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Studies APPLICANT 3/5/2010
I I I I I I I I I I I I I I I I I I I STORM WATER MANAGEMENT PLAN AND DRAINAGE STUDY FOR The New Worship Center for East Side Baptist Church 4045 Commercial Street, Springfield, Oregon March 1, 2010 Prepared by: BRANCH ENGINEERING, INC. 310 Fifth Street Springfield, Oregon 97477 Phone (541) 746-0637 Fax (541) 746-0389 Project No. 09-077 @ PRE-SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I STORM WATER MANAGEMENT PLAN AND DRAINAGE STUDY FOR The New Worship Center for East Side Baptist Church 4045 Commercial Street, Springfield, Oregon March 1,2010 Prepared by: BRANCH ENGINEERING, INC. 310 Fifth Street Springfield, Oregon 97477 Phone (541) 746-0637 Fax (541) 746-0389 @ Project No. 09-077 PRE.SUBMIITAl REC'O MAR 5 2010 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. SITE CHARACTERISTICS AND EXISTING CONDITIONS ............................1 1.1 Site Soils ...HHHHH.HH.HH.HH.....HHH.H. 'H.1 1.2 Groundwater HHH"'H'HHH HHH"HH"HH"'HHHH' HHH'H'HH H"H.1 13 Vegetation"'H' 'HHHH'H' HHH'H 'H HH'H' 'HHH"H'H' "HH'H.2 1.4 Wetlands'H'" 'H'HHHH"H 'HH' HHHH.H...H.H.....H. HH.....HH HHH2 1.5 Existing Site Drainage H'HH'HH"H HH"HHH' 'H"'H'HH' HH"H" .2 2. PRPOSED IMPROVEMENTS ......................................................................... 2 3. PROPOSED STORMWATER SYSTEM .........................................................2 , 31 Summary of flow quantities H"'H'H"H". HHHHH'H.3 3.2 Storm water quality HH.HH.HH.H.HHH.....HH...HH. HHHHH 'HHHH3 3.3 On-site piping'H'HHHHHHHHH" HHHHH'H' ..4 3.4 Vegetative Requirements"'H .HH.H.... 'HH'H'HH".4 3.5100 Year Storm .H....H. "'HH'H"'HH" 'H'HHHH' HH'HH"H . H.4 4. STORM-WATER DETENTION CALCULATIONS Basin 1 2 year design storm H" 'H'H'H'H'H'. HH"'H" "H"'H' .....5-7 Basin 1 10 year design storm.H.... HHH"HHH .H.HH......HH.HH.H .8-10 Basin 1 25 year design storm "H'H "H 'HH'HH' ...11-13 Basin 1 100 year design stormH'H..14-16 Basin 2 2 year design storm "HH ..H.H........ . H"'H'"HH H'HHH.17-19 Basin 2 10 year design stormHHH' '''HH''HHHH' ..20-22 Basin 2 25 year design stormH HHHH.... H.....H..... 'HH'HH'H23-25 Basin 2 100 year design storm.HH.HH.......HHH. H"'HHH" 'H'H'H'H..26-28 5. ON-SITE PIPING CALCULATIONS Pipe 1 HHHH' HHHHHHH . 'HH HHHH..HHH.H.....HHHHHH HHH29 Pipe 2HH'HHHHHHHH'H"HHH' HHHHH" HHH..30 Pipe 3'''HHH' H'H'HH'H H HHH HH'H' HHH..... HHHH'HH31 Pipe 4'HHHHHHH' HH'H'HH HHH.....HHHHH.HHHHHH.H. HHHHHH"'H..32 Pipe 5'HHHHHHHHHHHHHH"H'H' HHHH'HHH33 Pipe 6HHHHHHHHHHH' HHHHHH "H'HHHHH34 PRE-SUBMITTAL REC'O MAR 5 ZOIO I I I I I I I I I I I I I I I I I I I Figure 1: Figure 2: Figure 3: Figure 4: Figure 5: Figure 6: Figure 7: Figure 8: Figure 9: LIST OF FIGURES . ~ -,' '. '. "," Vicinity Map ........................................................1 Existing Conditions and Demolition (C2)........:.35 Paving and Grading Plan (C4) .......................36 Utility Plan (C5) ................................................37 Storm-water Basin Delineation (C5.1 )..............38 On Site Storm-water Piping (C5.2)...................39 Civil Engineering Details (C6) ..........................40 Civil Engineering Details (C8) .........................41 Rainfall intensity Curve for Zone 7...................42 PRE-SUBMITTAL REC'O MAR Ii 2010 I I COMPLETE STUDY ITEMS I For Official Use Only: I * Based upon the information provided on the front of this sheet, the following represents a minimum of what is needed/or an application-to be complete for submittal with respect to drainage; however, this list should not be used in lieu of the Springfield Development Code (SDC) or the City 's Engineering Design Manual. Compliance with these requirements does not constitute site approval; Additional site specific information may be required Note: Upon scoping sheet submittal, ensure completed form has been signed in the space provided below: I Interim Design StandardslWater Quality (EDSPM Chapter 3) Req'd N/A IZ1 0 All non-building rooftop (NBR) impervious surfaces shall be pre-treated (e.g. multi-chambered catch basin w/oil filtration . media) for stormwater quality. Additionally, a minimum of 50% ofthe NBR impervious surface shall be treated by vegetated methods. LZJ 0 Where required, vegetative stormwater design shall be consistent with interim design standards (EDSPM Section 3.02), set forth by the Bureau of Environmental Services (BES) or Clean Water Services (CWS). o I8J For uew NBR impervious area less than 15,000 square feet, a simplified design approach may be followed as specified by the BES for vegetative treatment. ~ 0 If a stonnwater treabnent swar~" is proposed, submit calculations/specifications for sizing, velocity, flow, side slopes, bottom slope, and seed mix consistent with either BES or CWS requirements. ~ 0 Water Quality calculations as required in Section 3.03.1 ofthe EDSPM ~ 0 "All building rooftop mounted equipment, or other fluid containing equipment located outside pfthe building, shall be provided with secondary containment or weather resistant enclosure. - o/)~ ",~f c1i.>c"htif5 J~ cI 'Ycc-! /7 --to S+uYh d..-",;)i General Study Requiremeuts (EDSPM Sectioo 4.03) ~ 0 Drainage study prepared by a Professional Civil Engineer li~ensed in the state of Oregon. ~ D A complete drainage study, as required in EDSPM Section-4.03J, including a hydrological study map. o 0 Calculations showing system capacity for a 2-year storm event and overflow effects of a 25-year storm event. ffi] 0 The time of concentration (Tc) shall be determined using a 10 minute start time for developed basins. I I I I I I Review of Downstream System (EDSPM Section 4.03.4.C) D IZ9 A downstream drainage analysis as described in EDSPM Section 4.03.4.C. On-site drainage shall be governed by the Oregon Plumbing Specialty Code (OPSC). D rxJ Elevations of the HGL and flow lines for both city and private systems where applicable. Design of Storm Systems (EDSPM Section 4.04) I6J D Flow lines, slopes, rim elevations, pipe type and sizes clearly indicated on the plan seL CKl D Minimum pipe cover shall be 18 inches for reinforced pipe and 36 inches for plain concrete and plastic pipe materials, or proper engineering calculations shall be provided when less. The cover shall be sufficient to support an 80,000 Ib load without failure of the pipe structure. [ZJ 0 Manning's "n" values for pipes shall be consistent with Table 4-1 of the EDSP. All storm pipes shall be designed to achieve a minimum velocity ofthree (3) feet per second at 0.5 pipe full based on Table 4-1 as well. I I I I OtherlMisc I IZl CZl B I IZJ o Exjsting and proposed contours, located at one foot interval. Include spot elevations and site grades showing how site drains o Private ~tormwater easements shall be clearly depicted on plans when private stonnwater flows from one property to another o Drywells shall not receive runoff from any surface WID being treated by one or more BMPs, with the exception of residential building roofs (EDSP Section 3.03.4.A). Additional provisions apply to this as required by the DEQ. Refer to the website: www.dea.state.or.us/wo/lIToundwaJuichorne.hcm for more information. DDetention ponds shall be designed to limit runoff to pre-development rates for the 2 through 25-Yritt~SUtl\viWTAL RECID *This form shall be included as an attachment, inside the front cover, of the stormwater study . . . .. . . ..'.. ..., .". '. . . ..' .'. .. ~1AR 5 2010 ' . IMPORTANT: EiVGlNEER PLEASE READ BELOW'AND SIGNi. I I As the engineer of record, I hereby certify the above required items are complete and included with the submitted stormwater study and plan set Signature I Form Version 2: March 2004 I I I I I I I I I I I I I I I I I I I Storm Drainage Evaluation East Side Baptist Church, Springfield, Oregon ~2- STORM DRAINAGE EVALUATION New Worship Center for East Side Baptist Church 4045 Commercial Avenue Springfield, Oregon This evaluation was prepared to summarize the drainage system proposed for the new Worship Center for East Side Baptist Church. The site is located on the southeast side of Commercial Avenue between 40th Street and 41st Street in Springfield, Oregon. OLYMPIC , N ,.~ I '.' ~.: .j .0 D ~ o. v, , ~ ~ " " . "i ~ -, u, ~ \(yAd ) MAiN ST. 8 APPFOX. LTO BUS S'fOP LOCATiON VICINITY MAP Figure 1 Nt.;\ T TO SC,'jLE: I. Site Characteristics and Existing Conditions Today, the East Side Baptist Church facility consists of a one level, 8,322 square foot structure with adjacent site facilities which include 33,318 square feet of asphalt parking lot and connecting walkways. The existing pervious surfaces consist of lawn and a baseball field. The Church property is 3.88 acres; the site slopes very gradually downward to the southwest from 480.0 to 478.0 over a distance of700 feet. 1.1 and 1.2 Site Soils and Groundwater A geo-technical investigation was performed for this site on April 9,2009. The high water table in the areas of the proposed rain gardens is 5.5 feet to 6 feet below the existing grade. On August 3, 2009 on-site testing was performed to assess the rate of storm-water infiltration in the near surface soils. The infiltration test results indicate a calculated vertical hydraulic conductivity varying from 1.4 feet per hour to 0.58 feet per hour. The enclosed design is based on an infiltration rate of3.5 inches per ~llt.SUBMITTAL REC'O MAR 5 2010 Branch Engineering, lnc. - Page 1 I I I I I I I I I I I I I I I I I I I Storm Drainage Evaluation East Side Baptist Church, Springfield, Oregon 2--/ (C(z..- (0.58 feet! hour.) The geo-technical report and the infiltration testing report are submitted along with this stonn drainage evaluation. 