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Report • • IHIa� perr Houf 'Peterson RigheI is Enc. A, Luke Dorf Campus Development P z SEA -32 Final Stormwater Management Report / March 8, 2010 Prepared For: Jesse Graden Scott Edwards Architecture 2525 E Burnside Street Portland, OR 97202 O G PROic Prepared By: ` Harper Houf Peterson Righellis Inc. . 205 SE Spokane Street, Suite 200 'P `t Portland, OR 97202 G cF M �� i A VN�� P: 503-221-1131 F: 503-221-1171 Bruce Haunreiter, P.E. IE}cPIRES: 6/301rO(' 1 / ^ ENGINEERS 0 PLANNERS trf LANDSCAPE ARCHITECTS 0 SURVEYORS Final Stormwater Management Report Luke Dorf Campus Development Tigard, Oregon March, 2010 Project Description The site area is approximately 0.6 acres and is currently developed with two existing buildings and parking area. This project proposes two building additions and a new parking area. The proposed new buildings have a combined roof area of approximately 2600 sf which are proposed to be ecoroofs and therefore will be deducted from the impervious area required to be treated. Additionally, porous pavement is proposed in • designated areas to reduce stormwater runoff volume. Porous pavement area is also deducted from the impervious area required to be treated. The remaining impervious area to be treated consists of parking lot area equal to a redeveloped impervious area of 9863 sf. The City of Tigard has adopted CleanWater Services (CWS) Resolution and Order 07- 20 stormwater management requirements. This project proposes the use of low impact development approaches (LIDA) to treat and dispose /detain stormwater runoff. Additionally, CleanWater Services' Low Impact Development Approaches Handbook - dated July 2009 was used for stormwater facility design guidance. Proposed improvements include the use of infiltration planters to cumulatively provide treatment for 100% of new impervious area and 90% of existing impervious area. The infiltration planter will also dispose of runoff generated by the 25 -year; 24 -hour storm event. Site soils consist of cove silty clay and quatama loam with hydrologic group classifications of C and D respectively. The topography generally slopes to the west corner. Water Quality Water Quality will be achieved by utilizing stormwater infiltration planters along the parking area. Parking lot and pedestrian area runoff will be directed to the proposed infiltration facilities. The site has been divided into 4 basins (see attached basin map). Storm facilities will cumulatively manage 100% of new impervious areas and 90% of existing impervious areas. Basin 1 Impervious Area, New & Exist = 1310 new, 2980 exist sf Treatment method (sizing factor) = Stormwater Infiltration Planter (6 %) Planter size= 230 sf (100% new, 85% exist) Disposal (rate) = Infiltration (2 in /hr) Basin 2 Impervious Area, New & Exist = 2562 new, 1053 exist sf Treatment method (sizing factor) = Stormwater Infiltration Planter (6 %) Planter size= 255 sf (100% new, 100% exist) Disposal (rate)= Infiltration (3.5 in /hr) Basin 3 Impervious Area, New & Exist = 3430 new, 468 exist sf Treatment method (sizing factor) = Stormwater Infiltration Planter (6 %) Planter size= 200 sf (97% new, 0% exist) Disposal (rate) = Infiltration (3.5 in /hr) Basin 4 Impervious Area, New & Exist = 2561 new, 722 exist sf Treatment method (sizing factor) = Stormwater Infiltration Planter (6 %) Planter size= 190 sf (100% new, 84% exist) Disposal (rate) = Infiltration (3.25 in /hr) Flow Control (Detention /Disposal) The detention design storm event (25 -year; 24 -hour) per CWS has a precipitation rate of 3.9 in /24 hours. Stormwater detention and disposal shall be achieved by utilizing the _ infiltration planters LIDA with a 6% sizing factor. Three separate infiltration tests were