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Hydraulic Report
HYDRAULIC REPORT PREPARED FOR: Matthews Auto 725E 106' Street INDIANAPOLIS, INDIANA JOB.# W04.0012 PREPARED BY: WEIHE ENGINEERS INC. 10 June 2004 *** DRAINAGE ANALYSIS *** PRINTED 10 June 2004 WEIHE ENGINEERS INC. ^ 10505 North College Indianapolis, IN 46280 Ph. (317) 846611 Fax (317)843-0546 l0'6 06/10/04 i H:\W04D266\ W040266ip02052804\~. , ~ ~~ v, PREPARED FOR: Matthews Auto 725E 106'" Street ~' Indianapolis, Indiana JOB.# W04.0 by Weihe Engineers, Inc. Date: 06/10/04 Table of Contents Hydraulic Report (Narrative) Location Map & Property Identification Existing and Proposed Conditions Permissible Discharges Under Ground Detention Storm Management Area Storm Sewer Analysis Pipe Sizing Hydraulic Report (Narrative) PREPARED FOR: Matthews Auto - 725E 106'" Street Indianapolis, Indiana - 70B.# W04.0012 by _ Weihe Engineers, Inc. Date: 06/10/04 PROJECT NARRATIVE Matthews Auto is proposing an expansion of the existing building and parking azea to facilitate onsite traffic with the reconstruction of the 106x' Street and College Intersection. The existing and proposed facilities aze on a site, identified as Lot #238 - #241 in the Orin Jessup Land Company, Second Addition to Homeplace, Hamilton County, Indiana. Said tract is approximately 0.573 acres +/- (gross) by calculation; and is approximately located at a Latitude of N39° 56.48' and Longitude W86° 8.71'°. The tract is specifically - located in part of the Northwest Quarter of Section 12, Township 17 North, Range 3 East, Clay Township, Hamilton, Indiana. This report is an investigation relative to the necessary storm drainage facilities necessary to convey drainage. The stormwater management area, warranted for this site, will be the underground storm sewer detention for the proposed facilities. EXISTING CONDITIONS The existing facility is approximately 0.573 Acres, comprising of an existing metal auto repair business, drive and parking of asphalt and stone. The remainder being lawn area. It _ is the intent to add to the existing building and extent the parking area. A landscape plan will be implemented where portions of the existing asphalt will be replaced with a grass area, while some lawn azea replaced with hazd surface. Existing runoff was calculated from 1999 aerial photo, and was determined to be 0.63. The exiting drainage scheme was sheet drained from the high point to the existing - property lines. Exiting drainage basically drained in a south to southwest direction to the - Homeplace legal drain, that is though out the area. Although th~ capacity of the existing tiles is limited, the tiles will drain. An arm of the legal drain the runs parallel to the south property line, which is believed to _ drain east to the trunk line in Jessup Boulevard. Based upon the ratonal hydrograph, the following discharges resulted. Qz~;~ = 2.20 cfs Qio~;:~ = 2.52 cfs - Q;oo ~~c = 3.07 cfs PROPOSED CONDITIONS Based upon the rational hydrograph, the following proposed discharges resulted. Qzprop = 2.41 cfs Q;op,np = 2.76 cfs _ Q;ooprop = 3.36 cfs Underground storm detention, consistng of 168 feet linear feet of 36 inch storms sewer; - acing as the storm sewer system, will intercept the majority of the surface runoff. The system will be a controlled release to the existng riser over the existng legal drain tle. _ No storm sewer system nor drainage is planned to the right of way of 106a` street. The proposed 106x` storm sewer system appears to drain only the street. A permissible release rate of 0.31 to 0.36 cfs was determined with the exitng legal drain tle. Full flow _ conditions with a HW/D of two, yielded 0.31 to 0.36 This permissible release rate controlled the amount of runoff from the Matthews Auto site. _ The Storage facilities, were analyzed for the 2, 10 and 100 year storm using the Ratonal Hydrograph of Hydroflow; and a IDF storm for Hamilton County to develop the Q2, Qio, and Q;oo frequency