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HomeMy WebLinkAbout17 KM Custom Homes 05-43 Cooc BldgDEVELOPMENT PERMIT PERMIT NO . 05-43 vr CITY OF COLLEGE STATION Planning & Development Serv ices FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE SITE LEGAL DESCRIPTION: Ashford Square Subdivision Block A , Lot 8B DATE OF ISSUE: September 13, 2005 OWNER: Baker & Carnes Investments , LLC 2330 Southwest Parkway East , Suite 106 Bryan , Texas 77802 SITE ADDRESS: 232 Southwest Parkway DRAINAGE BASIN: Main Bee Creek VALID FOR 12 MONTHS CONTRACTOR: TYPE OF DEVELOPMENT: Full Development Permit SPECIAL CONDITIONS: 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 th is 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 . Full Development Permit The Contractor shall take all necessary precaut ions 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 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 permit application for the above named project and all of the codes and ordinances of the City of College Station that apply . Date September 6, 2005 Josh Norton, E.I. T. Graduate Engineer EMAIL: rm en g in eer @j un o .c o m City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Drainage Letter for KM Custom Homes -REVISED 232 Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County RME No.189-0254 Dear Josh, Please find the enclosed findings, calculations and attachments for the above referenced project's drainage facilities and improvements. This drainage letter and the supporting design methods were performed in accordance with the City of College Station 's Drainage Design Policies and Standards . Information used for the design, and the resulting calculations, of these drainage improvements are as follows : •:• #1 Carters Creek Watershed Map; •:• #2 FEMA Map Panel; •!• #3 Grading, Drainage, Erosion Control & Paving Plan (Sheet Cl.2) •!• Pre-Development Hydrology; •!• Post-Development Hydrology & Pond Routing; •:• Outlet Structure Routing; General The project site is a 0.1728 acre tract (Ashford Square Subdivision -Lot 3B, Block A) and is located within the Bee Creek drainage basin of the Carters Creek watershed. Runoff is conveyed overland and collects in the curb and gutter of a firelane located behind and north of the Lack's shopping center. Runoff, in general, travels in a southerly direction and eventually reaches the headworks of an unnamed tributary which drains into the Bee Creek (see Exhibit #1). Additionally, this project site is not located or adjacent to any FEMA mapped floodplain (see Exhibit #2). In general, undeveloped areas on this property are vacant, covered by native weeds and grasses, and have no tree coverage . Developed areas consist of the existing paved parking, and drives (see Exhibit #3). . tY\ rm l 0-LA-/ fYLft CD l-189-0254-L04 Page-1 -OQ Q'J-oo ct_-/.Q-()) ' ~ Drainage Letter for KM Custom Home -Office Building -REVISED Rabon Metcalf Engineering 232 Southwest Parkway, College Station. TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County September 6 , 2005 Hydrology Using the SCS TR-20 method for hydrology modeling, runoff values were determined for each drainage condition (existing & proposed). Results from the 2, 5, 10 , 25, 50 & 100-year rainfall events for these drainage basins are summarized below in Table #1 (see Hydrology sections). Proposed runoff rates are the resultants of routed all sub-drainage areas through the storm drain system using the hydrology/hydraulic program HydroCAD v7 .0 . D .A. XI Pl TABLE#l-HYDROLOGYSUMMARY 0 .21 0 .33 0.35 0 .49 0 .46 0 .60 0 .59 0 .73 XI -Existing conditions for 3,635 s .f proposed building location; Pl -See area description following ; 0 .68 0 .82 0 .80 0 .93 Drainage area "Pl" for post-development conditions, routed into the detention facility, captures runoff from the south half of the existing TC Custom Homes building, north half of the proposed KM Custom Homes building, and the landscape area in between. Currently , the south half of the TC Custom Homes building is not detained. Therefore, since this area will be routed into the detention facility, and the south half of the KM Custom Homes building will be released without detention the post- development runoff, for these two areas, will cancel each other out Hydraulics With the proposed development, a detention facility will be provided that consists of a drainage swale between the proposed development and the existin TC Custom Homes building to the north. At a maximum water surface elevation of 102.50' a storage of304 ft 3 will be available in the detention facility . Two 6" diameter drain pipes will be provided at the downstream end of the detention facility . Using the runoff hydrographs for proposed conditions, flows were routed through the detention system to determine expected runoff rates (see Routing sections). These stage-storage relationships, for the proposed conditions are summarized below in Table #2. TABLE #2 -ROUTING DATA "-·-•-II Routed Event Storage Elevation Flow Pre-Dev . Diff. (yr) (cu.ft.) (ft) (cfs) Flow (cfs) (cfs) 2 32.0 101.80 0.32 0 .21 0 .11 5 51.0 101.88 0.47 0.35 0.12 10 66.0 101.93 0 .57 0 .46 0.11 25 85.0 101.99 0 .69 0.59 0.10 50 100.0 102 .03 0 .77 0.68 0.09 100 119 .0 102.09 0 .86 0 .80 0 .06 Discharge velocities from the to 6" drain lines are summarized below in Table #3 . CD 1-189--0254-L04 Page - 2 ( <.._ ( Drainage Letter for KM Custom Home -Office Building -REVISED 232 Southwest Parkway, College Station, TX Lot 3B , Block A -Ashford Square Subdivision, Brazos County TABLE #3 -OUTFALL STRUCTURE 11<>in1"<>.i Event Flow Velocity (yr) (cfs) (fps) 2 0.32 1.8 5 0.47 2 .0 10 0.57 2.1 25 0.69 2.2 50 0.77 2.3 100 0.86 2.2 Conclusions Rabon Metcalf Engineering September 6 , 2005 As shown, a maximum pond volume of 119 cubic feet occurs during the proposed conditions at a peak elevation of 102.09 feet with an outflow rate of0.86 cfs discharged from the restrictor pipe. The outflow is greater than the existing runoff, but should be considered negligible . As mentioned previously, the attached engineering calculations are issued for the stated drainage improvements and are issued by me and are applicable to this project. Please call should you have any questions or require assistance. Sincerely, Rabon A. Metcalf, P.E. rmcngineer@vcrizon.net CD l-189-0254-L04 Page-3 .. -----... \ " / ·~o HIS~3t\IN -...I <t City of College Station 480083 • APPROXIMA ff SCALE sooeea:a::::::::eeas::=:Eea=to=:=:====::::is?°Fm Ill TIIHL FLOOI IHUIUCI PIOIUM FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS IHI MAI' INCIU 'Oii '""'II.I HOT 'lllNTIOI Dm WIL 11111 <IOOJI OIU C llllOll Gl'4 -1111-.llllUIVlllP ___ lll_ -....... _, """ .. '-..m •HAI •-__ ,...., __ ...,._ lw ......... ..... MAP NUMBER 4804lC0144 c EFFECTIVE DATE: JULY 2, 1992 Thll 11111 olllclll O(/f'f of I pcl1lon d Ille lllO't't l'llltlnced lood mljl. II WU IXhClld Ulllna F-MIT "9l'llOn 1.0. Thlll llllP doet not rallCt clllngn 04' lllltlldmenll Which m1Y ft1Y1 bttn miff IUbaequent to thl date on'" IHI• bloc:k. l'ulllr Inform Ilion lb0\11 N1lonlf Flood lnMll!ce ProQllm ftood hlHl'd mepa It IYllltblt at www.ftma. . "°'--·"-(ertliltdll-.... llllOl>l 'II Of 1.00% >-_J ~ • AT < ~I-§ << ~,,; !i j!: Illa ::>ii: ~8 ~ 15 0 Oi~ "'" 0 1).8 ~~ !Jj°' ~~ J: ~ ~~ 15 w I j!: 21 <"' o~. Q. j!: ~2~ z =>O ~~it ~: ~~Oi 21 "'z -'~ N<&: . Ge. gz ._iii iS&l ..,o ~~ !l _J z ..,- Oo 5~ Oi~ z~ i;:~ rio w ! C!Jlla..llQ]E; EXPANSION JOINTS TO BE PLACED AT 60' INTERVALS ANO AT ALL RAOIUS POINTS, P.C.'o, P. T.'s. CONSTRUCTION JOINTS SHALL BE PLACED AT 20' INTERVALS . i° R ~ ~~ i ~~ V> a: ~~ esa iS"' ii!: ... ~ · _Lj J" PAVEMENT O [;_ 0 • f4 BARS RE INF'ORCEMENT ~~ S-J:E CURB & GUDER >-IJj § w . N. T.S. i5 !Ii wi!' ~ ONG i15 i!:,.i:J ~:.. j!: 08 --~:.. .no .o!!'o ·-\ 1 BUILOING \OUNOATION ? 11 .. ,.J - I /<; I I --------/-- I I I I ./ f I I I I I I I ~ I PILOT CHANNEL NOTES· 1. CONCRETE SHAU. BE Cl.ASS "A" . 2. PILOT CHANNELS SHALL HAVE CONTROL JOINTS ~ 20 ' WITH EVERY TH IRD JOINT BEING AN EXPANSION JO INT. 'MOTH VARIES SEE PLANS #J BARS 0 12" 0 .C.E. W. CONCRETE PILOT CHANNEL N.T.S. SA\1£0 OR F'ORMED , SEAL 'MTH JOINT MATERIAL i~"O ;i" SEALING NOT REQUIRED IN CURBS. fR !,., _i ' . . ~ .. ·, T•&" -#4 BARS 0 16" O.C.E.W. CONTROL JOINTS SHAU. BE PLACED AT 20' ':ENTER TO CENTER . CONTROL JOINT N.T.S. 15 SMOOTH DOYIU, 16" LONG & SPACED 0 12" O.C . ._/(COATED w;\-tEAVY GREASE) i -.. ::\ R ABON METCALF ENGINEERING POOT OFFlCE B OX 91.!l COLL£ClE STATION, 1EXAS 7™2 EMAIL : nnea1il-@verizon.11t1I OFFICE • (979) 690-0329 P AX -(979)690-0329 CELL · (979) 2 19-4 174 DEll!GNER IOSSllQJI -lllWTINC 6 llQICN <J<e c:.<llmW """" -· Stt. 10J lln'#I, rx nea;z OF1': (91') 2111 -JM& LANDOWNER -.. CAANEs llN£SnlE!<TS, u.c 2JO SOIJrHWEST PAfl<llt.y £. SOTE 109 CX>U.£cE STATK>N , TX 778'() 95% COMPLETE COMPLETE NOT FOR CONSTRUCTION 9/8105 PRELIMINARY THIS OOCUMENT IS RELEASED F'OR THE PVRPOSE OF INTERIM REVIEW UNDER THE AUTHORITY OF' RABON A. METCAl.F', P.E. NO . 118:58J, ON SEPTEMBER 6, 2005. IT IS NOT TO BE USED FOR CONSTRUCTION , BIOOING OR PERMIT PURPOSES . •, ~ .. 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC Type II 24-hr 2 Year Rainfal/=4.50" Page 1 9/6/2005 Subcatchment 1S: Drainage Area X1 Runoff = 0.21 cfs@ 12 .08 hrs , Volume= 0.013 af, Depth> 1.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year Rainfall=4.50" Area (sf) CN Description 3,635 7 4 > 75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" Subcatchment 1S: Drainage Area X1 023.-r-~~~~~~~~~~--------~~~~------~----------. 0.22 < 0 .21 ~ 0 .2 ·~ 0 .19 ~ 0 .18- 0.17 0.16~ 0 .15·~ 0 .14·~ :g-0 .13· -0 .12 ~ 0.11 -j ii: 0.1 ·~ 0 .09 · 0.08 · 0.07 0.06·[ 0 .05 0.04 · 0 .03 · 0 .02 Type II 24-hr 2 Year Rainfall=4.50" Runoff Area=3,635 sf Runoff Volume=0.013 af Runoff Depth>1.80" Flow Length=90' Tc=15.5 min CN=74 0 .0~ .... -·"""· ·--r'I_,..._..,.... -·'!'I". -. .• -· ~'!'O"'O"!'-.,_""· ..... ~:::::. ~-"!"" .. '-"'"I:=::: .. ::::;:::;:: .. ;:;;:;;::::;:;:;J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I .. 0254T1RB Prepared by {enter your company name here} HydroCAO® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC Type II 24-hr 5 Year Rainfal/=6.20" Page2 9/6/2005 Subcatchment 15: Drainage Area X1 Runoff = 0.35 cfs @ 12 .08 hrs, Volume= 0.021 af, Depth> 3.