conducted onsite to obtain in -situ infiltration rates. A map of the test pit locations and results are included. The proposed planters have a 1 -foot rock section with approximately 30% void space for storage, a 1.5 -foot top soil section with approximately 5% void space and a 1 -foot tall curb for additional storage capacity while runoff infiltrates the planter. To simplify the drainage model, a composite section was analyzed based on volume. Therefore the 1 -foot rock section with 30% voids is equivalent to a 0.3 -foot section with 100% voids and the 1.5 -foot top soil section with 5% voids is equivalent to a 0.075 -foot section with 100% voids. The 1 -foot curb section remains the same with 100% voids. The actual section is 3.5 -feet where as the composite section is a total of 1.375 -feet. Refer to the hydrograph outputs for stage- storage- discharge tables for each facility. A summary of the output follows: Basin 1 Basin Height (as modeled / actual) = 1.375 ft / 3.5 ft Runoff volume = 399 cf Infiltration rate = 2 in /hr Storage volume used = 49.9 cf Maximum storage height (as modeled / actual) = 0.72 ft / 1.83 ft Freeboard remaining (as modeled / actual) = 0.66 ft / 1.66 ft Basin 2 Basin Height (as modeled / actual) = 1.375 ft / 3.5 ft Runoff volume = 785 cf Infiltration rate = 3.5 in /hr Storage volume used = 86.2 cf Maximum storage height (as modeled / actual) = 1.13 ft / 2.88 ft Freeboard remaining (as modeled / actual) = 0.25 ft 10.62 ft 2 Basin 3 Basin Height (as modeled / actual) = 1.375 ft / 3.5 ft Runoff volume = 1,051 cf Infiltration rate = 3.5 in /hr Storage volume used = 134 cf Maximum storage height (as modeled / actual) = 1.07 ft / 2.72 ft Freeboard remaining (as modeled / actual) = 0.31 ft / 0.78 ft Basin 4 Basin Height (as modeled / actual) = 1.375 ft / 3.5 ft Runoff volume = 785 cf Infiltration rate = 3.25 in /hr Storage volume used = 155 cf Maximum storage height (as modeled / actual) = 1.06 ft / 2.70 ft Freeboard remaining (as modeled / actual) = 0.32 ft / 0.80 ft As indicated in the output data, the infiltration basins are designed to have the capacity to treat and dispose 100% of the runoff generated from the proposed improvements. _ 3 MI' • CI C - SAN SAN SAN SAN SAN AN SAN �/ •' S SAN N SAN . 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( A?&ox. 1 ± DEeP) HIED FROM LOCATE PAINT © ,.....\\, DRAWINGS PROVIDED BY \ VY PAINT MARKINGS DRAWING // / / \ . / CTED ON TH SURVEY, 4 1 - /V IDENTIFY HERE PPROVIDED BUILT © '14 ° S \ • -IE UNDERGROUND UTILITIES, 7 ' ERGROUND UTILITIES �� w� 61"P •A, THE UNDERGROUND t, IN AS NOTED ON THIS \\ SOLE FROM THE �� I TAR Y AND STORM SEWER /A, \ \ \ \ :LABELED CORRECTLY, Y OREGON UTILITIES � �. \• c .f! \ TO ANY EXCAVATION. 2, ,e O q 0 \\ \ T 1:00 PM, UNDER TAX LOT 100 � � F,F, F•F• �' t2 / • I / ° OF TIGARD 1 91,8T� 191,85' / \\ )(DOT) p1 © \\ )• F.F. / / I� NO . \ IveD ea' 4 ., / � / 191,80' / / I ��� 007 UPDATED FIELD AT&T CORP © / 191,79' TOPO 07/23/07 \ \ TAX LOT 12 I�' / / / / ° \\ Yt � 1 ) 11 / 0 ® � \ O 1 \ l, � O // / / TA X LOT 1300 ■\1`, ,0 1...3 \ 4/ el l 'O i No , • �� � ho ti \ I F.F. g G� . )8( t‘ e t/ . ' 4, Q ` t \ / 191.9' �� ip F.F. Sp< V* e / ..) )47 4 5 /00 ' te' ' v..:./ N-- 0.40 / @ 4q ‘'' ; � 182.08' lI O .Ate 6 • 12 CI TAX LOT 1400 Y qa �k FA `f?� 1 � ® 189.27' ' ``` / .11 ED li • I ` 188 77 III `s ♦ ' (PORCH) ` . G / tl) ao: ‘,` \ 1 . . WI ) C) / * N op Li t o-. ... ' 111111111111b& ic," • \4144 t;4.4 ., ,' '::' . €1, Form 1 - SIMPLIFIED APPROACH Simplified Approach Infiltration Testing Instructions (Open Pit Test): 1 A simple open pit infiltration test should be conducted where the facility is proposed, or within the direct vicinity. 