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Report (3) ► 5 v✓ 14/c• -L- , PBS �" 2:3 153 1 C 1 .1 1-9 1- A x - C 3-° Storm Drainage Report TVF &R Walnut Station p 2 c 12585 SW Walnut Street Tigard, Oregon OFFICE COPY Prepared for: Tualatin Valley Fire and Rescue Aloha, Oregon January 23, 2008 Project 0: 70570.000 ENGINEERING AND ENVIRONMENTAL www.pbsenv.com I - Storm Drainage Report TVF &R Walnut Station Tigard. Oregon TABLE OF CONTENTS TABLE OF CONTENTS 2 TABLES 3 1.0 SITE LOCATION MAP 4 2.0 DEVELOPMENT PLAN 4 3.0 SOILS MAP 4 4.0 PROJECT OVERVIEW 4 4.1 Existing Conditions 4 4.2 Site Parameters Influencing Stormwater System Design 4 4.3 Drainage to and from Adjacent Properties 4 4.4 Proposed Site Construction 5 5.0 QUANTITY CONTROL ANALYSIS AND DESIGN 5 5.1 Hydrologic Analysis, Existing and Developed Conditions 5 5.1.1 Analysis Criteria and Sources 5 5.1.2 Analysis Assumptions 5 5.1.3 Tabulate Parameters Used in Analysis 6 5.1.4 Detailed Hydrologic Analysis 6 5.2 Quantity Control System Design 6 5.2.1 Conceptual Design Stormwater Plan 6 5.2.2 Analysis Criteria and Sources 6 5.2.3 Initial Conditions 6 5.2.4 Assumptions 6 5.2.5 Completed Detailed Analysis 6 5.2.6 Tabulate Analysis Results 7 5.2.7 References 7 5.2.8 Maps, Exhibits, etc. to complete Design 7 5.3 Quantity Control System Plan 7 5.3.1 Illustrative Sketch of Quantity Control Facility 7 5.3.2 Appurtenance Details 7 5.3.3 Tabulate Peak Flows, Storage Volumes and Elevations 7 • 6.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 8 6.1 Drainage Design 8 6.2 Design Criteria Utilized for Final Design 8 6.3 Initial Conditions 8 6.4 Assumptions Used in Completing Analysis 8 6.5 Summary 8 7.0 WATER QUALITY DESIGN 8 7.1 Water Quality Design 8 7.2 Best Management Practices Utilized in Final Design 8 7.3 Initial Conditions 8 7.4 Hydraulic Analysis 8 7.5 Summary 8 8.0 SOILS EVALUATION 9 8.1 On -site Soil Types 9 8.2 Seasonal High Water Table Elevations 9 8.3 Soil Parameters and Design Methods 9 8.4 Infiltration Testing 9 Report Date: January 23, 2008 PBS 2 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard, Oregon This report is for the exclusive use of the client•and is not to be relied upon by other parties. It is not to be photographed, photocopied, or similarly reproduced in total or in part without the expressed written consent of the client and PBS. _40 PROFe r_ ; O F 0, a O O v4. r z • /4 MUG /,23. (EXPIRES• 12/31108 I Cecelia McClure, P.E. Senior Civil Engineer PBS Engineering and Environmental • Kendra Laminack, E.I.T Project Designer / g&l.friLACk} Prepared by PBS Engineering and Environmental 1310 Main Street Vancouver, WA 98660 • (360) 690 -4331 PBS Project No: 70570.000 January 23, 2008 Report Date: January 23, 2008 PBS 1 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard, Oregon 9.0 SPECIAL REPORTS AND STUDIES 9 10.0 MAINTENANCE AND OPERATIONS MANUAL 9 11.0 TECHNICAL APPENDIX 9 APPENDIX A — Hydrograph Worksheets 10 APPENDIX B — Water Quality Design 11 APPENDIX C — Water Quantity Design 12 APPENDIX D — Conveyance Calculations 13 APPENDIX E — Construction Plans (Reduced Copies) 14 APPENDIX F — Pre and Post - Developed Drainage Basin Maps 15 APPENDIX G — Supporting Maps and Design Materials 16 TABLES Table 1. — Final Project Basin Peak Flows and Data Page 7 • • Report Date: January 23, 2008 PBS 3 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregon 1.0 SITE LOCATION MAP See Appendix G. 2.0 DEVELOPMENT PLAN See construction plans in Appendix E. 3.0 SOILS MAP See Appendix G. 4.0 PROJECT OVERVIEW This report contains hydrologic and hydraulic design analyses for a proposed fire station located in Tigard, Oregon. The 3.28 -acre site, Tax Parcel 2S104AD04500, is located in Section 4, Township 2S, Range 1W, W. M. It is to the north of SW Walnut Street and approximately 3 