1.3 Vegetation The impervious areas are the existing Church buildings and paved areas. There is a baseball field which is in use and the outfield is irrigated. Beyond the baseball field the remainder of the pervious area consist of grasses, some of which is irrigated. There are II deciduous trees which are bigger than 6" d. b.h. and 4 deciduous trees which are 4" d.b.h. 1.4 Wetlands We have reviewed the City of Springfield mapping of the Local and National Wetlands Inventory. None of the subject site and none of the tax lots adjacent to the subject site are listed as wetlands. There are no plant species which indicate hydric soils on the subject site. 1.5 Existing Site Drainage Today, storm-water from the existing Church and parking area drain to two single chamber catch basins. These catch basins convey stonn-water to the City of Springfield 21" diameter storm-water pipe in a public utility easement adjacent to the south property line. 2. Proposed Improvements F or the existing Church and parking area, we propose to replace the existing single chamber catch basins with two chamber pollution reduction catch basins. East Side Baptist Church (ESBC) proposes an expansion to their existing church facility. ESBC proposes to construct a new Worship Center which shall be 11,240 square feet at the ground level and which will be separated from the existing Church building by . 20 feet. The proposed parking area and connecting walkways will consists of 40,792 square feet of additional impervious surface area. 3. Proposed Drainage System The on-site stonn water system design includes two water quality treatment and' infiltration rain gardens, sedimentation manholes, and piping. Along the northern side of the site, the public drainage adjacent to the site consists of the ditch at the south side of Commercial A venue. Along the south side of the site public drainage consists of a 21 inch diameter pipe. In line with this 21" pipe there is a manhole (City of Springfield #103); we propose to connect high water overflow piping to that manhole. I have had two meetings with Matt Stouder, P.E. and Clayton McEachern, P.E. to discuss storm-water design for this project. In accordance with those meetings and the scoping sheet for this project, we will be required by the city to detain post development flow which exceeds storm water occurring during a two year storm event: The proposal is to detain all new impervious stonn water up to the flow resulting from a ten year storm event. We have delineated the proposed improvements area into the South basin (#1) and the North basin (#2). Storm water from the majority of the new parking area (the south basin) will flow to the infiltration and detention rain-garden in the PRE.SUBMITTAL REC'O Branch Engineering, Inc. j,i>~~e 2 5 2010 I I I I I I I I I I I I I I I I I I I Storm Drainage Evaluation East Side Baptist Church, Springfield, Oregon Xf?. center of the main parking area; this rain garden will accept all storm water up to that occurring during a 25 year design event. Emergency overflow will be conveyed to City of Springfield storm-water manhole # I 03. Storm water from the roof of the new Worship Center and from the northwest parking area will flow to the infiltration and detention rain garden adjacent to the right-of-way near Commercial Avenue (North basin (#2)). This rain garden will accept all storm water up to that occurring during a 10 year design event. Emergency overflow will be conveyed to City of Springfield storm-water manhole #103. 3.] Summary of flow quantities: Permitted flow, for the 2 year design storm: South (I) basin: 0.596 cfs North (2) basin: 0.323 cfs Total flow permitted to be conveyed to the City of Springfield public system from new impervious surfaces: 0.919 cfs Actual proposed flow to the public system from new impervious surfaces: South (I) basin 2 year design storm: zero North (2) basin 2 year design storm: zero South (I) basin 10 year design storm: zero North (2) basin 10 year design storm: zero South (1) basin 25 year design storm: zero North (2) basin 25 year design storm: 0.356 cfs In summary: For the 25 year design storm, total high water overflow 0.356 cfs < 0.919 cfs allowed to the City of Springfield storm-water system Peak discharge rates for the site were developed for the proposed conditions using the Santa Barbara Unit Hydrograph routing method. Equations were developed from the NRCS TR-55. The design storm events include the water quality storm, 2 year storm, ] 0 year, and the 2S-year storm. The water quality storm event was used to size the storm water treatment rain garden, and the 2-year, ten year, and 25-year storms were used to size the detention rain garden and piping system. 3.2 Storm-water Quality The storm-water treatment system for the improvements includes a vegetated rain garden. As is required by the City of Springfield, a 0.83 inch, 24-hour storm, was used as the design storm for sizing the facilities. The Santa Barbara Unit Hydrograph was used to generate peak flow rates. Sizing calculations for storm-water treatment are attached. PRE-SUBMITTAL RECIO MAR 5 2010 Branch Engineering, Inc. - Page) I I I I I I I I I I I I I I I I I I I Storm Drainage Evaluation East Side Baptist Church, Springfield, Oregon ~2- 3.3 On-Site Piping The South rain-garden contains two grated manholes to accept overflow. The south rain-garden will accept all of the water from the 25 year, 24 hour design storm event. The overflow manholes will act as an emergency overflow and will accept flow in excess of the 25 year storm event. The North rain-garden contains one grated manhole to accept overflow. The south rain-garden will accept all of the water from the 10 year, 24 hour design storm event. The overflow manhole will act as an emergency overflow and will accept flow in excess of the 10 year storm event. All on site storm-water pipes are sized to safely pass the 100 year, 24 hour storm event. Slopes of all pipes are approximately 1 % or slightly steeper. Pipe # Flow analvsis method Flow cfs Velocity ft/sec PiDe size & type 1 Rational method 0.44 3.16 6" dia Sch 40 pye 2 Rational method 0.44 3.16 6" dia Sch 40 pye 3 Santa Barbara UH 0.37 3.05 6" dia Sch 40 pye 4 Santa Barbara UH 0.36 3.06 6" dia Sch 40 pye 5 Santa Barbara UH 0.73 3.62 8" dia Sch 40 pye 6 Santa Barbara U H 1.22 3.93 8" dia Sch 40 pye 3.4 Vegetative Requirements Vegetation at rain-gardens is designed by Dougherty Landscape Architects (DLA) to be in accordance with best practices for vegetative rain-gardens (EDSPM Section 3.02). 3.5 100 year Storm All on-site buildings and adjacent off-site buildings will be more than I foot above the projected 100 year flood elevation of 478.55 feet. Finished floor elevation of the new Worship Center will be 480.35. Paving will be graded so that runoff in excess of pipe capacity will be shed to the streets without inundating structures. 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Time (Minutes) Center Infiltration Pond Inflow and Infiltration Rates 0.700 0.600 Cii 0.500 u. ~ 0.400 ~ 0.300 o u. 0.200 0.100 0.000 -100 . ~ Runoff - . Infiltration I \ J/ ~ 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE.SUBMITTAL REC'D MAR 5 2010 I y/ '/ l~/2... 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''''' '" '" "" '''' "" ". ,.. '''' '" '" '" ." '" "" m ,~ ,,~ ,~ '" "" '" "00 """ '" '" '" '" '" '" '" "" '" "" m "" '" "" '" '" m '" "0' ""' '" '" '" "" "" ""' "" "" '" ""' '" '" '" '" '" '" ""' "" ""' "" ""' ""' '" ". ". '" '" '" '" ""' "" ""' "" "" ". ". ". "" "" "" ""' ""' ""' 0,43 0,41 039 0.37 0.35 .~ 0.32 0" 0.29 0.27 '''' (1.24 0.23 0.21 0.2G 0.19 0.'8 0.16 0.15 0.14 0.13 0.12 0.11 0.09 '". 0,07 0'" 0'" 0.00 '" 0.03 D.D2 0.01 0,00 000 .00 0.00 '.00 000 0.00 000 0.00 000 0.08 .." 0.22 0.19 0.16 012 0.00 0.05 0.02 .00 '.00 '.00 0.00 000 000 O.OD .00 '.00 0.00 0.00 0.00 0.00 0.00 '00 0.00 000 000 000 0"' ."' 0.00 .00 '00 000 '.00 000 000 000 000 0.00 000 0.00 0.00 000 '.00 0.00 0.00 0.00 000 000 000 000 0.00 PRE-SUBMITTAL REC'D MAR 5 2010 " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " % Y'z., I I I I I I I I I I I I I I I I I I I 10/ IC(t.- Center Infiltration Pond Depth 1.60 1.40 1.20 g 1.00 . .s 0.80 i c. ~ 0.60 0.40 0.20 0.00 -100 ~ Pond Depth ~ Max Depth 100 300 500 700 900 1100 1300 1500 Time (Minutes) Center Infiltration Pond Inflow and Infiftration Rates 0.900 0.800 0.700 Vi 0.600 LL () 0.500 - ~ 0.400 o u:: 0.300 0.200 0.100 0.000 -100 ~ Runoff ~ . Infiltration I-- - I / \ ---- ../ .......- . .--- , , 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE-SUBMllTAL REC'D MAR 5 2010 I % Y'2- I I I 0 000 0 0 0 1288 0.104 0.0000 000 000 000 " " llOOO 0000 000 000 000 1268 0.104 -1:1,1044 -62.61 0 '00 '00 " I " '.000 '"" '00 '.00 '.00 1288 0.104 .0.1044 -62.61 '.00 ,.. '00 .00 " " '000 0002 120 '00 '.00 ""' 0.104 -tI,1024 -61.42 '.00 '.00 '00 '.00 " " 0019 0.009 546 '.00 0.01 ""' 0.'04 .00953 -57.16 '.00 .., '00 '.00 " 00 0.030 0019 11.63 001 0,01 ""' 0.104 .{I,oa50 .5{)_SB '.00 '.00 '.00 '.00 " " 0.038 0029 1745 0.01 0,03 1299 0.104 .(107S3 ..45.16 .., '.00 '.00 '00 " " 0.045 0.037 2138 0,02 0,05 1288 0.104 -00670 -40.22 0,00 .00 '.00 '00 " " 0,050 O.()44 2647 .~ 0,07 1266 0.104 ~~ -36.14 .00 '00 '.00 '00 " I " 0,055 '000 29.83 0.02 ." ""' 0,104 .0.0546 .3219 '00 '00 .00 '.00 " '00 0,059 .'" 32.63 0.03 0.11 1268 0.104 .{l,OSOO .29.99 .00 '00 .00 '.00 " '" 0078 '''' 38U 0,03 0.14 "" 0.104 -0,0408 -24.47 '.00 '" '00 ." " '" 0,062 0074 4463 003 0.16 ""' 0,104 .-ll,0300 -17.98 '.00 '.00 '00 '.00 " '" 0065 OCl81 4631 ,~ .." 1266 010<1 ~"" _1430 '00 '.00 '00 '.00 " ". 0086 0085 50.80 ,~ .." ""' 0.104 -0 DlS7 _t1.S1 '.00 '.00 '00 '.00 " '" 0091 0066 52-71 "" .." 