2 Excavate a test hole to the depth of the bottom of the proposed facility (up to 4 feet). The test hole can be excavated with small excavation equipment or by hand using a shovel, auger, or post -hole digger. 3 If you encounter a layer that is hard enough to prevent further excavation, or if you come across noticeable moisture /water in the soil, stop and measure this depth from the surface and record S5 below. Proceed with the test at this depth. 4 Fill the hole with water to a height of about 12 inches from the bottom of the hole (or to one half the maximum depth of the proposed facili- ty), and record the exact time. Check the water level at regular intervals (every 1 minute for fast - draining soils to every 10 minutes for slower- draining soils) for a minimum of one hour or until all of the water has infiltrated. Record the distance the water has dropped from the top edge of the hole. 5 Repeat this process two more times, for a total of three rounds of testing. These tests should be performed as close together as possible to accurately portray the soil's ability to infiltrate at different levels of saturation. The third test should provide the best measure of the satu- rated infiltration rate. For each test pit required, submit all three testing results. 55 Infiltration Test Results: For each test include date, time, initial and final water height, duration of test, and infiltration rate in inches per hour. Depth of Evacuation: 2.5' Test 1: Pit #1 Test 2 : Pit #1 Test 3 : Pit 41 Date: 8/10/2009 Date: 8/10/2009 Date: 8/10/2009 Time: 9 Time: 10:15 Time: 11:15 Initial water depth: 18" Initial water depth: 18" Initial water depth: 18" Final water depth: 11 Final water depth: 13" Final water depth: 14.5" Duration of test: 60 min Duration of test: 60 min Duration of test: 60 min Infiltration rate: 7 in /hr Infiltration rate: 5 in /hr *Infiltration rate: 3.5 in /hr * The pit infiltration rate is the result of the third test. Pit Infiltration Rate = Initial Water Depth - Final Water Depth (inches) Duration of test (hours) If the pit infiltration rate is greater than or equal to 2 inches per hour then onsite infiltration is required. Applicants may choose either a surface infiltration facility with overflow to a drywell or soakage trench or a surface infiltration facility with an overflow to an approved discharge point. If the tested infiltration rate is below 2 inches per hour, then a flow- through or partial infiltration facility is required with overflow to an approved discharge point. Projects that infiltrate roof runoff with private soakage trenches or drywells are not required to provide pollution reduction prior to infiltration. This exemption does not apply to projects that discharge stormwater offsite. Single - family residential (up to three units) roofs and footing drains are excluded from UIC registration. Refer to Section 1.4 for specific pollution reduction requirements for UICs. CITY OF PORTLAND - STORMWATER MANAGEMENT MANUAL - JULY 2008 SIDE of Form 1 - SIMPLIFIED APPROACH Simplified Approach Infiltration Testing Instructions (Open Pit Test): 1 A simple open pit infiltration test should be conducted where the facility is proposed, or within the direct vicinity. 2 Excavate a test hole to the depth of the bottom of the proposed facility (up to 4 feet). The test hole can be excavated with small excavation equipment or by hand using a shovel, auger, or post -hole digger. • 3 If you encounter a layer that is hard enough to prevent further excavation, or if you come across noticeable moisture /water in the soil, stop and measure this depth from the surface and record S5 below. Proceed with the test at this depth. 