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 5 Year Rainfall=6.20" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 0.38 ~ 0 .36 ·~ Subcatchment 15: Drainage Area X1 0 .34 , 0 .32-Type II 24-hr 5 Year 0 ·3 " Rainfall=6.20" 0 .28 0 .26·· 024·· i" 0.22 u . ; 0 .2 ·; ..2 0 .18-u. . 0 .16: 0 .14·, 0 .12 . 0 .1- 0.08·: 0 .06-' 0 .04·· Runoff Area=3,635 sf Runoff Volume=0.021 af Runoff Depth>3.09" Flow Length=90' Tc=15.5 min CN=74 O .~:l. -·"""'· ·--~--.. ·-·"""'· ·--.,.,...."'""""""""'·"· ;;::;.:::.:::.:...._~====:::. ;;:_ :;:;:;:;:;:;;:;::;:;:d 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I-Runoff~ I 0254T1RB Type 1124-hr 10 Year Rainfal/=7.40" Page3 9/6/2005 Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 5ubcatchment 18: Drainage Area X1 Runoff = 0.46 cfs@ 12.08 hrs, Volume= 0.028 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, cit= 0.05 hrs Type II 24-hr 10 Year Rainfall=7 .40" Area (sf) CN Description 3,635 7 4 > 75% Grass cover, Good , HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) {ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass : Bermuda n= 0.410 P2= 4.50" 8ubcatchment 18: Drainage Area X1 0.5 0 .45 Type II 24-hr 10 Year o.4--Rainfall=7 .40" 0 .35· i 0.3 Runoff Area=3,635 sf Runoff Volume=0.028 af Runoff Depth>4.06" ~ 0.25· .2 LL 02 · Flow Length=90' Tc=15.5 min 0 .1 .. CN=74 0 .05 o-L.-... .. -. ...,._-.-_...._.-·-·-.. -........ ~,.....:;:;:;:;:;::::::__..___;:;:::=::::;;::;:; .. ;:;:;::;;:;:;;::;:;:;J o 1 2 3 4 s s 1 a 9 10 1·1 12 13 14 1s 1s 11 1·a 19 20 Time {hours) 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software So luti ons LLC Type 1124-hr 25 Year Raintal/=8.80" Page4 9/6/2005 Subcatchment 1S: Drainage Area X1 Runoff = 0.59 cfs@ 12 .07 hrs, Volume= 0.036 af, Depth> 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span = 0.00-20.00 hrs, cit= 0.05 hrs Type II 24-hr 25 Year Rainfall=B.80" Area (sf) CN Description 3,635 74 >75% Grass cover, Good , HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass : Bermuda n= 0.410 P2= 4.50" Subcatchment 1S: Drainage Area X1 0 .65 : 0 .6 ~ o.ss --Type II 24-hr 25 Year 0 -5 ·· Rainfall=S.80" 0.45~ Runoff Area=3,635 sf J! 0 · 4 ·_ Runoff Volume=0.036 af ~ 0 .35·. £ 0 .3 .· Runoff Depth>S.24" 0 .25: Flow Length=90' 0 .2 ~ Tc=15.5 min 0 .15·· CN=74 0 .1- 0 .05·: o-i... -· ---.,.......,.._....,.....__. -.. ___ ~~1!111111!11=;;:;:;::::::_ ____ _:::;:::::;:;:;:::::;:;:;:;==d 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1°7 18 19 20 Time (hours) 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAO Software Solutions LLC Type 1124-hr 50 Year Rainfal/=9.80" Pages 9/6/2005 Subcatchment 1S: Drainage Area X1 Runoff = 0.68 cfs@ 12.07 hrs, Volume= 0.042 af, Depth> 6.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 50 Year Rainfall=9.80" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft} (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" Subcatchment 1S: Drainage Area X1 0 .75·· 0 .1-= 0 .65 Type II 24-hr 50 Year 0 .6 · Rainfall=9.80" 0 .55-. o.5 : Runoff Area=3,635 sf ~ 0.45 · Runoff Volume=0.042 af ~ 0.4 ~ 0 _35 Runoff Depth>6.1 O" o.3·· Flow Length=90' Tc=15.5 min 0 .25-- 0 .15 0 .1 · 0 .05 · CN=74 oi.~ .. --~...,_-,.--. .. --. .. -.""'!""'!-~-~---..:=..;;:;:;:~.:..._ ____ _;:::;::::;;_~_;::::;;:::;;;:J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T1RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 5ubcatchment 15: Drainage Area X1 Runoff = 0.80 cfs@ 12.07 hrs, Volume= 0.050 af, Depth> 7.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, cit= 0.05 hrs Type 1124-hr 100 Year Rainfall=11.00" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min} (feet} (ft/ft) (ft/sec) (cfs} Page6 9/6/2005 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Buitding Site Grass : Bermuda n= 0.410 P2= 4.50" 0 .85·· 0.8 0 .75 . 0 .7 ·. 0 .65 · 0 .6 0 .55. ~ 0 .5·. ~ . ~ 0.45·. ~ 0.4-- 0.35. 5ubcatchment 15: Drainage Area X1 Type 1124-hr 100 Year Rainfall=11.00" Runoff Area=3,635 sf Runoff Volume=0.050 af Runoff Depth> 7 .16" Flow Length=90' 0~::: Tc=15.5 min 0 -2 : CN=74 0 .15·· 0 .1·. o.os ·: oi·.-.....--.~....,....._,.,.... __ ~. -..-. .. ""'l!l!"~.-:;:,;::::::;;:;:;:;:::.::__...,~ .. ..:::::::::;:;:;:::;:; __ :;::;::;::;:;:;:;;::;;:;:;:J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I .· Drainag Area P1 Detention Facility Drainage Diagram for 0254T2RB Prepared by {enter your company name here} 9/6/2005 HydroCAD® 7 .10 sin 003394 e 2005 HydroCAD Software Solutions LLC 0254T2RB Prepared by {enter your company name here} Type II 24-hr 2 Year Rainfa/1=4.50" Page2 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC nme span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>2 .98" Flow Length=90' Tc=15.5 min CN=88 Runoff=0.33 cfs 0.021 af Peak Elev=101.80' Storage=32 cf lnflow=0.33 cfs 0.021 at 6.0" x 5.0' Culvert Outflow=0.32 cfs 0.021 at Total Runoff Area = 0.083 ac Runoff Volume = 0.021 af Average Runoff Depth = 2.98" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 2 Year Rainfa/1=4 .50n Page3 9/6/2005 5ubcatchment 15: Drainage Area P1 Runoff = 0 .33 cfs@ 12 .07 hrs , Volume= 0.021 af, Depth> 2.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, cit= 0.05 hrs Type II 24-hr 2 Year Rainfall=4 .50" Area (sf) 1,484 2,151 3,635 CN Description 74 >75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 5ubcatchment 15: Drainage Area P1 0 .36·· 0 .34 0 .32 . 0 .3 ·· 0.28·· 026 ·, 0 .24 . 022 ~ 0 .2 · 3: 0 .18-. 0 . ii: 0 .16. 0 .14 0 .12 3 0 .1 · Type II 24-hr 2 Year Rainfall=4.50" Runoff Area=3,635 sf Runoff Volume=0.021 af Runoff Depth>2.98" Flow Length=90' Tc=15.5 min CN=88 0 .08·· 0 .06 0 .04 : 0 .02 · O ·~·,.dJI .•••••• 0 2 3 4 .. 5 .. 6 .. 8 9 10 11 Time (hours) 12 13 14 15 16 ··=·· '} 17 18 19 20 ". 0254T2RB Prepared by {enter your company name here} Type II 24-hr 2 Year Rainfa//=4.50" Page4 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth > 2.98" 0 .33 cfs@ 12 .07 hrs, Volume= 0.32 cfs@ 12.10 hrs, Volume= 0 .32 cfs@ 12 .10 hrs, Volume= for 2 Year event 0 .021 af 0.021 af, Atten= 3%, Lag= 1.9 min 0.021 af Routing by Stor-lnd method, Time Span= 0.00-20 .00 hrs, dt= 0 .05 hrs Peak Elev= 101 .80'@ 12.10 hrs Surf.Area= 213 sf Storage= 32 cf Plug-Flow detention time= 1.4 min calculated for 0.021 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 771.5 -no.2 ) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0 .900 Outlet Invert= 101 .46' S= 0.0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.32 cfs@ 12.10 hrs HW=101 .80' (Free Discharge) L1=Culvert (Barrel Controls 0.32 cfs@ 1.8 fps) ',• 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0.36·: 0 .34·' 0 .32 ·; 0 .3 · 0.28·: 0 .26·· 0 .24·· -0.22 ·: .:! .!:!. 0 .2 ·: ~ 0 .18·: 0 iL 0 .16· 0 .14·· 0 .12 0 .1 ·' 0 .08 0 .06·' 0 .04 0 .02·' o-.. 0 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.80' Storage=32 cf 6.0" x 5.0' Culvert 6 7 8 9 10 f 1 Time (hours) 12 13 14 15 Type 1124-hr 2 Year Rainfal/=4.50" Page5 9/6/2005 < 16 17 18 19 20 , ... 0254T2RB Type 1124-hr 2 Year Rainfal/=4.50" Prepared by {enter your company name here} Page6 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} (s9:ft} (cubic-feet} (feet} (sg-ft} (cubic-feet} 101.50 0 0 102 .04 363 102 101 .51 7 0 102.05 366 105 101.52 14 0 102.06 370 109 101.53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101 .55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101 .59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101 .62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101 .68 126 11 102.22 423 172 101 .69 133 13 102.23 426 177 101 .70 140 14 102.24 429 181 101 .71 147 15 102.25 433 185 101 .72 154 17 102 .26 436 190 101 .73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101.77 189 26 102.31 452 212 101 .78 196 27 102.32 456 216 101.79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101 .83 231 38 102 .37 472 240 101 .84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101.86 252 45 102 .40 482 254 101 .87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101 .90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101 .94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101 .96 322 74 102.50 515 304 101.97 329 77 101.98 336 81 101.99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 .,• 0254T2RB Prepared by {enter your company name here} Type II 24-hr 5 Year Rainfal/=6.20" Page7 9/6/2005 HydroCAD® 7. 10 sin 003394 @ 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Oepth>4 .51" Flow Length=90' Tc=15.5 min CN=88 Runoff=0.49 cfs 0.031 af Peak Elev=101.88' Storage=51 cf lnflow=0.49 cfs 0.031 af 6.0" x 5.0' Culvert Outflow=0.47 cfs 0.031 af Total Runoff Area= 0.083 ac Runoff Volume= 0.031 af Average Runoff Depth= 4.51" • ... 0254T2RB Type II 24-hr 5 Year Rainfal/=6.20n Page8 9/6/2005 Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC Subcatchment 1S: Drainage Area P1 Runoff = 0.49 cfs @ 12 .07 hrs, Volume= 0 .031 af, Depth> 4 .51" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0 .00-20 .00 hrs, dt= 0.05 hrs Type 1124-hr 5 Year Rainfall=6 .20" Area (st) CN Description 1,484 2 ,151 3,635 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 0 .5 ·: 0 .45 · 0 .4 0 .35 .. . ~ 0 .3 · ~ . .2 0.25·· IL : 0 .2 · 0 .15 0 .1- 0 .05- O·: ... 6 Subcatchment 1S: Drainage Area P1 Type II 24-hr 5 Year Rainfall=6.20" Runoff Area=3,635 sf Runoff Volume=0.031 af Runoff Depth>4.51" Flow Length=90' Tc=15.5 min CN=88 2 3 . ... 4 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type II 24-hr 5 Year Rainfal/=6.20" Page9 9/6/2005 HydroCAD® 7.10 sin 003394 C 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth> 4.51" 0.49 cfs@ 12.07 hrs, Volume= 0 .47 cfs@ 12.10 hrs, Volume= 0.47 cfs@ 12.10 hrs, Volume= for 5 Year event 0.031 af 0.031 af, Atten= 4%, Lag= 2.1 min 0.031 af Routing by Stor-lnd method, Time Span= 0.00-20 .00 hrs, dt= 0 .05 hrs Peak Elev= 101 .88'@ 12.10 hrs Surf.Area= 268 sf Storage= 51 cf Plug-Flow detention time= 1.5 min calculated for 0.031 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 761.7 -760.4) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.47 cfs@ 12.10 hrs HW=101 .88' (Free Discharge) L1=Culvert (Barrel Controls 0.47 cfs@ 2.0 fps) 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .1 O s/n 003394 @ 2005 HydroCAD Software Solutions LLC 0 .5 · 0 .45·: 0 .4 i 0 .3 ~ 025 : u:: 0 .2 · 0 .15 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.88' Storage=51 cf 6.0" x 5.0' Culvert Type II 24-hr 5 Year Rainfal/=6.20" Page 10 9/6/2005 0 .05·. o·:. 