storms. The existng runoff was considered with a permissible release - rate of 0.31 to 0.36 cfs. and a runoff coefficient of 0.69. Based upon the ratonal hydrograph, the following discharges resulted from the stowmwater management area.. Qzprop = 0.29 cfs Qlo prop 0.31 cfs Q;oo prop = 0.34 cfs Detention Calculations: Underground detenton is the alternatve substtute to the open detenton. The underground storage detention, were analyzed for the 2, 10 and 100 year storm using _ the rational hydrograph. The following peak storage and discharges resulted: Incorporating approximately 1681ineaz feet of 36 inch storm sewer pipe as _ underground detention, the following results as: Orifice control out 837.35 Feet Fre~c uency Inflow Stora a Fluctuation Outflow Duration at 5 minutes Qz 2.41cfs 601 Cu-ft 839.07 ft 0.29 cfs Qio 2.76 cfs 700 Cu-ft 839.27 ft 0.31 cfs - Qioo 3.36 cfs 866 Cu-ft 839.62 ft 0.34 cfs A new underground detention would result in the following discharges: Q2prop = 0.29 cfs Qio ~, = 0.31 cfs Qiooprop = 0.34 cfs With the exception of the ground area sloping from the proposed elevations to the _ existing conditions, the parcel will drain to the underground stormwater management Area. The proposed Finish floor elevation for the Matthews Auto Building is 843.50 feet. An emergency spillway should be provided to the alley west for unanticipated flows. Storm Sewer Analysis: In the analyses of the storm sewers, a 10-yeaz design was utilized, but with a minimum 36 inch being utilized for detention, velocities are less than 2.5 fps, and may require maintenance on site. Water Quality: The water quality as required will be managed in the inlet, immediately upstream of the _ legal drain riser, in the inlet where it will be equipped with a catch basin trap. These are used for siltation, and easier maintenance of the system. Summary and Conclusions In the swrunaries of the detention analysis, the proposed dischazges from the underground storage detention to the legal drain file yields a 100-year discharge of 0.57 cfs, which is considered as QloOprop < Qloo~~scto~ 0.29 cfs < 3.07 cfs Qloprop < Qlo~l~roday 0.31 cfs < 2.52 cfs Qz prop Qz~sl roaay 0.34 cfs < 2.20 cfs The release rate of the detention area from that of the proposed site has been designed such that the release is not an increase over what is being dischazged as of today. The underground detention as recommended should be able to retain increase flows. jo'b 06/10/04 H:\w040012\ w040012ip060804\\ `S'-7 WwN 6T ivMS Vq mmar wm wem'w vnnwoPw WuwWmimeveWUauv 4 "" ' '~NI aSl133NI'JN3~ 3HI3M oad `uoponASaop azelg ~1~~ !~ ja~~j ;F'9#' a 0'l~~ :~:~7 :tj3 a ~ x , ~~~'~fI jj~~]t~ J~;,, ~ }} ~ I, ' l~ ,~~I ~~ ~ ~ ~ ~ .~ I MiY ~~ 1 j j ]i ~~ ,6 ~2 ,° ~~~~ ~~ ;II ~ ~ ~~~~ ~ ~'~ a'yl~ il ,~~ Q ~ :'~ .. ,, , ~ ~ ~~ ~ J II s ~ a d t :: ~ ia g I ~a~~ ~~t ' ~I I a , , i3i~dt. ~j :7:27 ddb ~ {~i~6~ 1~1A~1~~', ~ ~~~ ~I ~ ~ ~ , < r~ ~ ~~~'~ ~~~ i ~a~ ~ ~ ~~~ i ( ~;~ ~~ ~ l~~ij~ j ~~dg ~~, 1 a I ` ~ ~~e !tt 9 d ~ d. ss } .7 &: ~ a ~ i ~ ~~ i :7~~ra i,aa a~7 + ~ ~ ~ e ~ i' 7,j : 3d8 : ~ , 1 : 3 :~ ~ ~ d t:a ~7 ;~7 Y~ 7~~ ~~ E jp ] ~ bi~j~ ~#~! di~ ~ '~ ,5 I I 4~ eg s ~` 0~ ! g~ggtlE g ~ } j~a~~ E E , :j ~. ~ ~ .tT ~ ~ ; ~~ d ~gi l~ ~ {{s ci f 17 yy I , .Q, N [ j FF FF ~ 1 f ] i i 77~ sl al ~~~a F3 ~ e~d7~~' ~jd~~ ~gl 3 7 I ! 9 `~s ~~g~ ~ y Y s I ~~ 3~5~ j. r ~ ~a a '~~~: ; g i ' 9 fi jj a~~~~ ~~ 4~~ I - ~ a ---- --' ii i Sp @~gi 1®3q ; ~ ~a 8 3 >I~ ~ -~~ a ~ 55 q~ 4 ~ ~~1 Op ~~ i~dg~, j{ii:~ #~ yda ~. ,°~!" g i3p @gg ~ I a EsiSL ~~71 ~ ~i~9~~ ~j ~ a: 6f i ~~' ~~F ~ ~~ s ~ ! ~ 1 7 7 ~~p 1~ i~i ~ ~i ~~k ~~7k~alla~ J7Lj9~j~ d a8 ~ i11 Y ~ 0 !;i 9: 3 F - ~~° _ ~-i A - - : -~y~ F -- i ~i I f . ~' . FF ~~ ii ~ 4 ~ ~~ ~~d~l ! ~ ~ ~ ' ~ ~ ~ a a ~ t ~~ j ~ ~ ] ¢ ] .1 j+ ]t ~j } ` F ! ± d~~ ~ ~' ~ ~3 ~l1~ i j~ d a~ I u v $ ` .. 9a8 3 3> .: i ~}--~- I ~ I • ! -1-~v ' ---- ----'--~ Q'~ s ~~ g I e A i I ~ I ~ a ~ I .~ i~8 .