Loading...
HomeMy WebLinkAboutConsultant Review - 12 BONNY LANE 9/14/2006 RECEIVED Ste 15 Llilih NORTH ANDOVER PLANNING DEPARTMENT Stormwater Analysis Project #06013 Bonny Lane North Andover, Ma. W.C. Cammett Engineering, Inc. 297 Elm Street - Amesbury, MA Date 09/14/2006 TABLE OF CONTENTS Site Description page 3 Project Description page 4 Design Objectives/Methodology page 5 Results page 6 Summary page 7 LIST OF FIGURES Figure 1 Locus Figure 2 Pre-Development Drainage Zones Figure 3 Post-Development Drainage Zones APPENDIX Appendix 1 Projection of Downgradient Concentration of Chemicals 4 SITE DESCRIPTION GENERAL The 1.0 acre project site (Site) is located off Bonny Lane in North Andover, Ma. The site is partially developed with existing lawn/landscaped areas and pavement. It is situated in the RES-1 zoning district and the watershed protection district of Lake Cochichewick. See Figure 1, (Locus Map) for a more detailed description of the project location. Slopes on the Site range from 5% to 30%. Vegetation on the Site consists primarily of existing lawn/landscaped areas and moderately wooded areas. Soils on the Site are comprised of Charlton (COC) a well drained, fine sandy loam, hydrologic soil Group B, Sutton (StB, SuB) a moderately well drained fine sandy loam hydrologic soil Group B and Ridgebury (RIB) a poorly drained fine sandy loam, hydrologic soil Group C. The soil conditions shown on the plans are from the "Soil Survey of Essex County, Massachusetts Northern Part" prepared by the U.S.D.A. Soil Conservation Service dated 1981. PRE-DEVELOPMENT DRAINAGE CONDITIONS The site consists of two subcatchment areas. Subcatchment-1 represents the existing lot and adjacent tributary drainage area. See Figure 2, (Pre-Development Drainage Zones) and the calculation data in Appendix A for a detailed description of subcatchment data. W.C. Cammett Engineering, Inc. 1 M:Iwinwor1120061060131 Stormwater Analysis106013Stormwater Analysis091406 i 43 ,7:,".1.".,;.••:,:•:-';:i.1.!".4,,,_•;, ...,,k;:---.-,o, ,., --/ A \ ,_1 ...,- , — - -,_-- ,,,ir,:„.,-,:., t1-?-,tr.1..,.,4,,,\ •■•:,‘ '''''.--.. . 1 / ) .,•t _.; , ' `.7101i.r ..-a-,,,Q•1,: ,:'. .tr.••:... - -,•,.:t: ,, r- -1--=--- // , ''',.. -\ \ 1,_ C hod il,Ick \tviA ..-,:.......,.- - -.....,...:7;., '' v°' / '; I -:- -' - ( \'''''' .',. , ))41-7/. , . ).-)))),)1;' ‘)-';''‘-)!' I;;I:y I-V y -.4i,:t...,•-.. -,c.,--•,:-:-..- ,,..„.,...- ‘.,-,..w.:-.• ,. .,. ...,.. -, . , :•::-- ..1 rim •,., ' ' •'-':..It.''''. ; / ,'•;.• ii. _ . . ., \ )li '-- - " • • • ■ / '''5- '\'7' -11(:` 1 ...-- , \ / , , i ,N- ' '. •`'.:'.-":7%'::::',//,..-. '-::::':. - --•-• '- '•'... %,.- -V- •-•\..,,■•...: t .1:\ ! ) \--still' .4 4 o " ;' -• -'''' ' - i ( j, ri -t. . - -f-- telit,‘) ,-.9/1.-:,..".,•..:---- :-,__ --- ,'. •p -.-., .•,-, // / ___J ti:tx - ,:7*-. - .-*er::( --;.•--. --.,'Iwo ,, -7-,, lef-s„..:,,-..:-iiii,- 't X-, -/ ''..- •.11://,, ,. ,et_dik., ;--,t-.*-'"._:' .,,f-,,fie(1.-.::.--.,-:,.,-,--:i. 4 !)i) .i. ,--'-- 5-,, * ,,;.3/4‘i‘f,.:::..0-,-Z,'?> .4:-. :tNI. 5.,)...iird.s. t„ ,,,....„...•, ,-.;,,,,. ....-.7.-,, .,,N.... ..„... ,....-...-..----!..A,.......,. ..z, -VIN-,L.,:'•':.. .).. -•- ,-lit, ' ',.e::.• , .`•.4,-".• ---, ---..;,-.-..;L:-.,--%:"..1a1441 \ . Wk'..t.:-,/..',,„.'y.re•", 1:-,,7:, , ) ,, .,;,‘'.\:,;;;;1,...r:,k...-...!, k r „,•• ,. ..I., Sr. • - .-`-.. ''',..,.....'., % Lkk‘.4 ' '.7.-;f::'-: : :-".\\ 4';7.1'.;:1, ''.. 5; ",:f. ''*-sf' '. '. : 1.-. ?..?:;- .,. -, fiii. ---:.•,•:---,-...:..- .-:.,...-:::::::,---,,-- 1-, „........:„:„........."A I\ 1411Q;,-.:•:,.‘_.=.1,..,,),. ..s.,..,\,, • ...\. ., . \;•....'... ..": .r.''-'21.(/'(...- -•''‘. ' j W.::: ...:-::.:::.:.:::::-.11':• 'A 7;,,,,„,... , ,. —,-, . ,.4 , i ire k-•,:e----:-.-:- - -.- .,,,, .„. -.... -1,,,-„,-.................,:::::::., -. - -. f.-. -■' ,. -'- . t...? NI;45t.....-..,- .,.., ,..„.‘ ...i.,114.! ks,,,,(,,. 7 ,., ,,,,,,,,.,.„,!,-,.;. , ,:.......•.:1 ;,1 % .•- ,-; ''. r . .t , /"--'.-4` . \ '' ' '--.%-• ,'\ \‘,44,;V-.1."\. \\.' '."'-'4.-.-A -' - .t 4..4-li Y,,,:,-*-1-e.',..-- . . .-: .-.-..- , ,, ,.., . 1 1, ' -7- \ -2 , -,‘,--_-_-_-,4-..,-_,d),‘ - - .,..,44._. , -\it,...-0:7-,10... ,-7;-.1.,:.:,,,,,,i,.. .f;,-.:•.. ( \.)CiDn ' (-7 ' :' ' 'N';', .•.'A ;S:'.`•,*---'''. '_ ,_ 4'1' .,,,' , P; ViC,'i4:■lt,'*,k':::,y,7 '..1.-,- ', I ''''-'‘Il 7 YV '1-- ' '--;' 1.,..,.. r1125.,::;:l? . . - : .N... "•,, k 1 ',''', -*.'-‘,,,s0i* ' ,...e.- (1k, )ik C' --tk, -‘'N ) ,AQ . : ,1,41' 0 ,44 ; N . . (r;(c,t--,,---\..._-,z,:=--,:-:-• , . ,ki'-', •• . 7 ,.., . ,. .....:_, . - ' '' --- 1 ....-... 7 '5-- -- - - .'•. 0 . .. _30 co, ,,\ ,, A \ ,;, ),k,\.7-, 1 \- ■ i \-\ _... .. .., .k\ • ,,.,.._ y.i, \\', - . - ' N ,,felp- - — — -- ,i' , ;, _, , __-.::s, ; \ ;7, \,,,y( ,c,,,...,„...,\,,\.7-,.:0,4„,,:gra,s,, ,,..4„,„,p,:,,,.,,. ,,,„: ,...,;,.. -147,!...r, iek. , ,,,,/ ,, ,,,k,,,,,,, ( ti. - = • - -- N\_-). 4Ir \\‘'' \ ''' ,ii,), -:-.,-••,.:•,••••,,‘.•...- )14\ s , ,, ,. ., . ,.,,,,.:—., -''''''-'--..,-',..--t;J.,'" . ii• •,"‘.,y , A ,, . „...•• ., 4$ • 1, -- •s. , )( /.---•''' A\ ,..T.', . ""; Li C \ , Alt NpriREp .r/, ,:,s..-!,:-,':-...'•:..1,1:'.7'""•''''',----,, ‘,\\ i „ \ - --, - , ,i•I/ / ___...-- -- -_-________\.1• ro•sk, - . ___'' -, ‘ , , __ / _ , ,-. ____ .,-- - --- , Hit ,-).,-,- I ,' _, / ,',' •--__- -':"FiCt.:.'.-:1glir":4-A-4,;''•, '• - " s, -t-7., ' • - ( I: 1 \ t .".%7--- ' - -' 'I, t' -:).s--- 1/---- - ,,.T N Ili 4.- 1 •,f•;,---•,-. ' Er6,"."'''•-•.'.•'••••.";46. ' ' ' - *'•-f?.. PI'''' ) '-' i /. 5 • -,--4------'—■k-• - --:--••- ---- ..,-.' • // _ ' s s'.','-‘, ,//LIT; •'--; `-7ux,„,11 -r.,,t,.:vi-:':',:tt,Aphc _,,,,.,11IL • . _j 1)'.,',' '- -_,----;•__ -,-- .-•-•' , 1 y 4414%V:\ -:.-„,,dik7 '•', ,. '..4.,417:, ,. .,-. - - -- 7- • W .-1 .)• -' _ • ---, .-, -... ; __<;../--.._...e).2.t..).•.','-'•' .--,"..--.\ ' ■,l'!•"*'; . .! . . ..".• . - —- gm,." ;-, e. - ta \\ '• ' 1 ii'`' '( -'.., .1•1,1.1.&/;„1,9V-,,•,•-.*.-- ;) ,•-_.-......?-;_:oA r1■1 1•ii.i1N,„(i,..s(..s,\i..-i-.:-.s.:i..---„.."-,-,..-,•„r A,.1.0il.,‘,. ,d ..,-;‘-\.,\• \-- --'‘ \- A - 1 " Y1 _ '\\••\ 7 \ \ \• A,.\i, ,-,.''::-.t„..':-,',.,...-."..:.7'.'.-.,'-..'A.,.,-...-:=\t4.•;1,6-,..7-,,„.-",;-1,,,.,.-,.. -,- ...--,.,;:,.:.::..:-!..":.-7....-,.:-,,,.',,,•'.--.,'..--,-\c-.,\-.-..,-..1-s-,.,..,4,._-._..-4,.,-<-,,,,-,--,.,.,\,,,..-,,,., • .-; ...--''''• / ,' ' A (--) _:_)..t ,.. ...-..11.::774.411b1:..z:::741c,,.n,'Il.. _i,,.