0 2 3 4 5 6 7 8 9 10 f1 12 13 14 15 16 17 18 f9 20 nme (hours) 0254T2RB Type II 24-hr 5 Year Rainfal/=6.20" Prepared by {enter your company name here} Page 11 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage {feet} {s9:ft} {cubic-feet} {feet} {SQ-ft} {cubic-feet} 101 .50 0 0 102.04 363 102 101 .51 7 0 102 .05 366 105 101.52 14 0 102.06 370 109 101.53 21 0 102.07 373 113 101.54 28 1 102.08 376 117 101.55 35 1 102 .09 380 120 101.56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101 .60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101 .70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101 .72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101.75 175 22 102.29 446 203 101.76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101 .78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101.81 217 34 102.35 465 230 101 .82 224 36 102.36 469 235 101 .83 231 38 102 .37 472 240 101 .84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101 .89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102 .47 505 288 101.94 308 68 102.48 508 294 101.95 315 71 102.49 512 299 101.96 322 74 102.50 515 304 101.97 329 77 101.98 336 81 101.99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 ·.· 0254T2RB Prepared by {enter your company name here} Type II 24-hr 1 O Year Rainfall= 7.40" Page 12 9/6/2005 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>5 .62" Flow Length=90' Tc=15 .5 min CN=88 Runoff=0.60 cfs 0.039 af Peak Elev=101.93' Storage=66 cf lnflow=0.60 cfs 0 .039 af 6.0" x 5.0' Culvert Outflow=0.57 cfs 0.039 af Total Runoff Area = 0.083 ac Runoff Volume = 0.039 af Average Runoff Depth = 5.62" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Type 1124-hr 10 Year Rainfal/=7.40" Page 13 9/6/2005 5ubcatchment 15: Drainage Area P1 Runoff = 0.60 cfs@ 12 .07 hrs, Volume= 0.039 af, Depth> 5.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type II 24-hr 10 Year Rainfall=7.40" Area (sf) CN Description 1,484 2,151 3,635 74 >75% Grass cover, Good , HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) {ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 0 .65.: 0 .6 : 0 .55 -- 0.5 · 0.45 . 0.4 ~ . ~ 0 .35 · ~ . £ 0 .3 : 0.25 · 02 · 0 .15·: 0.1 · 5ubcatchment 15: Drainage Area P1 Type II 24-hr 10 Year Rainfall=7 .40" Runoff Area=3,635 sf Runoff Volume=0.039 af Runoff Depth>S.62" Flow Length=90' Tc=15.5 min CN=88 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 10 Year Rainfal/=7.40" Page 14 9/6/2005 HydroCAD® 7.10 s/n 003394 <C> 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth> 5.62" 0.60 cfs@ 12 .07 hrs, Volume= 0.57 cfs@ 12.11 hrs, Volume= 0.57 cfs@ 12.11 hrs, Volume= for 10 Year event 0.039 af 0.039 af, Atten= 4%, Lag= 2.2 min 0.039 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.93'@ 12.11 hrs Surf.Area= 304 sf Storage= 66 cf Plug-Flow detention time= 1.5 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 756.6 -755.2 ) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.57 cfs@ 12.11 hrs HW=101.93' (Free Discharge) L1=Culvert (Barrel Controls 0.57 cfs@ 2.1 fps) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 10 Year Rainfal/=7.40" Page 15 9/6/2005 HydroCAD® 7 .10 s/n 003394 C 2005 HydroCAD Software Solutions LLC 0 .65 : 0.6 ·~ 0 .55·: 0 .5 : 0 .45· -0 .4 i 0 .35·. 3: . £ 0.3 ·: 0 .25 0.2·· 0.15 0.1 0.05·· 0 · 0 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.93' Storage=66 cf 6.0" x 5.0' Culvert 2 3 4 5 6 .· (. . 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Type 1124-hr 10 Year Rainfal/=7.40" Prepared by {enter your company name here} Page 16 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage {feet} {sq-ft} {cubic-feet} {feet} {sq-ft} (cubic-feet} 101.50 0 0 102.04 363 102 101.51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101 .53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101 .57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101 .59 63 3 102.13 393 136 101 .60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101 .62 84 5 102.16 403 148 101 .63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101.66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101 .69 133 13 102.23 426 177 101 .70 140 14 102.24 429 181 101 .71 147 15 102.25 433 185 101 .72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101.74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101.77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101.79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101.81 217 34 102.35 465 230 101 .82 224 36 102.36 469 235 101 .83 231 38 102.37 472 240 101 .84 238 40 102.38 475 244 101.85 245 43 102.39 479 249 101 .86 252 45 102.40 482 254 101.87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101 .90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101 .94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101.96 322 74 102.50 515 304 101.97 329 77 101 .98 336 81 101 .99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 0254T2RB Prepared by {enter your company name here} Type 1124-hr 25 Year Rainfal/=8.80" Page 17 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Star-Ind+ Trans method -Pond routing by Star-Ind method Subcatchment 15: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>6.91" Flow Length=90' Tc=15.5 min CN=88 Runoff=0 .73 cfs 0.048 af Peak Elev=101.99' Storage=85 cf lnflow=0.73 cfs 0.048 at 6.0" x 5.0' Culvert Outflow=0.69 cfs 0.048 at Total Runoff Area= 0.083 ac Runoff Volume= 0.048 af Average Runoff Depth= 6.91" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7.10 s/n 003394 ©> 2005 HydroCAD Software Solutions LLC l Type 1124-hr 25 Year Rainfal/=8.80" Page 18 9/6/2005 Subcatchment 1S: Drainage Area P1 Runoff = 0.73 cfs@ 12.07 hrs, Volume= 0.048 af, Depth> 6.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25 Year Rainfall=8.80" Area (sf) CN Description 1,484 2,151 3,635 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.41 O P2= 4 .50" 0.8·· 0 .75 0 .7·: 0 .65·. 0 .6- 0 .55 . 0 .5-i 0 .45 : 3.: 0.4 0 . ii: 0 .35·· 0 .3 0 .25 : 0 .2·. 0 .15·· 0 .1 ·. 0 .05· Subcatchment 1S: Drainage Area P1 Type II 24-hr 25 Year Rainfall=8.80" Runoff Area=3,635 sf Runoff Volume=0.048 af Runoff Depth>6.91" Flow Length=90' Tc=15.5 min CN=88 o -W, .. mmm• 0 2 3 5 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 25 Year Rainfal/=8.80" Page 19 9/6/2005 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Pri mary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth > 6 .91" 0.73 cfs@ 12 .07 hrs, Volume= 0.69 cfs@ 12.11 hrs, Volume= 0 .69 cfs@ 12.11 hrs, Volume= for 25 Year event 0.048 af 0.048 af, Atten= 5%, Lag= 2.4 min 0 .048 af Routing by Stor-lnd method , Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Peak Elev= 101.99'@ 12 .11 hrs Surf.Area= 345 sf Storage= 85 cf Plug-Flow detention time= 1.6 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 1.4 m in ( 751.7 -750 .3) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101 .50 102 .00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5 .0' long Culvert X 2.00 CPP, projecting, no headwall , Ke= 0.900 Outlet Invert= 101 .46' S= 0.0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.69 cfs@ 12 .11 hrs HW=101 .99' (Free Discharge) L1=Culvert (Barrel Controls 0.69 cfs@ 2 .2 fps} 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 25 Year Rainfa//=8. 80" Page 20 9/6/2005 Pond 1 P: Detention Facility 0 .8 ·· 0 .75 0.7: 0 .65 ·. 0 .6 : 0.55 0 .5 ·· i 0 .45·: 3: 0 .4 : £ 0 .35 0 .3·· 025·· 0 .2 : 0 .15 ·. 0 .1 : o.os : Inflow Area=0.083 ac Peak Elev=101.99' Storage=85 cf 6.0" x 5.0' Culvert 0 ·· .... 0 1 3 4 5 6 7 8 9 10 1°1 12 13 14 15 16 17 18 19 20 nme (hours) 0254T2RB Type 1124-hr 25 Year Rainfa/1=8.80" Prepared by {enter your company name here} Page 21 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} {sQ-ft} {cubic-feet} (feet} (sq-ft} {cubicrfeet} 101.50 0 0 102.04 363 102 101 .51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101.53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101 .59 63 3 102.13 393 136 101 .60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101.64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101.74 168 20 102.28 442 198 101.75 175 22 102.29 446 203 101.76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101.79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101.81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101 .83 231 38 102.37 472 240 101 .84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101.87 259 48 102.41 485 259 101.88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101.96 322 74 102.50 515 304 101 .97 329 77 101 .98 336 81 101.99 343 84 102.00 350 88 102 .01 353 91 102 .02 357 95 102.03 360 98 l ' ' 0254T2RB Prepared by {enter your company name here} Type II 24-hr 50 Year Rainfal/=9.80" Page 22 9/6/2005 HydroCAD® 7.10 s/n 003394 @2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 18: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>7 .84" Flow Length=90' Tc=15.5 min CN=88 Runoff=0 .82 cfs 0.055 af Peak Elev=102.03' Storage=100 cf lnflow=0.82 cfs 0.055 af 6.0" x 5.0' Culvert Outflow=0 .77 cfs 0.055 af Total Runoff Area= 0.083 ac Runoff Volume= 0.055 af Average Runoff Depth= 7.84" ' ... . .. 0254T2RB Prepared by {enter your company name here} Type 1124-hr 50 Year Rainfal/=9.80" Page 23 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAO Software Solutions LLC 8ubcatchment 18: Drainage Area P1 Runoff = 0.82 cfs@ 12.07 hrs, Volume= 0.055 af, Depth> 7.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 Year Rainfall=9.80" Area (sf) 1,484 2,151 3,635 CN Description 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet-Flow, Ov~r:land-Flow-at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 8ubcatchment 18: Drainage Area P1 0.9 ·:. 0 .85·. 0 .8-- 0 .75 " 0 .7 ' 0.65·· 0 .6 ·· 0 .55·. ... . ! 0 .5 . ~ 0.45 _ ii: 0.4 : 0 .35· 0 .3 ·: 025 · 0 .15 Type II 24-hr 50 Year Rainfall=9.80" Runoff Area=3,635 sf Runoff Volume=0.055 af Runoff Depth>7.84" Flow Length=90' Tc=15.5 min CN=88 ,, O .