4 Fill the hole with water to a height of about 12 inches from the bottom of the hole (or to one half the maximum depth of the proposed facili- ty), and record the exact time. Check the water level at regular intervals (every 1 minute for fast - draining soils to every 10 minutes for slower - draining soils) for a minimum of one hour or until all of the water has infiltrated. Record the distance the water has dropped from the top edge of the hole. 5 Repeat this process two more times, for a total of three rounds of testing. These tests should be performed as close together as possible to accurately portray the soil's ability to infiltrate at different levels of saturation. The third test should provide the best measure of the satu- rated infiltration rate. For each test pit required, submit all three testing results. 55 Infiltration Test Results: For each test include date, time, initial and final water height, duration of test, and infiltration rate in inches per hour. Depth of Evacuation: 2.5' Test 1: Pit #2 Test 2 : Pit #2 Test 3 : Pit #2 Date: 8/10/2009 Date: 8/10/2009 Date: 8/10/2009 Time: 9:00 Time: 10:00 Time: 11:00 Initial water depth: 18" Initial water depth: 18" Initial water depth: 18" Final water depth: 12" Final water depth: 12.75" Final water depth: 14.75" Duration of test: 60 min Duration of test: 60 min Duration of test: 60 min Infiltration rate: 6 in /hr Infiltration rate: 5.25 in /hr *Infiltration rate: 3.25 in /hr * The pit infiltration rate is the result of the third test. Pit Infiltration Rate = Initial Water Depth - Final Water Depth (inches) Duration of test (hours) If the pit infiltration rate is greater than or equal to 2 inches per hour then onsite infiltration is required. Applicants may choose either a surface infiltration facility with overflow to a drywell or soakage trench or a surface infiltration facility with an overflow to an approved discharge point. If the tested infiltration rate is below 2 inches per hour, then a flow- through or partial infiltration facility is required with overflow to an approved discharge point. Projects that infiltrate roof runoff with private soakage trenches or drywells are not required to provide pollution reduction prior to infiltration. This exemption does not apply to projects that discharge stormwater offsite. Single - family residential (up to three units) roofs and footing drains are excluded from IJIC registration. Refer to Section 1.4 for specific pollution reduction requirements for UICs. CITY OF PORTLAND - STORMWATER MANAGEMENT MANUAL - JULY 2008 SIDE of Form 1 - SIMPLIFIED APPROACH Simplified Approach Infiltration Testing Instructions (Open Pit Test): 1 A simple open pit infiltration test should be conducted where the facility is proposed, or within the direct vicinity. 2 Excavate a test hole to the depth of the bottom of the proposed facility (up to 4 feet). The test hole can be excavated with small excavation equipment or by hand using a shovel, auger, or post -hole digger. 3 If you encounter a layer that is hard enough to prevent further excavation, or if you come across noticeable moisture /water in the soil, stop and measure this depth from the surface and record S5 below. Proceed with the test at this depth. 4 Fill the hole with water to a height of about 12 inches from the bottom of the hole (or to one half the maximum depth of the proposed facili- ty), and record the exact time. Check the water level at regular intervals (every 1 minute for fast - draining soils to every 10 minutes for slower - draining soils) for a minimum of one hour or until all of the water has infiltrated. Record the distance the water has dropped from the top edge of the hole. 5 Repeat this process two more times, for a total of three rounds of testing. These tests should be performed as close together as possible to accurately portray the soil's ability to infiltrate at different levels of saturation. The third test should provide the best measure of the satu- rated infiltration rate. For each test pit required, submit all three testing results. 