1258 O.l(l.4 -o,DlBS _9.91 '.00 '.00 '.00 '.00 " I '" 0093 D090 54.25 .., .." "" 0.104 4)0139 .'" .00 '.00 '.00 .00 " no 0114 .." 59.37 .., ..'" "" 0.104 .(lOOS4 _3.24 '00 '00 0.00 '00 " '" 0.116 0.110 65.70 005 0.44 "" 0.104 00050 3,01 '" 3.01 0.'" '00 " '" 0.116 0,114 68.63 0.05 049 1293 0,105 0.0096 5,78 a.78 8.78 '" '.00 " '00 0.119 0.111 70,30 ." o~ 1297 0105 0.0121 7,25 "" 16.04 0.11 0,01 " '" 0,121 0,119 71.46 '" .., "'" 0.105 0.0131 8.19 "" 24.23 0.16 001 " ". 0,122 0,121 72.38 '" 0,65 1307 0106 0.0148 ,." 33.08 33,08 ." 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D.39 0.37 "" '" 0.33 0.32 0.30 ,~ 0.28 027 0.25 0.24 0.23 ,,, 0,21 0.20 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.13 0.12 0,11 0,10 '"' 0", 0,07 O~ 0.14 0.28 0.29 0,27 0.24 '" 0.16 0.12 '00 0.05 0.01 0."' 0.00 '" '00 '"' 0.", 0"' '''' ,." ,."' 0.00 0.", 0.", 000 '.00 ,." '.00 '00 0.00 000 '00 0."' 0.00 ,."' '.00 '"' '"' ,."' '"' 0."' 0.00 0.00 0.00 0.00 0.00 '"' 0.00 0"' 0", '.00 000 '.00 !v/ /l;!z, " " " " " " " " " " " " " " " " " " " " " " " " " " " ,., " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " ,., " " " " ,., " " " " " " " " " " " " " " " " " " " " " " " PRE.SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I 13'1 it! 2. Center Infiltration Pond Depth 1.60 1.40 1.20 g 1.00 I .s 0.80 Co I ~ 0.60 r 0.40 0.20 0.00 -100 - Pond Depth --- Max Depth 100 300 500 700 900 1100 1300 1500 Time (Minutes) Center Infiltration Pond Inflow and Infiltration Rates 1.000 0.900 0.800 W 0.700 ~ 0.600 - 0.500 ~ o 0.400 u. 0.300 0.200 0.100 0.000 -100 - Runoff c- Infiltration I-- . , I.. J \ --- J ~ . , , , , , , , , 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE.SUBMITTAL REC'D MAR 5 2010 cev.'iO (Uf,cIl"riMMIi '.l~l&i' :0.i:::,:4.'9i>u..'1'S 8;~"#.1:32.'0;'k ;';Yik'..la i'nIJ;aI..~r<i,,;lion {;Iii:; 0%:'tt.O.h:::0 1"iiM,t0.8(l~~v.; 111 (2) (2) (3) In~.I"~1 . '. ". .'.' 'lncremenlal Tlme~.; >J~~~;,;i' f'_}r~f,j~j ( '~:~u:e 'ct 0000 0.000 000 0000 0.000 000 0000 0000 000 0.010 0,003 1!14 0.024 0.012 7.~8 0.036 0.02~ 14.56 o 0~5 0035 20.97 o 052 O.O~~ 26.31 D.05IJ 0051 3067 0062 0057 3422 00615 0.002 37,13 0081 0.072 43.13 00S2 0.01>4 50.21 0,OS5 0.090 5411 0.098 0.094 5669 0.101 0.09-8 5663 0.103 0.100 6019 0.12ti 0110 6571 0.128 0121 7257 0.130 0125 75.86 0131 0129 n36 0.133 0131 7855 o 13~ 0.132 1945 0157 0141 8471 0159 0.152 9143 0.160 0.151 9~, 13 0.161 0.159 95.43 0151 0.160 9621 0152 0.161 96.1a 0.191 0.171 102.63 0191 0185 11072 0.192 0189 113.64 0.1!l3 0191 11487 0,1!l3 0192 11550 0194 0.193 11591 0225 0.204 12239 0.226 021B 13090 0.226 0223 13393 0226 0.225 1J5.11 0221 0226 13565 0211 ll227 135.91 0321 0.2,8 154a6 0.321 0300 160.02 0322 0314 188.5S 0.433 0.355 21374 0.433 0.407 244.'5 0820 0.554 33212 1305 0693 5356' 0653 0950 570.20 0.435 0680 '07.92 0325 0480 2a6 O~ 0325 0.316 22590 0325 0J.42 20521 0213 0.2IJ] 176/N 02D 0.240 I~'Q3 0213 0.222 13338 0.213 0216 129.84 0.213 021. 128.61 021' 021. 126.30 0.21' 021. 12818 02" 0.214 12616 0.2" 0.214 128.16 0.2H 0.2\4 12817 0.214 0.214 128.18 0.21' 0.2" 12B.20 0115 0201 120." 0175 0183 110.09 01.75 0178 101564 , 10513 105.01 1O..g7 10'.96 104.91 104.S7 10498 10'.98 97.70 67.~8 B'.75 B361 B331 B320 B316 B315 83.1, 83.1, 83.l5 8316 , '" 7522 73.71. 73.20 1304 72.98 7297 72.~ 72.95 "00 n97 1297 681l 8162 59.46 I I I I ". mln " '" " " " " " '" " 00 '"" n" '" '" '" '" '" n" "" '" '00 "" no '" '" '" '" '" '" '" '00 ''" '" '" ~" '" "" '" 00" '"" .00 "" "" "" .." ." 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"" '00 "'" ;," '" "" "" '"" "" 00" 00" '00 "'" "'" "'" "'" 0>" 00" "" I I I I I I I I I I '" "" "" no "" "" '"" m" no '"" '"" "" "'" "'" 00" "'" "'" 00" 00" 00" 00" '00 "'" "'" 00" "'" "'" 00" "" 00" 00" 1000 1010 1020 1030 I I I I I 0175 0175 0175 0175 0.175 0.175 0115 0175 0.139 0139 0139 0139 0139 0139 0139 0139 0.139 0139 0.139 0139 0122 0122 0.122 0.122 0122 0.122 DIn 0\22 0'22 0122 0122 0.122 0097 0097 0097 0175 017, 0175 0175 0.175 0115 0.115 0175 0183 O.lH 0.141 0.139 0.139 0139 0139 0.139 0139 0139 0139 0139 0133 0.125 0123 0122 0122 0122 0.122 0122 0122 0.122 0.122 0122 0.114 0.103 0.099 ") Incremental Depth Inolee.e "00 "00 00" 00" 0.01 ""' ""' ""' "" 0.03 ""' ""' OO~ ""' ""' "00 "00 0.05 "00 "00 "00 "00 "00 '00 00' ""' 00' ""' ""' 0.07 0.08 0.08 "00 "00 ""' "00 ooe o.oe "00 "00 00' "00 "'" "'" 0.11 "" "'" 0.22 021 0.1' "'" 00' ""' '"' "00 ""' 0.04 ""' 0.04 ""' 00' ""' ""' 0.04 ""' ""' 0.0' ""' , ""' ll.O. 00' 00' ""' ""' ""' ""' ""' ""' ""' ""' ""' ""' ""' ""' 0.03 ""' ""' ""' ""' o O~ ""' ""' ""' ""' ""' ""' ""' 003 '"' 00' 00' 0", 0"' ,>I Cumulanve Depth' In(:fease. ,; "00 "00 00" "00 ""' 0"' 0", "00 "00 "n "n "n "" "" 029 0.34 0.39 ".. "" "" 061 0.8/ "" "'" "00 0.93 '"" '"' 1.13 1.21 1.26 ,~ 1.~4 1.51 159 '00 1,7' 1.8J 1.91 1.99 '"' 2.15 2.25 2.35 '" ", '" '" '" '" '" '" 355 J,61 ,eo no 3.74 3.7B 3.83 3.87 3.91 395 <0" ."' <0' '" 4.16 ." . '" 0" o. ." ." ." ." '" ." '"" 463 '"' '"' '" 4.75 .m 482 ."' '"' '" ." 4.98 '"' '"' '"' '" ,.1. '" '" '" on '" '" '" '" ~.~~,-:'. -, tOO yr,stoim " ".. OuWaw .' 1288 12BB 128B 1288 1288 12BB 1288 '288 1288 1288 1288 128B 1288 12B8 12M 12B8 12M "00 1295 1302 1310 '318 1326 13JB 1352 136B 13B4 1400 1416 1434 1457 1481 1505 1,28 15'1 1578 1608 1639 1670 170' 113' 1771 1824 1881 1951 2037 2171 2423 "" 285B ,"00 2890 ,"00 '"" ,"00 2890 2B90 2B90 2890 2890 2890 2B90 2890 2890 2890 2890 2890 2890 2890 2890 2817 '"~ '"" 2816 2197 2178 "" 2138 2111 "" 2655 2628 2601 2576 2551 2526 2503 2480 2458 2435 2~09 2384 2359 2334 201.1 nB8 na5 n~4 2223 ,= 2182 2160 2D5 2110 0234 0233 0231 0230 0.228 On7 0225 On4 on2 ono 0217 0215 02D 0211 0209 0207 0.205 0203 0201 0199 0197 0,g5 0193 0191 0189 0187 0185 0'84 0182 0160 orrs 0177 0.175 0173 0111 lnflow_ ,,-OUlnOW 'CIS 0104 "'"' o 'O~ 0104 0104 010. 0104 010' 0104 0104 0104 0104 "'"' "'"' "'"' 0.104 0104 0.104 010, 0105 "'", 0101 0107 0.10B 0110 0.111 0112 0113 0115 0"6 O.I'B 0.'20 0122 0.124 0126 0128 0130 0.1.33 013, 0'38 0140 01'3 o 1~6 0.152 0158 0165 0176 .'", 0218 0232 oil4 0234 on. 0134 023~ 023~ 0.204 0.23~ 0234 0234 0234 0234 0.234 0234 0234 023' 0.234 o 23~ ", 0.0000 .010<14 -010<13 -0.1011 -0091g -00801 -00894 -1J0605 -00532 -00'73 -00425 -0.0325 -1J0207 -1J.0142 -1J.OO99 .0_ .0.0040 0.0050 00160 0.0206 0.0229 0,0241 0.0250 0.032B 0.0426 0(1451 0.0469 O.OHO 00466 00552 00B65 00694 D0695 00687 00675 0.0162 0.0679 0.0904 00B99 008B3 00664 01146 01522 01619 019B2 02424 0.3776 0896, onn 04484 02460 01'23 Dl079 0053 00059 -1J0118 .0.0177 -1J01B7 .00203 -0.0205 -00205 -00205 -00205 -00205 -00205 .00334 .00507 -0.0564 -005/t9 .00561 -00565 -00548 .00532 .0.0515 -0.0501 <~" .OOSSD -0.0130 -0.0761 _00757 -D0141 -1J0721 .0010l -C.OOIJl .00661 .006~2 -00624 .00606 .00643 -0.0698 -D0103 .0.0691 .OOSH <OO~ -00631 .00619 -00602 .005115 .00568 -00552 .00615 .00703 -D0718 ,>I fncremental 1ln""",_ .~OUW';' " 000 -62.61 .6261 -6067 .5514 .'8.05 .41.54 ."" .319. .2B.39 .254B .1948 .1241 -8.50 -592 -398 -242 '"' 9.61 12.37 131\ 14.48 14.97 1969 2571 1785 2B17 2B17 27.97 3310 39.89 411;6 41.12 41.21 ~0.50 4570 52,74 54.25 53.91 52.97 51.82 68.79 91.34 97.15 118.91 145.45 22656 4178B 43938 269.01 147.59 85.4l 64.72 35.55 3.55 .7.11 -1065 _11.81 .12,lg .1230 .12.33 _12.33 .'2.32 .12.30 .12.29 _2005 -3040 .3384 1)f.L .35.38 -34.66 .33.B8 .32.89 -31.92 .309B .3007 .29'9 -354' 43.8' .'568 .'5'0 .44'3 .43.26 .4204 -~O 8~ -39.66 .38.52 .31,~ 1 .3834 .3660 .41.90 4211 4145 .40.43 .3934 .36.23 _37.15 .3610 -3508 -34{)g .3312 -3691 .42.18 .43.09 .(10) . (l.O) (11) 111bJ (12) "Slo'rOd" SIO'ecl Cumulelille Cumulal;... M.. VOlut c~ ~~~~.~~i;i ;:.:~l~jn .- DO?~h ~ f'~~~~~ 000 0.00 000 000 1.5 000 000 000 000 1.5 0.00 0.00 0.00 0.00 1.5 0.00 000 0.00 000 1.5 0.00 000 0.00 000 1.5 000 0.00 000 000 15 000 O.QO OOQ 000 1.5 000 000 000 000 1.5 000 000 000 000 1.5 0.00 000 000 000 1.5 0.00 000 000 000 15 0.00 0.00 000 000 1.5 0.00 000 000 000 1.5 0.00 000 000 000 1.5 0.00 000 000 000 1.5 0.00 000 0.00 0.00 15 000 000 000 000 15 302 3.02 0.02 0.00 1.5 12.63 12B3 008 0.01 15 2499 249S 0.17 001 15 3671 3871 0.26 002 1.5 5319 53.19 0.35 OOJ 1.5 68.16 68. 18 0~5 0.04 1.5 8766 8185 059 005 1.5 113.57 11357 076 006 15 14121 14121 094 0.08 1.5 169.38 16S38 1.13 0.09 1.5 197.5, 197.55 l.32 011 1.5 22552 22552 150 013 1,5 25662 25862 U2 0.14 15 2SB.51 2>l851 1.99 017 15 340.17 340.17 2.27 019 1.5 38189 38189 2.5-<l 02l 15 ~23.10 42310 2.82 023 15 483.50 46350 3.09 026 1,5 509.30 509.30 339 0,28 1.5 56204 56204 3 1~ 031 1.5 516.28 81828 4.11 034 1.5 61Ol9 67019 4.47 031 1.5 72316 723.16 4.82 0.40 1.5 7749B 77498 516 043 15 8~3 n 8~377 562 047 15 93511 93511 823 0.52 1.5 1032.21 1032,27 6.Be 0.57 1.5 1151.16 1151,18 7.67 0.8~ 1.5 129663 129863 8.64 072 15 15231g 152319 1015 085 15 194107 19-<1101 12-93 108 1,5 238045 2300'5 15B6 1.32 1.5 2&1946 2&194B 1765 14/ 1.5 279705 219105 1864 1.55 l5 2BB246 288245 1921 160 15 2947.18 29<1118 1964 1&0 1.5 "29B2H 298274 1981 166 l.5 298628 29&>28 1990 166 1.5 291911 297917 19.65 165 l5 2968.53 2961153 197B 1155 1.5 295612 2956.72 1970 '&0 1.5 2944.53 2944.53 1962 163 1.5 2932.22 2S32.22 1954 1,63 1,5 2919.89 2919.89 1946 1.62 1.5 290757 290757 1937 15' 1.5 2895.25 2B9525 1929 151 15 2862,94 2882,9~ 19.21 1.5ll 1.5 2870.66 28/0.56 19.13 1.59 1.5 2850.51 285081 1899 1.58 1.5 282021 2820.21 1879 1.01 15 276637 21883, 1657 1,55 1.5 153 211tHJl t810 1,51 2tlBl 16 17.85 1,~S 26~7.28 17.8' 1,41 26H39 11.42 1,45 258~.07 17.21 1.43 255149 1700 142 2521.~2 16.80 1,40 2~92.23 16.5l 1.3B 245882 16.37 135 2413.00 1608 1.34 2361,32 1'.71 1,31 2321.92 1,47 129 227149 1,11 1.26 223424 1489 1,24 21n.'9 1451 1,22 215135 14J3 1.19 211169 1407 1.17 201JI1 t381 115 203576 13.56 1,13 199942 n32 1,11 196082 1306 109 1918.92 IV9 1.07 lB7676 12.50 1.