~:.i-, -~-•••••• 0 2 3 " 5 7 8 9 10 11 Time (hours) 13 1<1 15 16 17 -15 19 20 ( ' 0254T2RB Prepared by {enter your company name here} Type 1124-hr 50 Year Rainfal/=9.80" Page24 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1P: Detention Facility 0.083 ac, Inflow Depth > 7.84" 0.82 cfs@ 12.07 hrs, Volume= 0.77 cfs@ 12.11 hrs, Volume= 0.77 cfs@ 12 .11 hrs, Volume= for 50 Year event 0.055 af 0.055 af, Atten= 5%, Lag= 2.5 min 0.055 af Routing by Stor-lnd method, Time Span= 0.00-20 .00 hrs, dt= 0 .05 hrs Peak Elev= 102.03'@ 12 .11 hrs Surf.Area= 361 sf Storage= 100 cf Plug-Flow detention time= 1.6 min calculated for 0.054 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 748.8 -747 .4) Volume Invert Avail.Storage Storage Description #1 101 .50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation {feet) Surf.Area {sq-ft) Inc.Store {cubic-feet) Cum.Store {cubic-feet) 101.-50 102.00 102.50 Device Routing #1 Primary 0 350 515 .o 88 216 Invert Outlet Devices 0 88 304 101 .50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outletlnve.rt= 101.46' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.77 cfs@ 12.11 hrs HW=102.03' (Free Discharge) L1=Culvert (Barrel Controls 0.77 cfs@ 2.3 fps) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 50 Year Rainfal/=9 .80H Page 25 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0 .9 ·: 0 .85 0 .8 ' 0.75·' 0.1 : 0 .65 ~ 0 .6 · -0 .55 -: i 0.5 ·, ~ 0 .45 . ii: 0 .4 ·, 0 .35. 0 .3 -. 0.25. 0 .2 0 .1 o.os ·: 0 · .. 0 1 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=102.03' Storage=100 cf 6.0" x 5.0' Culvert 3 4 5 6 7 8 9 1 0 1:1 nme (hours) # • ' •••• ( 12 13 1 4 15 1 6 17 18 19 20 ' .. • 0254T2RB Type 1124-hr 50 Year Rainfal/=9.80 " Prepared by {enter your company name here} Page26 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface storage Elevation Surface Storage {feet} {sq-ft} {cubic-feet} {feet} {sq-ft} {cubic-feet} 101.50 0 0 102.04 363 102 101.51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101 .53 21 0 102.07 373 113 101.54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101.56 42 1 102 .10 383 124 101 .57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101 .63 91 6 102.17 406 152 101.64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101.66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101 .68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101.74 168 20 102 .28 442 198 101 .75 175 22 102.29 446 203 101.76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101.79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101.81 217 34 102 .35 465 230 101 .82 224 36 102 .36 469 235 101.83 231 38 102.37 472 240 101.84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101.87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101 .95 315 71 102 .49 512 299 101.96 322 74 102.50 515 304 101.97 329 77 101.98 336 81 101 .99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 ' .. . 0254T2RB Type 1124-hr 100 Year Rainfa//=11.00" Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAO Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Page 27 9/6/2005 Subcatchment 1S: Drainage Area P1 Runoff Area=3,635 sf Runoff Depth>8.97" Flow Length=90' Tc=15 .5 min CN=88 Runoff=0.93 cfs 0.062 af .P.ond 1.P: Detention .f.acUity Peak .Elev=102 .09' Storage=1 t9 cf Jnflow=0.93 cfs 0.062 at 6.0" x 5.0' Culvert Outflow=0.87 cfs 0.062 af Total Runoff Area= 0.083 ac Runoff Volume= 0.062 af Average Runoff Depth= 8.97" (,/ '" . 0254T2RB Type 1124-hr 100 Year Rainfa/1=11 .00" Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC Subcatchment 1S: Drainage Area P1 Runoff = 0.93 cfs@ 12.07 hrs, Volume= 0 .062 af, Depth> 8.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20 .00 hrs, dt= 0.05 hrs Type 1124-hr 100 Year Rainfall=11.00" Area (sf) 1,484 2,151 3,635 CN Description 74 >75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Page 28 9/6/2005 15.5 90 0.0250 0 .1 Sheet Flow, Overtand F1ow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" Subcatchment 1S: Drainage Area P1 Type II 24-hr 100 Year Rainfall=11.00" Runoff Area=3,635 sf Runoff Volume=0.062 af i Runoff Depth>S.97" £ Flow Length=90' Tc=15.5 min CN=88 O·, .... 0 1 2 3 I ' • • ' • ~ • • 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I e Runoff~ .. .. " 0254T2RB Type 1124-hr 100 Year Rainfal/=11.00n Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth> 8.97" 0.93 cfs@ 12 .07 hrs, Volume= 0.87 cfs@ 12.11 hrs, Volume= 0.87 cfs@ 12.11 hrs, Volume= for 100 Year event 0.062 af 0.062 af, Atten= 7%, Lag= 2.8 min 0.062 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.09'@ 12.11 hrs Surf.Area= 379 sf Storage= 119 cf Plug-Flow detention time= 1.6 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 745.8 -744.3) Volume #1 Elevation (feet) 1.01.50 102.00 102.50 Invert Avail.Storage Storage Description 101.50' Surf.Area (sq-ft) 0 350 515 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Inc.Store (cubic-feet) 0 88 216 Cum.Store (cubic-feet) 0 88 304 Device Routing Invert Outlet Devices Page 29 9/6/2005 #1 Primary 101 .50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101 .46' S= 0,0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.86 cfs@ 12 .11 hrs HW=102.08' (Free Discharge) t..._1=Culvert (Inlet Controls 0.86 cfs@ 2.2 fps) 0254T2RB Type II 24-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} Page 30 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 0 · 0 1 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=102.09' Storage=119 cf 6.0" x 5.0' Culvert ,. 3 4 ·s 6 7 8 9 1 0 1 '1 1 2 1 3 14 ·15 1 6 1 '7 1 8 Time (hours) llln11ow Ill Primary .... " l .. 0254T2RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} Page 31 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} (sq-ft} {cubic-feet} (feet} (sq-ft} (cubic-feet} 101.50 0 0 102.04 363 102 101 .51 7 0 102.05 366 105 101.52 14 0 102 .06 370 109 101 .53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101 .55 35 1 102 .09 380 120 101 .56 42 1 102 .10 383 124 101 .57 49 2 102.11 386 128 101.58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101 .63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101 .70 140 14 102.24 429 181 101 .71 147 15 102 .25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101.74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101.76 182 24 102 .30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101 .82 224 36 102.36 469 235 101.83 231 38 102 .37 472 240 101.84 238 40 102.38 475 244 101.85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101 .89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101 .92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101 .94 308 68 102.48 508 294 101.95 315 71 102 .49 512 299 101 .96 322 74 102.50 515 304 101 .97 329 77 101.98 336 81 101.99 343 84 102 .00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 EMAIL: rm en g i n eer @j u n o .com September 6, 2005 Josh Norton, E.I. T. Graduate Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Utility Letter for KM Custom Homes 232 Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County RME No.189-0254 Dear Josh, There is sufficient capacity in both systems, based on a hydraulic analysis of the existing water distribution and sanitary sewer collection system, to support the above referenced development. The existing and proposed improvements and projected demands are summarized below : •:• The subject property has accessibility to existing public water for domestic use at the following locations : o 8" PVC public water line south of property; o 2" PVC private water line, which taps onto the before mentioned 8" public main, running across the west side of the property to the existing TC Custom Homes office building; •!• The subject property has accessibility to public sanitary sewer at the following locations : o 8" PVC public sanitary sewer line located south of the property; o 6" PVC private sanitary sewer, which taps into the before mentioned 8" public sewer line, running across the west side of the property to the existing TC Custom Homes office building ; •!• Projected daily water and sanitary sewer demands, for all three (3) lots, are as follows (peaking factor of 4 .0): o Average water demand of 12 gpm and a peak demand of 48 gpm (as determined by CoCS Fixture Count & Loading Factors). At peak demand the existing 2" water line would experience approximately a velocity of 5 fps with minimal pressure loss; o Average daily wastewater flow of 69 ,000 GPD and a 2-hour peak flow of0.16 cfs (as determined using calculated water demand). At minimum grade the existing private 6" sewer line has a capacity of approximately 0.55 cfs; CDl-189-0254-LOS Page - l .. Utility Letter for KM Custom Homes -Office Building 232 Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County Please call should you have any questions or require assistance. Sincerely, CD 1-189-0254-L05 Rabon Metcalf Engineering September 6 , 2005 Page-2 ~ .. FOR OFFICO USE ONL y P&ZCASE .NO.: CJ-/41 CITY OF COILEGE STATION DATE SUBMITIED: S? --1g--05 Planning.¢ Droewpmm t Services- SITE PLAN APPLICATION MINIMUM SUBMITTAL REQUIREMENTS - _lL Site plan application completed in full. _ti._ $200.00 Application Fee. _ti._ $200.00 Development Permit Application Fee. 4'.