55 Infiltration Test Results: For each test include date, time, initial and final water height, duration of test, and infiltration rate in inches per hour. Depth of Evacuation: 4: Test 1: Pit #3 Test 2 : Pit #3 Test 3 : Pit #3 Date: 8/10/2009 Date: 8/10/2009 Date: 8/10/2009 Time: 8:45 Time: 9:45 Time: 10:45 Initial water depth: 18" Initial water depth: 18" Initial water depth: 18" Final water 14 depth: 14" Final water depth: de p 14.75" Final water depth: 16" Duration of test: 60 min Duration of test: 60 min Duration of test: 60 min Infiltration rate: 4 in /hr Infiltration rate: 3.25 in /hr * Infiltration rate: 2 in /hr • * The pit infiltration rate is the result of the third test. Pit Infiltration Rate = Initial Water Depth - Final Water Depth (inches) Duration of test (hours) If the pit infiltration rate is greater than or equal to 2 inches per hour then onsite infiltration is required. Applicants may choose either a surface infiltration facility with overflow to a drywell or soakage trench or a surface infiltration facility with an overflow to an approved discharge point. If the tested infiltration rate is below 2 inches per hour, then a flow- through or partial infiltration facility is required with overflow to an approved discharge point. Projects that infiltrate roof runoff with private soakage trenches or drywells are not required to provide pollution reduction prior to infiltration. This exemption does not apply to projects that discharge stormwater offsite. Single- family residential (up to three units) roofs and footing drains are excluded from UIC registration. Refer to Section 1.4 for specific pollution reduction requirements for UICs. CITY OF PORTLAND - STORMWATER MANAGEMENT MANUAL - JULY 2008 SIDE2of4 Soil Map — Washington County, Oregon (Luke Dorf Campus Development) i, to a N N N N 518050 518060 518070 518080 518090 518100 518110 518120 518130 518140 518150 518160 518170 45° 26' 2" ° rn 45° 26' 2" h \ N O o aD \ \ a0 // , o '6 o c m N / n ,. \ \ , o / o c7 cl N N 0 351 R.1 W \\ 0 v o ,in a e7 m o ' 7 - o o o_ / / o m N o N O r 5r m c, • o O P m o N 45° 25 59., _ -.. _ -. _ - - -- - -- - ._ . .. -_.. .. _.. - - _- 45° 25' 59 518050 518060 518070 518080 518090 518100 518110 518120 518130 518140 518150 518160 518170 oo Map Scale: 1:632 if printed on A size (8.5" x 11 ") sheet. 4, i" 0 N N i Meters < A 0 5 10 20 30 `_ i *Feet 0 35 70 140 210 USDA Natural Resources Web Soil Survey 3/5/2010 Conservation Service National Cooperative Soil Survey Page 1 of 3 Soil Map - Washington County, Oregon (Luke Dorf Campus Development) MAP LEGEND MAP INFORMATION Area of Interest (AOl) CO Very Stony Spot Map Scale: 1:632 if printed on A size (8.5" x 11") sheet. I Area of Interest (AOI) ,t Wet Spot The soil surveys that comprise your AOI were mapped at 1:20,000. Soils Other Please rely on the bar scale on each map sheet for accurate map Soil Map Units measurements. Special Line Features Special Point Features • .' . Gully Source of Map: Natural Resources Conservation Service V Blowout Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Short Steep Slope System: stem: UTM Zone 10N NAD83 Borrow Pit Y Other X Clay Spot This product is generated from the USDA -NRCS certified data as of Political Features the version date(s) listed below. Closed Depression Cities Soil Survey Area: Washington County, Oregon X Gravel Pit 0 PLSS Township and Survey Area Data: Version 8, Feb 8, 2010 ▪ Gravelly Spot Range Date(s) aerial images were photographed: 8/4/2005 0 PLSS Section ® Landfill The orthophoto or other base map on which the soil lines were Water Features A Lava Flow compiled and digitized probably differs from the background Oceans