().1 183530 12.23 1.02 179487 11..96 1,00 1755.53 11.10 OS7 lIlI.2S 1144 095 6E1o.;14 'Ull.19MI.O~ I 1644.0-0.....11095; lOp! I. ~16089ft "'\10721 089 I 1.'>74.8S 10.49 087 1541/5 ..10,27 o lIP 150484 Ilnl'O O~ '462.66 .975 09' 141957 9.46 019 1116a2 26BII8 2547.28 261439 2582.47 2551.49 2521,42 249223 "5682 2~ 13 00 216732 2321.92 nn~9 2234.2~ 2192.19 2151.35 211169 207317 203576 199942 196082 1918.92 187676 lB35.30 179467 175553 171729 168014 1()<'04 1608.96 157461l 1541.75 150~.84 1462.66 141957 " " " " " " " " " " " " " " " " " " " " " " " " " " " 111;:C'D IlS" " " , , " I ,~o 0097 ",. 5BH '" '" 1050 0097 0.09a 5B.5<l om '" '"" 0.097 0.007 58.42 0.03 '" 1070 0,097 0097 58 ~o 0,03 5.51 1060 0,097 0097 58.39 0,03 5.54 '"" 0,097 0,097 58.39 0,03 557 "00 0_097 0097 58.39 OQ3 HO 1110 0097 0097 58_~9 0" 5.63 1120 0097 0097 58.39 '" '00 1130 0,097 0097 58.39 '" 5.89 1140 0097 0091 58.39 '" 5n ,,~ 0097 0097 58.39 0,03 5.75 1160 0097 0,097 56,39 0,03 5.76 1170 0,097 0097 5839 '" 5,82 "" 0067 110117 5639 '" 565 1190 0.097 0.097 5839 '" 5.811 "00 0,097 0,097 5840 0,03 5.91 1210 0097 0,097 5640 0,03 595 1220 0,097 0097 5840 0,03 5,9a 1?30 0,097 0.097 5640 ." '" 1240 000' 0097 5840 '" 6.05 1250 0097 0097 58.40 '" 8.08 ,~ 0,097 0097 5840 '" '" 1270 0097 0091 58..0 ." '" "" 0,097 '00' 58..0 '" '" "" 0.097 0097 58..0 '" '" 1300 0,097 0097 58.40 "" ,~ 1310 0,097 0097 5!l..0 aD. 6.30 1320 0,097 0097 58.41 '" IUJ ,,~ 0,097 0.097 5841 ." 8.31 1340 0.097 0097 58.41 ... "" 1350 0.097 0097 58 ~1 ". 6.~4 "'. 0097 0.097 58.~1 ." ... 1370 0,097 0.097 5841 0"' ,,, "" 0,097 0.097 5B41 0.0_ 6.56 "" 0.097 0097 ~" 0"' 6.50 "00 0097 0097 56.41 0" ""' 1~10 0097 0.1>97 58 ~1 o.o~ "" 1420 0.M7 '00' 5841 'M "" 1430 0.097 0.1>97 58.~1 0.04 5.75 1440 0097 0.097 58.41 0" '" 1450 0000 0.065 38.94 0.03 662 1460 0000 0.022 1298 0.01 682 1470 1,305 0.442 285.30 0.17 7.00 1480 0000 0582 34941 0" 720 1490 0000 0.19~ 116.'7 007 727 ,~ 0000 0.065 38.82 0.02 729 1510 "00 0.022 12.94 0" 730 1520 0000 000' '" 000 730 1530 0.000 0002 1.44 0'" 7.30 1540 O~ 0001 0.~8 0'" 7,30 1550 0.000 0000 "" 0'" 730 '00' 0000 0000 0" "0 7.30 1570 0.000 0000 '" ... 7.30 'MO 0.000 0"" 0.01 0'" 730 1590 0.000 O~ .00 000 7.30 1600 0.000 0000 '00 .'" 730 1610 0.000 0000 ..0 ..0 7.30 1820 0000 0000 0'" "0 730 1530 "00 0.000 0'" 0.00 130 1640 0000 0.000 ... 0.00 730 1650 0.000 0.000 .'" .., no 'MO 0000 000. .00 ... 7.30 1670 0000 0.000 .00 .00 7.30 1680 0.000 0"" .'" 0'" 730 1690 0.000 O~ 000 ..0 7,30 1700 0.000 0000 ..0 0'" 7.30 1710 0.000 0.000 000 0.00 130 1720 0000 0000 000 0'" 730 1730 0000 0.000 ... 0'" '" 17~0 0.000 00'" .00 .00 '" 1750 0.000 000. '00 .'" 7.30 1780 ."" 0.000 .00 000 n. 1770 0.000 0"" 000 000 730 "" 0.000 0000 000 0.00 ,~ 1780 0000 0000 "0 0'" 730 '"00 0000 0000 0,00 ..0 730 1810 0.000 0000 0'" 0'" 730 1820 0000 0000 ... 0'" no 1830 O~ 0.000 ... .00 130 1840 0000 0.000 0'" .00 730 1850 0000 0000 .00 .00 no ,- 0000 .~ 000 0.00 730 lBm 0000 0000 0.00 0'" 730 18BO 0.000 0.000 "0 0'" 7.30 1890 0.000 0000 0.00 0'" 7,30 1900 0.000 0"'0 ... ..0 7.30 1910 0000 .00. 000 .00 730 1920 0000 .000 .00 000 730 "" 0000 0000 000 000 7,30 ,~o 0000 0.000 000 000 '" ,,~ 0.000 0.000 000 0'" '" '''0 0.000 .000 0'" .00 no 1970 0000 0.000 0'" .'" 730 1980 0.000 0000 ... 0'" 730 1990 0000 0000 ... .'" 730 I I I I I I I I I I I I I 2326 23.23 1393859 43379 I I I I I ". '" "" 2012 1990 ,,,. ,~ '"" '''''' 1886 '"' 1849 '"' '" '" 1780 "" 1749 1734 1719 1705 ". 1678 'M' 1652 1640 1628 1616 1605 159' 1583 1573 "" 1553 '"" 153~ 1525 1517 '"'" '"00 1492 1473 lUl 1549 1703 1722 "" 1657 1615 1571 1529 1~88 1448 1409 1371 1334 "00 1288 1288 1288 1288 1288 1288 1288 1268 ,,~ 1288 1288 1288 1288 '286 1288 1288 1288 1288 1288 1288 \288 1288 1288 1268 1268 1288 1288 1268 1288 \288 1268 1288 1288 1288 1288 ,~. 1288 1288 1288 , 0.169 -00710 --'l258 1378.99 137899 '" . 0167 -00694 _~1 62 1335.37 133537 ,,, 0165 .00078 "'053 129<184 12941\4 '" 0.163 .00057 '3942 1255.41 125541 '" 0.161 _0.0039 .3833 1217,08 12170{l ." 0159 -00621 .37.21 117982 117982 '" " 0158 -00004 .3623 114359 114359 7.62 "" -00587 .3522 110637 110837 ,~ "" -00571 _34 2~ 1074.12 1074'2 7.16 0.153 -00555 -3329 104083 104083 "" , 0151 .00540 .3237 1008.46 100646 6.72 ,,~ .00525 .31.47 976.ea 978,98 6.51 , 0148 -00510 .30.60 946.38 946.38 '" , 0.147 -0.0496 -29.76 91662 91662 ,,, , 0146 -0.0482 _2894 88768 88768 '" o 14~ .00469 .28 1~ 859.54 85954 '" O. 1~3 -0.0456 _27.37 632.18 83216 5.54 0.142 .00444 .2661 60557 60557 '" 01'0 -00431 -2566 17968 179M 520 0.139 -00420 -2517 75~ 52 754~2 5.03 0138 -0Q-Q08 -2448 73004 7J004 '" , 0137 -00397 -2181 70023 700n ." 0136 -003S6 -2316 68307 68307 455 0.135 -00375 .2252 66055 66055 4.40 0.134 -0,0365 .21.91 63864 63864 426 0.133 -00355 .21.31 61733 61733 4.11 0.132 -00345 -2073 59660 59650 398 0.131 -00336 -20,16 576.44 57644 364 0.130 .00327 .1961 55683 55863 3.71 0.129 -00318 -19.M 537.15 5305 356 0.128 -0.0309 -1856 51919 51919 '" 0.127 -00301 -18.05 50114 501.14 334 0.127 -00293 .17.56 48357 463,57 3.22 ,,~ .00285 .1709 40049 40049 3.11 0125 .00277 .1662 44986 44965 3.00 0124 -00270 _16.17 43369 43389 '" 0124 -0.0262 -1573 417.95 4TU16 278 0123 -0.0255 .1531 402.65 40265 ". 0122 -0.0248 .1489 36176 38716 '" 0122 _0.0241 _1449 373.27 373.27 2.49 0.121 -00235 .14.10 359.18 35916 2.39 0.119 -0.0544 .32.66 326.51 32651 218 0.117 -0.0951 _57.04 269.47 26947 1.80 0126 0.3167 '0000 4511.41 45947 '00 0\36 0.~444 26664 726.11 72611 OM 0139 0.0546 3276 158.88 75868 '00 0131 _00727 .4364 7\5.24 71524 '" 0134 _0.1121 -8762 64T.62 641.152 4.32 0.131 -0.1236 .7417 573 ~5 573 ~5 '"' 0127 -0.1249 -7495 49850 ~98.5O '" 0.124 .01231 -7385 42465 42465 2-83 0.121 -01203 _72-17 35248 35248 2.35 0.117 _0\172 .7032 2B2.16 282.16 1.68 0.114 .01141 -88.47 21369 213,69 142 0111 _0.1\11 ..a6.64 147.05 147,05 0.98 0108 _01061 -64,86 8219 62.19 055 0105 -01052 -e313 1906 19.06 013 0104 -01044 -e261 '00 0.00 000 0.104 -0.1044 .a28t ." '00 000 0.104 -0.1044 -S261 ." 000 000 0104 -0.1044 -S2.61 000 000 "0 ,,~ -01044 -82.61 ." '00 .00 0.\04 .1:1.\044 -82,61 '00 000 '00 0104 -0.1044 -82.81 000 000 000 0104 -0.1044 -82.81 000 000 ." 0104 _01044 -82.61 0.00 ". 000 0104 -0 104~ -8261 000 000 000 0.104 -0.1044 -ti261 ". ". 000 0104 -0.1044 -ti261 000 000 000 0104 -01044 -ti261 .00 '00 000 "" .01044 -82.61 .00 '00 .00 ,,~ .01044 -62.61 000 0.00 000 "" -0\044 -6261 0.00 "0 000 0.104 .01044 -6261 000 000 000 "" _01044 -6261 0" ". 000 0104 _01044 .6281 ". 000 000 0104 -010U -6261 ". '00 000 0104 .01044 -62.IH 0'" '" 000 0104 _01044 -ti261 ". ... 0" 0104 _01044 -ti281 ". ". 000 "" -01044 -8261 ". ... 000 0.104 -01044 -6261 '00 000 000 0.104 -01044 --6261 '00 ... ." 0.104 -01044 --6261 .00 '00 0.00 0104 -01044 -6261 0.00 0'" ." 0104 -01044 --6261 .00 '00 ." 0104 .0.1044 -62.61 '00 '00 .." 0104 01044 -6261 ". '00 0.00 0104 -0.1044 -82.61 '00 '00 .." 0.1O~ -<7.1044 -62.61 000 '00 000 O. 10~ -<7.1044 -6261 000 '00 000 0104 .0.1044 -6261 000 000 000 ,,~ .OlD44 ../1261 000 '00 '00 "" -<71D4~ -6261 000 000 000 0104 .0 104~ -6261 "0 000 0" 0104 .0. 104~ -8261 0" '00 0" '" 0" on ." .~ OM .., '" ." 0;. .00 ." ." ." ... ". '" 0.45 ." '" '" '" ". '" ." ." 0.33 0.32 ." ." 0.29 0.28 '" ". ." ." ." 022 on 0" 0" 018 '" '" ." 0.~2 040 ." '" '" 0" ." '" '" ". '" '" "0 000 000 ." .00 '00 000 000 0" '00 0.00 '00 000 000 "0 000 0" "0 ." ". 000 ". ". 0" ". ". 000 .00 '00 000 0" 000 000 ". 000 000 .00 000 "0 1%, r !",-_ " " " " " " " " " " " " " " " " ,., " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " 1;5 " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " PRE-SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I 1(0/ /t.{'2-- 1,80 :--1----------.-----..- 1.60 i I 1AO ,I E' 1.20 i--.~_,_---------- -~----.._.- ---"--. .---.....- , i :;; 1.00 Q. 0.80 C!: 0.60 DAD ,..- ..-------. 0.20 0.00 -100 1.000 0900 0.800 en 0 700 ~ 0.600 ~ 0.500 ~ OAOO u:: 0.300 0200--- ----- 0.100 0.000 r ___u__ -100 ----- ------- - ~----~---------- ---- --- Center Infiltration Pond Depth , ~ . " ~ Pond Depth i : ! I; .. u_ --j. Max Depth r-l l.m..__._..u.._______.____-' , i i_-===::--:::='::_==:.=:==.__====___=-======:===, , , _____+______n__.._u________ _._______________ _ ' ~ 100 300 500 700 900 1100 1300 1500 Time (Minutes) . ...____. __....._........__ n... '__________.______...____.n....._ __." .__._ _..__,.._ .._.___________ Center Infiltration Pond Inflow and Infiltration Rates ---'1 i I I i .----r--- ..---.-. I ...--. --'---'''''''---'---, ....- -.----- u..... . .----- "u : ~ Runoff I ----T-.-'.-.-----n-...---~-.n w._.n.n .---. -.. - _n___.__u.._____n__ -----....---: . Infiltration: -----4--..- ....-----....---.....--...... "..... - .............". . ..........----...-.-.------.--- ....--..-.--~~-~~--~--~-~...-- u..._L._ m _.__...n.. ..._.. un . .. __ _.. . ....m.. ....."n_............___. '_.. _............".. .._......... _ .__J..... '...._ .... n._ i -- r _n --- --- ---..,....-.--.-----.)-----.--T--- ----- -- .--,..-.----....--,....---~---..-- --.; 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE.SUBMITTAl REC'O MAR 5 2010 I /i;z- I I I 0.000 0 0,00 ~, . 0,0000 000 000 0.00 " '" 0= 0= 0.00 0,00 000 ~, 0.0'14 .(1,1)442 000 0.00 0.00 " I " 0= 0,000 000 000 000 ~" 0044 ..00442 .26.54 0.00 0.00 0.00 0.00 " " '000 0,000 0.00 000 0.00 ~, 0044 .