•<,,;.;11'1:4, w_1(,,,;i„xj,44tyi.•,:k.:4,i'..ripli'..'-'1:•',1,,L.,,-;..,":,.:'....r/),.:;•,;: . .‘,.rt:i goot:.,..i2. .LC.,e. _:44:::,)" , , 45 \ '; -- l-- ---'–' \\ ' . — . c\ \,\\ -fi,7-, i''.:.,,. • ', 4ii,:::,..,:v ,-,,,....:',7,-:,!-•,,,,_ _... 14.....- 1' ,..... _....• . , • • \. - N'---_ N ---4r‘4''.-----_■._ N-''-' ' .'i .•• , . /, s \ 0 ' %. N :.:.'.-:7....•-,- lett>,_z., ) - —- - •'T- -4--. : '. lit,. / .',: ') op "c14, 1 kuieb, _ , .-. / ,, , s 1/4.,f. , ) )#7-I .+- I./ '/ *--.-- .M.:::* .: '\\;t' s i. ■ , (::-) 45! '' '' '•-.,ir -(... ,17-44'w , ,,ipM .v., : A.b 'I,/ . 0,•;‘.A.4.4% A.•nu.., - or, ' \---1111,:•-sZn. t -•-••,*' --.„.--zdarr- ii.,, : 1 • • fi ', 1 ,i rt•---,:14---”" ,...- .:'5.1-.,,-4.__.. - .‘,. . ., = . lifilk , ,,,, 1, L. .•,. -.'",,,,;,;•,,,,, ...a..-vgyA ----- 4'd 2- '.1 ,c!1 :)' ',-Z'!)'•.:—."-41)-9.! . o '',14:-..,,,,...41;0111""" fe,"— .. r'it\tk,\:• / ,L ,,,, ... ___:. 5- \\ , ./w,,,,-,;w4 . /67'3-'3).9. -- '. ----- AL. liT . , _ , ,„. ,. =,,,•,,, ,e,0 4,_,4,„ , - _- . ,.. .-' '''' /40110'"--''k'-'i., ''' 'L'''', ...,d./4,11■41111\,t, ___ __-___/' -\•,..p..,'-..ti.,:-.:!.94Prit ii%...s.:ftt L.,fcr:`,... . k.--q-Y- r,..,_..,..,./ , ,..,i:;,:::,.,..,,;.%:.,-,,,::,.:,....::"?),.:7..„).v.i.::;.,,, .4 ri•,.:...,•.,...L....,..,., . gr..-.,::--.., \ —,. ,,...,,,,..,,,,„,jiipii.,0: . . , ,-„, ,„ , ,, . •F':::,.-,,---_ ... :.. ....-%-,:s f'''' '- -.--- ? --• .• ', 7 ' 1 i'\ i -.22-----i-o_-, ,. r.V... '0'6,,\ -:kc;':,-.A:-_,)4..kl) ,,, g)3 74 i e 44,',`-t,,:" I a, 'tiji f''''-.• '.: ..C.,'.,,i';:.. A ,.. q ,,,,,sh_N■._.. - ' -.,--).07:',. r--' -Y.-1.1-4..,, 1„-.:‘,•,(.,,',,. , . • - .- . -",-.-_,. \... • 1 , , ,\s/olliwIte -,..„ , ..,,,!: _._.4-:,•:.;„4„..,....,..,,, ....-, ----. ,f- 11 • •,:.. ,,..._ .-,.. -.b.,--.4,1••.•-•,1•,), ,-.,.:,,_.,..,,, r 7' .- - ' - - tic . - - , -..' 7-2•-CT- ' ' '..., .,l'%'i,' "Ifiro,.'..• -' d„,011„.,.:-..:,1,,,,;.-„,,,.....,,:!.- . . , 4 1...._ . , , • . ',_ , ' ,- ,1 , , ',4.L _._.,,`, ,,, 7./ , .., ,-..,„ ',4-it',":.;,....'," %:"..4',;..--,,evr:1.-,-',,i:.',,. :1. ',-t'",'.--. A - . Ir- ._ 1 .-,,el_ ii: ____. ;, ,I• ... , — - .- - ,:...,-- ,,,, i.:),,I.,:.•;•••,. .. . .• :1,),::-,.--„,,,.•.„,i.•....: :•::,..-ti.,.,_;,,-.•,..- . .•. ,... ,,, . 1,4 . • 48 ',.• . :. , . . , . .. - . lit , . . •A)'! ...... . .'::: ‘'' C '-'---1)=C--- illw).!'''''''' \ ) ))'')-'\ ti f ----- -'-').--4.--tb:. .•"":-•■.:-..."•-f-'-"" '". ;," , .' . ' -:" . . • , i ,,,.. ., ,,,,,,.V.-1:7,,4. •• . ---" " " ' • k . ort An40 et \,-,,- ' - - = ' ' .• '''-' ' '' ---0`t '. .. • - . I .: (V • • 74 • ' ..1 51,.....X '' •Ce -.. • -, , • . .t_t., -- -4, -4, . . - -id. ,,„..e1,-11 ,-.,., .:-_,, , . - : - .., ...1,••-• --. . .• ., ., . . , • ' -", V-*-- '171 ' / - •7••?'''. - 14P,..-';.'..' --'-,' , -• —•••• ' -- IN ',Y; _ .. • •'''' . . . . . •• .. . 'N'<-,..:4,.' „Y..: :--‘',:c. -.,--,,....,..,..:: ',-..:-(.. -- 1 '2_,.'.6>". 401.---,_. 4 (71.iv,..,....„,.-r,-;;,...;..,,74:,,,-,,;iiiii,;..ri:::,.,:,..:',,,,,,,,,;.:•,,,..,....,:. ...,:,.,iikik,,,,,.;;-•:-,.. ..i...:..,:,-„,,...,---... .. -. ,., .,, • .. r \lvow;.,...1-,tik,.•''Or•5 l''''" ' ' ''..- --• '' ''''' •-'''— - . . / • • /. • .. .'' ' V I ' • \••• '.4 '' ' . - *I " " •/ - • - • "/ ••:'\.-: • - \likk \,;<--•.) ..,-- ---. • • ... PROJECT DESCRIPTION GENERAL The proposed project is the development of an existing residential lot which would include the construction of a single family house, driveway and associated utilities. (water, sewer, electric, telephone, cable). Two scenarios are presented for the lot development as follows: • Preferred Site Layout House located toward the front of the lot with a short driveway. • Alternative Site Layout House located toward the rear of the lot with a long driveway. STORMWATER MANAGEMENT SYSTEM The stormwater management system includes the use of vegetated water quality swales and infiltration trenches to provide groundwater recharge. The basis of the design was to provide treatment of runoff from the driveway prior to discharging from the Site and groundwater recharge. POST-DEVELOPMENT DRAINAGE CONDITIONS Drainage patterns resulting from the proposed development are delineated on Figure 3 and Figure 4 (Post-Development Drainage Zones). Post-Development subcatchments flow by overland conditions with the exception of subcatchment Post - 2 which flows to the infiltration trench from the proposed roof top. See Figure 3 and 4, and the calculation data in Appendix A for a detailed description of the subcatchment data. W.C. Cammett Engineering, Inc. 2 M:Iwinworcfl20061060131Stormwater Analysis106013Stormwater Analysis091406 DESIGN OBJECTIVES / METHODOLOGY STORMWATER MANAGEMENT SYSTEM The drainage system was designed to accommodate runoff resulting from a 2, 10, 100 year frequency design storms. The general drainage patterns of the Site will remain essentially unaltered; the runoff will flow to the southerly property line, as it does under existing conditions. RUNOFF QUANTIFICATION A drainage analysis was performed using pre- and post-development site criteria to estimate the effects of the proposed development on stormwater runoff conditions. Stormwater runoff rates were calculated for the 2, 10, and 100 year design storm events. The analysis was performed using HydroCADTM, a computerized stormwater modeling system that combines SCS hydrology techniques with standard hydraulic equations. A minimum time of concentration (Tc) of 5 minutes was incorporated into the calculations to account for storm fluctuation and depression storage. Total site runoff figures were obtained by summing hydrographs and not by direct addition of peak flows from individual subcatchments. Since peak flows from the individual subcatchments occur at different times, the total runoff figure listed may not equal the sum of the individual peak flows from the various subcatchments. This method provides a more realistic total flow figure than that obtained by direct addition of peak flows. W.C. Cammett Engineering, Inc. 3 M.Iwinword\20061060131Stormwater Analysis106013Stormwater Analysis091406 RESULTS PRE-DEVELOPMENT RUNOFF The following tables summarize hydrologic and hydraulic conditions resulting from pre- development peak storm water runoff. Table 1: Pre-Development Peak Runoff Frequency 2 year storm 10 year storm 100 year storm Drainage Zone (cfs) (cfs) (cfs) PRE-1 0.99 2.29 4.31 POST-DEVELOPMENT RUNOFF The