imagery displayed on these maps. As a result, some minor shifting 4, Marsh or swamp map unit boundaries may be evident. Streams and Canals P Y R. Mine or Quarry Transportation ® Miscellaneous Water s Rails I Perennial Water 0 . Interstate Highways N/ Rock Outcrop US Routes + Saline Spot "- Major Roads • Sandy Spot Local Roads Severely Eroded Spot o Sinkhole I Slide or Slip pf Sodic Spot Spoil Area • Stony Spot USDA Natural Resources Web Soil Survey 3/5/2010 Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map - Washington County, Oregon Luke Dorf Campus Development Map Unit Legend Washington County, Oregon (OR067) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 13 Cove silty clay loam 0.3 48.3% 37B Quatama loam, 3 to 7 percent 0.3 51.7% slopes Totals for Area of Interest 0.7 100.0% USDA Natural Resources Web Soil Survey 3/5/2010 Conservation Service National Cooperative Soil Survey Page 3 of 3 • • RUSLE2 Related Attributes Washington County, Oregon Pct. of Representative value Map symbol and soil name Hydrologic group Kf T factor ma p unit % Sand % Silt % Clay 13: • Cove 90 D .28 5 17.3 47.7 35.0 37B: Quatama 85 C .32 5 39.8 37.7 22.5 • USDA Natural Resources This report shows only the major soils in each map unit. Others may exist. Tabular Data Version: 7 Conservation Service Tabular Data Version Date: 02/08/2010 Page 1 of 1 28" STD. CURB SIDEWALK LOCATION WIDTH VARIES VARIES SEE LANDSCAPE _ _ . _ . 6ii__,,,,,,,,,/, , PLANS FOR PLANTINGS . A . . INSTALL RAIN DRAIN PER ; o // / / / / "..° • PLAN, SHEET 3.0. � , � �.� SLOPE IN NECESSARY TO - ' 4u \j \j \j \j \j \; 6„ MAINTAIN NATIVE SOIL i� ZO 1 --- - 1,r1. - `� == '':` 18" STORM FACILITY TOPSOIL. ��0 ' �: r ror:r. -: r?ire 1 12" #�. fit .g.0.�0.�.1.�.�:.�:.�..�.��.:. r r 4 .r e .r iT eT ll -1 _7.r r! SLOPE AS NECESSARY TO +,:..COVI OZI: PZOOP OZIP,„ MAINTAIN NATIVE SOIL. EXISTING SUBGRADE r .. # :y_ w - r _r r _r l�� 'AAA / Y4 " -1Y2" DRAIN ROCK. STORMWA TER PLANTER SECTION N. T.S. 1 1 Hydrograph Summary Rei d ® flow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Hyd. Hydrograph Peak Time • Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval peak volume hyd(s) elevation strge used description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SBUH Runoff 0.027 2 474 399 - - - -- - -- -- Basin 1 - Net change • • 2 Reservoir 0.000 2 314 0 1 100.72 49.9 Basin 1 Disposal 4 SBUH Runoff 0.054 2 474 785 -- - - - -- - -- Basin 2 - Net change 5 Reservoir 0.000 2 328 0 4 101.13 86.2 Basin 2 Disposal 7 SBUH Runoff 0.072 2 474 1,051 - -- - -- - - -- Basin 3 - Net change 8 Reservoir 0.017 2 628 463 7 101.07 134 Basin 3 Disposal 10 SBUH Runoff 0.054 2 474 785 -- - -- -- Basin 4 - Net change 11 Reservoir 0.000 2 422 0 10 101.06 155 Basin 4 Disposal . SEA32- Stormwater.gpw Return Period: 25 Year Friday, Mar 5, 2010 2 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 1 Basin 1 - Net change Hydrograph type = SBUH Runoff Peak discharge = 0.027 cfs Storm frequency = 25 yrs Time to peak = 7.90 hrs Time interval = 2 min Hyd. volume = 399 cuft Drainage area = 0.030 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 3.90 in Distribution = Type IA i Storm duration = 24 hrs Shape factor = N/A Basin 1 - Net change Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 • 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 1 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 2 Basin 1 Disposal Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 5.23 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 1 - Basin 1 - Net change Max. Elevation = 100.72 ft Reservoir name = Infiltration Basin 1 Max. Storage = 50 cuft • Storage Indication method used. Exfiltration extracted from Outflow. - Basin 1 Disposal Q (cfs) Q (cfs) Hyd. No. 2 -- 25 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 • 0.04 0.04 0.03 0.03 0.02 0.02 0.01 r 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 2 Hyd No. 1 1111111111 Total storage used = 50 cuft Pond Report • Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Pond No. 1 - Infiltration Basin 1 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft. Voids = 30.