{)0442 -26.54 '00 0.00 0.00 000 " " 0002 000' 0.34 000 '.00 ~" 0.1)'14 -0.0437 -25.20 '00 '.00 000 000 " " 0005 O,OO~ '.52 000 '.00 ~" 0.044 -0.0417 -25.02 000 0.00 '00 000 " '" 0006 0005 ''" 0.01 0-01 ~" 0,044 -O,03B1l -2328 000 000 000 0.'" " " 0011 0.008 4.97 0.01 0.02 ~, 0,ll44 -00360 -2157 000 '00 000 0.00 " '" 0.013 0011 '" 0,01 003 ~, 0,044 -,10334 -2004 000 '00 '00 000 " I '" 0.015 0013 7.84 0,01 ,~ '" 0_ll44 -0,0312 -1870 0.00 000 000 0.00 " '00 0017 0015 '" 0.02 ,."' ~, 0,044 -00293 -17.55 000 0.00 0.00 '00 " "0 0,023 0,018 10.94 ,,, ,." ~, 0,0'14 -00260 -15.60 000 000 '.00 000 " '" 0025 0022 13.21 ,,, 0.11 '" 0044 ..oom -1333 '00 0.00 000 '00 " '" 0.027 0,024 14.68 003 0.13 '" 004-4 ..o,019S -11.86 0,00 '00 000 000 " '" 0028 "'" 15.78 0,03 0.16 '" 0.1)<14 -0,0179 -10.76 '00 '.00 '00 '00 " '"' 0029 0028 16.67 0.03 O,Hl '" 0,044 -00165 -967 '00 '.00 '00 '00 " I '"0 0,03.0 0,029 17.43 0.03 ,." ~" 0044 .{I D15;;> -9,12 0.00 '00 '.00 '.00 " ", 0,037 ,." 19,35 ,~ 0.28 ~, 0,044 ..0,0120 -7.19 0.00 '00 '.00 '.00 " '" 0039 0036 21.68 004 0.30 ~, 0044 -0.0081 -4.86 '00 0.00 0.00 '.00 " '''' 0040 0.'" 22.89 OM ,~ ~, 0.1)44 -0.0061 -3.65 '00 0.00 000 000 " '00 0,041 0039 23.68 0.04 '" '" 0,044 -0,0048 .2.86 '00 '00 000 '00 " ,,, IJ041 0,040 2428 ,~ 0,43 ~, 0_044 .00038 -2.27 0.00 '00 '.00 '.00 " '" 0.0<12 0_041 24.77 0_05 0.47 '" 0044 .00030 -1.77 0.00 '00 '00 '.00 " "" "'" 0_044 211.63 ,." 0.52 ~, 0.044 00001 000 009 '00 '00 '00 " I "0 0,051 0.048 2B_95 0.05 056 ~, 0_044 00039 2.33 2_42 2.42 ", 0.00 ,., '" 0051 0,050 3000 0_05 063 '" 0_0<15 00055 3.27 5.69 5_69 0,08 001 " '", 0052 0_051 30.60 '.00 069 m 0,04~ 0.0002 '" 9.43 9_43 013 0_01 " '" 0.052 0_052 31,01 ,,, 0.74 '" 000\5 00067 4_02 13.44 13,44 0_19 O.W " '" 0,053 0.062 3134 '00 "'0 '" 0045 00070 421 H.65 17.55 0,25 ,,, " '" 0.062 O.O~ 33.411 '"' "" '" 0"", 00102 6.12 23_77 23_77 ,~ 0.03 " "" 0'" 0060 36_11 0"' ", '" 0.0<16 00142 ,~ 32,31 3231 046 ,~ " I ,,, 0.063 0062 37_26 "."' 099 m 0,0q7 00155 932 41_83 41.63 0.59 0_05 " ,,, ''''' 0063 37.80 0.07 105 '" 0,047 0.0159. '0; 51.16 51.18 0_73 "00 " '" 0_064 ,"" 38.12 0"' 112 '" 0,048 0_0159 ,~ 60.70 60,70 ,,, 0.07 " '" ''''' ''''' 38.37 0", 116 '" 0,00\6 0.0168 '" 70,15 70_16 '.00 006 " '" 0.075 '''' 40.82 0.07 1.25 "" 0049 0,01119 11_33 61.49 61_49 1.16 0_10 " '" 0_075 0.073 43.55 0.07 1_32 '" OOSO 00230 1379 9528 95_26 ,~ 0.11 " '" 0_078 0.074 44.86 0_07 139 '" OOSO 0.0240 14,41 10969 10969 '" 0_13 " I '" 0_078 0075 45.15 0.01 1.45 ", 0,05\ 0,0240 14.40 12409 124,0>1 1.77 0.15 " '" 0.078 0076 45.42 0_07 1,53 '" 0,052 0.0236 14,19 138,28 138,28 1.97 0,16 " '" 0076 0,076 46.60 ", 160 '" 0,0$3 00232 13.90 152.11 15211 2_11 0,18 " '" 0108 0'" 52_0<1 0_08 '" "" 00$4 00328 19_86 171.63 111.83 2.45 0." " "0 0108 0_101 6059 009 1.77 '" 0,056 00454 2727 199.10 199_10 2_83 G24 ,., "" 0109 0_105 6358 000 186 '" 0057 00487 2924 22634 226.34 3_25 0.27 " .., 0.146 0_120 72,18 0_10 '00 m 0_059 0,0610 35_58 ~" 26492 '.n 0.31 " I '" 0.141 0.138 6268 0.11 2.07 '" 0_062 00758 45.49 310.41 310_41 4.42 0.37 " '" 0_276 0.1118 112_56 0_14 220 '" ,,'" G1213 728G 38320 3832G 5.45 G46 " "" 0_444 0_303 181,96 ,,, 2.40 '" 0_014 0,2288 13729 520.49 62G49 1_41 0_52 " ." 02'23 0_323 19<1_00 0_19 2,59 "" 0,oa3 0.2401 14406 """ """ '" 0,79 " .00 0149 G232 138.95 0.13 2,72 '00' 0,069 0.1431 85,84 750_39 750.39 10,68 0,89 " "" (}111 (},164 98.22 0_09 ,,, ,,'" 0091 00725 43.48 793.87 793.81 11,30 '" " "'0 O_tll 0_128 n07 0_G7 2_87 1143 0093 0.0359 2153 81540 8154G 11_61 0.97 " I '" 0,111 0_111 '""' OM 2_93 1153 0_093 G.0233 1399 829.39 82939 11_81 0_96 " '" 0.073 G_l00 60_12 0.05 '" "" G094 0,0065 3.91 63330 833.30 "_86 ,.~ " ~, 0_073 0092 49.21 o.~ 3.03 1151 0,~3 -0_0113 -f176 626.54 "'~ 11.77 0,96 " "" 0_073 0016 45.58 O~ 3.07 ".. 00113 -00167 _10_01 8\6_~3 816.53 11_62 0_97 " '" 0073 0014 4436 0,04 3.11 '''' 0092 -0.0180 .m80 80573 80~.73 11.41 '" " '" 0073 0_073 43_99 0.04 3_15 1127 009\ -0_0180 .10,79 7\14.95 794.85 11,32 0,94 " '" 0.073 0.073 43,87 ,,~ 3_18 "'9 0~1 -O_G175 -10,51 784.43 784.43 1117 0,93 " I '''' 0_073 0013 43.84 ,,~ '" 11" 0000 -0.0169 .10,16 774.27 774,27 tl02 '" " '00 GG73 0.013 U84 ,~ ''" 1103 OOM -0,0163 .980 76447 784.47 to.1I8 0_91 " "" 0,073 0_073 4365 ,~ '" ''''' O_OM -0,0157 .944 755.03 755.03 10,75 0_90 " ,w 0073 0_013 43136 O~ 3.34 "'~ OOM .0.0151 -9.09 745.94 745.94 1062 0_86 " ,W 0.073 0013 43,67 O~ ,~ 1082 0088 -0_0146 --8.75 737.19 737.19 10,49 087 " ~o 0.073 0.073 4388 ,,~ 3.43 1076 00137 -OG140 --843 128.75 726,76 1037 '"" " "" 0060 ,"'. 4123 004 ,~ '00' 0087 -0,0178 .10.6"8 71806 718.09 10.22 (I_6S " "", 0080 0063 37_59 'N '" 1057 ,"" ~~ .13,71 704.37 704,37 10,03 "" " I "" 0060 0_061 36_52 0,03 3.53 ,~, 0065 -0,0239 _14.36 89001 690Gl 9_82 OW " , "'~ 0_80 '''' 0080 ""'" ~oo o.~ '" 1025 0063 .G0231 .13_83 681_96 68\_96 9.42 0_79 '00 0.080 "" 35.91 ,~ '" 1015 0062 .0_0223 -13,36 648_58 648_58 9.23 0.77 '" 0,000 ,,"" 35.96 ,.~ 3.68 "" G,Oal -0_0215 .12.91 63567 63567 9_05 0.75 no 0.000 0"" "" ,~ ,,, .00 0,081 ~~ -12.46 823.22 623.22 6.67 G.74 '" 0_060 0"" 35_96 ,~ 3.76 '" 0060 ~- _12_01 6n20 611_:XI 8_70 0.73 I '" 0.000 0060 35_97 o.~ '" ''" 0019 -00193 .11_58 59982 599_82 ,~ 0_71 '"" '''''' 0.060 35,97 O~ 3_82 '" 0079 .0.0186 -11,17 ~86.45 58845 8.36 0.70 ,"0 '",0 0.060 3598 ,~ ,~ "" 0_078 -0,0180 _10_77 577.67 577.87 '" 0_69 no 0.ll47 ""' 33_48 0_04 389 '" oon -00213 -12.80 564.87 564_87 ,~ 0,67 '" Q.('47 0.050 30\5 0.03 3.93 ~, 0075 -00259 -1557 549_31 549.31 782 0.65 '00 0.047 GC48 2905 0.03 '00 ,,, 0075 -0.0268 -1609 533.22 533.22 7,59 0.83 '00 0047 0.048 2866 0_03 ,~ on 0074 -00265 -15.88 517.33 517_33 D' 0,61 I "'0 OO<lB 0.048 " " G_03 ,,, '" 0,073 -0_0257 "15.45 501_89 501.89 7,14 0.80 "" o~, 0.048 21152 '"' '00 '" 0,072 .00249 -14.95 488_94 ~M '" '" '" 0_048 0_048 28.51 0.03 '00 '"' 0072 -00041 -14.44 47250 4n50' 6_13 '" "'0 0,048 0048 28.51 003 4,12 '" 0071 .00232 _13.94 468.68 458.56 653 054 '" 0048 Oo.t6 2851 003 4.15 '" 0070 -0.0224 -13.46 445_10 445_10 ,~ '0; "" 0048 0,046 2851 0_03 4_18 ,~ 0069 .0_0217 -12,99 432_11 432.11 6.15 0,51 '" 0048 0.048 2851 G03 '" "" 0068 -O_D:XI9 .12,54 419_57 419.57 5.97 '" I '" 0,048 0_048 28.52 0.03 425 ,~ 0_066 .0.0202 -12_11 40746 40748 '" 0_48 '''' 0,042 0.046 2735 0.03 4,28 ''" "." -0.0214 -l2.82 394,84 3s.484 '" 0.47 .00 00<12 0043 25.8G 0.03 ", '" """ -00231 .13M 380.76 380.76 '" 0.45 ." 0.042 0.042 25,28 0_03 4.35 '"' 0065 -00232 .1J.91 """ "".'" '" 0.44 '" 0042 0.042 25.11 0_03 '" '" 00135 -cozu -1360 353_26 353.26 5.03 0,42 '" 0042 0042 25.05 0,03 4.41 '" "", -00220 -1319 340_07 340.01 ." 0,40 "'0 0042 0042 25.03 003 4.44 m 0063 -00213 -12,75 327.31 nUl ''" 0.39 I "" 0,042 0042 25_03 003 4.48 '"' 0062 -00205 -1233 314_99 J' ~08 ,-.; .'4,31 nITg:~ : "" 0042 0042 25_03 0"' 4.51 '''' 0,062 -00199 _11_91 303_08 '" 00<12 0.042 2503 0"' ,~ '" 0_0131 -00192 _11_51 291.57 ... \.57 _ It 1415 ~,35 L "" 0042 ,~, 25.03 om 4.58 '" "'" -00185 _11.12 28G45 a "280'45 - - 399 0_33 '00 ,~, 0.042 2503 ,,"' '" ". "'" -IJ0179 .10.74 2007l """ '" '" ,= 0042 0042 25.03 003 '" m 0059 -0,0173 .1038 259,34 259_34 .. ~ 1010 0.033 0_039 23_37 003 '" no 0058 -0.0194 .11_64 247_70 247_70 '" , I "''' 0.033 0_035 21.14 0.03 4.71 '" 0058 -0.0223 -1340 =" 23430 3.34 028 1030 0033 0_034 20_40 0.03 4_74 ,,, 0057 -00228 -13.65 220_63 22063 3.14 '" I ,~o 0,033 0.034 20,'5 '"' 476 ,~ 0,033 0.033 20.07 0-03 4.79 ,~ 0,033 0.033 2005 0,03 4.82 1070 0.033 0,033 20,04 000 '" 10BO 0,033 0,033 20,M 0-03 4BB '000 0.033 0033 ~~ 003 '00 "00 0033 0033 "'~ 0.03 4.95 "'0 0.033 0033 ~~ 0,03 4.9B 1120 0,033 0.033 "'~ 0,03 5.01 1130 0033 !l,Dl3 "'~ 0,03 ,~ 1140 0,03.3 0.033 20,04 0.03 "" "00 0033 0033 "'~ 0,03 5.11 '1S0 0,033 0033 20.04 '"' 5.14 1170 0033 0033 20,1)4 0,03 518 "'0 0033 0033 20,04 0,03 5.21 "'" 0.033 0,033 "'~ O.oJ 5.24 "00 0.033 0,033 "'~ 0,03 5.28 1210 0,033 0033 "'~ 0,04 5.31 "'" 0.033 0033 2005 '". 5.35 "'0 (I,OlJ 0,033 2005 '". 539 "" aOl3 0,033 20,05 ca4 5A2 "00 0.033 0,033 20.05 O~ 5.46 "'" 0,033 0033 20.05 O~ '00 1270 0,033 0033 20.05 O~ 5.53 "00 0,033 0033 X1,05 O~ '" "" 0,033 0.033 20,05 O~ '" "00 0033 0033 2005 O~ 564 1310 0033 0033 20,05 O~ 5.68 "'" 0.033 0033 2005 0,04 '" 1330 0,033 0033 20.05 O~ 5.75 "" 0,033 0033 2005 0,04 5.79 1350 0,033 0,033 20_05 O~ 56) "'" 0_033 0_033 20_05 O~ 'M 1370 0_033 0_033 20_06 O~ '00 "00 0,0:>3 0_033 20,06 O~ ,~ '''0 0_033 0_033 "'00 O~ 5_97 "00 0,033 0,033 0000 OM 6_01 1410 0_033 0,033 "'.00 O~ 6_05 1420 0_033 0.033 "'00 O~ .00 "'" 0.033 0033 20_06 0_04 6,12 1440 0,03) 0033 20_06 O~ 6,16 "00 ''''' 0022 13_37 0_02 8,18 1460 0,000 0_007 4,46 001 6,19 1470 0.444 0_150 00.26 015 6,34 "" 0"" 0.198 116,69 0,16 6,53 "00 0_000 "'" 39,63 '"' 6_59 "'" 0"" 00'22 1321 0,02 6,61 1510 0,000 0007 4AO 001 6_61 "'" 0"" '"" 1M ,000 6,62 "'" 0_000 0,001 0_49 0_00 6,62 "" 0000 0"" 0_16 000 ,." "00 0,000 0"" 0_05 000 '" "" 0"'0 0000 0_02 000 662 1510 0.000 0000 0.01 0.00 8,62 "" 0_000 0000 0.00 0.00 6,62 "" 0,000 0"" 000 000 6,62 '000 0000 0"" 0." 000 6,62 1610 0000 O~ 000 0" 662 '''' 0,000 0"" 0,00 0.00 "" '"'" 0,000 0"" 0,00 0" '" '"" 0,000 0"" 0" 0" 6,62 '"00 00'" "'" 0" 0'" 6.62 'MO 0"" 0 0.'" 000 6_62 1670 0_000 O~ 0,00 0" '" 1560 0,000 O~ 0_00 000 6.62 1590 0,000 0_000 000 000 6,62 "'" 0,000 0"" 000 000 6,62 1110 0,000 0 000 000 6,62 1720 0,000 "'" 0,00 000 '" 1730 0_000 0,000 0" 0,00 '" 1740 0_000 0"" 0" 0" 6_52 1750 0000 0000 0_00 0.'" 5_62 "'" 0"'0 0"" 0.00 000 6,62 1"0 0_000 0"" 0'" 0.00 '" 1780 0"" 0"" 000 000 562 "" 0"" 0_000 000 000 662 '"" 0"" ,"00 000 000 6,62 lS10 '"00 0000 0.00 000 6,62 '"" 00'" 0"" 0." 0" "" \630 0,000 0000 000 0,00 '" '~O 0,000 0"" 0,00 0" '" '"00 0,000 0_000 0,00 0.00 "" '000 0,000 0"" 0." 0.00 6_62 1610 0000 0" 000 0" 6_62 1660 0000 0000 0" 000 6_62 1890 0_000 '"" 0." 