following tables summarize hydrologic and hydraulic conditions resulting from post- development peak storm water runoff. Table 2: Post-Development Peak Runoff— Preferred Site Layout Frequency 2 year storm 10 year storm 100 year storm Drainage Zone (cfs) (cfs) (cfs) Post-1 0.36 0.71 1.22 Post-2 0.14 0.20 0.29 Post-3 0.01 0.04 0.09 Post-4 0.44 1.23 2.53 Table 3: Post-Development Runoff—Alternative Site Fre uenc Y 2 year storm 10 year storm 100 year storm Drainage Zone (cfs) (cfs) (cfs) Post-1 0.47 1.00 1.80 Post-2 0.14 0.20 0.29 Post-3 0.02 0.06 0.14 Post-4 0.41 1.04 2.07 W.C. Cammett Engineering, Inc. 4 M::lwinwoN120061060131Stormwater Analysis106013Stormwater Analysis091406 STORMWATER RUNOFF COMPARISON The following tables summarize hydrologic and hydraulic conditions resulting from pre- development peak storm water runoff. Table 3: Comparison Point Peak Runoff- 2 Year Storm Pre-Development Post-Development Post-Development Preferred Alt Alternative (cfs) (cfs) (cfs) 0.99 0.79 0.82 Table 4: Comparison Point Peak Runoff- 10 Year Storm Pre-Development Post-Development Post-Development Preferred Alt Alternative (cfs) (cfs) (cfs) 2.29 1.91 1.95 Table 5: Comparison Point Peak Runoff- 100 Year Storm Pre-Development Post-Development Post-Development Preferred Alt. Alternative (cfs) (cfs) (cfs) 4.31 3.70 3.73 SUMMARY Existing stormwater runoff drainage patterns will remain essentially unchanged under post- development conditions. The site will continue to drain toward the southerly property line. Stormwater flows for the 2, 10, and 100 year storm events will decrease slightly under proposed conditions due to the use of infiltration trenches and changes to existing ground cover conditions. There will be no significant degradation of the quality or quantity of water that will enter Lake Cochichewick. vv.C. Cammett Engineering, Inc. 5 M:Iwinword120061060131Stormwater Anaiysis106013Stormwater Anaiysis091406 1 s• Tributary to Southern Property Subcat Reachl Pon IN Drainage Diagram for 06013Pre-Developed Prepared by Cammett Engineering, Inc. 9/13/2006 HydroCAD®7.00 s/n 000684 ©1986-2003 Applied Microcomputer Systems 06013Pre-Developed Type III 24-hr2 Yr. Storm Rainfall=3.10" Prepared by Cammett Engineering, Inc. Page 2 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary to Southern Property Limits Runoff Area=49,630 sf Runoff Depth=0.82" Tc=5.0 min CN=71 Runoff=0.99 cfs 0.078 af Total Runoff Area= 1.139 ac Runoff Volume=0.078 af Average Runoff Depth =0.82" 4 • 06013Pre-Developed Type III 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by Cammett Engineering, Inc. Page 3 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Subcatchment 1S: Tributary to Southern Property Limits Runoff = 0.99 cfs @ 12.09 hrs, Volume= 0.078 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 5,465 98 Paved parking & roofs 26,570 69 50-75% Grass cover, Fair, HSG B 2,135 79 50-75% Grass cover, Fair, HSG C 12,835 60 Woods, Fair, HSG B 2,625 73 Woods, Fair, HSG C 49,630 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Pre-Developed Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by Cammett Engineering, Inc. Page 4 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary to Southern Property Limits Runoff Area=49,630 sf Runoff Depth=1.74" Tc=5.0 min CN=71 Runoff=2.29 cfs 0.166 of Total Runoff Area = 1.139 ac Runoff Volume= 0.166 of Average Runoff Depth = 1.74" 06013Pre-Developed Type III 24-hr 10 Yr. Storm Rainfall-4.50" Prepared by Cammett Engineering, Inc. Page 5 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Subcatchment 1S: Tributary to Southern Property Limits Runoff = 2.29 cfs C 12.08 hrs, Volume= 0.166 af, Depth= 1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 5,465 98 Paved parking & roofs 26,570 69 50-75% Grass cover, Fair, HSG B 2,135 79 50-75% Grass cover, Fair, HSG C 12,835 60 Woods, Fair, HSG B 2,625 73 Woods, Fair, HSG C 49,630 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Pre-Developed Type III 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by Cammett Engineering, Inc. Page 8 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1 S: Tributary to Southern Property Limits Runoff Area=49,630 sf Runoff Depth=3.22" Tc=5.0 min CN=71 Runoff=4.31 cfs 0.306 af Total Runoff Area= 1.139 ac Runoff Volume = 0.306 af Average Runoff Depth =3.22" 06013Pre-Developed Type III 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by Cammett Engineering, Inc. Page 9 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/13/2006 Subcatchment 1 S: Tributary to Southern Property Limits Runoff = 4.31 cfs © 12.08 hrs, Volume= 0.306 af, Depth= 3.22" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 5,465 98 Paved parking & roofs 26,570 69 50-75% Grass cover, Fair, HSG B 2,135 79 50-75% Grass cover, Fair, HSG C 12,835 60 Woods, Fair, HSG B 2,625 73 Woods, Fair, HSG C 49,630 71 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 0 Tribut ry Area to WQ 0 Swale Overland flow t Trench 2R Drain WQ S ale Rooftop Area 1 P Infiltration Trench (4S 1R <\--------------------- Bypass Flow to Southern Property Summary Flow to Limits Southern Property Limits 4ubca t Reach P iiiLink Drainage Diagram for 06013Post-short-drive Prepared by{enter your company name here) 9/14/2006 HydroCAD®7.00 s/n 000684 ©1986-2003 Applied Microcomputer Systems 06013Post-short-drive Type 11124-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here} Page 2 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pon d routing Stor-Ind Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=11,520 sf Runoff Depth=1.20" Tc=5.0 min CN=78 Runoff=0.36 cfs 0.026 af Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=0.14 cfs 0.011 of Subcatchment 3S: Overland flow to Trench Drain Runoff Area=1,495 sf Runoff Depth=0.40" Tc=5.0 min CN=61 Runoff=0.01 cfs 0.001 of Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=34,630 sf Runoff Depth=0.59" Tc=5.0 min CN=66 Runoff=0.44 cfs 0.039 of Reach 1 R: Summary Flow to Southern Property Limits Inflow=0.79 cfs 0.066 of Outflow=0.79 cfs 0.066 of Reach 2R: WQ Swale Peak Depth=0.12' Max Vel=1.6 fps Inflow=0.36 cfs 0.026 af n=0.033 L=100.0' S=0.0250 '/' Capacity=56.10 cfs Outflow=0.35 cfs 0.026 af Pond 1P: Infiltration Trench Peak EIev=0.00' Storage=0 cf Inflow=0.15 cfs 0.012 of Outflow=0.14 cfs 0.012 af Total Runoff Area = 1.139 ac Runoff Volume =0.078 af Average Runoff Depth =0.82" 06013Post-short-drive