miles west of Interstate 5. Krueger Creek runs along the northwest border of the property. The proposed development is within the Kreuger Creek subwatershed of the Fanno Creek subwatershed of the Tualatin River; 4.1 Existing Conditions Currently, the site contains a home, barn, and outbuildings and good grass cover. The southeast portion of the site is relatively flat while the remainder of the site has a slope of approximately 15% draining to the northwest to Kreuger Creek. Kreuger Creek flows northeast along the property boundary into a 60' culvert. Jack Park is across the creek on the adjacent property to the north. Residential housing borders the site on the east and west, and SW Walnut Street borders to the south. There is no existing improved stormwater system on -site. Possible off -site runoff onto the property would be from the street right -of -way to the south. 4.2 Site Parameters Influencing Stormwater System Design On -site soil characteristics are not suitable for infiltration. The stormwater treatment and detention facility is to be installed on -site at the edge of the paved driveway outside the vegetated corridor. Flows from the stormwater detention facility are to be discharged to Krueger Creek at pre - developed conditions. 4.3 Drainage to and from Adjacent Properties Currently, the entire site drains to the north and northwest into Kreuger Creek. Drainage direction will remain the same after development. Report Date: January 23, 2008 PBS 4 Project II : 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregon 4.4 Proposed Site Construction Proposed on -site construction includes approximately 14,000 sq. ft of roof area and 29,000 sq. ft. of pavement. Public water and sanitary sewer will be brought on site from the existing water and sanitary sewer mains in SW Walnut Street to serve the new building. Proposed stormwater treatment is via a 100 -foot bioswale located at the north end of the driveway area that will flow into a 4,000 cubic foot detention pond. The roof downspouts from the building will be connected to a downspout header pipe that will be collected in a rainwater harvesting tank which will be used for flushing toilets in the new building. An overflow from the harvesting tank will be connected to the new storm system. Footing drains will also be utilized. 5.0 QUANTITY CONTROL ANALYSIS AND DESIGN 5.1 Hydrologic Analysis, Existing and Developed Conditions 5.1.1 Analysis Criteria and Sources The hydrologic and hydraulic analysis is in accordance with criteria and guidelines of the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management. Tabulations for acreage; imperviousness; curve number; length and grade of overland, pipe and channel flow; and other hydrologic parameters used in completing analysis are shown on the hydrograph worksheets and basin maps located respectfully in Appendix A and F. Stormwater quantity control was determined using the Santa Barbara Urban Hydrograph Method • (SBUHYD). Criteria used in completing analyses of quantity control are the following: Design storms: Water treatment = 0.36 inches in 4 hours 2 -year storm = 2.50 inches 25 -year storm = 3.90 inches This information was taken from the Clean Water Services Design and Construction Standards. 