000 5_82 '"" 0_000 0"" '00 0." '" 1910 0_000 0"" 000 0" '" 1920 00" 0000 0" 000 6,62 1930 0000 0"" 000 000 6,62 '~o 0000 0"" 000 O,OC 6,62 1950 0.000 0"" COC 0,00 "" '''0 0000 0_000 000 000 '" 1970 0000 0_000 0.00 0.00 662 "" 0000 ''''' 000 000 '" 1990 0,000 0"" 000 0.00 .m I I I I I I I I I I I I I I 7,60 4670_66 43379 7_76 I I I I 0,056 -00224 -13.45 207_19 207.111 2,95 0055 -00218 .1308 194_'1 194_11 2,76 0055 -00'211 _12.87 181.45 161.45 2,58 0,054 <,,~ -1225 169,20 169_20 2_41 0_053 -00197 _11.B5 151_35 15US 2_24 005. _0_0191 -11.45 145,69 14589 2_08 '"" -0_0165 _11_07 134,62 13-462 1.92 0051 -00178 _10_71 124,11 124,11 1_77 0,051 -0,0173 _10_35 113_76 113,76 1_62 0,050 -0.0167 -1001 103,75 lro.75 lA8 ,"00 --1l0161 -968 94,07 94,07 ,~ 0049 -ll_0156 -." 84_71 84.71 \.21 0,048 --1l_0151 _9_05 75.65 75,85 '" 0048 -0,0146 --a.76 0000 00.00 0,115 OJ146 -ll0141 --a,47 56,43 5843 0,63 0_047 -00137 --a.19 50,24 5024 0.72 0,047 -ll,0132 -7.92 42,32 4232 0" (1,046 -ll,(l128 _7.68 34,55 34,65 0,49 0,046 -ll0124 _7.41 27.24 27_24 (1,38 0,045 -llonll _1.17 20_07 20,07 '" 0,045 -0,0116 ." 13T4 13_14 0,16 0,045 -ll01T2 -6_11 6,43 5A3 0" 0'" -0_0108 -6,49 000 000 000 0,044 -ll0106 -6.49 000 0.00 0.00 0,044 _0_0106 -6,411 000 000 000 0044 -ll_0106 -6,49 000 0.00 0.00 0044 .00106 -6,411 0.00 0.00 000 0,044 -0,0108 -6411 0.00 0.00 000 0_044 -00108 -6_49 0.00 0.00 0.00 0_044 -00108 -6.49 0" 000 0" 0_044 -0,0108 -6.49 000 000 O,CO 0,044 -00108 -649 000 000 000 0044 -0,0108 -6,49 000 000 0.00 oou -0,0108 -6,49 000 0.00 000 Oou -ll,0106 -5.49 0" 0.00 0.00 0.044 -0,0106 -6A9 0" 0.00 0.00 0_()4. -ll.D108 -6.46 0" 000 000 0_044 -0,0108 -6.48 0.00 000 0.00 0_()44 -0.0108 -6.46 000 000 000 0()44 -00108 -6_48 0." 0.00 000 0,044 -0.0106 -6.48 000 000 000 0.1)44 -Q.II2l!1 -13.17 "" '00 '00 0.044 -ll.0368 _22.06 000 0.00 000 0.048 0_1026 61.86 6156 61,66 0" 0.053 01455 87.211 14896 148.96 2.12 0.053 001211 7.77 15672 156.12 '" 0.052 -00)01 _18C3 \36_69 138,69 1_97 0.051 -ll()4)3 .25_95 112_74 112,14 '00 0_()49 -00466 _2794 ~oo 84,80 1.21 0047 -00466 -2187 56.63 56.83 0.61 O~' -ll.0456 .27_37 2946 29.46 0_42 0.044 -ll0443 .:26_58 ,,, 2,88 O~ 0044 -ll0442 -:26.52 000 000 0.00 0,044 -ll.0442 -:26.54 000 000 0.00 0,044 _004.2 _26_54 000 0" 000 0,044 -ll_0442 -:26,54 000 0." 000 0044 --1l.0442 -26.54 000 0.00 0." 0,044 -0()442 _26.54 000 000 0.00 0.044 -0_0442 _26.54 000 000 000 O~. -0_0442 -26.54 000 000 000 0044 -0_0442 -26.54 000 0.00 000 0_044 -0_0442 .26.54 000 000 000 O~. -ll_0442 -"" 000 000 000 0044 -ll.0442 _2'6_54 000 0.00 000 0,044 _0.0442 .26_54 000 0" 000 0044 _0.0442 -;>6,54 000 000 0.00 0044 -ll0442 ";>6,54 000 000 0.00 0.044 -ll.0442 "26.54 0.00 0.00 000 O~. -00442 -26.54 0.00 000 000 0.044 -0_0442 _25_54 000 000 000 C,044 -00442 _26_5. 000 000 000 0044 -0_0442 -26_54 000 000 0.00 O~. -0_0442 -"" 0.00 000 0.00 0044 _00442 .:2ll_54 000 000 0.00 0,044 -0.0442 _26_54 000 000 000 0044 -ll,0442 _26_54 0.00 000 0'" 0044 -00442 _:26.54 000 0.00 000 0,044 -0,0442 _26.54 000 0.00 000 0044 -0,0442 -2854 000 0.00 000 0.044 -0,0442 .28.54 000 0.00 000 0,C44 _0,04.2 -28,54 000 0" 000 0.044 -0()442 -28,54 000 0'" 000 '"" -0.0442 -28,54 0." 000 000 '"" -0.0442 -26,54 000 000 0" O~. -ll.0442 -2654 000 0.00 0" 0044 -0_0442 -26_54 000 000 000 0,044 -00442 _26_54 0.00 0.00 000 O~, -00442 -26_54 0" 0" 000 0044 -o.tl442 -26_54 000 000 000 0044 -ll.0442 -2654 0" 000 000 0,044 -0,0442 _26_54 0.00 0.00 000 O~. -0_0442 -26_54 000 000 000 0.044 _00442 -;>6,54 000 000 000 0044 -00..2 -2654 000 000 0.00 0(\44 4:10442 _2fl_54 '.00 0" 000 0044 -0.0442 _26,54 0_00 000 000 '" ", '" 00' '" "" "0 ", "" "" '" '00 '" ", '" '" '" ,~ '" """ '" '00 '" ". 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'" '" '" '" '" '" '<0 '<0 ,<0 ". ,<0 '" ,<0 '" ,<0 ,<0 '" '" '" '" 0_25 023 O~ 0" 0.19 0.17 0_16 0.15 0.13 '" 0,11 010 0" 0" 001 O~ 0_05 O~ 0_03 0" "" 0_01 0.00 0.00 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00 000 000 0.00 0.00 000 0.00 0.00 0.00 0.00 ,." 0.00 0.D7 0.16 0.19 0.16 0.13 0,10 0,07 0,03 0.00 000 000 0.00 000 000 000 0.00 0.00 0.00 000 0.00 000 0.00 0.'" 0.00 0.00 0.00 000 000 000 000 0_00 0.00 0.00 0.00 0.00 0.00 000 0.00 000 0.00 0.00 000 000 0.00 0.00 0.00 000 000 000 0.00 000 ,." 0.00 1'11/ /~2- " " ,., " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " " ., ., " " " " " " " ,., " " " " ., " " " " " " " " " " " " " " " ., " " " " " " " " " " ,., " " " " " " " " " " " " " " " PRE.SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I 1.60 1.40 1.20 g 1.00 .s 0.80 0. ~ 0.60 0.40 0.20 0.00 -100 0.350 0.300 Vi 0.250 u.. 2. 0.200 3= 0.150 o u.. 0.100 0.050 0.000 ,---- -100 100 Center Infiltration Pond Depth 300 700 500 900 1100 1300 1500 Time (Minutes) Center Infiltration Pond Inflow and Infiltration Rates 100 IV /~z... ~ Pond Depth ~ Max Depth ~ Runoff . Infiltration 300 500 700 900 1100 1300 1500 , Time (Minutes) PRE.SUBMITTAl REeD MAR 5 2010 I ';" 'J-)!; f(2.- I I I 000 000 000 '" 1l.04~ 0.??oo 0.00 0 000 0.00 " " 0.= 0= 000 000 0.00 "" 0.044 -0.0442 .26.~ 0.00 000 000 " I " ,= ,= 0,00 '.00 0.00 "" ,,~ -IJ0442 .26,54 000 0.00 000 '00 " " 0001 0.= 0.28 000 '.00 '" 0,044 -00436 .26.27 0,00 '.00 .00 '00 ,., " 0.007 0,003 1,61 000 0.00 '" ,,<< -00412 _24.13 0.00 0.00 .00 0.00 " 00 0.012 0.007 4.49 0,01 0.01 '" 0,044 -00368 -22.05 0,00 000 '.00 0.00 " 00 0.016 0012 7.21 0.01 0.03 '" 0044 -00322 -19.34 000 0.00 0.00 '.00 " " 0.020 0016 959 000 O~ "" 0044 ..0-0283 -16,95 '00 0.00 .00 '00 ,., 00 0,022 0,019 11.60 000 '.00 '" 0044 -00249 ..'4.94 '.00 000 '.00 0.00 " I 00 0025 oon 13.28 '00 0" '" 0.044 -0.0221 ..1328 0.00 000 0.00 '.00 " '00 0,027 0024 14.69 0,03 0.12 ~, o~ _0.0197 ..1165 '.00 000 '00 '.00 " '" 0036 0029 17.35 0,03 0.15 "" 0044 _0.0153 .919 0.00 000 000 '.00 " "" 0,038 0034 20.46 o~ 0.19 '" 0044 -0.0101 -llO6 '00 0.00 000 0.00 " no 0,040 0,037 7230 o~ 0" "" 0044 -0.0071 -425 '.00 000 .00 '.00 " '" 0.041 0039 23.56 o~ 0.27 ~, (H144 -0.0049 _2.00 000 000 '00 .00 " '" 0.042 0,041 2457 0,05 0.31 '" 0,044 -0,0033 -1.97 000 0.00 0.00 0.00 " I "0 01).014 0.042 2539 0,05 o.~ '" 0044 -00019 -1.\5 '00 000 '.00 0.00 " '" 0.054 0.046 27.69 0,05 0.41 '" 0.044 0.0022 '.31 1,31 1.3\ ." 0.00 " '" 0.055 0.052 30.97 0.00 047 '" OJI45 00011 4.24 555 5.55 O.OB 0.01 " "0 0.056 0.054 32.44 000 0.53 '" O,Q.l5 0,0092 ,,, 1107 1107 0.16 0.01 " "" 0.057 0.056 33.31 0.00 000 '" 0.Q.l5 00103 6,19 17,26 17.26 0.25 'm " ". 0.057 0.057 33.93 0.00 0.65 '" 0,046 0,0110 6.69 n65 23,85 '.>0 0.03 ,., '" 0,058 0.057 R43 0.00 071 '" 0,048 (1.0114 'M 30,71 30.71 0.44 o~ ,., I no 0,009 0.061 36.62 000 on '" 0,048 0,0149 '" 39,65 39.65 0", 0.05 ,., '" 0,069 '.000 39.64 0,07 O.M '" 0.(147 00193 11.56 51,23 51.23 0,73 0.00 ,., '" 0,070 0.c169 4t.t2 0,07 0,91 '" 0,0<18 0,0207 12.43 63.65 63.65 0.91 0.00 " '" 0,070 0.070 41.77 007 0'" '" O,Q.l9 00211 \2,65 76,31 76.31 '00 '''' " '" tl071 (1.()70 42.19 007 1./15 '" 0049 00211 \264 B895 88,95 127 0.11 " '" 0071 0071 42.51 0,07 1.12 '" 0050 00209 12.54 101.49 101.49 1,44 0,12 " "0 0,084 0075 4524 0,07 1.19 '" 0.051 0,0248 14.76 11625 11625 1.65 0.14 " I '" 006'1 0.081 4676 0,06 \.27 '" 0052 0,0295 17.70 13395 133.95 1.91 0,16 " '" 0,065 0064 "" 000 ,>0 ,,, 0.053 00307 16,42 15237 152.37 2.11 0,16 " "" 0,065 0065 50.73 000 \.42 M' 0.054 0.0307 16.39 17075 17075 2,43 0." " '" 0066 0065 51,07 0,08 1.49 '" 0.055 0.0302 16.10 18667 186.67 2.69 0." " >00 0.066 0.066 51.30 0,07 \.57 '" 0.056 0.0295 17.72 20059 200.59 '" 025 " '" 0.100 0.090 54,22 000 1,65 '" 11057 0.0332 19.95 226,54 "''' '" 0.21 " '" 0.100 0,097 56.04 0,06 1.73 m 0,056 00383 22,97 249,51 24951 3,55 0." " '" 0,100 0.099 59,43 0,06 1.61 '" 0000 00392 2354 273,05 27305 3.69 0." " I '" 0.101 0.100 59.99 006 1.89 '" 0001 0,0366 2329 29633 2ga,33 ." 0.00 " "" 0,101 0.100 60,27 0,06 '.00 '" 0063 00360 22.77 319.11 319.11 ." 0,36 " .00 0,101 0.101 60.45 000 '" '" O~ 0.0369 22.17 34127 341,27 '" 0,40 " '" 0.143 0.115 6B.9O 0." 2.13 '" "., 00493 "" 370,65 370,65 '" 0,44 " ." 0.143 0.134 60.13 0,10 '" '" ,,'" 00657 3941 410,25 410,25 ,... 0,49 " ." 0.143 0.140 63.99 0,10 2.32 '" 0070 Oooga 41,76 452,03 452,03 6,43 0." " ." 0.\93 0.159 95.25 0,11 242 "" 0073 00653 5120 503,23 50323 7.16 .." 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" '" 0.CKl5 OOB9 5967 000 '" 1482 "'''' <0000 -12,39 124266 1242.66 17.69 1.47 " ,., 0.096 0097 56.09 000 ,." 1471 0119 -00224 -1343 122944 122944 1750 1,46 " '" 0"" 0.096 57.57 000 'M "" 0.116 -00224 _1342 1216.02 1216.02 17.31 1,44 " '" 0.096 0.096 57,41 ". 3.86 '"" 0.117 _00216 _1307 1202.96 1202,98 17.12 1.43 " I '00 0,096 0."" 57.36 000 3.72 1440 0.117 -00210 -12,62 \190,)4 1190,)4 \6.94 1.41 " 000 0.096 0096 57.35 0.04 '" 1430 0116 _0.0202 _12,15 1176.19 1116.19 16.n 1.40 " '" 0.096 0.096 57.36 004 3.80 1420 0.115 -00195 -1166 1166,51 1168,51 16,61 1,311 " '''' 0.096 0"" 57.36 '" 3.64 1411 0,114 -00167 _1\.24 1155.27 1155.27 1645 1,37 " '"" 0.096 0.096 57.37 0.04 3.86 '"00 0,114 .0 OHIO -10,80 1144,47 1144,47 16,29 '" " ..0 0"" 0"" 57.36 000 3,93 ,,~ 0,113 -0,0173 _10,39 1134,06 1134,06 18.14 1,35 " '" 0078 0.090 53.91 '" ,~ 13113 0-,112 -0.0222 _13.34 1120.75 ll2IJ.75 15.95 ,~ " I ,., 0.078 0.062 49.28 '" 4.00 "" 0.111 -o.02El8 _17.29 1103.45 1103.45 15.71 1,31 " '" 0,078 0.080 H.74 o.~ 4,04 1355 0.110 -o03a2 -1613 1085,33 108533 1545 1,29 " 1341 . 1,27 '" 0078 0076 47.06 0.04 4,11 1327 0.107 <~ _17,43 1049.96 1049.96 1495 1,25 " '" 0.078 0.078 47,01 004 4.14 1313 0.106 -00261 -1663 1033.13 1033.13 14,71 1,23 " n. 0,076 0.078 47,00 o.~ 4,18 '''''' 0,105 -00270 -1822 1016,91 101691 14,48 1,21 " n. 0.076 0,078 47,00 000 4.21 1266 0,104 <.??oo -1562 1001,29 1001,29 14,25 1.19 " no 0.078 0,078 4700 0.04 4.25 1276 0,103 -00251 -15.04 986,26 98626 14.04 \.17 " I ," 0,076 0,076 47,00 o.~ 4.29 "" 0.102 -00241 _14.46 971.78 971.78 13.83 1.15 " '" 0,078 0076 47,01 0.04 4,33 1254 0,102 -00232 -1394 957,64 957.64 1363 1.14 " "" 0,076 0,076 47.01 0.04 ." 