Type III 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here) Page 3 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1S: Tributary Area to WQ Swale Runoff = 0.36 cfs @ 12.08 hrs, Volume= 0.026 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 4,705 98 Paved parking & roofs 2,995 69 50-75% Grass cover, Fair, HSG B 3.820 61 >75% Grass cover, Good, HSG B 11,520 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.14 cfs @ 12.07 hrs, Volume= 0.011 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.01 cfs @ 12.12 hrs, Volume= 0.001 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 1,495 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-short-drive Type III 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here} Page 4 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 0.44 cfs @ 12.10 hrs, Volume= 0.039 af, Depth= 0.59" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 685 74 >75% Grass cover, Good, HSG C 2,890 79 50-75% Grass cover, Fair, HSG C 2,240 73 Woods, Fair, HSG C 4,640 61 >75% Grass cover, Good, HSG B 13,175 69 50-75% Grass cover, Fair, HSG B 11,000 60 Woods, Fair, HSG B 34,630 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1 R: Summary Flow to Southern Property Limits Inflow Area = 1.059 ac, Inflow Depth = 0.74" for 2 Yr. Storm event Inflow = 0.79 cfs @ 12.11 hrs, Volume= 0.066 of Outflow = 0.79 cfs @ 12.11 hrs, Volume= 0.066 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.264 ac, Inflow Depth = 1.20" for 2 Yr. Storm event Inflow = 0.36 cfs @ 12.08 hrs, Volume= 0.026 af Outflow = 0.35 cfs @ 12.11 hrs, Volume= 0.026 af, Atten= 4%, Lag= 1.9 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 1.6 fps, Min. Travel Time= 1.1 min Avg. Velocity = 0.5 fps, Avg. Travel Time= 3.1 min Peak Depth= 0.12' @ 12.10 hrs Capacity at bank full= 56.10 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 100.0' Slope= 0.0250 '/' Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.080 ac, Inflow Depth = 1.81" for 2 Yr. Storm event Inflow = 0.15 cfs @ 12.07 hrs, Volume= 0.012 of Outflow = 0.14 cfs @ 12.08 hrs, Volume= 0.012 af, Atten= 1%, Lag= 0.1 min Discarded = 0.14 cfs @ 12.08 hrs, Volume= 0.012 of 06013Post-short-drive Type III 24-hr2 Yr. Storm Rainfall=3.10" Prepared by{enter your company name here} Page 5 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.00' @ 12.08 hrs Surf.Area= 0 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 0.012 of (100% of inflow) Center-of-Mass det. time= 0.0 min ( 771.3 - 771.3 ) # Invert Avail.Storage Storage Description 1 0.00' 109 cf Custom Stage Data Listed below 273 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 273 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.38 cfs Exfiltration at all elevations Discarded OutFlow Max=0.38 cfs @ 12.08 hrs HW=0.00' (Free Discharge) t-1=Exfiltration (Exfiltration Controls 0.38 cfs) 06013Post-short-drive Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here} Page 6 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=11,520 sf Runoff Depth=2.29" Tc=5.0 min CN=78 Runoff=0.71 cfs 0.050 af Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=4.26" Tc=5.0 min CN=98 Runoff=0.20 cfs 0.016 of Subcatchment 3S: Overland flow to Trench Drain Runoff Area=1,495 sf Runoff Depth=1.08" Tc=5.0 min CN=61 Runoff=0.04 cfs 0.003 of Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=34,630 sf Runoff Depth=1.40" Tc=5.0 min CN=66 Runoff=1.23 cfs 0.092 of Reach 1R: Summary Flow to Southern Property Limits Inflow=1.91 cfs 0.143 af Outflow=1.91 cfs 0.143 af Reach 2R: WQ Swale Peak Depth=0.18' Max Vet=1.9 fps Inflow=0.71 cfs 0.050 of n=0.033 L=100.0' S=0.0250 '/' Capacity=56.10 cfs Outflow=0.69 cfs 0.050 af Pond 1P: Infiltration Trench Peak EIev=0.01' Storage=1 cf Inflow=0.24 cfs 0.019 of Outflow=0.24 cfs 0.019 af Total Runoff Area = 1.139 ac Runoff Volume =0.162 af Average Runoff Depth = 1.71" 06013Post-short-drive Type III 24-hr 10 Yr. Storm Rainfall-4.50" Prepared by {enter your company name here} Page 7 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1S: Tributary Area to WQ Swale Runoff = 0.71 cfs @ 12.08 hrs, Volume= 0.050 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 4,705 98 Paved parking & roofs 2,995 69 50-75% Grass cover, Fair, HSG B 3,820 61 >75% Grass cover, Good, HSG B 11,520 78 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.04 cfs @ 12.09 hrs, Volume= 0.003 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 1,495 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-short-drive Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here} Page 8 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems s 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 1.23 cfs @ 12.09 hrs, Volume= 0.092 af, Depth= 1.40" Runoff by SCS TR-20 method, UH=SCS Time Span= 0.00-24.00 dt=e Span 0.00 24.00 hrs, dt- 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 685 74 >75% Grass cover, Good, HSG C 2,890 79 50-75% Grass cover, Fair, HSG C 2,240 73 Woods, Fair, HSG C 4,640 61 >75% Grass cover, Good, HSG B 13,175 69 50-75% Grass cover, Fair, HSG B 11,000 60 Woods, Fair, HSG B 34,630 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1 R: Summary Flow to Southern Property Limits Inflow Area = 1.059 ac, Inflow Depth = 1.62" for 10 Yr. Storm event Inflow = 1.91 cfs @ 12.09 hrs, Volume= 0.143 af Outflow = 1.91 cfs @ 12.09 hrs, Volume= 0.143 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.264 ac, Inflow Depth = 2.29" for 10 Yr. Storm event Inflow = 0.71 cfs @ 12.08 hrs, Volume= 0.050 af Outflow = 0.69 cfs @ 12.11 hrs, Volume= 0.050 af, Atten= 3%, Lag= 1.