5.1.2 Analysis Assumptions 1) Storms follow Type lA distribution and have 24 -hour duration 2) The following curve numbers were utilized for on -site conditions: Pre - developed conditions Curve Number (CN) = 74 Grass cover, Good condition Curve Number (CN) = 98 Paved/impervious surfaces Post - developed conditions Curve Number (CN) = 79 Grass cover, Fair condition Curve Number (CN) = 98 Paved/impervious surfaces Report Date: January 23, 2008 PBS 5 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregoq 5.1.3 Tabulate Parameters Used in Analysis Tabulations for acreage; imperviousness; curve number; length and grade of overland, pipe and channel flow; and other hydrologic parameters used in completing analysis are shown on the hydrograph worksheets and basin maps located respectfully in Appendix A and F. 5.1.4 Detailed Hydrologic Analysis Hydrologic calculations are found in the Appendix A, C and F. 5.2 Quantity Control System Design 5.2.1 Conceptual Design Stormwater Plan The storm drainage plan design includes water quantity mitigation of the roof and pavement runoff via a 4,000 cubic foot triangular detention pond utilizing a flow control outlet to release flows at pre - developed conditions. • 5.2.2 Analysis Criteria and Sources Stormwater quantity control analysis was done in accordance with the City of Tigard and Clean Water Services. 5.2.3 Initial Conditions The stormwater control facilities were assumed to be empty at the beginning of each storm event. 5.2.4 Assumptions The stormwater control facilities were assumed to be empty at the beginning of each storm event. Manning's roughness coefficient for pipe flow = 0.012 (from Civil Engineer Reference Manual). 5.2.5 Completed Detailed Analysis Complete and detailed hydrologic and hydraulic analysis, volume and peak flows, and references used for design of the quantity control system are found in the Appendix A, C and F. Report Date: January 23, 2008 PBS 6 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregon 5.2.6 Tabulate Analysis Results Table 1 summarizes the existing and proposed peak flows and storage volumes. Table 1. - Final Project Basin Peak Flows and Data WQ (cfs) 2 -year (cfs) 25 -year (cfs) Pre - Developed NA 0.23 0.80 Post - Developed 0.09 1.00 2.07 Routing Results - 0.23 0.75 Design Storm Depths - 2.17 3.16 Design Storm Elevations - 224.17 225.16 Peak Volume - 3540 6300 5.2.7 References See the Technical Appendix for all hydrologic and hydraulic computations. Orifice flows were determined using the orifice equation Q= CdA(2gh) assuming a discharge coefficient of 0.62. The storm routing was performed using the SBUHYD reservoir routing. Stage /discharge worksheet is included in Appendix C. 5.2.8 Maps, Exhibits, etc. to complete Design The drainage basin map and reduced copies of the construction plans are in Appendix E and F. All pertinent design information for the stormwater facility is contained within the construction plans. 5.3 Quantity Control System Plan • 5.3.1 Illustrative Sketch of Quantity Control Facility The quantity control facility is detailed in the construction plans; reduced copies of the construction plans are in Appendix E. 5.3.2 Appurtenance Details The stormwater flow control outlet is detailed within the construction plans; reduced copies of the construction plans are in Appendix E. 5.3.3 Tabulate Peak Flows, Storage Volumes and Elevations Table 1. Tabulates peak flows, storage volumes, and elevations. Report Date: January 23, 2008 PBS 7 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregon 6.0 CONVEYANCE SYSTEMS ANALYSIS AND DESIGN 6.1 Drainage Design The stormwater will be collected by catch basins then routed to treatment and detention before being released to Kreuger Creek 6.2 Design Criteria Utilized for Final Design Conveyance of the 25 -year storm flow was used for design. 6.3 Initial Conditions All conveyance systems are empty at time of 25 -year storm flow. 6.4 Assumptions Used in Completing Analysis Manning's roughness coefficient for pipe flow = 0.012 (from Civil Engineer Reference Manual). 6.5 Summary All stormwater conveyance appurtenances have been designed to convey the 25 -year storm event. Pipe sizes vary in diameter from 4 " -8 ". Conveyance calculations are detailed in Appendix D. 7.0 WATER QUALITY DESIGN 7.1 Water Quality Design The stormwater plan design includes water quality treatment via a 100' vegetated bioswale. 