~ ~ I I ~~~ ~ ~ ~,. ppII~ I y ¢¢ ~ 6 ~~~g 1 • I ~ §~~ ~ g~ €~g~i ~i I qoe eg c s„~ } y yy e ,i ra~ iAyy iH aa Cile i ~_ _- iq~ I _-_____ WLLBOH wVSNUS __ ~W.xaww +_______ Location Map & Property Identification Existing and Proposed Conditions ~~. S T \~q 3v. -em s ~.~ ~z ~< ~ ~ . o< s4 a g ~~~< z< °o~~ °~r~ ° $.RS - ~A ~O~ R~ ~N s'`~R g 8 q 8° m N ' ~ ° O 5 ' $ . a' ~ g an ~i~aa g$ 2 y ~$bax S ~dms~ aom:: W ~~ `. y~ K~ 4 ~\ yy t $ 3 d: ~~ 4. ~w ~a ~. ~ Z 0 ~_ qg~ pg3 6 .%. 6j ~~~ ~ \ p E '~'~ ~ d 8 i h F?$ `~1 \Wa a ~~ ~~ H v~ a k~+F Y' ~ y ~~ x a ~n ~ ~ ~~~ O w a ~ y y y S K 3 tl I y x w n N+ ~ a ~ 3 a ~' ' ~~ a i ~ u ~ ~ ~ e e o ~g o i C zto< e n c6~< $~ i ~ w ~ ~o Rs ~o ~~ $ $ p 2m'~E~ 2a~o S~ e a`~~x _ o`~ a ~ ~ .? 5 a~~y° ~ s~e-a " 5 a° 3 ~~~aa .fin°m'.~O-~ SaO°~~=~= %. ', EXISTING /PROPOSED CONDITIONS Tc's -Weighted Coefficients Number: w04.0012 6/7104 .Project Name: Mattews Auto Calculations by: jo'b __ Inc. TIME OF CONCENTRATION SUBAREA # (T c's -Weighted Coefficients) `~'° '. _. 0.573 Type Acres Grass 0.23 40.13962 Hard Surf 0.29 50.61082 Roof 0.053 9.249564 Ashphalt 0 ~ Lake 0 0.573 100 t Wgted Total' Use Grass 40.13962 0.3 0.120419 0.633857 0.63 Hard Surf 50.61082 0.85 0.430192 Roof 9.249564 0.9 0.083246 ~ Ashphalt 0 Lake 0 y D.573 Tye Acres Grass 0.19 33.15881 ~ Hard Surf 0.29 50.61082 Roof 0.095 16.57941 Ashphalt 0 Lake 0 0.575 100.349 Wgted Total Use Grass 33.15881 0.3 0.099476 0.678883 0.68 Hard Surf 50.61082 0.85 0.430192 Roof 16.57941 0.9 0.149215 Ashphalt 0 Lake D _ Pernussable Discharge. d N a ~. ~_ . ~N . /~ L -3 R~ L Q ~'^ ^ c c K O ~I q p ~ J O N > m _ p W ^ ~ O O E o 5i ~ o ~ 6 ~ , ~_ G ^ a a W ~ d C ^ ~ C p W J ^ '~ N O d ^ v p p W C Y1 ~ `o 41 a c a ~ ~ fO o ~ Z ~ u M O. y C p. m N C 1 9 N J ~p > `x' P a_ ~ u V ~/ M . O ~ ~~ p c 'm c t ~ ` ~ o o w } .~ ~ o `- H E o o u ~ o °' c c .E p c w a E U c o° m K x m F- o m Q ~ G °o O 0 ~ '~ ~ C ~ v o p E ~n + o N d A y N R O O ~ A N Q4 f p p _G rn C W C a N V ^ _ o o p R I I J ~ p p O G ~"' ] C W IL U N C fq a O rq ~ Z J m o° n 9 ¢~ C x 3 ~_ a 0 L .Q -T i ~' N O O ~ g O r Ul N C J G Z E N O O f0 a a N O O U7 U m ~o 0. C N ~GC O N N R x Q N T O (D O 5 O N m C J O Z 3 W ~^ Y - a 0 __ ~ L - _ ~ N 0 R d a N O R O 3 ui ». ~i 'o a` 0 0 N Hx b x d _ a ++ `~ L L 3 a^~ ~' / ~.. L /~~y r o c ~ J m ~ o N W q ~ 8 ~~ E o 5i G ~ ~ G +.J ' d N ry C ~ ~ J 0 W J = a ~ ~ n N O > e ~ ~ c _ C1 G Q° - W o C ~ a c a ~ 7 ~ ~ ~ 0 Z c n m o 'a N ~ N ~p M 1 U ~ '~ M O ~ F] ~ I- ~ o _ c _ ~ ~ K ~' c o - L° Y w = N E o o_ n H o a ~ ~ ° ~~ c _ E o E U G o ~ ~ x !- o a ~ g a c o _ ~ ~~ o w U `jO y ~ o ~ + a U x m yO W C o G Q { ~ o C ~ o ~ ~ s ~ a _ o o ~ ,~ _ o ~ J '~" m ~ C ~ ~ C m v li c O ~" J W d W N ~ Z ; .- a m x ~7~~-~_~_ 1=r!----==---I~ X 845.1 X .0 X ~JT'o 64 9~ 8~}3-x"{1.3 ~ . _ .. h34. X84.7 M1\ y~Y~ ~ 840.5 ..._ D 8.. ~~ X641.4 r f CM-14E CM-04A X 84 .7 ~ O • CM-14D X 840. NV-2 N 19' OF 24" f4 ... _37.6 1` 844. . ~ Y.3~\~ X .. _....._. _._.__ _ ~~S ~~ro `~~ ~CJ~~~~IZ __ 1. _-... `_ Under Ground Detention Storm Management -Hydrograph Return Period Recap Page 1 `rd. Hydrograph Inflow Peak Outflow (efs) Hydrograph o. type (origin) Hyd(s) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr description 1 2 l 4 I 1, 1 l l 1 1 l l f l I RaOonal RaOonal Reservoir --- ---- 2 0.00 0.00 0.00 2.20 2.41 0.29 - -- -- 2.40 2.63 D.30 2.52 2.76 0.31 2.73 2.99 0.32 2.89 3.17 0.33 3.07 3.36 0.34 Existing Proposed Route Underground ~ Proj. file: w020012dd060904.gpw Run date: 06-09-2004 Hydraflow Hydroslraphs by Intelisolve -Hydrograph Summary Report Page 1 'vd. o. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Timeto peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrogiaph description 1 Rational 2.20 1 5 659 - -- -- Existing 2 Rational 2.41 1 5 722 - -- -- Proposed J 4 1 1 1 1 1 l 1 1 l Reservoir 0.29 1 9 722 2 839.07 501 Rcute Underground Proj. file: w020012dd060904.gp Return Period: 2 yr Run date: 06-09-2004 Hydraflow Hydrographs by Intelisolve Hydrograph Report - Hyd. No. 1 Existing - Hydrograph type =Rational Storm frequency = 2 yrs Drainage area = 0.6 ac - Intensity = 6.088 in/hr IDF Curve = hamiltonst2002.IDF Page 7 Hydraflow Hydrographs by Intelisolve Peak discharge = 2.20 cfs Time interval = 1 min Runoff coeff. = 0.63 Time of conc. (Tc) = 5 min Asc/Rec limb fact = 1/1 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.02 0.44 0.03 0.88 0.05 1.32 - 0.07 1.76 0.08 2.20 « 0.10 1.76 _ 0.12 1.32 0.13 0.88 0.15 0.44 Hydrograph Volume =659 cult ...End Hyd. No. 1 -Rational - 2 Yr - Qp = 2.20 cfs -Existing 2.5 2.0 ,~ 1.5 Car 1.0 0.5 0.0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) / Hyd. 1 Hydrograph Report Page 1 - Hyd. No. 2 Proposed - Hydrograph type =Rational Storm frequency = 2 yrs Drainage area = 0.6 ac - Intensity = 6.088 in/hr IDF Curve = hamiltonst2002.IDF Hydraflow Hydrographs by Intelisolve Peak discharge = 2.41 cfs Time interval = 1 min Runoff coeff. = 0.69 Time of conc. (Tc) = 5 min Asc/Rec limb fact = 1/1 Hydrograph Discharge Table Time - (hrs 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 ...End • Outflow cfs) 0.48 0.96 1.44 1.93 2.41 « 1.93 1.44 0.96 0.48 Hydrograph Volume = 722 tuft _ Hydrograph Report Page, Hydraflow Hydrographs by Intelisolve - Hyd. No. 4 Route Underground - Hydrograph type = Reservoir Peak discharge = 0.29 cfs Storm frequency = 2 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name =Underground Deten - Max. Elevation = 839.07 ft Max. Storage = 601 cult Storage Indication method used. - Outflow hytlrogroph volume = 722 tuft Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow _ (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.02 0.48 837.59 0.07 0.07 -- ----- - --_ -- --- ---- 0.07 - 0.03 0.96 837.79 0.13 0.13 -- --- -- --- - ---- ---- 0.13 0.05 1.44 838.00 0.17 0.17 -- -- - ---- --- ---- ---- 0.17 0.07 1.93 838.24 0.20 0.20 ___ ___ - .-_ -- __-- _--- 0.20 0.08 2.41 « 838.50 0.23 0.23 --- --- -- --- --- ---- --- 0.23 - 0.10 1.93 838.74 0.26 0.26 -- --- -- --- - --- --- 0.26 0.12 1.44 838.91 0.28 0.28 --- --- - --- ----- --- --- 0.28 0.13 0.96 839.02 0.29 0.29 --- --- - --- ----- -- --- 0.29 - 0.15 0.48 839.07 « 0.29 0.29 --- --- - --- --- -- --- 0.29 « 0.17 0.00 839.07 0.29 0.29 -- -- --- -- --- --- ---- 0.29 0.18 0.00 839.03 0.29 029 ---- -- -- ---- --- -- --- 0.29 0.20 0.00 839.00 0.29 0.28 --- --- -- --- --- ---- -- 0.28 - 0.22 0.00 838.97 0.28 0.28 -- --- -- --- -- ----- --- 0.28 0.23 0.00 838.93 0.28 0.28 --- --- - ---- -- ----- ---- 0.28 0.25 0.00 838.90 0.28 0.27 -- ---- - -- --- --- --- 0.27 0.27 0.00 838.87 0.27 0.27 --- --- - --- --- ---- --- 0.27 _ 0.28 0.00 838.83 0.27 0.27 -- ---- - --- --- ---- ---- 0.27 0.30 0.00 838.80 0.27 0.26 - --- --- -- ---- ____ ____ 0.26 0.32 0.00 838.77 0.26 0.26 --- --- - --- ---- ----- ---- 0.26 - 0.33 0.00 838.74 0.26 026 ---- --- - --- --- --- --- 0.26 0.35 0.00 838.71 0.26 026 -- ___ ____ __- ____ -__ ____ 0.26 0.37 0.00 838.67 0.25 0.25 ---- -- -- --- -- --- ---- 0.25 0.38 0.00 838.64 0.25 0.25 --- --- - --- ----- -- --- 0.25 - 0.40 0.00 838.61 0.25 0.25 --_ ___ _____ __- ____ -_ ____ 0.25 0.42 0.00 838.58 0.24 0.24 --- --_ -_ ._- ___ -_ ____ 0.24 0.43 0.00 838.53 0.24 0.24 --- -- -_ __- _._. -_ ____ 0.24 - 0.45 0.00 838.52 0.24 0.24 --- --- -- -- --- -- ----- 0.24 0.47 0.00 838.49 0.23 0.23 --- --- --- --- -- -- --- 0.23 0.48 O.OD 838.46 0.23 0.23 --- --- --- -- -- -_ __.- 023 0.50 0.00 838.43 0.23 0.22 ---- --- --- -- -- --- ---- 0.22 -- 0.52 0.00 838.40 0.22 0.22 --- --- - --- --- ---- 0.22 0.53 0.00 838.36 0.22 0.22 ---- --- - --- -- -- ---- 0.22 0.55 0.00 838.34 0.22 0.22 -- -- --- -- -- -- ---- 0.22 0.57 0.00 838.31 0.21 0.21 --- ---- - --- -- -- ---- 0.21 _ 0.58 0.00 838.28 0.21 0.21 --- --- -- - -- -- ---- 0.21 0.60 0.00 838.25 0.20 0.20 ---- --- ---- --- --- --- ---- 0.20 0.62 O.OD 838.23 0.20 0.20 ---- ____ ___ _- _- -_ ____ 0.20 -- 0:63 0.00 838.20 0.20 0.20 ---- --- - ---- -- ____ ____ 020 Continues on next page.. - Route Underground Page 2 Hydrograph Discharge Table Fime Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr 8 Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.65 0.00 838.17 0.19 0.19 -- ---- --- --- -- ---- ---- 0.19 0.67 0.00 838.14 0.19 0.19 -- --- - -- -- --- ---- 0.19 0.68 0.00 838.11 0.18 0.18 -- --- -- --- -- --- --- 0.18 - 0.70 0.00 838.08 0.18 0.18 -- --- -- ____ -_.._ __- _- 0.18 0.72 0.00 838.05 0.18 0.18 -- ---- -- --- -- --- --- 0.18 0.73 0.00 838.03 0.17 0.17 -- ----- -- -- ----- --- ----- 0.17 0.75 0.00 838.00 0.17 0.17 -- ---- --- --- -- --- ---- 0.17 _ _0.77 0.00 837.97 0.16 0.16 --- --- --- ___ _- __. ___ 0.16 0.78 O.OD 837.94 0.16 0.16 -- ---- ---- --- -- -- ---- 0.16 0.80 O.OD 837.91 0.15 0.15 -- ----- --- --- -- ---- -- 0.15 - 0.82 0.00 837.88 0.15 0.15 --- --- ---- -- -- -- --- 0-15 0.83 0.00 837.86 0.14 0.14 -- --- ---- --- -- -- --- 0.14 0.85 0.00 837.82 0.14 0.13 -- ---- ---- --- -- -- -- 0.13 0.87 0.00 837.79 0.13 0.13 -- --- ---- --- -- --- --- 0.13 - 0.88 0.00 837.76 0.12 0.12 --- --- -- ---- -- --- --- 0.12 0.90 0.00 837.73 0.12 0.12 -- --- --- ---- -- --- --- 0.12 0.92 0.00 837.70 0.11 0.11 --- --- - --- --- --- -- 0.11 _ 0.93 0.00 837.66 0.10 0.10 --- --- - --- -- -- -- 0.10 0.95 0.00 837.61 0.08 0.08 --- --- - --- -°- --- -- 0.08 0.97 0.00 837.57 0.07 0.07 ----- ---- - --- --- ---- -- 0.07 0.98 0.00 837.54 0.05 0.05 ----- --- - --_ __. _- ___ 0.05 - 1.00 0.00 837.51 0.04 0.04 ---- --- -- --- -- -- --- 0•~ 1.02 0.00 837.45 0.02 0.02 ----- --- - ---- -- --- --- 0.02 1.03 0.00 837.42 0.01 0.01 --- ---_ -- ____ _._ __- _ 0.01 1.05 0.00 837.40 0.01 Q.01 --- --- ---- --- -- -- -- 0.01 _ 1.07 0.00 837.39 0.00 0.00 -- --- --- --- -- - -- 0.00 ...End Hyd. No. 4 -Reservoir - 2 Yr - Qp = 0.29 cfs -Route Underground 2.5 2.0 ~, 1.5 car 1.0 0.5 0.0 0.0 0.1 0.2 0.3 0.5 0.6 0.7 0.8 0.9 1.0 1.1 Time (hrs) / Hyd. 2 / Hyd. 4 -Hydrograph Summary Report Page ~ 'vd. o. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Rational 2.52 1 5 757 - --- --- Existing 2 Rational 2.76 1 5 829 -- -- --- Proposed 1 4 t Reservoir 0.31 1 9 829 2 839.27 700 Route Underground Proj. file: w020012dd060904.gp Return Period: 10 yr Run date: 06-09-2004 Hydraflow Hydrographs by Inteiisolv~ _ Hydrograph Report Page t - Hyd. No. 1 Existing - Hydrograph type =Rational Storm frequency = 10 yrs Drainage area = 0.6 ac - Intensity = 6.990 in/hr IDF Curve = hamiltonst2002.IDF Hydraflow Hydrographs by Intelisolve Peak discharge = 2.52 cfs Time interval = 1 min Runoff coeff. = 0.63 Time of conc. (Tc) = 5 min AsclRec limb fact = 1/1 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.02 0.50 0.03 1.01 0.05 1.51 - 0.07 2.02 0.08 2.52 « 0.10 2.02 _ 0.12 1.51' 0.13 1.01 0.15 0.50 Hydrograph Volume = 757 cult End _ Hydrograph Report Page 1 Hydraflow Hydrogrephs by Intalisolve - Hyd. No. 2 Proposed - Hydrograph type =Rational Peak discharge = 2.76 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 0.6 ac Runoff coeff. = 0.69 - Intensity = 6.990 in/hr Time of conc. (Tc) = 5 min IDF Curve = hamiltonst2002.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume =829 tuft Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.02 0.55 0.03 1.11 0.05 1.66 - 0.07 2.21 0.08 2.76 « 0.10 2.21 _ 0.12 1.66 0.13 1.11 0.15 0.55 ...End Hydrograph Report Page 1 Hydraflow Hydrographs by Intelisolve Hyd. No. 4 Route Underground - Hydrograph type =Reservoir Peak discharge = 0.31 cfs Storm frequency = 10 y rs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name =Underground Deten - Max. Elevation = 839. 