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 1.9 fps, Min. Travel Time= 0.9 min Avg. Velocity = 0.6 fps, Avg. Travel Time=2.7 min Peak Depth= 0.18' @ 12.09 hrs Capacity at bank full= 56.10 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 100.0' Slope= 0.0250 '/' Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.080 ac, Inflow Depth = 2.89" for 10 Yr. Storm event Inflow = 0.24 cfs @ 12.07 hrs, Volume= 0.019 of Outflow = 0.24 cfs @ 12.08 hrs, Volume= 0.019 af, Atten= 1%, Lag= 0.1 min Discarded = 0.24 cfs @ 12.08 hrs, Volume= 0.019 af 06013Post-short-drive Type 11124-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here} Page 9 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.01' @ 12.08 hrs Surf.Area= 0 sf Storage= 1 cf Plug-Flow detention time= 0.0 min calculated for 0.019 of (100% of inflow) Center-of-Mass det. time= 0.0 min ( 769.4 - 769.4 ) # Invert Avail.Storage Storage Description 1 0.00' 109 cf Custom Stage Data Listed below 273 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 273 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.38 cfs Exfiltration at all elevations Discarded OutFlow Max=0.38 cfs @ 12.08 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.38 cfs) 06013Post-short-drive Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 10 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=11,520 sf Runoff Depth=3.93" Tc=5.0 min CN=78 Runoff=1.22 cfs 0.087 af Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.29 cfs 0.023 af Subcatchment 3S: Overland flow to Trench Drain Runoff Area=1,495 sf Runoff Depth=2.28" Tc=5.0 min CN=61 Runoff=0.09 cfs 0.007 af Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=34,630 sf Runoff Depth=2.74" Tc=5.0 min CN=66 Runoff=2.53 cfs 0.181 af Reach 1R: Summary Flow to Southern Property Limits Inflow=3.70 cfs 0.268 af Outflow=3.70 cfs 0.268 af Reach 2R: WQ Swale Peak Depth=0.24' Max Vel=2.3 fps Inflow=1.22 cfs 0.087 af n=0.033 L=100.0' S=0.0250 '1 Capacity=56.10 cfs Outflow=1.19 cfs 0.087 af Pond 1P: Infiltration Trench Peak Elev=0.01' Storage=1 cf Inflow=0.38 cfs 0.030 af Outflow=0.37 cfs 0.030 af Total Runoff Area = 1.139 ac Runoff Volume = 0.298 af Average Runoff Depth = 3.14" 06013Post-short-drive Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by{enter your company name here} Page 11 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1S: Tributary Area to WQ Swale Runoff = 1.22 cfs @ 12.08 hrs, Volume= 0.087 af, Depth= 3.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 4,705 98 Paved parking & roofs 2,995 69 50-75% Grass cover, Fair, HSG B 3,820 61 >75% Grass cover, Good, HSG B 11,520 78 Weighted Average g Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.09 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 1,495 61 >75% Grass cover, Good, HSG B Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-short-drive Type III 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 12 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 2.53 cfs @ 12.08 hrs, Volume= 0.181 af, Depth= 2.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 685 74 >75% Grass cover, Good, HSG C 2,890 79 50-75% Grass cover, Fair, HSG C 2,240 73 Woods, Fair, HSG C 4,640 61 >75% Grass cover, Good, HSG B 13,175 69 50-75% Grass cover, Fair, HSG B 11,000 60 Woods, Fair, HSG B 34,630 66 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1R: Summary Flow to Southern Property Limits Inflow Area = 1.059 ac, Inflow Depth = 3.04" for 100 Yr. Storm event Inflow = 3.70 cfs @ 12.09 hrs, Volume= 0.268 af Outflow = 3.70 cfs @ 12.09 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.264 ac, Inflow Depth = 3.93" for 100 Yr. Storm event Inflow = 1.22 cfs @ 12.08 hrs, Volume= 0.087 af Outflow = 1.19 cfs @ 12.10 hrs, Volume= 0.087 af, Atten= 2%, Lag= 1.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 2.3 fps, Min. Travel Time= 0.7 min Avg. Velocity = 0.7 fps, Avg. Travel Time=2.3 min Peak Depth= 0.24' @ 12.09 hrs Capacity at bank full= 56.10 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 100.0' Slope= 0.0250 Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.080 ac, Inflow Depth = 4.49" for 100 Yr. Storm event Inflow = 0.38 cfs @ 12.07 hrs, Volume= 0.030 af Outflow = 0.37 cfs @ 12.07 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.1 min Discarded = 0.37 cfs @ 12.07 hrs, Volume= 0.030 af 06013Post-short-drive Type III 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 13 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.01' @ 12.07 hrs Surf.Area= 0 sf Storage= 1 cf Plug-Flow detention time= 0.0 min calculated for 0.030 of (100% of inflow) Center-of-Mass det. time= 0.0 min ( 767.4 - 767.3 ) # Invert Avail.Storage Storage Description 1 0.00' 109 cf Custom Stage Data Listed below 273 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 273 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.38 cfs Exfiltration at all elevations Discarded OutFlow Max=0.38 cfs @ 12.07 hrs HW=0.01' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.38 cfs) , 0 Tributary A ea to WQ Sw le 0 4E1 Rooftop Ara Overla d flow to Trench Drain 2R 1P WQ Swale Infiltration Trench 1R < (4S Summary Flow to Bypass Flow to Southern Property Southern Property Limits Limits r Subcat Reach Pon Link Drainage Diagram for 06013Post-long-drive Prepared by{enter your company name here} 9/14/2006 HydroCAD®7.00 s/n 000684 ©1986-2003 Applied Microcomputer Systems r 1 06013Post-long-drive Type III 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here} Page 2 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=18,965 sf Runoff Depth=0.97" Tc=5.0 min CN=74 Runoff=0.47 cfs 0.035 af Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=2.87" Tc=5.0 min CN=98 Runoff=0.14 cfs 0.011 af Subcatchment 3S: Overland flow to Trench Drain Runoff Area=2,380 sf Runoff Depth=0.40" Tc=5.0 min CN=61 Runoff=0.02 cfs 0.002 af Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=26,300 sf Runoff Depth=0.68" Tc=5.0 min CN=68 Runoff=0.41 cfs 0.034 af Reach 1R: Summary Flow to Southern Property Limits Inflow=0.82 cfs 0.069 af Outflow=0.82 cfs 0.069 af Reach 2R: WQ Swale Peak Depth=0.12' Max Vel=2.1 fps Inflow=0.47 cfs 0.035 af n=0.033 L=225.0' S=0.0475 '/' Capacity=77.34 cfs Outflow=0.44 cfs 0.035 af Pond 1P: Infiltration Trench Peak EIev=0.00' Storage=0 cf Inflow=0.15 cfs 0.013 af Outflow=0.15 cfs 0.013 af Total Runoff Area = 1.139 ac Runoff Volume = 0.082 af Average Runoff Depth = 0.86" 06013Post-long-drive Type III 24-hr 2 Yr. Storm Rainfall=3.1 0" Prepared by {enter your company name here} Page 3 HydroCAD®7.00 s/n 000684 ©1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1S: Tributary Area to WQ Swale Runoff = 0.47 cfs @ 12.09 hrs, Volume= 0.035 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 6,385 98 Paved parking & roofs 2,440 69 50-75% Grass cover, Fair, HSG B 10,140 61 >75% Grass cover, Good, HSG B 18,965 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.14 cfs @ 12.07 hrs, Volume= 0.011 af, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.02 cfs @ 12.12 hrs, Volume= 0.002 af, Depth= 0.40" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type HI 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 1,290 61 >75% Grass cover, Good, HSG B 1,090 60 