~ NIA $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 .) _ti._ Eleven ( 11) folded copies of site plan _ti._ One (1) folded copy of the landscape plan . __ One (1) copy of building elevation for all buildings. __ A list of building materials for all facades and screening for non-residential buildings. __ Color samples for all non-residential buildings . . NIA Traffic Impact Analysis (if .applicable for non-residential buildings). _ti._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. NIA Parkland Dedication requirement approved by the Parks & Recreation Board, please provide proof of approval (if applicable). Date of Preapplication Conference: ______________________ _ NAME OF PROJECT KM CUSTOM HOMES -OFFICE BUILDING ADDRESS 232 SOUTHWEST PARKWAY LEGAL DESCRIPTION LOT 8B, BLOCK A OF ASHFORD SQUARE SUBDIVISION APPLICANT/PROJECT MANAGER'S INFORMATION (Primary Contact for the Project): Name Rabon Metcalf. P.E. <Rabon Metcalf Engineering) Street Address -'-P~.o""". __ B""'"o""'"x'-"9=2=5~3 ____________ _ City College Station E-Ma i l Address nnengineer@verizon.net Fax Number (979) 690-0329 State ~TX~----Zip Code ~77_84~2 ____ _ Phone Number <...:::9;..:...7=9)'-'6"-'9'""'0;....;-0::.;:3=2=9------- PROPERTY OWNER 'S INFORMATION : Name Baker & Carnes Investments, LLC Street Address 230 Southwest Parkway East, Suite 106 City =B....,ry-=a ..... n ________ _ State TX Zip Code 77802 E-Mail Address------------- Phone Number Fax Number _____________ _ ARCHITECT OR ENGINEER 'S INFORMATION: Name Same As Applicant Street Address------------------City __________ _ State _____ Zip Code ______ _ E-Mail Address------------- Phone Number ___________ ~ Fax Number _____________ _ EMAIL: rm en g i n eer @j un o .c o m September 6, 2005 Josh Norton, E .I. T. Graduate Engineer City of College Station 1101 Texas Avenue South College Station, TX 77842 RE: Utility Letter for KM Custom Homes 232 Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County RME No.189-0254 Dear Josh, There is sufficient capacity in both systems, based on a hydraulic analysis of the existing water distribution and sanitary sewer collection system, to support the above referenced development. The existing and proposed improvements and projected demands are summarized below: •:• The subject property has accessibility to existing public water for domestic use at the following locations : o 8" PVC public water line south of property; o 2" PVC private water line, which taps onto the before mentioned 8" public main, running across the west side of the property to the existing TC Custom Homes office building ; •:• The subject property has accessibility to public sanitary sewer at the following locations : o 8" PVC public sanitary sewer line located south of the property; o 6" PVC private sanitary sewer, which taps into the before mentioned 8" public sewer line, running across the west side of the property to the existing TC Custom Homes office building ; •:• Projected daily water and sanitary sewer demands, for all three (3) lots, are as follows (peaking factor of 4 .0): o Average water demand of 12 gpm and a peak demand of 48 gpm (as determined by CoCS Fixture Count & Loading Factors). At peak demand the existing 2" water line would experience approximately a velocity of 5 fps with minimal pressure loss; o Average daily wastewater flow of69,000 GPD and a 2-hour peak flow of0.16 cfs (as determined using calculated water demand). At minimum grade the existing private 6" sewer line has a capacity of approximately 0 .55 cfs; ~VOB CD 1-189-0254-LOS Page-1 Lt ~LQ-OS- l 0~ 00~ Utility Letter for KM Custom Homes -Office Building 232 Southwest Parkway, College Station, TX Lot 3B , Block A -Ashford Square Subdivision, Brazos County Please call should you have any questions or require assistance. Sincerely, CD 1-189-0254-LOS Rabon Metcalf Engineering September 6 , 2005 Page -2 ( •. ~-;I RABON METCALF ENGINEER~:NG:!.-~~~~~::=~--.. ---:r~· ('979)690-0329 -Home POITT OFACE BOX 9253 ---(979)690-0329 -FAX September 6, 2005 Josh Norton, E.I. T. -Graduate Engineer COLLEGE ITTATION, TEXAS77842 ('979)219-4174 _CELL EMAIL: rm en gin eer @jun o .com City of College Station 1101 Texas Avenue South -College Station, TX 77842 RE: Drainage Letter for KM Custom Homes -REVISED 23? Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County RME No.189-0"254 Dear Josh, Please find the enclosed findings, calculations and attachments for the above referenced project's drainage facilities and improvements. This drainage letter and the supporting design methods were performed in accordance with the City of College Station's Drainage Design Policies and Standards. Information used for the design, and the resulting calculations, of these drainage improvements are as follows: •!• #1 -Carters ·Creek Watershed Map; •!• #2 FEMA Map Panel; •!• #3 6rading, Drainage, Erosion Control & Paving Plan (Sheet Cl.2) •!• Pre-Development Hydrology; ··:• Post-Development Hydrology & Pond Routing; •!• Outlet Structure Routing; General The project site is a 0 .1728 acre tract {Ashford Square Subdivision -Lot 3B, Block A) and is located within the Bee Creek drainage basin of the Carters Creek watershed. Runoff is conveyed overland and collects in the curb and gutter of a firelane located behind and north of the Lack's shopping center. Runoff, in general, travels in a southerly direction and eventually reaches the headworks of an unnamed tributary which drains into the Bee Creek (see Exhibit #1). Additionally, this project site is not located or adjacent to any FEMA mapped floodplain (see Exhibit #2). In general, undeveloped areas on this property are vacant, covered by native weeds and grasses, and have no tree coverage. Developed areas consist of the existing paved parking, and drives (see Exhibit #3). CD l-189-0254-L04 I Drainage Letter for KM Custom Home -Office Building -REVISED 232 Southwest Parkway, College Station, TX Rabon Metcalf Engineering Lot 3B, Block A -Ashford Square Subdivision, Brazos County September 6 , 2005 Hydrology Using the SCS TR-20 method for hydrology modeling, runoff values were determined for each drainage condition (existing & proposed). Results from the 2, 5, 10 , 25, 50 & 100-year rainfall events for these drainage basins are summarized below in Table #1 (see Hydrology sections). Proposed runoff rates are the resultants of routed all sub-drainage areas through the storm drain system using the hydrology/hydraulic program HydroCAD v7.0 . TABLE#l-HYDROLOGYSUMMARY -ear D .A. (cfs) (cfs) (cfs) XI 0.21 0.35 0 .46 0 .59 Pl 0 .33 0 .49 0 .60 0 .73 XI -Existing conditions for 3 ,635 s.fproposed building location; Pl -See area description following~ 0.68 0 .80 0 .82 0 .93 Drainage area "Pl" for post-development conditions, routed into the detention facility, captures runoff from the s<>uth half ofthe existing TC Custom Homes building, north half of the proposed KM Custom Homes building, and the landscape area in between. Currently, the south half of the TC Custom Homes building is not detained. Therefore, since this area will be routed into the detention facility, and the south half of the KM Custom Homes building will be released without detention the post- developmen:t runoff, fur these two areas, will cancel each other out Hydraulics With the proposed development, a detention facility will be provided that consists ofa drainage swale between the proposed development and the existin TC Custom Homes building to the north. At a maximum water surface elevation of 102.50' a storage of 304 :ft:3 will be available in the detention facility . Two 6" diameter drain pipes will be provided at the downstream end of the detention facility . Using the runoff hydrographs for proposed conditions, flows were routed through the detention system to determine expected runoff rates (see Routing sections). These stage-storage relationships, for the proposed conditions are summarized below in Table #2 . TABLE #2 -ROUTING DATA R<un1-.u1 Peale Routea Event Storage Elevation Flow Pre-Dev. Di:ff. (yr) (cu.ft.) (ft) (cfs) Flow (cfs) (cfs) 2 32.0 101.80 0 .32 0 .21 0 .11 5 51.0 101.88 0 .47 0.35 0.12 10 66.0 101.93 0.57 0.46 0 .11 25 85.0 101.99 0 .69 0.59 0 .10 50 100.0 102.03 0 .77 0.68 0.09 100 119.0 102 .09 0.86 0 .80 0 .06 Discharge velocities from the to 6" drain lines are summarized below in Table #3 . ·co 1-189-0254-L04 P-age -2 , Drainage Letter for KM Custom Home -Office Building -REVISED 232 Southwest Parkway, College Station, TX Lot 3B, Block A -Ashford Square Subdivision, Brazos County TABLE #3 -OUTFALL STRUCTURE U<>inTllll Event Flow Velocity (yr) (cfs) (fps) 2 0 .32 1.8 5 0 .47 2.0 10 0 .57 2.1 25 0.69 2.2 50 0 .77 2.3 100 0 .86 2.2 Conclusions Rabon Metcalf Engineering September 6 , 2005 As shown, a maximum pond volume of 119 cubic feet occurs during the proposed conditions at a peak elevation of 102 .09 feet with an outflow rate of0.86 cfs discharged from the restrictor pipe. The outflow is greater than the existing runoff, but should be considered negligible. As mentioned previously, the attached engineering calculations are issued for the stated drainage improvements and are issued by me and are applicable to this project. Please call should you have any questions or require assistance. Sincerely, Rabon A. Metcalf, P .E . rmengineer@verizon.net CD l-l 89-0254-L04 Page-3 \ \ ~ ' ... \ \ ,I / ·~o .UI \ ' ( ' / -a - \ I \ I I I I I City of College Station 480083 • APPROXIMATE SCALE 500 0 &OOFEET eFS:S:::::EFS:3:::::EFS::C========:::::i1 U TIIHL FLOOD IHUIAllCI PIDIHll FIRM FLOOD INSURANCE RATE MAP BRAZOS COUNTY, TEXAS AND INCORPORATED AREAS 1111 MA, INOIX ,Oii '""IU NOT 'lllNTIOI IBIOIL .l!llll •10011 01 .. 4'111111 0144 -lftlior.'lllllUl'IUllllR ___ lo _ ____ ... ,_llYllllU•---.. -.. -.....-.......... ...... MAP NUMBER 4804lC0144 c EFFECTIVE DATE: JIJLY 2, 1882 Thia I• 111 olllClll oapyota paltan Oflhe •-mnncect food mep . wu IXt'ICled Ullng F-MIT Vtl'llon 1.0. Thlt l'lllP dOff nol reltcl c:hlngH Of llM!ldmlllll Whlc:ll m1Y hlYt 1>11111 mlldt IUbllQlllllt to hi dllt on ,,. tltlt block. Futt. lnforrnaaon about Nllonll l'lood lnannct Pr.-m Wood h1111'd m1p1 l1 IYllllll1 II www.flma . I . POl'--t/1-.-.. -""'""""' ~ EXPAN SION JOINTS TO BE PLACED AT 60' INTERVALS AND AT ALL RADIUS PO INTS , P.C.'s, P.T.'s. CONSTRUCTION JOINTS SHALL BE PLACED AT 20' INTERVALS . i" R PAVEMENT 0 • f4 BARS REINFORCEMENT gt: CURB & GUIJER uw . N .T.S . ..,~ ... ~ '5 f:l ''G .oe:§ ,.:~ ~ I I j I ,~UIL.!llNG \OUND"TION ~ I /~ I I PILOT CH1'NNEL NQTES · 1. CONCRETE SHAU. BE a.ASS "A". 2. PILOT CHANNELS SHALL HAVE CONTROL JOINTS E\IERY 20 ' WITH EVERY THIRD JOINT BE ING AN EXPANSION JOINT. lllDTH VARIES SEE PLANS CONCRETE PILOT CHANNEL N.T.S. SAl\ED OR FORMED, SEAL WITH JOINT MATERI AL > CURBS. 1R :.., _j . . . ~ .. ·, R ABON ~ M ETCALF ~ E NGINEERING POST OFFICE BOX 92 _,3 COLLEGE STATI ON, 1EXAS 77141 EMAIL: rmeqin-@vtrizoa .net OFFICE • (979) 6!>(MJ319 FAX -(979) 6!>(M)J29 CELL -(979) 219-41 74 DESIGNER IGSSINCtR -DRNTINC 6 DESIGN 4J48 C.tATEfll CRUK PRKW'r', 5T£. IOJ 9R'l'#I, TX 71802 LANDO WNER BolKER .. CARNES NVESl1llENTS, U.C 2.30 SOUTMWEST PARKWAY E. SUITE HJ& <X>U.ECE STAnoN, nc 71MO ··~o R" SEALING NOT REQUIRED IN T•6" -#4 BARS 0 I!" O.C.E.W. ----- --1-- --CONTROL JOINTS SHALL BE PLACED AT 20' I 'CJITER TO CENTER . 