 3 .058 ft '/s 3 .029 ft '/s 62 .801 ft '/s 0.662 ft'/s 65 .168 ft'/s 0 .6 76 ft '/s 327 .20 ft 388.977 ft 3 5 .2 min . 3.116 ft 3/s 3.087 ft 3/s 65 .168 ft'/s 0 .676 ft'/s 67 .578 ft'/s 0 .690 ft'/s 327 .22 ft 403 .398 ft l 5 .3 min . 3.174ft'/s 3 .145 ft '/s 67 .578 ft'/s 0 .690 ft'/s 70 .033 ft '/s 0. 704 ft'/s 327.24 ft 418 .085 ftl 5.4 min . 3.232 ft '/s 3.203 ftl/s 70 .033 ft '/s 0 . 704 ft '/s 72 .532 ft '/s 0 .718 ft '/s 327.25 ft 433 .038 ftl 5 .5 min. 3 .290 ft '/s 3 .26 1 ft '/s 72 .532 ft '/s 0 .718 ft'/s 75.075 ft'/s 0 .731 ft'/s 327.27 ft 448 .259 ftl 5 .6 min . 3 .348 ft '/s 3 .319 ft '/s 75 .075 ft '/s 0 .731 ft'/s 77 .663 ft '/s 0 .744 ft '/s 327.29 ft 463.748 ft 3 5 .7 min . 3.406 ft'/s 3.377 ft '/s 77 .663 ft '/s 0 .744 ft '/s 80 .296 ft'/s 0 .757 ft '/s 327.31 ft 479 .507 ft 3 5 .8 min . 3.464 ft '/s 3.435 ft'/s 80.296 ft '/s 0 . 757 ft '/s 82 .974 ft '/s 0.770 ft'/s 327 .33 ft 495.535 ft 3 5 .9 min . 3.522 ft '/s 3.493 ft'/s 82 .974 ft'/s 0 . 770 ft'/s 85 .697 ft '/s 0.783 ft '/s 327 .35 ft 511 .8 34 ft l CO NTECH Underground Stormwater Detention Sys tem Design Program v1 .0 .0 -9 of 12 Flow Routing Table Ti me Inflow Av~ Inflow S1/t+01 /2 0 1 S2 /t+02/2 0 2 Sta~e S t o ra~e 6.0 min . 3 .580 ft 3 /s 3 .551 ft3 /s 85 .697 ft 3/S 0 .783 ft3 /S 88.465 ft3 /s 0 .796 ft3 /s 327 .37 ft 528.405 ft3 6.1 m in. 3 .638 ft3 /s 3 .609 ft3 /s 88.465 ft3/s 0.796 ft 3 /S 91 .279 ft3 /s 0 .808 ft3 /s 327 .39 ft 545 .247 ft3 6.2 min. 3 .696 ft3 /s 3 .667 ft3/S 91 .279 ft3/s 0.808 ft3/S 94 .137 ft3 /s 0 .821 ft3 /s 327.41 ft 562 .363 ft3 6 .3 min . 3 .754 ft 3 /S 3 . 725 ft3 /s 94 .137 ft3/s 0 .821 ft3 /S 97 .042 ft3 /s 0 .833 ft3 /s 327.43 ft 579 . 751 ft3 6.4 min. 3 .812 ft 3 /s 3 .783 ft3 /s 97 .042 ft3/s 0 .833 ft 3 /s 99.992 ft3 /s 0 .845 ft3 /s 327.45 ft 597.414 ft3 6 .5 min . 3 .870 ft 3 /s 3 .841 ft 3 /s 99 .992 ft3 /s 0 .845 ft3 /s 102 .987 ft3/s 0 .858 ft3 /s 327.47 ft 615.350 ft3 6 .6 min . 3 .928 ft 3 /s 3 .899 ft 3 /s 102 .987 ft3 /s 0 .858 ft3 /s 106.029 ft 3 /s 0 .870 ft3 /s 327.49 ft 633 .562 ft3 6 .7 min . 3 .986 ft 3 /s 3 .957 ft3 /s 106 .029 ft3 /s 0 .870 ft 3/s 109.116 ft 3 /s 0 .882 ft3 /s 327 .51 ft 652 .049 ft3 6 .8 min . 4 .044 ft 3 /s 4 .015 ft3 /s 109 .116 ft3 /s 0 .882 ft3 /s 112 .249 ft3 /s 0 .894 ft3 /s 327 .53 ft 670 .812 ft3 6 .9 min. 4 .102 ft 3 /s 4.073 ft3 /s 1 12 .249 ft3 /s 0 .894 ft3 /s 115.428 ft 3 /s 0 .906 ft3 /s 327 .55 ft 689 .851 ft3 7 .0 min . 4 .160 ft 3 /s 4 .131 ft3 /s 115.428 ft3 /s 0 .906 ft3/s 118.653 ft3 /s 0 .918 ft3 /s 327 .57 ft 709 .166 ft3 7 .1 min . 4 .218 ft3 /s 4 .189 ft3/S 118 .653 ft3 /s 0 .918 ft 3/s 121 .925 ft 3 /s 0 .929 ft3 /s 327 .59 ft 728 .759 ft3 7 .2 min. 4.276 ft3 /s 4.247 ft3 /s 121.925 ft3 /s 0 .929 ft 3/s 125.242 ft 3 /s 0 .941 ft3 /s 327 .61 ft 748 .628 ft3 7 .3 m in . 