1243 0.101 -0.0224 _1342 944.41 944.41 13,44 1.12 " no 0062 0,073 4375 0.04 4,40 1231 0,100 -0.0256 _16.07 926.34 928.34 13.21 1.10 " '" 0"" 0.000 3940 0.03 4,43 1215 "'" .00326 .19.67 90067 908.67 12.93 I.OB " '" 0"" 0,003 37.95 0.03 .., '''' 0.097 -0.0339 .20.35 8BB.32 896.32 "" 1.05 " .00 0,062 0."" 37,47 0.03 4.50 ".. 0"" -00334 .2007 1166.26 866.26 12.38 \.03 " I ." 0."" 0,002 37,31 0.03 4.53 1186 0.095 -00325 .1949 84677 646.77 12-06 \.01 " '''' 0."" 0,062 3726 0.03 .~ 1154 0.093 -00314 .1663 629.93 82993 11.81 098 " ." 0."" 0,062 37,24 0.03 4.59 \\40 ."', -00303 .18,17 811.77 611.n 1156 ." " ." ."" 0.062 37.24 0.03 4.63 "" 0.091 -(l02l12 -17,51 79426 794,26 11.31 ,,~ " '" 0."" 0.062 37,24 0.03 .., 1113 0.090 -00281 -16,88 77738 '77736 11,07 0.92 " ." 0.062 0.062 37,24 0.03 4.69 1101 0.089 -0,0271 -16,27 761.10 761.10 10,63 0"" " '" 0.062 0.062 37,24 0.03 4.73 1069 0066 -0,0261 .15.88 745.42 745,42 10,61 OM " I '" 0.062 0.062 37.24 '" 4.76 1077 0.067 -0.0252 -15,12 730.30 730,3(1 10,40 0,61 " .'" 0.054 000<> 35.72 003 4.79 '00' 0.086 -(l,0267 -1605 714,25 71425 1017 0" " "'" 0.054 ",,, 33.69 003 4.83 "''' """ -0.0291 -17,43 696,62 896.62 .." 0" " '" 0054 0055 33,01 0.03 .~ "'~ O~ -00291 .\7.46 671U5 679.35 9.67 OB1 " "" 0.054 0.00<> 32.79 0.03 4.69 1025 0,063 -00284 .17.05 562,29 00229 9.43 0.79 " "" 0.054 0056 3272 ", 4.92 1013 0082 -00275 _16.53 645.77 645.77 919 0.77 " "0 0,054 0,054 3269 0.03 .~ 1001 0,001 -00268 _15,96 629,81 629.81 8.97 0.75 " I '" 0,054 0,054 3268 0.03 4,99 "" "00 -00257 _15.41 614.40 614.40 6.75 0.73 " "" 0.054 o.~ 3266 0.03 '" "" 0,079 .00246 .1486 599.53 599.53 '" 0.71 " '" 0.054 0.054 32,68 003 '00 00' 0.D76 -0.0239 .14,34 56.19 566.19 -- '~TAr"-"'D '" 0.054 0.054 32.69 0.03 5.09 '" 0.078 -00231 _1384 5731111 571:36 IJ1I1,ll.13 0.68'''.'51 '" 0.054 0.054 32.69 00-3 5.12 ~, 0.077 .00223 _1335 55801 , 558.01 111"'7.94 ~6B ,1.-,..t,5 ,= 0.054 0.054 32.69 0.03 5.18 '" 0.076 -00215 _12.68 545.12" 545.12 7,76 065 " 1010 0.044 0.051 30,51 0.03 "" ." 0075 -o,OZ42 _14,53 53059 530.59 7.55 063 " I "'" 0.044 0.046 2760 0.03 '" "" 0074 -oOZ61 -18.83 51376 511761111 7.31 5 '061 In " 1030 0.044 0.044 "'.. 0.03 '" '" 0073 -oOZ66 -17,16 49656 496:"""1." 7.07 (il!i9/l,I " ------------------- o " i~~i@i~~~i~~~~~~~~~@~~~~~~~~g~ii~~i~~~~~*~~~~~~~ "~"'~""""."."-E""-~""-"""-"-"""""""---- o 8~d ~~~~08~OdC~*o~o~ ~d~~~~~o88~dg~~~~o88~~~g& ooooooooooooooooooooooooooooooooooopoooooooooopo ii~iE~~i~i~iiiiiiiiiiiii~iiiiiiiiiiiiiiiiiii~iii ~~~~~~888~8g~~g8~~~8888888~88~~8~8~88888~~8~~~~~ ~~~~~~8i~~~~~~~~i~~~iiii~~~~~~~~~i~ii~i~~~~~i~~~ ~@~~~~~~~~~~~~~~~~~~~~~~ii~~~~~~~~~~~2~~~~~~~~~~ o ~ WO~~~~~~~~~~~~~~~AAA AAAAAAAA....A...AAA. 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Center Infiltration Pond Depth 1.60. 1.40 1.20 g 1.00 oS 0.80 Co ~ 0.60 0.40 0.20 0.00 -100 ~ Pond Depth ~ Max Depth 100 300 500 700 900 1100 1300 1500 Time (Minutes) Center Infiltration Pond Inflow and Infiltration Rates 0.450 0.400 0.350 en 0.300 u.. () 0.250 - :: 0.200 o u: 0.150 0.100 0.050 0.000 -100 ~ Runoff . Infiltration c-- .. f ...L ..--::. .,;- ..,......-- . ,-- , -,-- , , , , , , 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE-5UBMIITAL RECID MAR 5 2010 I 2-% !;a<tRESUlT~(eI1lLW 'ell., o...lgnRlJlK>1f ~o.n I :'t;~TU~; .~~~ ", l>':V"'S,'i"L1>..v, .-''',; 1.llO:',--.-.;.J I I '" "'''' "'" ." '" O.~4 . .." ." '" .."'" ."'" . ." ." '" 0,0014 .40442 -" .'" '" ~ ."'" .."'" .'" .'" .'" '" 00<14 -0,0."2 .265<1 .'" .'" .'" I '" 0003 0,001 0.65 .'" ..'" '" 0044 .(10432 -2589 .'" .'" .'" " 0.010 "'" ,,, 0,01 (1,01 '" 0044 -0.0393 .231X1 ." ." ." " 0.019 0,011 6.31 ." ", '" 0_1)44 -00337 .2{)23 ". ." .." " 0021 0016 '" ", ." ~, .... -1),0285 .17.06 .." .'" ." 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Infiltration r-- J , -I .--"". -- /"" . , , 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE-SUBMITTAL REC'D MAR !i 2010 I 2(:"'/ Infiltration Pond Sizin S readsheet Pro"ect: Basin 2 100 yrslorm '~L -RESULTS;cl,.- DesiGn Runolf ~'Tii:5'i~ I ACTUAL MAX 1111 ,'~~ ,Wo9;$::B'2.l111">', ,._'! 'r, ftlsi",_-,~,,~ 1\ ,"a:l:5~ I Time Dr Cone. mln J.r~O.42'.:4'" Toe CIlculOllon Melhod .....'" 100.0 "!.i~: " I ,,, '" 1'1 ,,, lOl "I '" '" (10) (10) (IIJ (lib) ~{12J 1""''''''''''taI Inaemenl.1 Cumul~rive ""OIilonlal ~ tnn(>W_ lnet.me",-I Stored &.~ Cumu~e Cumu.......e . ,Ma. TIme CHign ,"- """" 0"" Wflll""~,'" M_ ""- 111ft__ VOlume ,- Depth:. ,,",. AlloWable Runoll. VOlum. lna.... lna...>> (lolftOW' .'O.wlh m.. " "cr; " '" '" " Icl. " ~, " " " ; , '''' 0000 '" '" '" ,., 0044 '0000 ,,, ,,, ,,, ,,, ,,, " 10 '''' ,'" '" ,,, ,,, ,., ,~. .00442 .'2654 '" '" '" '" " I " '''' '''' '" '" '" ~, 004~ -004.2 .16$4 '" '" '" '" " ~ '''' '''' '" '" '00 ~, ,~, .(10425 .2549 '00 '00 '00 '00 " " 0013 ,." 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I I I I I I I I I I I I I I I I I I I '2'i1'> ?~2..- ----.---.-~--------- --~--_.._-- ...---~------_________.___ .___. m_~________....__ 2.50 2.00 - .... ~ 1.50 .r: .... a. m 1.00 o 0.50 0.00 -100 ---"I Center Infiltration Pond Depth -.- ! --T- I \__...._---1--__________.-_ ._~...___u_._ . i --------------l ~ Pond Depth i ; I I' ! I! , ..- Max Depth L.j i ,.-------1- I 100 300 500 700 900 1100 1300 1500 r---'---"-- _.~- '""--.. -.--.----...-.-----.-------....------.-... -" -------.------..--__.~_________~____u____ __ __ _ ..__...____ _______________...____. Time (Minutes) 0.100 m-_i-_-- 0.000 -100 0.600 0.500 Vi 0400 u. i 0.300 o u:: 0.200 Center Infiltration Pond Inflow and Infiltration Rates -T- _ ______...._.....-.__..u u__ .__n__ ______ _ __.____.._____________....__________.._______ --- -----r--o---- ---- ____m_ ___:=-R.unoffl._ . ! , . Infiltration i L__ ___, _.n._.__..._._._.._.__; ; .----............. .....----...- .n ._____._______ .m... .n.m _'.._ _.m__+___ , I .___L_ ! - - -> .~. ._._ .___~u ___________._._._._._ __~...___._..n_... ..~..____ _____.~ ___ -- --.-_.._-~._-----_._-_.._----.-_.._. ._._----~-----.- 100 300 500 700 900 1100 1300 1500 Time (Minutes) PRE-SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I Circular Channel Analysis & Design Solved with Manning's Equation ?-<:,1/ /'-1 L- Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 1 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . Slope. . . Manning's n.. Discharge. 0.50 ft 0.0100 ft/ft 0.013 0.44 cfs Computed Results: Depth. . . . . . . . . . . . . Velocity. . Flow Area. . . . . . . . . Critical Depth. . . Critical Slope.... Percent Full. Full Capacity. QMAX @.94D........ Froude Number. 0.33 ft 3.16 fps 0.14 sf 0.34 ft 0.0096 ft/ft 66.68 %- 0.56 cfs 0.60 cfs 1.03 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 PRE.SUBMITTAL REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I 3% tfz.- Circular Channel M1alysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 2 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . Slope. . . . . . . . . . . . . Manning's n....... Discharge. . . . . . . . . Computed Results: Depth....... ...... Velocity..... . Flow Area. . . . . . . . . Critical Depth. . . . Critical Slope.... Percent Full...... Full Capacity..... QMAX @. 94D. . . . . . . . Froude Number..... 0.50 ft o .0100 ft/ft 0.013 0.4.4 cfs 0.33 ft 3.16 fps 0.14 sf 0.34 ft 0.0096 ft/ft 66.68 % 0.56 cfs 0.60 cfs 1.03 (flow lS Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 PRE.SUBMITTAL RECIO MAR 5 2010 I I I I I I I I I I I I I I I I I I I Circular Channel Analysis & Design Solved with Manning's Equation 0\/ /'tL Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 3 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . Slope............ . Manning's n....... Discharge....... . Computed Results: Depth. . . . . . . . . . . . Velocity......... . Flow Area. . . . . . . . Critical Depth... Critical Slope... Percent Full...... Full Capacity..... QMAX @.94D........ Froude Number..... 0.50 ft 0.0100 ft/ft 0.013 0.37 cfs 0.30 ft 3.05 fps 0.12 sf 0.31 ft 0.0088 it/ft 59.28 % 0.56 cfs 0.60 cfs 1.08 (flow is Supercritical) Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 PRE-SUBMIllAL REC'O MAR 5 2010 I I I I I I I I I I I I I I I I I I I 3'2..-/ /7'L- Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 4 Solve For Actual Depth Given Input Data: Diameter. . . . Slope. . . . . . . . . . . Manning's n. . . Discharge. 0.50 ft 0.0102 ft/ft 0.013 0.36 cfs Computed Results: Depth. . . . . Velocity. . . Flow Area.... Critical Depth. . Critical Slope... Percent Full... Full Capacity. QMAX @.94D... Froude Number. 0.29 ft 3.06 fps 0.12 sf 0.30 ft 0.0087 ft/ft S7.87 % 0:57 cfs 0.61 cfs 1.10 (flow is SupercriticalJ Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 PRE.SUBMITTAl REC'D MAR 5 2010 I I I I I I I I I I I I I I I I I I I T? -:{/2.._ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 5 Solve For Actual Depth Given Input Data: Diameter. . . . . . . . . . Slope. . . . . . . . Manning's n....... Discharge. ........ Computed Results: Depth. . . . . . . . . Velocity......... . Flow Area. . . . . . . . . Critical Depth. . . . Critical Slope.... Percent Full.. Full Capacity... . . QMAX@.94D.. Froude Number. . 0.67 ft 0.0100 ft/ft 0.013 0.73 cfs 0.37 ft 3.62 fps 0.20 sf 0.40 ft 0.0078 ft/ft 55.60 % 1.22 cfs 1.32 cfs 1.16 (flow is Supercritical) { " Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 PRE.SUBMiTTAL RECIO MAR 5 2010 I I I I I I I I I I I I I I I I I I I Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: East Side Baptist Ch Comment: pipe 6 Solve For Actual Depth Given Input Data: Diameter. . Slope. . . . . . . . Manning's n....... Discharge. . . . Computed Results: Depth. . . . . . . . . . Velocity......... . Flow Area. . . . . . . . . Critical Depth.. . . Critical Slope. Percent Full... Full Capacity..... QMAX @. 