27 ft Max. Storage = 700 tuft Storage Indication method used. Outflow hydrograph volume = 829 tuft Hydrograph D ischarge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow _ (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.02 0.55 837.60 0.08 0.08 ---- --- --- -- --- ---- --- 0.08 0.03 1.11 837.83 0.14 0.14 ----- --- --- --- --- --- --- 0.14 0.05 1.66 838.05 0.18 0.18 -- ---- --- --- --- ---- --- 0.18 0.07 2.21 838.31 0.21 0.21 ---- --- --- --- --- ---- --- 0.21 0.08 2.76 « 838.61 0.25 0.25 ----- ---- --- --- ---- ---- --- 0.25 - 0.10 2.21 838.88 0.28 0.27 --- --- --- --- --- --- --- 0.27 0.12 1.66 839.08 0.29 0.29 ---- --- ---- --- ---- ----- 0.29 --- 0.13 1.11 839.21 0.31 0.31 ---- --- ---- --- --- ---- --- 0.31 - 0.15 0.55 839.27 « 0.31 0.31 ---- --- ____ -__ -__ _____ _-_ 0.31 « 0.17 0.00 839.27 0.31 0.31 --- -- --- --- ---- --- --- 0.31 0.18 0.00 83923 0.31 0.31 --- --- -- --- ---- ---- --- 0.31 0.20 0.00 839.19 0.30 0.30 ---- --- --- ---- --- ---- ----- 0.30 - 0.22 0.00 839.16 0.30 0.30 --- -- -- --- -- --- ---- 0.30 0.23 0.00 839.12 0.30 0.30 --- -- _- ___ ____ ____ __- 0.30 0.25 0.00 839.09 0.29 0.29 -- -- -- --- ---- --- --- 0.29 0.27 0.00 839.04 0.29 0.29 -- -- -- --- --- --- --- 0.29 _ 0.28 0.00 839.02 029 0.29 -- -- -- --- ---- --- ---- 0.29 0.30 0.00 838.98 0.28 0.28 -- -- -- -- ---- --- ---- 0.28 0.32 0.00 838.95 0.28 0.28 ---- -- --- ---- ---- --- 0.28 --- 0.33 0.00 838.92 0.28 0.28 ---- --- -- --- -- ----- --- 0.28 0.35 0.00 838.88 0.28 0.27 ---- --- --- --- --- --- --- 0.27 0.37 0.00 838.85 0.27 0.27 --- -- -- --- -- ---- ~--- 0.27 D.38 0.00 838.82 0.27 0.27 --- -- -- --- --- --- --- 0.27 - 0.40 0.00 838.79 0.27 0.26 ---- --- -- -- ---- --- --- 0.26 0.42 0.00 838.75 0.26 0.26 ---- -- -- --- --- ----- --- 0.26 0.43 0.00 838.72 0.26 0.26 --- --_ _- -__ -__ ___ _-_ 0.26 - 0.45 0.00 838.69 0.26 0.26 --- -- -- -- ---- --- --- 0.26 0.47 0.00 838.66 0.25 0.25 ---- -- -- --- --- --- --- 0.25 0.48 0.00 838.63 0.25 0.25 ---- -- ___ -_ ____ _.__ _-_ 0.25 0.50 0.00 838.60 0.25 0.25 --- --_ ___ -__ -__ __ _-- 0.25 - 0.52 0.00 838.57 0.24 0.24 ---- -- ---- --- ---- --- 0.24 --- 0.53 0.00 838.53 0.24 0.24 -___ ____ _- -__ -__ ____ _-_ 0.24 0.55 0.00 838.51 0.24 0.24 --- --- --- --- ----- --- 0.24 0.57 0.00 838.48 0.23 0.23 --- --- --- -- --- -- --- 0.23 _ 0.58 0.00 838.45 0.23 0.23 --- ----- ----- -- --- ---- --- 0.23 0.60 0.00 838.42 0.23 0.22 --- --- ----- --- -- -- --- 0.22 0.62 0.00 838.39 0.22 0.22 --- --- --- --- --- -- ---- 0.22 - 0.63 0.00 838.36 0.22 0.22 --- --- --- ___ -__ -_ ____ 0.22 Continues on next page... ._ Route Underground Hydrograph Discharge Table Page 2 Time Inflow Elevation Clv A Clv B Clv C Civ D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs - 0.65 0.00 838.33 .0.21 0.21 ---- ----- -- -- -- ---- ---- 0.21 0.67 0.00 838.30 0.21 0.21 --- --- --- -- -- --- --- 0.21 0.68 0.00 838.27 0.21 0.20 --_ -- -- -- -- ---- --- 020 - 0.70 0.00 838.24 0.20 020 --- -- -- ---- -- ---- --- 020 0.72 0.00 838.21 0.20 0.20 --- --- --- ---- --- ---- ---- 0.20 0.73 0.00 838.18 0.20 0.19 ---- -- -- ---- -- --- ---- 0.19 0.75 0.00 838.15 0.19 0.19 ---- -- _-- ---- --- ----- ---- 0.19 - 0.77 0.00 838.13 0.19 0.18 ---- -- -- ---- --- ---- ---- 0.18 0.78 0.00 838.10 0.18 0.18 ---- -- --- ---- --- --- ---- 0.18 0.80 0.00 838.07 0.18 0.18 ---- --- ---- ---- --- ---- --- 0.18 - 0.82 0.00 838.04 0.17 0.17 ---- ---- --- ---- -- ---- ---- 0.17 0.83 0.00 838.01 0.17 0.17 --- -- --- ---- --- ---- ---- 0.17 0.85 0.00 837.98 0.17 0.16 ---- -- --- --- -- --- ----- 0.16 0.87 0.00 837.95 0.16 0.16 ---- -- --- ---- --- --- ---- 0.16 - 0.88 0.00 837.93 0.16 0.15 --- -- - --- __- ____ ___ 0.15 0.90 0.00 837.90 0.15 0.15 -_. -_ _._ .___ - _- ___ 0.15 0.92 0.00 837.87 0.15 0.14 --- --- -- --- --- ---- --- 0.14 0.93 0.00 837.84 0.14 0.14 --- --- --- ----- ---- --- --- 0.14 _ 0.95 0.00 837.81 0.13 0.13 --- -- -- --- -- --- ---- 0.13 0.97 0.00 837.77 0.13 0.13 --- -- --- --- --- ---- --- 0.13 0.98 O.OD 837.74 0.12 0.12 --- --- --- --- ---- --- ---- 0.12 - 1.00 0.00 837.72 0.11 0.11 -- ___ -_ _-_ _- _-_ __._ 0.11 1.02 0.00 837.69 0.10 0.10 --- --_ .