4.334 ft3 /s 4 .305 ft3 /s 125.242 ft3 /s 0 .941 ft 3/s 128.606 ft3 /s 0 .953 ft3 /s 327 .63 ft 768.776 ft3 7.4 m in . 4 .392 ft3 /s 4 .363 ft3 /s 128.606 ft3 /s 0 .953 ft 3/s 132.016 ft3/s 0 .965 ft3 /s 327 .65 ft 789 .201 ft3 7 .5 min . 4.450 ft3 /s 4.421 ft3 /s 132 .016 ft3 /s 0 .965 ft 3/s 135.472 ft3/s 0 .976 ft3 /s 327 .67 ft 809 .905 ft3 7 .6 min . 4 .508 ft 3 /s 4.479 ft3 /s 135.4 72 ft3 /s 0 .976 ft 3/s 138.975 ft 3 /s 0 .988 ft3 /s 327 .70 ft 830 .887 ft3 7 .7 min . 4 .566 ft 3 /s 4 .537 ft3 /s 138 .975 ft3 /s 0 .988 ft 3/s 142.524 ft 3 /s 0 .999 ft 3 /s 327 .72 ft 852 .148 ft3 7 .8 min . 4 .624 ft 3 /s 4 .595 ft3 /s 142 .524 ft3 /s 0 .999 ft3 /s 146.120 ft3 /s 1.011 ft3 /s 327 .74 ft 873 .688 ft3 7 .9 min . 4 .682 ft 3 /s 4.653 ft3 /s 146.120 ft3 /s 1 .011 ft3 /s 149.762 ft3 /s 1.022 ft3 /s 327 .76 ft 895.508 ft3 8 .0 min . 4 .740 ft 3 /s 4 .711 ft3 /s 149 .762 ft3 /s 1.022 ft3 /s 153.451 ft3 /s 1.033 ft3 /s 327 .79 ft 917.607 ft3 8 .1 min. 4 .798 ft3 /s 4 .769 ft3 /s 153.451 ft3 /s 1.033 ft3 /s 157 .187 ft3 /s 1.045 ft 3 /s 327.81 ft 939.986 ft3 8 .2 m in . 4 .856 ft 3 /s 4.827 ft3 /s 157 .187 ft3 /s 1.045 ft3 /s 160.969 ft3 /s 1.056 ft 3 /s 327 .83 ft 962 .646 ft3 8 .3 min . 4 .914 ft3 /s 4 .885 ft3 /s 160 .969 ft3 /s 1.056 ft3 /s 164.798 ft3 /s 1.067 ft3 /s 327 .85 ft 985.585 ft3 8.4 min. 4 .972 ft 3 /s 4 .943 ft3 /s 164 .798 ft3 /s 1.067 ft3 /s 168 .673 ft3 /s 1.079 ft 3 /s 327 .88 ft 1008 .805 ft 3 8 .5 min . 5 .030 ft 3 /s 5 .001 ft 3 /s 168.673 ft3 /s 1.079 ft3 /s 172.596 ft3 /s 1.090 ft 3 /s 327 .90 ft 1032 .305 ft 3 8 .6 min . 5 .088 ft 3 /s 5 .059 ft 3 /s 172 .596 ft3 /s 1.090 ft3 /s 176.565 ft3 /s 1.101 ft 3 /s 327 .92 ft 1056 .086 ft 3 8.7 min. 5 .146 ft 3 /s 5.11 7ft3 /s 176.565 ft3 /s 1.101 ft3/s 180 .581 ft3 /s 1.112 ft 3 /s 327 .95 ft 1080 .149 ft 3 8 .8 min . 5.204 ft3 /s 5.175 ft 3 /s 180.581 ft3/S 1.112 ft3/s 184.644 ft3 /s 1.123 ft 3 /s 327 .97 ft 1104 .492 ft3 8.9 min . 5 .262 ft3 /s 5 .233 ft 3 /s 184.644 ft3 /s 1.123 ft3 /s 188. 753 ft3 /s 1.134 ft 3 /s 328 .00 ft 1129 .116 ft 3 9 .0 min. 5 .320 ft 3 /s 5 .291 ft 3 /s 188. 753 ft3 /s 1.134 ft3 /s 192.910 ft3 /s 1.146 ft 3 /s 328.02 ft 1154 .02 2 ft 3 9 .1 min . 5 .378 ft3 /s 5 .349 ft 3 /s 192.910 ft 3 /s 1.146 ft3 /s 197.113 ft3 /s 1.157 ft 3 /s 328.05 ft 1179 .209 ft3 9 .2 m in . 5.436 ft3 /s 5.407 ft 3 /s 197 .113 ft3 /s 1.157 ft3 /s 201 .364 ft 3 /s 1.168 ft 3 /s 328 .07 ft 1204 .678 ft 3 9 .3 min . 5.494 ft3 /s 5.465 ft3/s 201 .364 ft3 /s 1.168 ft3 /s 205 .661 ft3 /s 1.179 ft 3 /s 328.10 ft 1230.429 ft 3 9.4 mi n. 5 .552 ft3 /s 5.523 ft 3 /s 205 .661 ft3 /s 1.179 ft3/s 210 .005 ft3 /s 1.190 ft 3 /s 328 .12 ft 1256.461 ft 3 9 .5 min . 5 .610 ft 3 /s 5.581 ft 3 /s 210 .005 ft3 /s 1 .190 ft3 /s 214 .396 ft 3 /s 1.201 ft3 /s 328 .15 ft 1282. 775 ft3 9 .6 min . 5 .668 ft3 /s 5.639 ft3 /s 214 .396 ft3 /s 1.201 ft3 /s 218 .834 ft 3 /s 1.212 ft3 /s 328 .17 ft 1309.371 ft3 9 .7 mi n . 