Woods, Fair, HSG B 2,380 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-long-drive Type 111 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here} Page 4 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 0.41 cfs @ 12.10 hrs, Volume= 0.034 af, Depth= 0.68" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 2 Yr. Storm Rainfall=3.10" Area (sf) CN Description 1,055 74 >75% Grass cover, Good, HSG C 2,135 79 50-75% Grass cover, Fair, HSG C 2,625 73 Woods, Fair, HSG C 2,490 61 >75% Grass cover, Good, HSG B 11,795 69 50-75% Grass cover, Fair, HSG B 6,200 60 Woods, Fair, HSG B 26,300 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1 R: Summary Flow to Southern Property Limits Inflow Area = 1.039 ac, Inflow Depth = 0.80" for 2 Yr. Storm event Inflow = 0.82 cfs @ 12.12 hrs, Volume= 0.069 af Outflow = 0.82 cfs @ 12.12 hrs, Volume= 0.069 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.435 ac, Inflow Depth = 0.97" for 2 Yr. Storm event Inflow = 0.47 cfs @ 12.09 hrs, Volume= 0.035 af Outflow = 0.44 cfs @ 12.14 hrs, Volume= 0.035 af, Atten= 6%, Lag= 3.4 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 2.1 fps, Min. Travel Time= 1.8 min Avg. Velocity= 0.7 fps, Avg. Travel Time= 5.1 min Peak Depth= 0.12' @ 12.11 hrs Capacity at bank full= 77.34 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 225.0' Slope= 0.0475 '/' Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.100 ac, Inflow Depth = 1.52" for 2 Yr. Storm event Inflow = 0.15 cfs @ 12.08 hrs, Volume= 0.013 af Outflow = 0.15 cfs @ 12.08 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.1 min Discarded = 0.15 cfs @ 12.08 hrs, Volume= 0.013 af 06013Post-long-drive Type III 24-hr 2 Yr. Storm Rainfall=3.10" Prepared by {enter your company name here} Page 5 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.00' @ 12.08 hrs Surf.Area= 0 sf Storage=0 cf Plug-Flow detention time= 0.0 min calculated for 0.013 of (100% of inflow) Center-of-Mass det. time= 0.0 min ( 779.2 - 779.1 ) Invert Avail.Storage Storage Description 1 0.00' 90 cf Custom Stage Data Listed below 225 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 225 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.32 cfs Exfiltration at all elevations Discarded OutFlow Max=0.32 cfs @ 12.08 hrs HW=0.00' (Free Discharge) ..1=Exfiltration (Exfiltration Controls 0.32 cfs) 06013Post-long-drive Type 11124-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here} Page 6 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=18,965 sf Runoff Depth=1.97" Tc=5.0 min CN=74 Runoff=1.00 cfs 0.072 of Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=4.26" Tc=5.0 min CN=98 Runoff=0.20 cfs 0.016 of Subcatchment 3S: Overland flow to Trench Drain Runoff Area=2,380 sf Runoff Depth=1.08" Tc=5.0 min CN=61 Runoff=0.06 cfs 0.005 af Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=26,300 sf Runoff Depth=1.53" Tc=5.0 min CN=68 Runoff=1.04 cfs 0.077 af Reach 1R: Summary Flow to Southern Property Limits Inflow=1.95 cfs 0.148 af Outflow=1.95 cfs 0.148 of Reach 2R: WQ Swale Peak Depth=0.18' Max Vet=2.7 fps Inflow=1.00 cfs 0.072 af n=0.033 L=225.0' S=0.0475 '/' Capacity=77.34 cfs Outflow=0.94 cfs 0.071 af Pond 1P: Infiltration Trench Peak EIev=0.01' Storage=1 cf Inflow=0.26 cfs 0.021 af Outflow=0.26 cfs 0.021 of Total Runoff Area = 1.139 ac Runoff Volume =0.170 af Average Runoff Depth = 1.79" 06013Post-long-drive Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here} Page 7 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1 S: Tributary Area to WQ Swale Runoff = 1.00 cfs @ 12.08 hrs, Volume= 0.072 af, Depth= 1.97" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 6,385 98 Paved parking & roofs 2,440 69 50-75% Grass cover, Fair, HSG B 10,140 61 >75% Grass cover, G ood, HSG B 18,965 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.20 cfs @ 12.07 hrs, Volume= 0.016 af, Depth= 4.26" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type Ill 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.06 cfs @ 12.09 hrs, Volume= 0.005 af, Depth= 1.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 1,290 61 >75% Grass cover, Good, HSG B 1,090 60 Woods, Fair, HSG B 2,380 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-long-drive Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by {enter your company name here) Page 8 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 1.04 cfs @ 12.09 hrs, Volume= 0.077 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 10 Yr. Storm Rainfall=4.50" Area (sf) CN Description 1,055 74 >75% Grass cover, Good, HSG C • 2,135 79 50-75% Grass cover, Fair, HSG C 2,625 73 Woods, Fair, HSG C 2,490 61 >75% Grass cover, Good, HSG B 11,795 69 50-75% Grass cover, Fair, HSG B 6,200 60 Woods, Fair, HSG B 26,300 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1 R: Summary Flow to Southern Property Limits Inflow Area = 1.039 ac, Inflow Depth = 1.71" for 10 Yr. Storm event Inflow = 1.95 cfs @ 12.10 hrs, Volume= 0.148 of Outflow = 1.95 cfs @ 12.10 hrs, Volume= 0.148 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.435 ac, Inflow Depth = 1.97" for 10 Yr. Storm event Inflow = 1.00 cfs @ 12.08 hrs, Volume= 0.072 of Outflow = 0.94 cfs @ 12.12 hrs, Volume= 0.071 af, Atten= 6%, Lag= 2.6 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 2.7 fps, Min. Travel Time= 1.4 min Avg. Velocity= 0.9 fps, Avg. Travel Time= 4.3 min Peak Depth= 0.18' @ 12.10 hrs Capacity at bank full= 77.34 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 225.0' Slope= 0.0475 '/' Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.100 ac, Inflow Depth = 2.53" for 10 Yr. Storm event Inflow = 0.26 cfs @ 12.08 hrs, Volume= 0.021 af Outflow = 0.26 cfs @ 12.08 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.1 min Discarded = 0.26 cfs @ 12.08 hrs, Volume= 0.021 af 06013Post-long-drive Type III 24-hr 10 Yr. Storm Rainfall=4.50" Prepared by (enter your company name here} Page 9 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.01' CO 12.08 hrs Surf.Area= 0 sf Storage= 1 cf Plug-Flow detention time= 0.0 min calculated for 0.021 of (100% of inflow) Center-of-Mass det. time= 0.0 min ( 778.9 - 778.9 ) Invert Avail.Storage Storage Description 1 0.00' 90 cf Custom Stage Data Listed below 225 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 225 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.32 cfs Exfiltration at all elevations Discarded OutFlow Max=0.32 