7.2 Best Management Practices Utilized in Final Design BMP's included in the final design is a biofiltration swale to treat the water quality design storm. 7.3 Initial Conditions Initial water elevations in the system are assumed to be zero prior to the beginning of subsequent and distinct storm events. 7.4 Hydraulic Analysis Complete detailed analysis, calculations and references are found in Appendix B. 7.5 Summary The final design of the proposed water quality treatment will meet the requirements of the City of Tigard and Clean Water Services by reducing typical pollutants. Report Date: January 23, 2008 PBS 8 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard, Oregon 8.0 SOILS EVALUATION 8.1 On -site Soil Types The Soil Survey of Washington County classifies soil types as Cornelius Kinton silt loams (11C) and Delena silt loam (16C), which both belong to the Hydrologic Soil Group C as classified by the Hydrologic soil groups for United States soils. 8.2 Seasonal High Water Table Elevations Groundwater is not expected to impact stormwater facilities. 8.3 Soil Parameters and Design Methods Hydrologic soil group C is located on this site. 8.4 Infiltration Testing It has been determined that infiltration is not suitable for this site. 9.0 SPECIAL REPORTS AND STUDIES A wetland delineation report was completed by PBS Engineering and Environmental on March 2007. 10.0 MAINTENANCE AND OPERATIONS MANUAL The stormwater mitigation system and conveyance system for the proposed development shall be privately owned and maintained. 11.0 TECHNICAL APPENDIX See following pages. Report Date: January 23, 2008 PBS 9 Project #: 70570.000 Storm Drainage Report TVF &R Walnut Station Tigard. Oregon • APPENDIX A — Hydrograph Worksheets Report Date: January 23, 2008 PBS 10 Project #: 70570.000 • Santa Barbara Urban Hydrograph Method Reference: Clean Water Services Design and Construction Standards , March 2004 Reference: SBUHYD Program Project: TVF&R Walnut Station (PBS #70570.000) By: Kendra Laminack 1 Area Calculations (Pervious & Impervious) ft"2/43560 = Ac Pre - Development Pervious Area = 136,371 ft^2 3.13 Ac Impervious Area = 5,860 ftA2 0.13 Ac Area = 142,231 ft"2 3.27 Ac I Total Area = 142,231 ftA2 3.27 Ac I Post - Development Pervious Area = 99,541 ftA2 2.29 Ac Impervious Area = 42,690 ft "2 0.98 Ac Area = 142,231 ft^2 3.27 Ac I Total Area = 142,231 ft "2 3.27 Ac I Water Quality Pervious Area = 0 ft^2 0.00 Ac • Impervious Area = 42,690 ftA2 0.98 Ac Area = 42,690 ftA2 0.98 Ac I Total Area = 42,690 ftA2 0.98 Ac I 2 CN Values Pre Development Pervious CN (Class C soil: Grass Cover, Good Condition) 74 Impervious CN 98 Post Development Pervious CN (Class C soil:Grass Cover, Fair Condition) 79 Impervious CN 98 3 Design Storms (Clean Water Services, Appendix A) Water Quality Treatment = 0.36 inches 2 -Year Storm Event = 2.50 inches 25 -Year Storm Event = 3.90 inches 4 Water Quality Calculation Water Quality Volume (cf) = [0.36 (in) x Impervious Area (sf)] / 12 (in/ft) = 1280.70 cf Water Quality Flow (cfs) = Water Quality Volume / 14,400 sec = 0.09 cfs 5 Time of Concentration (Tc) Pre - development Segment 1 (sheet flow) Tt = 0.42 *(ns *L) ^0.8 /P2^0.5 *So^0.4 ns = 0.24 dense grasses L = 275 feet So = 0.044 ft/ft P2 = 2.50 in Ttl = 26.5 minutes Segment 2 (overland flow) Tt2 = L / 60*V V = 16.1345`(s)^0.5 (unpaved surfaces) s = 0.138 ft/ft V = 5.99 ft/s L = 130 feet Tt2 = 0.4 minutes Total Tc = 26.8 minutes Post - development Assumed Tc = 5.0 minutes • 6 Required Detention Calculations of Allowable Detention System Release Rates: 2 -Year Allowable Release Rate (cfs) 0.23 cfs = 2 year Allowable Release Rate 25 -Year Allowable Release Rate (cfs) 0.80 cfs = 25 year Allowable Release Rate Storm Drainage Report TVF &R Walnut Station Tigard. Oregon