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 100.00 230 0 0 0.30 100.30 230 21 21 0.38 100.38 230 5 26 ' 1.38 101.38 230 69 95 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - -- -- - - Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.00 0.00 0.00 n/a N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 2.000 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Cutvert/0rifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 - - -- - - - - - -- 0.000 - 0.000 0.30 21 100.30 - - - - - - - -- - 0.011 --- 0.011 0.38 26 100.38 - -- - -- - - -- - - -- 0.011 - 0.011 1.38 95 101.38 - -- -- - -- -- -- - 0.011 -- 0.011 1 • • • Hydrograph Report s Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 4 Basin 2 - Net change Hydrograph type = SBUH Runoff Peak discharge = 0.054 cfs Storm frequency = 25 yrs Time to peak = 7.90 hrs Time interval = 2 min Hyd. volume = 785 cuft Drainage area = 0.059 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Basin 2 - Net change Q (cfs) Q (cfs) Hyd. No. 4 -- 25 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 0.01 0.00 0.00 0 2 4 .6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 4 Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 5 Basin 2 Disposal Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 5.47 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 4 - Basin 2 - Net change Max. Elevation = 101.13 ft Reservoir name = Infiltration Basin 2 Max. Storage = 86 cuft Storage Indication method used. Exfiltration extracted from Outflow. Basin 2 Disposal Q (cfs) Q (cfs) Hyd. No. 5 -- 25 Year 0.10 0.10 ( 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 4'1 0.01 9*, - 0.01 0.00 - - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 5 Hyd No. 4 1111111111 Total storage used = 86 cuft Pond Report ' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Pond No. 2 - Infiltration Basin 2 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft. Voids = 30.00% Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 100.00 255 0 0 0.30 101.00 255 23 23 0.38 100.38 255 6 29 1.38 101.38 255 76 105 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - -- - - -- Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.00 0.00 0.00 n/a N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 3.500 (by Contour) Multi-Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 - - - - -- - - -- 0.000 -- 0.000 0.30 23 101.00 -- - -- - -- -- -- - -- - 0.021 - 0.021 i 0.38 29 100.38 - - - - - - - - 0.021 - 0.021 1.38 105 101.38 - - -- - -- -- -- - 0.021 -- 0.021 • 8 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 7 Basin 3 - Net change Hydrograph type = SBUH Runoff Peak discharge = 0.072 cfs Storm frequency = 25 yrs Time to peak = 7.90 hrs Time interval = 2 min Hyd. volume = 1,051 cuft Drainage area = 0.079 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A • Basin 3 - Net change Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs) 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0.02 0.01 — 0.01 0.00 - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 8 Basin 3 Disposal Hydrograph type = Reservoir Peak discharge = 0.017 cfs Storm frequency = 25 yrs Time to peak = 10.47 hrs Time interval = 2 min Hyd. volume = 463 cuft Inflow hyd. No. = 7 - Basin 3 - Net change Max. Elevation = 101.07 ft Reservoir name = Infiltration Basin 3 Max. Storage = 134 cuft Storage Indication method used. Exfiltration extracted from Outflow. Basin 3 Disposal Q (cfs) Q (cfs) Hyd. No. 8 -- 25 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 ,v:9 -4: - 0.03 0.02 • 0.02 0.00 - "Mall 0.00 0 2468 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 Hyd No. 7 1111111111 Total storage used = 134 cuft • Pond Report 10 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Pond No. 3 - Infiltration Basin 3 Pond Data • Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 100.00 197 0 0 0.30 101.00 197 59 59 0.38 100.38 197 15 74 • 1.38 101.38 197 197 271 2.00 102.00 197 123 394 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.80 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 i Span (in) = 0.80 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 100.00 0.00 0.00 0.00 Weir Type = - -- - - Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No Slope ( %) = 0.00 0.00 0.00 n/a i N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 3.500 (by Contour) • Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 I Note: CulverUOrifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 0.00 - -- -- -- - -- - -- -- 0.000 -- 0.000 0.30 59 101.00 0.02 ic - - -- - - - - 0.016 -- 0.032 0.38 74 100.38 0.01 ic - -- -- - - -- - 0.016 - 0.026 1.38 271 101.38 0.02 ic - -- - -- - -- - - 0.016 - 0.035 2.00 394 102.00 0.02 ic -- -- -- - -- -- -- 0.016 -- 0.040 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 10 Basin 4 - Net change Hydrograph type = SBUH Runoff Peak discharge = 0.054 cfs Storm frequency = 25 yrs Time to peak = 7.90 hrs Time interval = 2 min Hyd. volume = 785 cuft Drainage area = 0.059 ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = USER Time of conc. (Tc) = 5.00 min Total precip. = 3.90 in Distribution = Type IA Storm duration = 24 hrs Shape factor = N/A Basin 4 - Net change Q (cfs) Q (cfs) • Hyd. No. 10 -- 25 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 0.03 0.03 0.02 0 0.01 0.01 • 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 10 12 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Hyd. No. 11 Basin 4 Disposal Hydrograph type = Reservoir Peak discharge = 0.000 cfs Storm frequency = 25 yrs Time to peak = 7.03 hrs Time interval = 2 min Hyd. volume = 0 cuft Inflow hyd. No. = 10 - Basin 4 - Net change Max. Elevation = 101.06 ft Reservoir name = Infiltration Basin 4 Max. Storage = 155 cuft Storage Indication method used. Exfiltration extracted from Outflow. Basin 4 Disposal Q (cfs) Q (cfs) Hyd. No. 11 -- 25 Year 0.10 0.10 0.09 0.09 0.08 0.08 0.07 0.07 0.06 0.06 0.05 0.05 0.04 0.04 { 0.03 0.03 41EC 0.02 , 0.02 0.01 ®- 0.01 0.00 - - 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 11 Hyd No. 10 I1.Il Hi 11 Total storage used = 155 cuft Pond Report 13 Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6.052 Friday, Mar 5, 2010 Pond No. 4 - Infiltration Basin 4 Pond Data Contours - User - defined contour areas. Conic method used for volume calculation. Begining Elevation = 100.00 ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) 0.00 100.00 190 0 0 0.30 101.00 190 57 57 0.38 100.38 190 14 71 1.38 101.38 190 190 261 . 2.00 102.00 190 119 380 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00 Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00 No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = -- - - - Length (ft) = 0.00 0.00 0.00 0.00 Multi -Stage = No No No No - I Slope ( %) = 0.00 0.00 0.00 n/a N -Value = .013 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in /hr) = 3.250 (by Contour) Multi -Stage = n/a No No No TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs 0.00 0 100.00 - -- - - - -- -- - 0.000 - 0.000 0.30 57 101.00 - - -- -- -- -- -- - 0.014 -- 0.014 0.38 71 100.38 - - - -- -- - - - 0.014 -- 0.014 1.38 261 101.38 -- -- - - -- - - - 0.014 -- 0.014 2.00 380 102.00 - - -- -- - -- - - -- 0.014 - 0.014 • • •