cfs @ 12.08 hrs HW=0.01' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.32 cfs) 06013Post-long-drive Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by{enter your company name here} Page 10 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: Tributary Area to WQ Swale Runoff Area=18,965 sf Runoff Depth=3.52" Tc=5.0 min CN=74 Runoff=1.80 cfs 0.128 af Subcatchment 2S: Rooftop Area Runoff Area=1,985 sf Runoff Depth=6.16" Tc=5.0 min CN=98 Runoff=0.29 cfs 0.023 af Subcatchment 3S: Overland flow to Trench Drain Runoff Area=2,380 sf Runoff Depth=2.28" Tc=5.0 min CN=61 Runoff=0.14 cfs 0.010 af Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff Area=26,300 sf Runoff Depth=2.93" Tc=5.0 min CN=68 Runoff=2.07 cfs 0.147 af Reach 1R: Summary Flow to Southern Property Limits Inflow=3.73 cfs 0.275 af Outflow=3.73 cfs 0.275 af Reach 2R: WQ Swale Peak Depth=0.25' Max Vel=3.2 fps Inflow=1.80 cfs 0.128 of n=0.033 L=225.0' S=0.0475 '/' Capacity=77.34 cfs Outflow=1.72 cfs 0.128 af Pond 1P: Infiltration Trench Peak Elev=0.34' Storage=31 cf Inflow=0.43 cfs 0.034 af Outflow=0.32 cfs 0.034 of Total Runoff Area = 1.139 ac Runoff Volume=0.309 af Average Runoff Depth = 3.25" 06013Post-long-drive Type III 24-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 11 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 1S: Tributary Area to WQ Swale Runoff = 1.80 cfs @ 12.08 hrs, Volume= 0.128 af, Depth= 3.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 6,385 98 Paved parking & roofs 2,440 69 50-75% Grass cover, Fair, HSG B 10,140 61 >75% Grass cover, Good, HSG B 18,965 74 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 2S: Rooftop Area Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.023 af, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 1,985 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Overland flow to Trench Drain Runoff = 0.14 cfs @ 12.09 hrs, Volume= 0.010 af, Depth= 2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 1,290 61 >75% Grass cover, Good, HSG B 1,090 60 Woods, Fair, HSG B 2,380 61 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, 06013Post-long-drive Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 12 HydroCAD®7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Subcatchment 4S: Bypass Flow to Southern Property Limits Runoff = 2.07 cfs @ 12.08 hrs, Volume= 0.147 af, Depth= 2.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 100 Yr. Storm Rainfall=6.40" Area (sf) CN Description 1,055 74 >75% Grass cover, Good, HSG C 2,135 79 50-75% Grass cover, Fair, HSG C 2,625 73 Woods, Fair, HSG C 2,490 61 >75% Grass cover, Good, HSG B 11,795 69 50-75% Grass cover, Fair, HSG B 6,200 60 Woods, Fair, HSG B 26,300 68 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Reach 1 R: Summary Flow to Southern Property Limits Inflow Area = 1.039 ac, Inflow Depth = 3.18" for 100 Yr. Storm event Inflow = 3.73 cfs @ 12.10 hrs, Volume= 0.275 af Outflow = 3.73 cfs @ 12.10 hrs, Volume= 0.275 at Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Reach 2R: WQ Swale Inflow Area = 0.435 ac, Inflow Depth = 3.52" for 100 Yr. Storm event Inflow = 1.80 cfs @ 12.08 hrs, Volume= 0.128 af Outflow = 1.72 cfs @ 12.11 hrs, Volume= 0.128 af, Atten= 5%, Lag= 2.2 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 3.2 fps, Min. Travel Time= 1.2 min Avg. Velocity= 1.0 fps, Avg. Travel Time= 3.7 min Peak Depth= 0.25' @ 12.10 hrs Capacity at bank full=77.34 cfs 1.50' x 1.50' deep channel, n= 0.033 Length= 225.0' Slope= 0.0475 '/' Side Slope Z-value= 3.0 '/' Pond 1 P: Infiltration Trench Inflow Area = 0.100 ac, Inflow Depth = 4.04" for 100 Yr. Storm event Inflow = 0.43 cfs @ 12.07 hrs, Volume= 0.034 af Outflow = 0.32 cfs @ 12.05 hrs, Volume= 0.034 af, Atten= 25%, Lag= 0.0 min Discarded = 0.32 cfs @ 12.05 hrs, Volume= 0.034 af 06013Post-long-drive Type 11124-hr 100 Yr. Storm Rainfall=6.40" Prepared by {enter your company name here} Page 13 HydroCADO 7.00 s/n 000684 © 1986-2003 Applied Microcomputer Systems 9/14/2006 Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/5 Peak Elev= 0.34' @ 12.15 hrs Surf.Area= 0 sf Storage=31 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 0.00' 90 cf Custom Stage Data Listed below 225 cf Overall x 40.0% Voids Elevation Cum.Store (feet) (cubic-feet) 0.00 0 1.00 225 # Routing Invert Outlet Devices 1 Discarded 0.00' 0.32 cfs Exfiltration at all elevations Discarded OutFlow Max=0.32 cfs @ 12.05 hrs HW=0.08' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.32 cfs) Pollutant Loads.xls Projections of Downgradient Chemical Concentrations Preferred Site Layout Methodology: SOURCE: "PROTECTING WATER QUALITY IN URBAN AREAS" (PWQUA) "Best Management Practices for Minnesota" BY: Minnesota Pollution Control Agency, Division of Water Quality (TABLE 2-1: MEAN POLLUTANT CONCENTRATIONS (mg/L) (PWQUA)I LAND USE POLLUTANT OPEN RESIDENTIAL TKN 1.36 2.35 Total P 0.23 0.46 WHERE: TKN = Total Kjeldahl Nitrogen Total P = Total Phosphorus ESTIMATING ANNUAL POLLUTANT LOADINGS (PWQUA) L = AxPxRxCx0.226 Eq. 2-4 WHERE: L = Annual pollutant loading, pounds A =Watershed area, acres P =Annual precipitation, inches 42 inches HA-7 R = Runoff coefficient, unitless C = Mean Pollutant concentration, mg/L SEE TABLE 2-1 0.226 = Conversion factor HA-7 = Hydrologic Investigations Atlas - 7 "Average annual runoff and precipitation in the New England-New York area", USDA- United States Geological Survey R = 0.9(0.05 + 0.009(1) Eq. 2-3 WHERE: R = Runoff coefficient, unitless I =Impervious area in watershed (percent) 0.9 = 10% of storms with no appreciable runoff W.C. Cammett Engineering, Inc. 9/14/2006 Load Preferred Site Layout Pollutant Loads.xls Watershed Area and Percent Impervious Calculation Pre-Developed Open Space= 0.35 Ac. Impervious Area= 0 Ac. I = (Percent Impervious Area) = 0.00 % Pre-Developed Residential= 0.78 Ac. Impervious Area= 0.13 Ac. I = (Percent Impervious Area) = 16.7 % Post-developed Open Space Bypass= 0.30 Ac. Impervious Area= 0 Ac. I = (Percent Impervious Area) = 0.0 % Post-Developed Residential Bypass= 0.49 Ac. Impervious Area= 0 Ac. I = (Percent Impervious Area) = 0.0 % Post-Developed Residential Treated= 0.26 Ac. Impervious Area= 0.11 Ac. I = (Percent Impervious Area) = 42.3 Note: The slight decrease in area from Pre to Post Developed Conditions is due to the area tributary to the proposed infiltration trench which does not discharge to the downgradient