5 .726 ft 3 /s 5.697 ft 3 /s 218 .834 ft3 /s 1 .212 ft3 /s 223 .320 ft 3 /s 1 .223 ft3 /s 328 .20 ft 1336.249 ft3 9 .8 min . 5 .784 ft 3 /s 5 . 755 ft3 /s 223 .320 ft3 /s 1.223 ft3 /s 227 .852 ft 3 /s 1 .234 ft3 /s 328 .22 ft 1363.409 ft3 9 .9 min . 5.842 ft 3 /s 5 .813 ft3 /s 227 .852 ft3 /s 1.234 ft3 /s 232.431 ft 3 /s 1 .245 ft3 /s 328 .25 ft 1390.851 ft3 10 .0 min . 5 .900 ft3 /s 5 .871 ft3 /s 232.431 ft 3 /s 1.245 ft3/s 237.057 ft 3 /s 1 .256 ft3 /s 328 .28 ft 1418.575 ft3 15 .0 min . 4.400 ft3 /s 4.415 ft3 /s 418.469 ft 3 /s 1.635 ft3/s 421.249 ft 3 /s 1.640 ft3 /s 329 .35 ft 2522 .573 ft3 20 .0 min . 3 .000 ft3 /s 3 .014 ft3 /s 517.422 ft 3 /s 1.846 ft3 /s 518 .590 ft3 /s 1 .849 ft3 /s 330 .06 ft 3105 .993 ft3 25 .0 min . 1.500 ft3 /s 1.515ft3 /s 536 .889 ft 3 /s 1.900 ft3/s 536.503 ft3 /s 1.899 ft3 /s 330.24 ft 3213 .323 ft3 30 .0 min . 0 .000 ft3 /s 0.015 ft3 /s 483.590 ft 3 /s 1.768 ft3 /s 481 .836 ft 3 /s 1.764 ft3 /s 329 .76 ft 2885 . 726 ft3 35 .0 min . 0 .000 ft3 /s 0 .000 ft3/s 399 .511 ft3 /s 1.597 ft3 /s 39 7 .914 ft3 /s 1.594 ft3 /s 329.21 ft 2382 .699 ft3 40 .0 min . 0 .000 ft3 /s 0 .000 ft3 /s 323.415 ft3 /s 1.445 ft3 /s 321 .971 ft3 /s 1.442 ft3/s 328.76 ft 1927.498 ft3 45.0 min . 0 .000 ft3 /s 0 .000 ft3 /s 254 .799 ft3 /s 1.297 ft3 /s 253 .502 ft3 /s 1.294 ft 3/s 328 .37 ft 1517 .132 ft 3 50.0 m in . 0 .000 ft3 /s 0.000 ft3 /s 193.598 ft3 /s 1.147 ft3 /s 192.450 ft 3 /s 1.144 ft 3/s 328 .02 ft 1151 .269 ft 3 55 .0 m in. 0.000 ft 3 /s 0.000 ft3 /s 140.018 ft3 /s 0 .991 ft 3 /s 139.027 ft3 /s 0 .988 ft3/s 327 .70 ft 831 .196 ft 3 60 .0 m in. 0 .000 ft3 /s 0 .000 ft3 /s 94 .529 ft3/s 0 .822 ft3 /s 93 . 706 ft3 /s 0 .819 ft3/s 327.40 ft 559 .782 ft3 CONTE CH Und erground Stormwater Detention System De sign Prog ra m v 1 .0 .0 -10 of 12 5 4 Inflow, ft3/s 3 2 10 20 30 40 50 60 Time , min Inflow & Outflow Hydrographs SI#, ft3/s 327 328 329 330 Stage, ft Storage Indicator Graph CONT ECH Und ergrou nd Stormwate r Deten ti o n System Desi gn Program v1 .0.0 -11 of12 St o ra ge, ft3 327 328 329 330 Stage , ft Stage Storage 1 .9 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 D is c harge, ft3/s 1 .0 0 .9 0.8 0 .7 0 .6 0 .5 0.4 0.3 0 .2 0 .1 0 .0 32 7 328 329 330 Stage , ft Stage-Discharge Graph CONTE CH Underground Stormwater Detention System Design Program v 1.0.0 -12of12 . w a: ... c fa .... e' ~ o ~ ~~ • OI 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A. ... -'ii .... .c Q) l:I c: ·-~ ~~ . ,., -8 ,., ·' Spencer Thompson Development Services City of College Station P.O. Box 9960 College Station, TX 77840 RR: Sonic Restaurant, 401 Tex as Avenue-Fire Flow Spencer: June 1, 2004 We have completed a fire flow analysis for the Sonic Restaurant at 401 Texas Avenue . The Sonic Restaurant is approximately 1,718 