95% COMPLETE COMPLETE NOT FOR CONSTRUCTION 9/6/05 I I CONTROL JOINT l N.T.S. 15 SMOOTH DO'llfi, 18 " LONG & SPACED 0 12" 0 .C. r(COATED •/HEAVY CREASE) i,_/ ., PLASTIC CAP, INSIDE ATER THAN o-AP MUST BE •,. i · OF DO\\£l ,Jo~!!!!!!!!!!!!l::F-CAP IS 1" PRELIMINARY THIS OOCVMENT IS RELEASED FOR THE PURPOSE OF INTERIM RE11!EW UNDER THE AUTHORITY OF RABON A. METCAlF , P.E. NO . 88M3, ON SEPTEMBER 6, 2005. IT IS NOT TO BE USED FOR CONSTRUCTION, BIDDING OR PERMIT PURPOSES . ~z .~·" (./) :s t__ _____ o~ a.. ~ ":! 0 (./)0 .... LLJaO (./) ~o ~o .... 0 z :::c: • 0 LL. .... ~ 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 C 2005 HydroCAD Software Solutions LLC Type II 24-hr 2 Year Rainfal/=4 .50" Page 1 9/6/2005 Subcatchment 18: Drainage Area X1 Runoff = 0.21 cfs@ 12 .08 hrs, Volume= 0.013 af, Depth> 1.80" Runoff by SCS TR-20 method , UH=SCS, Time Span= 0.00-20.00 hrs, cit= 0.05 hrs Type II 24-hr 2 Year Rainfall=4 .50" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" Subcatchment 18: Drainage Area X1 023-----------------------------------------------------~ 0.22· 0.21 : 0.2·~ 0 .19 ~ 0 .18 0.17 0 .16-i 0 .15·~ 0 .14 ·~ ~ 0.13 · ~ 0 .12 ~ 0.11 -; u: 0.1 ·~ 0 .09· 0 .08 · 0.07 0.06·: 0.05 0 .04· 0 .03· 0 .02 Type II 24-hr 2 Year Rainfall=4.50" Runoff Area=3,635 sf Runoff Volume=0.013 af Runoff Depth>1.80" Flow Length=90' Tc=15.5 min CN=74 O.O~l. --.-.. _____ ...,._ ·-· . ..-. ----. ___ ii;::--!~-"""-'""'· -=======d 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 5 Year Rainfa/1=6.20" Page2 9/6/2005 5ubcatchment 15: Drainage Area X1 Runoff = 0.35 cfs@ 12.08 hrs, Volume= 0.021 af, Depth> 3.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs , dt= 0.05 hrs Type 1124-hr 5 Year Rainfall=6 .20" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass : Bermuda n= 0 .410 P2= 4 .50" 0 .38: 0 .36·' 0 .34 . 0 .32 0 .3 ·, 0 .28- 026 .. 024" i' 022 u . ; 0 .2 ·; £ 0 .18". 0 .16 ' 0.14 ·, 0.12 . 5ubcatchment 15: Drainage Area X1 Type II 24-hr 5 Year Rainfall=6.20" Runoff Area=3,635 sf Runoff Volume=0.021 af Runoff Depth>3.09" Flow Length=90' Tc=15.5 min 0 · 1 ·· CN=74 0.08·: 0 .06"' 0 .04 .. 0 .02 · o:l . .-.-. .. -.--._.....---.. ~.-.. _......_......,.,.....,~.~-:::::_ ___ .. ...:::::::;;;::::;:;:.,;:;:;::;::;;:;:;:;:;:;J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I-Runoff~ 0254T1RB Type 1124-hr 10 Year Rainfal/=7.40" Prepared by {enter your company name here} Page 3 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 5ubcatchment 15: Drainage Area X1 Runoff = 0.46 cfs@ 12 .08 hrs, Volume= 0.028 af, Depth> 4.06" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20.00 hrs, cit= 0.05 hrs Type 1124-hr 10 Year Rainfall=7.40" Area (sf) CN Description 3,635 74 >75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 5ubcatchment 15: Drainage Area X1 0 .5 0 .45 Type II 24-hr 10 Year 0 · 4 ·· Rainfall=7 .40" 0 .35· ~ 0 .3 .2. ~ 0 .25 .. ii: Runoff Area=3,635 sf Runoff Volume=0.028 af Runoff Depth>4.06" 0 .2 · Flow Length=90' Tc=15.5 min 0 .15: 0 .1 .. CN=74 0 .05 oi.--.. .. -. .,._-io-.. -.. r---.~ .. -..-.. ~--..~.-;:;:;:;:;:::;:::_ ___ .. ....:::;:= .. :;:;:;:.;._.:;:;:;::;:::;;;::;;:;:J 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I-Runoff~ 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .1 O sin 003394 © 2005 HydroCAD Software Solutions LLC Type 1124-hr 25 Year Rainfa/1=8 .80" Page4 9/6/2005 Subcatchment 1S: Drainage Area X1 Runoff = 0.59 cfs @ 12.07 hrs , Volume= 0.036 af, Depth> 5.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 25 Year Rainfall=B .80" Area (sf) CN Description 3,635 7 4 > 75% Grass cover, Good, HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15 .5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Bui1ding Site Grass: Bermuda n= 0.410 P2= 4.50" Subcatchment 1S: Drainage Area X1 0 .65 : 0.6· o.ss ·: Type II 24-hr 25 Year 0 ·5 ·· Rainfall=B.80" 0 .45 Runoff Area=3,635 sf i' 0 · 4 · Runoff Volume=0.036 af .!:!.. 0 .35 3: £ 0 .3 · Runoff Depth>S.24" 0.2 0 .15·· 0 .1: 0 .05·: Flow Length=90' Tc=15.5 min CN=74 o-L ..... ·-· ----·. -. .. -. _ _.,. ..... =::;;::;:;;:::::...,. ___ .-::::::::;::;::::;:;: .. ==;:::;;:;J ci 1 2 3 4 5 6 7 s 9 10 11 12 13 14 15 16 17 1·a 19 20 Time (hours) 0254T1RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAO Software Solutions LLC Type 1124-hr 50 Year Rainfa//=9.80" Pages 9/6/2005 Subcatchment 1S: Drainage Area X1 Runoff = 0.68 cfs@ 12.07 hrs, Volume= 0.042 af, Depth> 6 .10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 Year Rainfall=9.80" Area (sf) CN Description 3,635 74 >75% Grass cover, Good , HSG C Tc Length Slope Velocity Capacity Description (min) (feet} (ft/ft) (ft/sec) (cfs) 15 .5 90 0 .0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass : Bermuda n= 0 .410 P2= 4.50" 0 .75·· 0 .1 : 0 .65 0 .6 · 0 .55·. Subcatchment 1S: Drainage Area X1 Type II 24-hr 50 Year Rainfall=9.80" o.5 : Runoff Area=3,635 sf ~ 0 ·45 .-Runoff Volume=0.042 af ~ 0.4 : £ 0 _35 Runoff Depth>6.1 O" o .3 ·· Flow Length=90' Tc=15.5 min 025·· 0 .2.: 0 .15 0.1 : 0 .05 · CN=74 oi.--.. -. ....-......----. .. --. .. -.--.~_.=.:;::;:;;:::::,..._.__ __ _::::;::=;:;::;: __ ;:;::;:;:::;;:;;;:;d. o 1 2 3 4 5 a 1 a 9 10 1·1 12 13 14 15 1s 11 1·a 19 20 Time (hours) I-Runoff~ 0254T1RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAO Software Solutions LLC 8ubcatchment 18: Drainage Area X1 Runoff = 0.80 cfs@ 12 .07 hrs , Volume= 0.050 af, Depth> 7.16" Runoff by SCS TR-20 method, UH=SCS , Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100 Year Rainfall=11 .00" Area (sf) CN Description 3,635 74 >75% Grass cover, Good , HSG C Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Page6 9/6/2005 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass : Bermuda n= 0.410 P2= 4.50" 0.85·· 0 .8 · 8ubcatchment 18: Drainage Area X1 0 .75 ~ Type 1124-hr 100 Year o:::.·: Rainfall=11.00" o.s-Runoff Area=3,635 sf 0 .55 ~ ;!' 0 .5 .. u ; 0 .45 : £ 0.4- 0 .35 ~ Runoff Volume=0.050 af Runoff Depth> 7 .16" Flow Length=90' 0:::~ Tc=15.5 min 0.2 : CN=74 0 .15·· : 0 .1 : o.os : ol-.--. .. -....... ...-_....-. .. --. .. -. ...-11!~.c:;:;::=;:;:;;::::: ____ .. ...::::;::;:;;_;._,:;:;;::;:;;:::;;:;:l 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I-Runoff~ Drainag Area P1 Detention Facility Drainage Diagram for 0254T2RB Prepared by {enter your company name here} 9/6/2005 HydroCAD® 7.10 sin 003394 C 2005 HydroCAO Software Solutions LLC 0254T2RB Prepared by {enter your company name here} Type 1124-hr 2 Year Rainfal/=4.50n Page2 9/6/2005 HydroCAD® 7 .10 sin 003394 C 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>2.98" Flow Length=90' Tc=15.5 min CN=88 Runoff=0 .33 cfs 0.021 af Peak Elev=101.80' Storage=32 cf lnflow=0.33 cfs 0 .021 af 6.0" x 5.0' Culvert Outflow=0 .32 cfs 0 .021 af Total Runoff Area= 0.083 ac Runoff Volume= 0.021 af Average Runoff Depth= 2.98" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Type 1124-hr 2 Year Rainfal/=4.50" Page3 9/6/2005 8ubcatchment 18: Drainage Area P1 Runoff = 0.33 cfs@ 12.07 hrs, Volume= 0.021 af, Depth> 2.98" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2 Year Rainfall=4.50" Area (sf) CN Description 1,484 2,151 3,635 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overtand Flow at Proposed Building Site Grass: Bermuda n= 0.41 O P2= 4.50" 0 .36·· 0.34 ' 0 .32 . 0.3·: 0.28·· 026·, 024 . 022 i 02 : ~ 0 .18 ·. ~ 0.16 : 0 .14 0 .1 · 0 .08·: 0 .06 0 .04 ' 8ubcatchment 18: Drainage Area P1 Type II 24-hr 2 Year Rainfall=4.50" Runoff Area=3,635 sf Runoff Volume=0.021 af Runoff Depth>2.98" Flow Length=90' Tc=15.5 min CN=88 0 .02 --0 ·-~, ..•••••••• o 2 3 4 · ·s · ·s· · 1 · · 8 s 10 11 12 13 14 1s 16 11 18 1s 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 2 Year Rainfa/1=4.50" Page4 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 1P: Detention Facility 0.083 ac, Inflow Depth > 2.98" 0.33 cfs@ 12.07 hrs, Volume= 0.32 cfs@ 12.10 hrs, Volume= 0.32 cfs@ 12.10 hrs, Volume= for 2 Year event 0.021 af 0.021 af, Atten= 3%, Lag= 1.9 min 0.021 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.80'@ 12.10 hrs Surf.Area= 213 sf Storage= 32 cf Plug-Flow detention time= 1.4 min calculated for 0.021 af (100% of inflow) Center-of-Mass det. time= 1.2 min ( 771.5 -770.2 ) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.32 cfs@ 12.10 hrs HW=101.80' (Free Discharge) "t._1=Culvert (Barrel Controls 0.32 cfs@ 1.8 fps) 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 0 .36·: 0.34· 0 .32·: 0 .3 · 0 .28·: 0 .26-- 0 .24·· -0.22·: • ! 0 .2 ·· ~ 0 .18·: 0 ii: 0.16 0.14·· 0 .12 0 .1 ·' 0 .08 0 .06-' 0 .04 0.02 ·: 0 ··. 0 Pond 1P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.80' Storage=32 cf 6.0" x 5.0' Culvert 2 3 4 5 6 7 9 10 11 nrne (hours) . - 12 13 14 15 Type 1124-hr 2 Year Rainfal/=4.50" Page 5 9/6/2005 < • 16 17 18 19 20 0254T2RB Type II 24-hr 2 Year Rainfal/=4.50" Prepared by {enter your company name here} Page6 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} (S9:ft} (cubic-feet} (feet} (sq-ft} (cubic-feet} 101 .50 0 0 102 .04 363 102 101 .51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101 .53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101 .55 35 1 102.09 380 120 101 .56 42 1 102.10 383 124 101 .57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101 .59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101 .61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101 .63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101 .65 105 8 102.19 413 160 101.66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101 .69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101 .71 147 15 102.25 433 185 101 .72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101.75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101 .81 217 34 102 .35 465 230 101 .82 224 36 102.36 469 235 101.83 231 38 102 .37 472 240 101.84 238 40 102.38 475 244 101.85 245 43 102.39 479 249 101 .86 252 45 102.40 482 254 101 .87 259 48 102 .4 1 485 259 101.88 266 51 102.42 489 264 101 .89 273 53 102.43 492 269 101 .90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101 .92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101 .94 308 68 102.48 508 294 101 .95 315 71 102 .49 512 299 101 .96 322 74 102.50 515 304 101 .97 329 77 101 .98 336 81 101 .99 343 84 102.00 350 88 102.0 1 353 91 102 .02 357 95 102.03 360 98 0254T2RB Prepared by {enter your company name here} Type II 24-hr 5 Year Rainfal/=6.20" Page 7 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3 ,635 sf Runoff Depth>4.51" Flow Length=90' Tc=15 .5 min CN=88 Runoff=0 .49 cfs 0.031 af Peak Elev=101.88' Storage=51 cf lnflow=0 .49 cfs 0 .031 af 6.0" x 5.0' Culvert Outflow=0.47 cfs 0 .031 af Total Runoff Area= 0.083 ac Runoff Volume= 0.031 af Average Runoff Depth= 4.51" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 5 Year Rainfal/=6.20" Page8 9/6/2005 Subcatchment 1S: Drainage Area P1 Runoff = 0 .49 cfs@ 12 .07 hrs , Volume= 0 .031 af, Depth> 4 .51 " Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 5 Year Rainfall=6 .20" Area (sf) CN Description 1,484 2 ,151 3,635 7 4 > 75% Grass cover, Good , HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 0 .5 ·: 0.45 · 0 .4 0 .35 i 0 .3 · 1 0 .25·: IL : 0 .2 · 0 .15 0 .1: 0 .05 o-:, .. 