__ _-_ _____ ___ ____ 0.10 1.03 0.00 837.64 0.09 0.09 --- --- -- --- - ---- ---- 0.09 1.05 D.00 837.59 0.08 0.08 --- -- -- --- - --- -_- 0.08 - 1.07 0.00 837.56 0.06 0.06 ---- --- -- --- -- --- --- 0.06 1.08 0.00 837.53 0.05 0.05 -- -_ -_ ___ - ___ ___ 0.05 1.10 0.00 837.48 0.03 0.03 --- -- --- - ----- --- 0.03 - 1.12 0.00 837.43 0.01 0.01 -- --- --- --- -- --- --- 0.01 1.13 D.OD 837.41 0.01 0.01 --- --- -- --- -- --- --- 0.01 1.15 0.00 837.40 0.00 0.00 --- -. - -- --- - ---- 0.00 1.17 0.00 837.39 0.00 0.00 --- ---- -- -- --- -- --- 0.00 ...End Hyd. No. 4 -Reservoir -10 Yr - Qp = 0.31 cfs -Route Underground 3.0 2.5 2.0 d 1.5 1.0 0.5 o.o 0.0 0.1 0.2 0.4 0.5 0.6 0.7 0.9 1.0 1.1 1.2 Time (hrs) / Hyd. 2 / Hyd. 4 -Hydrograph Summary Report Page 1 I ~ ~d. - v. Hydrograph type (origin) Peak flow (cfs) Time interval (min) Time to peak (min) Volume (tuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (tuft) Hydrograph description 1 Rational 3.07 1 S 920 - -- -- Existing 2 Rational 3.36 1 5 7,007 - Proposed 1 4 1 1 1 1 1 1 1 1 1 1 1 l Reservoir 0.34 1 9 1,007 2 839.62 866 Route Underground Proj. file: w020012ddb60904.gp Retum Period: 100 yr Run date: 06-09-2004 Hydraflow Hydrographs by.lntelisolve _ Hydrograph Report - Hyd. No. 1 Existing - Hydrograph type =Rational Storm frequency = 100 yrs Drainage area = 0.6 ac - Intensity = 8.493 in/hr IDF Curve = hamiltonst2002.IDF Page t Hydraflow Hydrogrephs by Intelisolve Peak discharge = 3.07 cfs Time interval = 1 min Runoff coeff. = 0.63 Time of conc. (Tc) = 5 min Asc/Rec limb fact = 1/1 Hydrograph Discharge Table Time -- Outflow (hrs cfs) 0.02 0.03 0.05 0.07 0.08 0.10 0.12 0.13 0.15 ...End 0.61 1.23 1.84 2.45 3.07 « 2.45 1.84 1.23 0.61 Hydrogreph Vdume = 920 tuft _ Hydrograph Report Paget Hydraflow Hydrographs by Intelisolve - Hyd. No. 2 Proposed - Hydrograph type =Rational Peak discharge = 3.36 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 0.6 ac Runoff coeff. = 0.69 - Intensity = 8.493 in/hr Time of conc. (Tc) = 5 min IDF Curve = hamiltonst2002.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume =1,007 cult Hydrograph Disch arge Table Time -- Outflow (hrs cfs) 0.02 0.67 0.03 1.34 0.05 2.01 - 0.07 2.69 0.08 3.36 « 0.10 2.69 _ 0.12 2.01 0.13 1.34 0.15 0.67 ...End Hyd. No. 2 -Rational -1 UO Yr - Qp = 3.36 cfs -Proposed 4 3 w w (~ 2 1 0 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 Time (hrs) / Hyd. 2 _ Hydrograph Report Pagel Hydreflow Hydrographs by Intelisolve - Hyd. No. 4 Route Underground - Hydrograph type =Reservoir Peak discharge = 0.34 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 2 Reservoir name =Underground Deten - Max. Elevation = 839.62 ft Max. Storage = 866 cult _ Storage Indicatlon method used. Outflow hydrograph volume = 1,007 tuft Hydrograph D ischarge Table _ Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.02 0.67 837.63 0.09 0.09 - --- - --- ----- - --- 0.09 - 0.03 1.34 837.88 0.15 0.15 --- --- -- -- --- - --- 0.15 0.0~ 2.01 838.13 0.19 0.19 - --- --- --- -- - --- 0.19 0.07 2.69 838.44 0.23 0.22 - --- --- --- ---- -- -- 0.22 0.08 3.36 « 838.79 0.27 0.26 -- --- -- ---- -- - -- 0.26 _ 0.10 2.69 839.12 0.30 0.30 -- --- ---- ---- -- --- --- 0.30 0.1 R 2.01 839.36 0.32 0.32 -- ---- --- ----- -- --- -- 0.32 0.13 1.34 839.53 0.33 0.33 -- --- - ---- -- -- --- 0.33 - 0.16 0.67 839.62 « 0.34 0.34 -- ---- ---- --- --- -- ---- 0.34 « 0.17 0.00 839.62 0.34 0.34 -- --- --- --- --- - ---- 0.34 0.18 0.00 839.57 0.34 0.33 --- -- -- -- ---- - --- 0.33 0.20 0.00 839.53 0.33 0.33 -- -- ---- -- ---- -- --- 0.33 - 0.22 0.00 839.49 0.33 0.33 - -- --- ---- ----- -- --- 0.33 0.23 0.00 839.45 0.33 0.32 - -- ---- --- ---- -- ---- 0.32 0.25 0.00 839.41 0.32 0.32 -- -- --- ---- --- -- ----- 0.32 - 0.27 0.00 839.37 0.32 0.32 ----- --- __- ___ _-_ - ---- 0.32 0.28 0.00 839.33 0.32 0.31 - -- --- ---- --- - ---- 0.31 0.30 0.00 839.29 0.31 0.31 - -- __- ___ _-_ - _____ 0.31 0.32 0.00 839.26- 0.31 0.31 - -- -- ___ _-_ - --- 0.31 - 0.33 0.00 839.22 0.31 0.31 - -- -- --- --- --- --- 0.31 0.36 0.00 839.18 0.30 0.30 - -- -- --- ---- -- ---- 0.30 0.37 0.00 839.15 0.30 0.30 - -- --- ---- --- -- ----- 0.30 0.38 0.00 839.11 0.30 0.29 -- ____ __- ___ _-_ -_ _--- 0.29 _ 0.40 0.00 839.08 0.29 0.29 --- --- --- --- --- -- ----- 0.29 0.42 0.00 839.04 0.29 0.29 --- ----- --- --- --- -- ----- 0.29 0.43 0.00 839.01 0.29 0.29 -- --- -- --- --- -- ----- 