square feet requiring a fire flow of 1,500 gpm per the 2000 International Building Code. Using the updated College Station water system model in MIKE NET and the required fire flow, the existing water lines and hydrant will provide sufficient flow and pressure for fire flow conditions . With the exception of pipe 244 7 with a velocity of 17 fps, velocities in the water lines were kept below 12 fps . Pipe 2447 is a short section of six inch (6") waterline, 34 feet , which remained under Cooner Street with the construction of the Super 8 Motel at Texas and Cooner. Although the velocity in this line is above the recommended maximum, velocities above 12 fps were present under fire flow conditions prior to the construction of the Sonic Restaurant. Pressure in the system was maintained above 20 psi during fire flow conditions , with the lowest pressure at node 2073 of 40 psi. Please see the attached MIKE NET report for pipe and node locations. If you have any further comments or questions please feel free to contact me. cc: file Attachments S:\Proj \03 15-so ni ccooner\docs\fire_flow.doc SONIC FIRE FLOW STEADY STATE I_: __ Analysis Status Tanks and Reservoirs ID/Ti 772 773 775 me ~· T-1 T-8 SR-1 O;O Filling -Emptyin Filling -day 330.28[ g 3714.72[ 0:00 gpm] 3701.02[ gpm] hr gpm] i Results -Junctions Time Level: O; 0 day 0:00 hr Number of Junctions: 8(Selection) 776 777 SR-6 SR-5 Filling -Filling - 3748.62[ 3595.10[ gpm] gpm] ' l Junction ID Description Elevation : Demand r [ft] [gpm) 2064 338.000 : 11.970 2065 344 .000 ' 3.140 2067 338.000 0.000 2069 338.000 4.730 ................ ------···----·· _ ........... _···-------·- i 2070 337.000 0.000 j 2071 326.000 0.000 [ 2012 . . 328.000 1.360 j"2on ____ l Sonic attach (1500 gp~ff) 1330.000 1500.000 778 779 2037 SR-4 SR-3 New Tank Filling -Filling -Emptyin 4051.15[ 3836 .88[ g gpm] gpm] 1083.32[ gpm] Grade Pressure [ft] [psi] 464.424 54 .779 I 477.281 57.751 440.465 44.398 453.262 49.943 435.782 42.802 423.598 42.289 423.598 41.423 ··-····· 423.598 40.556 I Results -Pipes Time Level: O; 0 day 0:00 hr Number of Pipes: 8(Selection) Pipe Node N ode Diameter ID 1 2 [in] 2442 2065 2066 6.000 2443 2066 2067 6.000 2445 2064 2069 6.000 2446 2069 2067 6.000 2447 2067 2070 6.000 2448 2070 2073 8.000 2449 2073 2071 8.000 2450 2072 2073 6 .000 Length [ft] 309.090 638 .096 294.973 342 .184 34.117 360.502 122.679 108.477 Ro u ghness Flow Velocity Headloss [millift] [gpm] [ft/s] [ft] 140.000 764 .798 8.678 12.163 140.000 757.278 8.593 24.654 140 .000 748.813 8.497 11.1 bL I 140.000 . 744.083 8.443 12.797 140.000 1501.360 17 .036 4 .682 I 140 .000 . 1501.360 9 .583 12.184 140.000 0.000 0.000 0.000 140.000 -1.360 -0.015 0.000 DEVELOPMENT PERMIT PERMIT NO . 