property limits. ESTIMATED ANNUAL POLLUTANT LOADINGS PRE-DEVELOPMENT CONDITIONS Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/I) (lbs. ) Open Space TKN 0.35 42 0.045 1.36 0.226 0.20 Open Space TOTAL P 0.35 42 0.045 0.23 0.226 0.03 Residential TKN 0.78 42 0.180 2.35 0.226 3.13 Residential TOTAL P 0.78 42 0.180 0.46 0.226 0.61 TOTAL Pre-Developed (TKN) Annual Pollutant Loading = 3.34 TOTAL Pre-Developed (Phosphorus)Annual Pollutant Loading = 0.65 W.C. Cammett Engineering, Inc. 9/14/2006 Load Preferred Site Layout Pollutant Loads.xls ESTIMATED ANNUAL POLLUTANT LOADINGS POST-DEVELOPMENT CONDITIONS BEFORE TREATMENT Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/I) (lbs.) Open Space TKN 0.30 42 0.045 1.36 0.226 0.17 (Bypass) Open Space TOTAL P 0.30 42 0.045 0.23 0.226 0.03 (Bypass) Residential TKN 0.49 42 0.045 2.35 0.226 0.49 (Bypass) Residential TOTAL P 0.49 42 0.045 0.46 0.226 0.10 (Bypass) _ Residential TKN 0.26 42 0.388 2.35 0.226 2.25 (To be Treated) Residential TOTAL P 0.26 42 0.388 0.46 0.226 0.44 (To be Treated) TOTAL Post-Developed (TKN) Annual Pollutant Loading (Bypass) = 0.67 TOTAL Post-Developed (Total P) Annual Pollutant Loading (Bypass) = 0.13 TOTAL Post-Developed (TKN) Annual Pollutant Loading (Res. Before Treatment) = 2.25 TOTAL Post-Developed (Total P) Annual Pollutant Loading (Res. Before Treatment) = 0.44 Treatment From Grassed Water Quality Swale SOURCE: "An Evaluation of Urban Stormwater Pollutant Removal through Grassed Swale Treatment by Paul H. Oakland" (NHWS&PCC) Removal efficiency (TKN) = 16% Removal efficiency (Total P) = 5% (Total TKN) After Removal = 1.89 (Total P) After Removal = 0.42 Post-Developed Annual Pollutant Loading (lbs.) Total (TKN) = 2.55 lbs. Total (Total P) = 0.54 lbs. Pre and Post-Developed Annual Pollutant Loading Comparison (lbs.) Pre-Developed Conditions Post-Developed Conditions Loading Change Total (TKN) = 3.34 lbs. Total (TKN) = 2.55 lbs. -0.78 lbs. Total (Total P) = 0.65 lbs. Total (Total P) = 0.54 lbs. -0.10 lbs. Negative loading changes indicate a net decrease in pollutant loadings at the downgradient property limits. M:\\Winword\2006\06013\Calculations\Pollutant loads.xls W.C. Cammett Engineering, Inc. 9/14/2006 Load Preferred Site Layout I Pollutant Loads.xls Projections of Downgradient Chemical Concentrations Alternate Site Layout Methodology: SOURCE: "PROTECTING WATER QUALITY IN URBAN AREAS" (PWQUA) "Best Management Practices for Minnesota" BY: Minnesota Pollution Control Agency, Division of Water Quality STABLE 2-1: MEAN POLLUTANT CONCENTRATIONS (mg/L) (PWQUA) I LAND USE POLLUTANT OPEN RESIDENTIAL TKN 1.36 2.35 Total P 0.23 0.46 WHERE: TKN = Total Kjeldahl Nitrogen Total P = Total Phosphorus ESTIMATING ANNUAL POLLUTANT LOADINGS (PWQUA) L =AxPxRxCx0.226 Eq. 2-4 WHERE: L =Annual pollutant loading, pounds A =Watershed area, acres P =Annual precipitation, inches 42 inches HA-7 R = Runoff coefficient, unitless C = Mean Pollutant concentration, mg/L SEE TABLE 2-1 0.226 = Conversion factor HA-7 = Hydrologic Investigations Atlas - 7 "Average annual runoff and precipitation in the New England-New York area", USDA- United States Geological Survey R= 0.9(0.05 + 0.009(1)) Eq. 2-3 I WHERE: R = Runoff coefficient, unitless I =Impervious area in watershed (percent) 0.9 = 10% of storms with no appreciable runoff W.C. Cammett Engineering, Inc. 9/14/2006 Load Alternate Site Layout Pollutant Loads.xls Watershed Area and Percent Impervious Calculation Pre-Developed Open Space= 0.35 Ac. Impervious Area= 0 Ac. I = (Percent Impervious Area) = 0.00 % Pre-Developed Residential= 0.78 Ac. Impervious Area= 0.13 Ac. I = (Percent Impervious Area) = 16.7 % Post-developed Open Space Bypass= 0.20 Ac. Impervious Area 0 Ac. I = (Percent Impervious Area) = 0.0 % Post-Developed Residential Bypass= 0.40 Ac. Impervious Area 0 Ac. I = (Percent Impervious Area) = 0.0 Post-Developed Residential Treated= 0.44 Ac. Impervious Area= 0.15 Ac. I = (Percent Impervious Area) = 34.1 Note: The slight decrease in area from Pre to Post Developed Conditions is due to the area tributary to the proposed infiltration trench which does not discharge to the downgradient property limits. ESTIMATED ANNUAL POLLUTANT LOADINGS PRE-DEVELOPMENT CONDITIONS Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/l) (lbs. ) Open Space TKN 0.35 42 0.045 1.36 0.226 0.20 Open Space TOTAL P 0.35 42 0.045 0.23 0.226 0.03 Residential TKN 0.78 42 0.180 2.35 0.226 3.13 Residential TOTAL P 0.78 42 0.180 0.46 0.226 0.61 TOTAL Pre-Developed (TKN) Annual Pollutant Loading = 3.34 TOTAL Pre-Developed (Phosphorus) Annual Pollutant Loading = 0.65 W.C. Cammett Engineering, Inc. 9/14/2006 Load Alternate Site Layout Pollutant Loads.xls ESTIMATED ANNUAL POLLUTANT LOADINGS POST-DEVELOPMENT CONDITIONS BEFORE TREATMENT Area POLLUTANT A P R C 0.226 L Description acres inches unitless (mg/I) (lbs. ) Open Space TKN 0.20 42 0.045 1.36 0.226 0.12 (Bypass) _ Open Space TOTAL P 0.20 42 0.045 0.23 0.226 0.02 (Bypass) Residential TKN 0.40 42 0.045 2.35 0.226 0.40 (Bypass) Residential TOTAL P 0.40 42 0.045 0.46 0.226 0.08 (Bypass) Residential TKN 0.44 42 0.321 2.35 0.226 3.15 (To be Treated) Residential TOTAL P 0.44 42 0.321 0.46 0.226 0.62 (To be Treated) TOTAL Post-Developed (TKN) Annual Pollutant Loading (Bypass) = 0.52 TOTAL Post-Developed (Total P) Annual Pollutant Loading (Bypass) = 0.10 TOTAL Post-Developed (TKN) Annual Pollutant Loading (Res. Before Treatment) = 3.15 TOTAL Post-Developed (Total P) Annual Pollutant Loading (Res. Before Treatment) = 0.62 Treatment From Grassed Water Quality Swale SOURCE: "An Evaluation of Urban Stormwater Pollutant Removal through Grassed Swale Treatment by Paul H. Oakland" (NHWS&PCC) Removal efficiency (TKN) = 16% Removal efficiency (Total P) = 5% (Total TKN) After Removal = 2.65 (Total P) After Removal = 0.59 Post-Developed Annual Pollutant Loading (lbs.) Total (TKN) = 3.17 lbs. Total (Total P) = 0.68 lbs. Pre and Post-Developed Annual Pollutant Loading Comparison (lbs.) Pre-Developed Conditions Post-Developed Conditions Loading Change Total (TKN) = 3.34 lbs. Total (TKN) = 3.17 lbs. -0.17 lbs. Total (Total P) = 0.65 lbs. Total (Total P) = 0.68 lbs. _ 0.04 lbs. Negative loading changes indicate a net decrease in pollutant loadings at the downgradient property limits. M:\\Winword12006\06013\Calculations\Pollutant loads.xls W.C. Cammett Engineering, Inc. 9/14/2006 Load Alternate Site Layout J