94D. . . . Froude Number. . 0.67 ft 0.0100 ft/ft 0.013 J..10 cfs o .50 ft 3.93 fps 0.28 sf 0.50 ft 0.0100 ft/ft 74.05 % 1.22 cfs 1.32 cfs 1.00 (flow lS Critical) 3~2.- Open Channel Flow Module, Version 3.42 (c) 1991 Haestad Methods, Inc. * ]7 Brookside Rd * Waterbury, Ct 06708 PRE-SUBMITTAL REC'D MAR 5 2010 ~ S1rAOHddr AON3Dr tuJl~S' JloJllll[ulo~ . 1I0n'lJodaou.!.. Wtl10l1llS . '!!AI:J ~ Nlt7d NOIlJ70W30 moa'!uJ.I;I:ltIJllugq"uv:S'.IUUL ~ g 0 i:: ~ NOI1l0NO:J DNIlSIX3 l.L~~-6lJ. (c~) ~ ..., '" "- ~ -' ~ Cl ~ >-' " ~ '" , ~ WOlldW:JS30 IOSl.ft lIo2aJ() 'ouPS LtlIO-9tL(ItS} ill i!l "" ~ Ollilfl!S LLtUlloJa.lll'Pla!jJap"ds ~ NOD3lJO 073/JDN/lJdS ':u!.1SflIlWIlllDII:JUI l~S1fU!.,lOlt ~ - f~U 3nN3A V' 7V'/:JlJ3Y'1Y'10:J flj76'F" atl!JJO mafVS 8.1a)IVIlb1l8aU H:JlJnH:J 1 SIl dV'B 30'S 15V'3 ~~ :;; l::l I-Q::c:. 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I TYPICAL VA" /!SlGNAr-EATICAD ACCESSIBLE OF EACH SPACE MCUfl80TTOMOF WHEELCHAIR SIGNS AT S~" 01- J" USER ONLY ~~I'E:IDITAr ","~U/i""""" _ WHEn STOP TYPICAL "" ,=-, --'- ~". I 0.9' 'I T @ 1"-- - !I ~ Nit / " - "'.--- '"-~-","-,~-,' '-- ~;=../ " ~ ~ - 8 ~ b c - -I "~. I ,',," 1"'= COMPACT SPACE STANDARD SP'!'CE @P~G SPACE DETAIL " TYPICAL TEXTURE \ PAI'FMDIIT STENCI.. ImTE L:t.UfBACK6ROI.N>AMJBUE_ P.A'lTERN k TRUNCATED PANrED aRB OPTIONAL (JiJ ~~ltfE.,!!ETAIL tfiY!1;~,R,,\'fP PARKING SPACE DETAIL ~AR~.IIMHCl.E. """",O'" \ (::./. ,C:~"""A'" DRAINR/SERP/PE RO!H}6RATE~ (4"TliCK~E <~o \ -~ \ ~ ~ S" TO ~. SEWER ---./ ANODRAWRE:.OIJCfR '-- '[1/4" BE:.MJ SEWER AND ~ DRArJELBOW - r:~OSTOO'" r-l SElI'ERAND '1 MJ '" ",.un' - .;.. () '" ~ y>' '-- COMPACTED CRUSfED ROCK ROlN) GRATE 't77H ~ AM) DRAN aaolf 1..1 () /t/2-- ~ STRAIGHT CUIB SECTION SITfPAVrJ(]rSJ..OPf:TO f~~f.PSj ORAINPERcrRADING ,6" 4PAVINfiPLANJ"\ a r-- 'r~WALKOR ~ 12" \ ToP SOL ~. IIIIIIIIIIIIIIIIIII!II~ s;p;;-' ~'*'~\~~:! ~~~ ~~it/$/&%J~tf! %:;;'~'~y '~*'"\~~ ~<2:.<<>$<i!<~if>.~~ ~~~ ~<\<<~<<<~~)'/" ~OCEP~~I'E:. ~~~'.%rOCfP:1'r'lOTI-fCKPC. 6" FROAI FACf: OF ClF1J. AT b--o"MIIX CONCRETE Sllfll'ALK o C!ll'JSmUCTJOI{fll'm~ Il1TH BROOIAFHSl! IIZORAlJUSr I GHOlJI:SOFPCUI ~ ,. .1' "'.' "_ ,,;''::' '. ""..':<,1 ~~ /2""- "7~ ,,-rS1314"-rOICJ/f.IStCfJ R~~ :-:-~..:_ '...< ;.' :'-.- :"8 Z ~ ;'j. ..~ -r:J\ COIf'ACTfDAT93I "~IQ~ ;, I...,,' J RilATMCOIf'AC7U1 . Vl ~~~~~~~"'<2 M<UmffiOC'" ~'<<'<<.~ ~! -/~/>:.v'>>/;::::,/,,:.:: COAf'AC7EOsa>GRAlJE -h,'/;:::;'/}::\.;;'>-."?';.''''''-y" ,J ASPERl3ErrrE~ o~ o//OCRVATION ~9.-l-12'...j SECTION a-a SECTION bob 5tJ8-GRAOE COMPACTED CRUSHED ROCK PEROETALffi \Kl IrX6"0PENI/G ~ FOR DRANGE: AT~ r- I '"~ fI" il SECTION a-a @fENf.AL CURB DETAIL APf'ROXM4TE 4'-0' USEAASHro"..Z'l8,TY/'[N. ALKYD-RESI-ITYPE: rDR APPROVED A.lTERNAffi TO ~ I.INAUt II'ET FLM 1'IfCX/oESSOFls.w.Sra_ (J;)~D ARROW 8'-0" ll'A!J{OOClRJl f'- h- LZ'TYP. 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OoJ ~, ~ .. - '" " " '? - - ~ , o ...;:5;5 ~~~ ~". ~oj. o:~~ ~ ~ ~ ~ ~~ ." ~~ ~ ~h ~~~ """ ~ E:: C..;i ~ ~ ~ ~~ "-'~ ~: ~~ to ti ~ . o i~ ,~ ~:~ ~g... 8i~ ~~ " <e ~~ ""....a:'" "'VI:i.... ~m<o~ ~~~a - - - pi U U-li c.: --' ~ ~ IOCl ==>> c.n . u.JI ICl:: 0.. sa = <--J tn 0:: <( ;:;;; <0 t:: ~! ;: ~i ~ ~; ,~I I ~ ~ ~ ..... C..;i ~ ~ ~ ~~ ~~ ~~ .~ - 'z - ------------------- <;;;"",-Il\ 10 '(r " I.~ 2.0 ..... -' -' <( w... z :< ""'Cl a: ;:::0 n-l . os: U> :r> c= CO ;;0 s: <:n ;=1 I'> ~ = ;::c - = rn ('") d L :J o .c. "- U) .1,07 Clli,~ .c.- gl.O .- 0.9 . ~ 0.8 Vl 0.7 Z W 0.6 I- Z 5.0 4.0 3.0 0.5 0.4 0.3 0.2 0.1 RAINF ALL INTENSITY - DURA nON - FREOUENCY CURVES 4 5 6 7 8 9 10 15 20 25 30 40 50 60 70 80 100 RAINFALL DURA nON. Minutes Zone 7 150 200 300 400 100 Yr-. 50 Yr-. 25 Yr-. 10 Yr-. 5 Yr-. 2 Yr-. ...\ ~ ~ I I I I I I I I I I I I I I I I I I I Branch Engineering J Inc. Salem Engineering Office (503) 779-2577 147 Commercial Street NE, Suite 10 Salem, OR 97301 Principals M. Lane Branch, PE Damien Gilbert, PE Renee D. Clough, PE, PLS Rene' Fabricant, PE, SE Ronald J. Derrick, PE, GE James A. Branch, PE, PLS Corporate Headquarters (541) 746-0637 31 0 5~ Street Springfield, OR 97477 www.BranchEngineering.com August 3, 2009 Mr. Len Arnie East Side Baptist Church 4045 Commercial Avenue Springfield, Oregon 97477 RE: INFILTRATION TESTING RESULTS 4045 COMMERCIAL AVENUE SPRINGFIELD, OREGON " Introduction Branch Engineering, lnc (BEl) has performed oncsite testing for the purpose of assessing the rate of storm water infiltration in the near surface soil conditions. A previous geotechnical investigation report dated June 4, 2009 has been prepared by BEl for this site. Field testing for this infiltration study was conducted on August 3, 2009. Project Location and Description The proposed project is to consist of developing the paved parking areas for the associated new sanctuary building to be constructed on site. The site is relatively flat and is currently covered with grass. Site Exploration The scope of the field work consisted of advancing two (2) exploratory hand-auger borings on August 3, 2009, one (B-1) at the west corner of the property straight out from the rust baseline of the baseball field, and the other boring (B-2) in the southeast portion of the property. The soil in the borings consisted of silty clay with rounded gravel; a more detailed description and deeper logging of the soil stratigraphy is provided in our previous geotechnical report. The depth of tbe band-auger borings was dictated by refusal of the auger in the gravel. Subsurface Soils and Geology PRE-SUBMITTAL REC'D MAR 5 2010 The near surface soils within the project area consist of Pleistocene age unconsolidated to semi- consolidated alluvial terrace deposits of clay, silt, sand and gravel from lacustrine and fluvial environments. The NRCS Web Soil Survey maps the east side of the site as part of the Oxley- CIVIL STRUCTURES TRANSPORTATION GEOTECHNICAL SURVEYING East Side Baptist Church - Infiltration Testing Project No. 09-060 From our previous site investigation, ground water was encountered between 4.5- and 6-feet I below the surface. Well logs from within one-half mile of the site indicate that the depth to ground water in the site vicinity ranges from 9- to 17-feet. I Inmtration Testing I Based on our field-testing, the near surface vertical hydraulic conductivity varies from 0.6- to I A-feetlhour at the two locations tested. The analysis and infiltration test results are presented I below. The rate of infiltration for a soil of given permeability is primarily dependent. upon two factors, I the area over which infiltration occurs and the pressure head. Using the following vadose zone equations, an estimated vertical hydraulic conductivity and rate of infiltration is presented in I Table I. A factor of safety has not been applied to the calculated hydraulic conductivities. I I I I I I Vj=Ki where: Vi is the rate of fall in the water height i = Hw + Lf - h r _ _-:!",1(; - - - Lf K is the hydraulic conductivity i is the head loss Lf is the depth of the wetting front Hw is median water height V wt is the total volume of water infiltrated fis the fillable porosity (assumed to be 35%) Lf= Vwt_ Axf q = KiA q is the average rate of water infiltration (vo lume/time) A is the infiltration area her is the critical pressure head of soil for sidewall wetting (assumed to be 0 inches) (Bouwer, 1978) I The soil material is assumed to be laterally homogeneous and sidewall (!nfiltrationr, is Negligible as 1. d . d ~ . f h . fil d rl<\:-\)UPIVIII /'U. 1\1;:... ... I a p astlc stan pIpe was use lor contamment 0 t e water III trate. . MAR 5 2010 I I I I Summary of Field Infiltration Test Results I I I I I I I I I I I I I I I , East Side Baptist Church - Infiltration Testing Project No. 09-060 The results of our field test are summarized below; no safety factor has been applied to this data: Table I: " INFILTRATION TEST RESULTS Test Test Depth Drop in Water Calculated Vertical Rate of Location (inches BGS) Height (inlmin) Hydraulic Conductivity I' Infiltration (ft/hr ) (gaVhr/sf) 1.4 , 11 HA-l 24 0.3 HA-2 24 0.13 0.58 4.6 Conclusion BEl concludes that site soils in the upper 2- to 4-feet of the site have a moderate rate of infiltration. It is expected that the rate of infiltration will increase with depth as the percentage of sand and gravel increases; however, the ground water level is also present near these depths. Limitations The conclusions and recommendations described in this report are subject to the conditions described in this report and are intended for the exclusive use of the addressee and their representatives for use in design and construction of the development described herein. The analysis and recommendations may not be suitable for other structures or purPoses. Services performed by the geotechnical engineer for this project have been conducted with the level of care and skill exercised by other current geotechnical professionals in this area under similar budget and time constraints. No warranty is herein expressed or implied. The conclusions in this report are based on the site conditions as they currently exist and it is assllmed that the limited site locations that were physically investigated generally represent the subsurface conditions at the site. Should site development or site conditions change, or if a substantial amount of time goes by between our site investigation and site development, we reserve the right to review this report for its applicability. This report is not intended to address any environmental impacts that may be associated with the on-site disposal oj;"st0frhNwater.REC'D . fltC"lluul IIllnl. MAR 5 2010 ------------------- East Side Baptist Church -Infiltration Testing Project No. 09-060 I I I I I I I I I I I I I I I I I I I