0 Subcatchment 1S: Drainage Area P1 Type II 24-hr 5 Year Rainfall=6.20" Runoff Area=3,635 sf Runoff Volume=0.031 af Runoff Depth>4.51" Flow Length=90' Tc=15.5 min CN=88 .., .. 2 3 4 5 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type II 24-hr 5 Year Rainfal/=6.20" Page9 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth> 4.51" 0.49 cfs@ 12.07 hrs, Volume= 0.47 cfs@ 12.10 hrs, Volume= 0.47 cfs@ 12.10 hrs, Volume= for 5 Year event 0.031 af 0.031 af, Atten= 4%, Lag= 2.1 min 0.031 af Routing by Star-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.88' @ 12.10 hrs Surf.Area= 268 sf Storage= 51 cf Plug-Flow detention time= 1.5 min calculated for 0.031 af (100% of inflow) Center-of-Mass det. time= 1.3 min ( 761.7 -760.4) Volume Invert Avail.Storage Storage Description #1 101 .50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101 .50 102 .00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 'f Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0.47 cfs@ 12.10 hrs HW=101.88' (Free Discharge) L1=Culvert (Barrel Controls 0.47 cfs@ 2.0 fps) 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 0.5 · 0 .45: 0 .4 0 .35·: i 0 .3 . j 0 .25 : IL 0 .2 · 0 .15 0 .1·: 0 .05·: Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.88' Storage=51 cf 6.0" x 5.0' Culvert 3 4 5 6 7 8 9 10 11 Time (hours) 12 13 14 15 Type II 24-hr 5 Year Rainfal/=6.20" Page 10 9/6/2005 ,. 16 17 18 19 20 lllnftow E Primary 0254T2RB Type II 24-hr 5 Year Rainfal/=6.20" Prepared by {enter your company name here} Page 11 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 91612005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} {s9:ft} (cubic-feet} (feet} {sq-ft} {cubic-feet} 101.50 0 0 102.04 363 102 101.51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101.53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101 .56 42 1 102.10 383 124 101 .57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101 .59 63 3 102.13 393 136 101 .60 70 3 102.14 396 140 101 .61 77 4 102.15 400 144 101 .62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101.64 98 7 102.18 409 156 101 .65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101 .68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101 .70 140 14 102 .24 429 181 101.71 147 15 102.25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101.74 168 20 102.28 442 198 101.75 175 22 102.29 446 203 101.76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101 .83 231 38 102.37 472 240 101 .84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101 .86 252 45 102.40 482 254 101.87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101.95 315 71 102.49 512 299 101 .96 322 74 102.50 515 304 101 .97 329 77 101.98 336 81 101 .99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 0254T2RB Prepared by {enter your company name here} Type II 24-hr 1 O Year Rainfall= 7.40" Page 12 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 15: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>S.62" Flow Length=90' Tc=15.5 min CN=88 Runoff=0.60 cfs 0.039 af Peak Elev=101.93' Storage=66 cf lnflow=O .~O cfs 0 .039 af 6.0" x 5.0' Culvert Outflow=0.57 cfs 0.039 af Total Runoff Area = 0.083 ac Runoff Volume= 0.039 af Average Runoff Depth = 5.62" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 10 Year Rainfa//=7.40" Page 13 9/6/2005 Subcatchment 1 S: Drainage Area P1 Runoff = 0.60 cfs@ 12 .07 hrs, Volume= 0 .039 af, Depth> 5.62" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 10 Year Rainfall=7 .40" Area (sf) 1,484 2 ,151 3,635 CN Description 7 4 > 75% Grass cover, Good , HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4 .50" Subcatchment 15: Drainage Area P1 0 .65·: 0 .6 : 0 .55- 0 .5 · 0 .45 : 0.4· i . -0 .35 · ~ 03 · u. . 0 .25- 0 .2 · 0 .15·· 0 .1 · 0 .05 · Type II 24-hr 10 Year Rainfall=7 .40" Runoff Area=3,635 sf Runoff Volume=0.039 af Runoff Depth>S.62" Flow Length=90' Tc=15.5 min CN=88 o .::~, ........ . 0 2 3 4 5 9 10 11 Time (hours) 13 14 17 18 19 20 0254T2RB Prepared by {enter your company name here} Type 1124-hr 10 Year Rainfal/=7.40" Page 14 9/6/2005 HydroCAO® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth > 5.62" 0.60 cfs@ 12.07 hrs, Volume= 0.57 cfs @ 12 .11 hrs, Volume= 0 .57 cfs@ 12.11 hrs, Volume= for 1 O Year event 0.039 af 0.039 af, Atten= 4%, Lag= 2.2 min 0.039 af Routing by Ster-Ind method, Time Span= 0.00-20 .00 hrs , dt= 0.05 hrs Peak Elev= 101.93'@ 12 .11 hrs Surf.Area= 304 sf Storage= 66 cf Plug-Flow detention time= 1.5 min calculated for 0.039 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 756.6 -755.2 ) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area {sq-ft) Inc.Store {cubic-feet) Cum.Store {cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0 .900 Outlet Invert= 101.46' S= 0.0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0.57 cfs@ 12.11 hrs HW=101.93' (Free Discharge) L1=Culvert (Barrel Controls 0.57 cfs@ 2.1 fps) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 10 Year Rainfal/=7.40" Page 15 9/6/2005 HydroCAO® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 0 .65 : 0 .6 ·~ 0.55 · 0 .5 0.45 : -0 .4 J!! . ~ 0 .35 : 3: . .5! 03· IL .. 0 .25 0 .2-- 0 .15 0.1 0.05 ·· 0 --. 0 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.93' Storage=66 cf 6.0" x 5.0' Culvert .• • • • i 2 3 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I Inflow Ill Primary .. 0254T2RB Type 1124-hr 10 Year Rainfal/=7.40" Prepared by {enter your company name here} Page 16 HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage {feet} {sQ-ft} {cubic-feet} {feet} {SQ-ft} {cubic-feet} 101 .50 0 0 102.04 363 102 101 .51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101 .53 21 0 102.07 373 113 101.54 28 1 102.08 376 117 101 .55 35 1 102.09 380 120 101 .56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101.58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101 .61 77 4 102.15 400 144 101 .62 84 5 102.16 403 148 101 .63 91 6 102.17 406 152 101.64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101.66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101 .69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101 .72 154 17 102.26 436 190 101 .73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101 .78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101 .82 224 36 102.36 469 235 101 .83 231 38 102.37 472 240 101.84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101 .88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101 .90 280 56 102.44 495 273 101.91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101 .94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101 .96 322 74 102.50 515 304 101.97 329 77 101 .98 336 81 101.99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 0254T2RB Prepared by {enter your company name here} Type 1124-hr 25 Year Rainfa/1=8.80" Page 17 9/6/2005 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>6 .91" Flow Length=90' Tc=15 .5 min CN=88 Runoff=0.73 cfs 0.048 af Peak Elev=101.99' Storage=85 cf lnflow=0.73 cfs 0 .048 af 6.0" x 5.0' Culvert Outflow=0.69 cfs 0.048 af Total Runoff Area = 0.083 ac Runoff Volume= 0.048 af Average Runoff Depth = 6.91" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 @ 2005 HydroCAD Software Solutions LLC Type 1124-hr 25 Year Rainfall=B.80" Page 18 9/6/2005 8ubcatchment 18: Drainage Area P1 Runoff = 0 .73 cfs@ 12.07 hrs, Volume= 0.048 af, Depth> 6.91" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0 .05 hrs Type II 24-hr 25 Year Rainfall=8.80" Area (sf) 1,484 2,151 3,635 CN Description 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fVsec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.41 O P2= 4.50" 8ubcatchment 18: Drainage Area P1 0 .8·· 0 .75 ' 0.7-' 0.65 ·. 0.6-- 0.55 . 0 .5 · :!" 045·· ~ .. ~ 0.4 , ii: 0.35·· 0 .3 0 .25 : 0 .2 ·. 0 .15-- 0 .1 -. Type II 24-hr 25 Year Rainfall=8.80" Runoff Area=3,635 sf Runoff Volume=0.048 af Runoff Depth>6.91" Flow Length=90' Tc=15.5 min CN=88 0 .05--0 ·-~· · ·•••• 0 2 3 5 8 9 10 11 Time (hours) 12 13 14 15 16 17 If.! Runoff~ ......... ·, 18 19 20 0254T2RB Prepared by {enter your company name here} Type 1124-hr 25 Year Rainfal/=8.80" Page 19 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 1P: Detention Facility 0.083 ac, Inflow Depth> 6.91" 0.73 cfs@ 12.07 hrs, Volume= 0.69 cfs@ 12.11 hrs, Volume= 0.69 cfs@ 12.11 hrs, Volume= for 25 Year event 0.048 af 0.048 af, Atten= 5%, Lag= 2.4 min 0.048 af Routing by Star-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 101.99' @ 12.11 hrs Surf.Area= 345 sf Storage= 85 cf Plug-Flow detention time= 1.6 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 751.7 -750.3) Volume Invert Avail.Storage Storage Description #1 101 .50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum.Store (cubic-feet) 101 .50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary Outflow Max=0 .69 cfs@ 12.11 hrs HW=101.99' (Free Discharge) L1=Culvert (Barret Controls 0.69 cfs@ 2.2 fps) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 25 Year Rainfa/1=8.80" Page 20 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0 .8 ·: 0 .75·· 0 .7 . 0 .65 · o.s · o.ss · 0 .5 ·· 3:: 0 .4 : ~ 0 .35 0 .3 · 0 .25·: 0 .2 : 0 .15·. 0 .1 ·: o.os · O··. 6 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=101.99' Storage=85 cf 6.0" x 5.0' Culvert . 