04-33 Project: SONIC@COONER FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: REPUBLICBANK LOT2 DATE OF ISSUE: 7/21/04 OWNER: SONIC TYPE OF DEVELOPMENT: SPECIAL CONDITIONS: SITE ADDRESS: 401 TEXAS AVE DRAINAGE BASIN: Burton Creek VALID FOR 9 MONTHS CONTRACTOR: Clearing and Grading Permit All construction must be in compliance with the approved construction plans All trees required to be protected as part of the landscape plan must be completely barricaded in accordance with Section 7.5.E., Landscape/Streetscape Plan Requir~ments of the C ity 's Unified Development Ordinance , prior to any operat ions of th is permit. The cleaning of equipment or materials within the drip line of any tree or group of trees that are protected and requ ired to rema in is strictly prohibited . The disposal of any waste material such as , but not limited to , paint, oil, solvents , asphalt, concrete , mortar, or other harmful liquids or materials within the drip line of any tree required to remain is also proh ibited . EROSION CONTROL REQUIRED PER TCEQ PHASE II REGULATIONS AND CITY ORDINANCES The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immed iate construct ion site in accordance w ith the approved erosion control plan as well as the City of College Station Drainage Policy and Design Criteria. If it is determined the prescribed eros ion control measures are ineffective to retain all sed iment onsite , it is the contractors responsibility to implement measures that will meet City , State and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and establ ishment of vegetation occurs pr ior to remova l of any silt fencing or hay bales used for temporary erosion control. The Owner and /or Contractor shall also insure that any disturbed vegetat ion be returned to its original condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to adjacent properties , city streets or infrastructure due to heavy machinery and/or equ ipment as well as eros ion , siltation or sedimentation resulting from the permitted work . In accordance w ith Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be taken to insure that debris from construct ion , erosion , and sedimentation shall not be depos ited in city streets , or ex isting dra inage facil ities . I hereby grant th is permit for development of an area outside the special flood hazard area . All development shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the development perm it application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date 09 /23 /2004 12:09 FAX 9792603564 Sonic@ Cooner Engineers Estimate Item Description 1 6" PVC Sanitary Sewer Line D3034 SDR26 2 Standard Manhole (0 '-6 Depth) 3 Standard Manhole (8'-10' Depth) 4 Connect to Existing System MITCHELL and MORGAN Unit Quantity Unit Cost Amount LF 222 $22.00 $4 ,884 .00 EA 1 $2 ,500 .00 $2 ,500 .00 EA 1 $2 ,80 0 .00 $2 .800 .00 EA 2 $1,500 .00 $3 ,000 .00 TOTAL==> $13, 184.00