0.29 - 0.45 0.00 838.97 0.28 0.28 - --- -- --- --- - ---- 0.28 0.47 0.00 838.94 0.28 0.28 -- --- -- -- ---- - ---- 0.28 0.48 0.00 838.91 0.28 0.28 _- -__ ___ -_ __-- -- _-- 0.28 0.50 0.00 838.87 0.27 0.27 - --- --- -- ---- - --- 0.27 - 0.52 0.00 838.84 0.27 0.27 - --- --- -- --- -- -- 0.27 0.53 0.00 838.81 0.27 0.27 - -- --- -- --- -- -- 0.27 0.55 0.00 838.78 0.26 0.26 - -- --- -- --- -- -- 0.26 - 0.57 0.00 838.74 0.26 0.26 - -- --- --- -- --- -- 0.26 O.Sa 0.00 838.71 0.26 0.26 -- --- -- -- -- -- 0.26 0.60 0.00 838.68 0.25 0.25 - -- ___ -_ _- __- _- 0.25 0.62 0.00 838.65 0.25 0.25 - -- -- -- --- -- -- 0.25 - 0:63 0.00 838.62 0.25 0,25 -- --- -- -- --- -- -- 0.25 I Continues on next page... - Route Underground Page 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfll Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.65 0.00 838.59 0.24 0.24 -- ---- ---- --- ---- --- --- 0.24 0.67 0.00 838.56 0.24 0.24 -- -- -- _-_ _.__ -__ -_ 0.24 0.68 0.00 838.53 0.24 0.24 -- ----- --_ .-_ -__ _____ _____ 0.24 - 0.70 0.00 838.50 0.23 0.23 -- ---- -- --- ---- -- --- 0.23 0.72 0.00 838.47 0.23 0.23 -- --- -- -- --- --- --- 0.23 0.73 0.00 838.44 0.23 0.22 -- --- ---- --- ---- -- -- 0.22 0.75 0.00 838.41 0.22 0.22 --- --- -- --- --- - -- 0.22 _ 0.77 0.00 838.36 0.22 022 -- ---- ----- --- --- -- -- 0.22 0.78 0.00 838.35 0.22 0.22 -- ---- ---- --- ---- -- -- 0.22 0.80 0.00 838.32 0.21 0.21 -- --- ---- ____ ____ _..__ ___ 0.21 - 0.82 0.00 838.29 0.21 0.21 - --- --- __- _.__ _-_ -__ 0.21 0.83 0.00 83826 0.21 0.20 - --- -- -- --- ---- ---- 0.20 0.85 0.00 838.23 0.20 0.20 - --- --- --- -- ---- ----- 0.20 0.87 0.00 838.20 0.20 0.20 -- --- -- --- ---- -- ----- 0.20 - 0.88 0.00 838.17 0.19 0.19 - --- --- --- --- --- --- 0.19 0.90 0.00 838.14 0.19 0.19 - -- --- ----- --- -- --- 0.19 0.92 0.00 838.12 0.19 0.18 -- ---- --- ---- --- -- -- 0.18 _ 0.93 0.00 838.09 0.18 0.18 -- _- __. ____ _-_ _-_ ____ 0.18 0.95 0.00 838.06 0.18 0.18 - -- -- --- ---- - ---- 0.18 0.97 0.00 838.03 0.17 0.17 - --- -- --- ---- --- --- 0.17 0.98 0.00 838.00 0.17 0.17 - --- --- --- --- --- ----- 0.17 - 1.00 0.00 837.97 0.16 0.16 -- --- -- -- --- - --- 0.16 1.02 0.00 837.94 0.16 0.16 - ---- -- -- ---- - --- 0.16 1.03 0.00 837.92 0.15 0.15 - --_ _- ___ ____ - _-_ 0.15 1.05 0.00 837.89 0.15 0.15 --- _-_ __._ _.- __- - --- 0.15 - 1.07 0.00 837.86 0.14 0.14 -- --- _- ___ __.- - _..._ 0.14 1.08 0.00 837.83 0.14 0.14 --- ____ ____ __._ __- -. ____ 0.14 1.10 0.00 837.80 0.13 0.13 -- ---- ---- ---- ---- ---- ----- 0.13 - 1.12 0.00 837.76 0.12 0.12 ---- ---- -- --- --- --- ---- 0.12 1.13 0.00 837.73 0.12 0.12 - ---- --= ---- -- ---- ---- 0.12 1.15 0.00 837.71 0.11 0.11 - ---- ---- ---- -- ---- --- 0.11 1.17 0.00 837.67 0.10 0.10 --- ---- -- --- --- - -- 0.10 - 1,18 0.00 837.62 0.09 0.09 --- ---- ___ ___ ____ - --- 0.09 1.20 0.00 837.58 0.07 0.07 -- --_ _._ ____ ___ ...__ .--- 0.07 1.22 0.00 837.55 0.06 0.06 -- -__ -_ ___ ___ ___ __._ 0.06 123 0.00 837.52 0.05 0.05 ---- ---- -- --- ---- - --- 0.05 _ 1.25 0.00 837.45 0.02 0.02 -- --_ _- ____ ___ _- ____ 0.02 1.27 0.00 837.42 0.01 0.01 -- --- ___ ____ __: - ____ 0.01 1.28 0.00 837.41 0.01 0.01 -- -- --- --- --- --- --- 0.01 - 1.30 0.00 837.39 0.00 0.00 -- -- -- -- --- - ---- 0.00 H yd. No. 4 -Re servoi r -100 Yr - Qp = 0.34 cfs -R oute U ndergr ound ~ 4 3 H r- V pr 2 1 0 0.0 0.1 0.3 0.4 0.5 0.7 0.8 0.9 1.1 1.2 1.4 Time (hrs) / Hyd. 2 / Hyd. 4 Storm Sewer Analysis Pipe Sizing i- ~ ~ - S ~ s ~ ~ . -~. ~ o ~ ~ - y o Fl e rah o~ox ~ .~ ~ M $nY~ ph~`C1 4 Q _ N n d o$r °g ~~ ~ n ti-+ ~ Q _ r ~ ~S a „ K {~~ O $pq $ Y Q p ~~ry~ ~ <bbmy~y€o V OJ W t ~ @@ E~S p sra~ ~ L- -_ - s~ -ga~Se ~ o~~:~ ~ pi F W d ('~ ~ C7. 2 1 pb '~ ~ "~d .. .. _ .. ..., '.• - ti~ /, } 6 ~h 9 ~ s j 6 qq R'. tl i"i ~ vi K ~ '~+ n _ . n iy + l..{ y .bK k S \ p ~ ~, - _ ~ °y ~ ',, ~ ~ ~ a .:~ I- r~i ~ Zb ~X~~ I 'n j ~ '. C~' ((pp CPS' ~ ~ ~ i $ ;> a m ~ } ® i q4 a ~ _ \LYw ~ Q! ; ~ .... .... 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