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Type II 24-hr 25 Year Rainfal/=8.80" Prepared by {enter your company name here} Page 21 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} (sg-ft} (cubic-feet} {feet} {sg-ft} {cubic-feet} 101 .50 0 0 102.04 363 102 101 .51 7 0 102.05 366 105 101.52 14 0 102.06 370 109 101 .53 21 0 102 .07 373 113 101 .54 28 1 102.08 376 117 101 .55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101 .58 56 2 102.12 390 132 101.59 63 3 102 .13 393 136 101 .60 70 3 102 .14 396 140 101 .61 77 4 102.15 400 144 101 .62 84 5 102 .16 403 148 101 .63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101.66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101 .71 147 15 102.25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101.77 189 26 102.31 452 212 101 .78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101 .83 231 38 102.37 472 240 101.84 238 40 102.38 475 244 101.85 245 43 102.39 479 249 101.86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101.88 266 51 102.42 489 264 101 .89 273 53 102.43 492 269 101.90 280 56 102 .44 495 273 101.91 287 59 102 .45 499 278 101 .92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101.95 315 71 102.49 512 299 101 .96 322 74 102 .50 515 304 101.97 329 77 101 .98 336 81 101 .99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 0254T2RB Prepared by {enter your company name here} Type II 24-hr 50 Year Rainfal/=9.80" Page 22 9/6/2005 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Star-Ind method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>7.84" Flow Length=90' Tc=15.5 min CN=88 Runoff=0 .82 cfs 0.055 af Peak Elev=102.03' Storage=100 cf lnflow=0 .82 cfs 0.055 af 6.0" x 5 .0' Culvert Outflow=0.77 cfs 0.055 af Total Runoff Area= 0.083 ac Runoff Volume= 0.065 af Average Runoff Depth= 7.84" 0254T2RB Prepared by {enter your company name here} HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC Type II 24-hr 50 Year Rainfal/=9.80" Page 23 91612005 5ubcatchment 15: Drainage Area P1 Runoff = 0.82 cfs@ 12.07 hrs. Volume= 0.055 af, Depth> 7.84" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 .00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 50 Year Rainfall=9.80" Area (sf) CN Description 1,484 2,151 3,635 74 >75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 0 .9 -: 0 .85 -. 0 .8 ·· 0 .75 ' 0.1 : 0 .65-- 0 .6 ·· 0 .55-. i 0 .5 : 1 0.45 . IL 0 .4 ; 0 .35· 0.3·: 025-. 0 .2. 5ubcatchment 15: Drainage Area P1 Type II 24-hr 50 Year Rainfall=9.80" Runoff Area=3,635 sf Runoff Volume=0.055 af Runoff Depth>7.84" Flow Length=90' Tc=15.5 min CN=88 0 .15 ' 0 .1 : 0 .05--0··M ...•••• 0 2 3 5 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 50 Year Rainfal/=9.80" Page 24 9/6/2005 HydroCAD® 7.10 s/n 003394 © 2005 HydroCAD Software Solutions LLC Inflow Area = Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac , Inflow Depth> 7.84" 0.82 cfs@ 12.07 hrs, Volume= 0.77 cfs@ 12.11 hrs, Volume= 0.77 cfs@ 12 .11 hrs, Volume= for 50 Year event 0.055 af 0.055 af, Atten= 5%, Lag= 2.5 min 0.055 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.03'@ 12.11 hrs Surf.Area= 361 sf Storage= 100 cf Plug-Flow detention time= 1.6 min calculated for 0.054 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 748.8 -747.4) Volume Invert Avail.Storage Storage Description #1 101.50' 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation (feet) Surf.Area (sq-ft) Inc.Store (cubic-feet) Cum .Store (cubic-feet) 101.50 102.00 102.50 Device Routing #1 Primary 0 350 515 0 88 216 Invert Outlet Devices 0 88 304 101.50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 101.46' S= 0.0080 ·r Cc= 0.900 n= 0.011 PVC, smooth interior Primary OutFlow Max=0 .77 cfs@ 12.11 hrs HW=102.03' (Free Discharge) L1=Culvert (Barrel Controls 0.77 cfs@ 2.3 fps) 0254T2RB Prepared by {enter your company name here} Type 1124-hr 50 Year Rainfal/=9.80" Page 25 9/6/2005 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 0.9 .. 0 .85 0 .8 ·: 0 .75-' 0.7 : 0 .65 -~ 0.6 · 0 .55· . .. :!!. 0 .5 ·, ~ 0 .45 · 0 . ii: 0.4 ·, 0 .35 . 0 .3 ·. 0 .25 , 0 .2·· 0 .15·· 0 .1 0 .05·' o-. 0 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=102.03' Storage=100 cf 6.0" x 5.0' Culvert .. 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I Inflow Ill Primary 0254T2RB Type 1124-hr 50 Year Rainfa/1=9.80" Prepared by {enter your company name here} Page 26 HydroCAD® 7 .10 sin 003394 @ 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage {feet} {s9:ft} {cubic-feet} {feet} {sg-ft} {cubic-feet} 101.50 0 0 102.04 363 102 101.51 7 0 102.05 366 105 101.52 14 0 102.06 370 109 101 .53 21 0 102.07 373 113 101.54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101.57 49 2 102.11 386 128 101.58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101.60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101 .64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101.67 119 10 102.21 419 168 101.68 126 11 102.22 423 172 101 .69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101 .72 154 17 102.26 436 190 101 .73 161 19 102.27 439 194 101.74 168 20 102.28 442 198 101 .75 175 22 102.29 446 203 101.76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101.78 196 27 102.32 456 216 101.79 203 29 102.33 459 221 101.80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101.83 231 38 102.37 472 240 101 .84 238 40 102.38 475 244 101 .85 245 43 102.39 479 249 101 .86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101.88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101 .91 287 59 102.45 499 278 101.92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101.96 322 74 102.50 515 304 101.97 329 77 101 .98 336 81 101 .99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98 0254T2RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} Page 27 9/6/2005 HydroCAD® 7 .10 s/n 003394 C 2005 HydroCAD Software Solutions LLC Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-lnd+ Trans method -Pond routing by Stor-lnd method Subcatchment 1S: Drainage Area P1 Pond 1 P: Detention Facility Runoff Area=3,635 sf Runoff Depth>8.97" Flow Length=90' Tc=15.5 min CN=88 Runoff=0.93 cfs 0.062 af Peak Elev=102.09' Storage=119 cf lnflow=0 .93 cfs 0 .062 af 6.0" x 5.0' Culvert Outflow=0 .87 cfs 0.062 af Total Runoff Area= 0.083 ac Runoff Volume= 0.062 af Average Runoff Depth= 8.97" 0254T2RB Type II 24-hr 100 Year Rainfal/=11.00" Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAO Software Solutions LLC Subcatchment 1 S: Drainage Area P1 Runoff = 0.93 cfs@ 12 .07 hrs, Volume= 0.062 af, Depth> 8.97'' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type 1124-hr 100 Year Rainfall=11.00" Area (sf) 1,484 2,151 3,635 CN Description 7 4 > 75% Grass cover, Good, HSG C 98 Paved parking & roofs 88 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) Page 28 9/6/2005 15.5 90 0.0250 0.1 Sheet Flow, Overland Flow at Proposed Building Site Grass: Bermuda n= 0.410 P2= 4.50" 1·· O·, ... Subcatchment 15: Drainage Area P1 Type II 24-hr 100 Year Rainfall=11.00" Runoff Area=3,635 sf Runoff Volume=0.062 af Runoff Depth>B.97" Flow Length=90' Tc=15.5 min CN=88 . ' . . . . . 0 1 2 3 8 9 10 11 Time (hours) 15 16 17 18 19 20 0254T2RB Type 1124-hr 100 Year Rainfa/1=11.00° Prepared by {enter your company name here} HydroCAD® 7 .10 s/n 003394 C 2005 HydroCAO Software Solutions LLC Inflow Area= Inflow = Outflow = Primary = Pond 1 P: Detention Facility 0.083 ac, Inflow Depth > 8.97" 0 .93 cfs@ 12.07 hrs, Volume= 0.87 cfs@ 12 .11 hrs, Volume= 0.87 cfs@ 12.11 hrs, Volume= for 100 Year event 0.062 af 0.062 af, Atten= 7%, Lag= 2.8 min 0.062 af Routing by Stor-lnd method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 102.09'@ 12.11 hrs Surf.Area= 379 sf Storage= 119 cf Plug-Flow detention time= 1.6 min calculated for 0.062 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 745 .8 -744.3) Volume #1 Elevation (feet) 101 .50 102.00 102 .50 Invert Avail.Storage Storage Description 101 .50' Surf.Area (sq-ft) 0 350 515 304 cf Custom Stage Data (Prismatic) Listed below (Recalc) Inc.Store (cubic-feet) 0 88 216 Cum.Store (cubic-feet) 0 88 304 Device Routing Invert Outlet Devices Page 29 9/6/2005 #1 Primary 101 .50' 6.0" x 5.0' long Culvert X 2.00 CPP, projecting, no headwall, Ke= 0 .900 Outlet Invert= 101 .46' S= 0.0080 ·r Cc= 0.900 n= 0 .011 PVC, smooth interior Primary Outflow Max=0 .86 cfs@ 12.11 hrs HW=102.08' (Free Discharge) L1=Culvert (Inlet Controls 0.86 cfs@ 2.2 fps) 0254T2RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} Page 30 HydroCAD® 7 .10 s/n 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Pond 1 P: Detention Facility Inflow Area=0.083 ac Peak Elev=102.09' Storage=119 cf 6.0" x 5.0' Culvert 0 · . 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) II Inflow lll Primary • . -, 0254T2RB Type 1124-hr 100 Year Rainfal/=11 .00" Prepared by {enter your company name here} Page 31 HydroCAD® 7 .10 sin 003394 © 2005 HydroCAD Software Solutions LLC 9/6/2005 Stage-Area-Storage for Pond 1 P: Detention Facility Elevation Surface Storage Elevation Surface Storage (feet} (sq-ft} (cubic-feet} (feet} (s~ft} {cubic-feet} 101.50 0 0 102.04 363 102 101 .51 7 0 102.05 366 105 101 .52 14 0 102.06 370 109 101.53 21 0 102.07 373 113 101 .54 28 1 102.08 376 117 101.55 35 1 102.09 380 120 101.56 42 1 102.10 383 124 101 .57 49 2 102.11 386 128 101.58 56 2 102.12 390 132 101.59 63 3 102.13 393 136 101 .60 70 3 102.14 396 140 101.61 77 4 102.15 400 144 101.62 84 5 102.16 403 148 101.63 91 6 102.17 406 152 101.64 98 7 102.18 409 156 101.65 105 8 102.19 413 160 101 .66 112 9 102.20 416 164 101 .67 119 10 102.21 419 168 101 .68 126 11 102.22 423 172 101.69 133 13 102.23 426 177 101.70 140 14 102.24 429 181 101.71 147 15 102.25 433 185 101.72 154 17 102.26 436 190 101.73 161 19 102.27 439 194 101 .74 168 20 102.28 442 198 101.75 175 22 102.29 446 203 101 .76 182 24 102.30 449 207 101 .77 189 26 102.31 452 212 101 .78 196 27 102.32 456 216 101 .79 203 29 102.33 459 221 101 .80 210 31 102.34 462 226 101 .81 217 34 102.35 465 230 101.82 224 36 102.36 469 235 101.83 231 38 102.37 472 240 101 .84 238 40 102.38 475 244 101.85 245 43 102.39 479 249 101 .86 252 45 102.40 482 254 101 .87 259 48 102.41 485 259 101.88 266 51 102.42 489 264 101.89 273 53 102.43 492 269 101.90 280 56 102.44 495 273 101 .91 287 59 102.45 499 278 101 .92 294 62 102.46 502 283 101.93 301 65 102.47 505 288 101.94 308 68 102.48 508 294 101 .95 315 71 102.49 512 299 101 .96 322 74 102.50 515 304 101.97 329 77 101.98 336 81 101.99 343 84 102.00 350 88 102.01 353 91 102.02 357 95 102.03 360 98