APPENDIX B — Water Quality Design Report Date: January 23, 2008 PBS 11 Project #: 70570.000 WALNUT FIRE STATION (PBS Project 070570.000) Water Quality Swale Design Reference: Clean Water Services Design and Construction Standards, March 2004 Calculated Design Flow; 0 (Water Quality Flow) (ds) = 0.09 <= 0.36 Inches over 100% of Impervious area (from SBUHYD Results - see attached sheets) 0 (10 -Year Flow) (ds) = 1.71 < =10 -Year Design Storm (from SBUHYD Results - see attached sheets) • 0 (25 -Year Flow) (ds) = 2.07 < =25 -Year Design Storm (from SBUHYD Results . see attached sheets) Calculate Swale Bottom Width; B (Q xn) /(I.49xY "1.67xS 05) B = Bottom width of swale (ft) Q = Water quality flow (ds) 0.09 n = Marning's roughness coefficient for open charnel flow M11 S = Slope of channel (Mt) 0.010 B = Bottom width of swale (ft) _ MEM Y = Design flow depth (ft) Determine Design Flow Velocity: V =Q /A V = Design flow velocity (ft/sec) Z = Side slope length per unit height (e g. Z = 4 If side slopes are 4H:1 V) I 4.0 A = (B x Y) + (Z x Y "2) = cross sectional area (sf) of flow at design depth 0.59 I V = Design flow velocity (fflsec) = t0.451 Calculate Swale Length; - L = Residence lime (seconds) x V 0 = jp minutes L = Minimum allowable Swale length (ft) V = Design flow velocity (ft/sec) L = Minimum allowable swale length (ft) _ Determine 10 - year Flow Velocity: V=0 /A V = Design flow velocity (fUsec) n = Manning's roughness coefficient for open channel flow ELAM Y = 10 -YEAR flow depth (ft) 0.80 Q = 10 -YEAR Storm event flow (cis) MEM A = (B x Y) + (Z x Y"2) = aoss,seclonal area (s1) of flow at 10 -year depth MUM V = Design flow velocity (ft/see) _ Malla Determine Depth Required for 10 - year Conveyance (w/0.5' freeboard); D =Y +0.5' Y = 10-year flow depth (ft) 0.80 D = Minimum allowable male Depth (ft) _ hr.f:30.Cfl Determine Capacity to Convey 25 storm without exceeding 5 ft/sec; V =0 /A V = Design flow velocity (ft/sec) n = Ma ni g's roughness coefficient for open channel flow MEM Y = 100 -YEAR flow depth (ft) 0.90 Q = 100 -YEAR Storm event flow (ds) A = (B x Y) + (Z x Y "2) = cross sectional area (et) of flow at 100 -year depth MUM V = Design flow velocity (ft/see) Una PBS Engineering and Environmental 1310 Main Street Vancouver, WA 98660 (360) 890331 1 of 1 Storm Drainage Report TVF &R Walnut Station Tigard, Oregon APPENDIX C — Water Quantity Design • Report Date: January 23, 2008 PBS 12 Project #: 70570.000 Water Quantity Desl n BACKGROUND INFORMATION DATA ENTERED BY DESIGNER 1 I _ - - Proposed site only Total site area = 3.27 acres _ 142231 sf Percentage Impervious Area = 0.13 acres 5860 sf 4.1 % Pervious Area = 3.13 acres 136371 sf 95.9 % Pre- Developed CN = 74 C, good condition Total 100.0'% Pre - Developed Tc = 26.8 minutes Post - Developed CN = 79 C, fair condition Post - Developed Tc= 5.0 minutes AllowableRellase Rates from Pont( — 2-year storm 0.23 cfs 25 -year storm 0.80 ds Pond Storaoe2om Autocad) h inc 0.5 feet _ Cumulative _ N (SBUHYD) Stage Storage at Stage fft? (cu it) (from CAD) _ Deal . n storm event predpitatlon values 1 _ 222.0 0 W.Q. _ 0.38 inches — 2 222.5 _ 355 2 - year 2.50 Inches 3 223.0 1135 _ 25 -year _ 3.90 inches 4 223.5 2056 _ 5 224.0 3132 _ 6 224.5 4372 7 225.0 5788 -- - _ — 8 225.5 7391 I 9 226.0 9190 Project: TVF Walnut Station Client: PSE Architects PBS Project Number. 70570.000 Contact: Bob Thrapp Completed by: Kendra Laminack, EIT (503) 248-9170 Updated: 6/29/2007 STORM ROUTING CALCULATIONS /ORIFICE SIZING ORIFICE __ I 1 2 3 height: - 0 0.9 0 feet Spillway _ diameter. 1.00 2.50 0.00 inches height (ft) = 3.00 area: _ 0.01 0.03 0.00 11"2 length (ft)= 0.0 N (SBUHYD) - Stage Flow Flow Flow Flow Sum 11Sl Qrilke 1 fefsl orlflce 2 (cfsl - Orlflea 3 (cfsl Overflow (cfsl - FJow (ctrl 1 I 0.00 0.00 0.00 0.00 - 0.00 0.0o j - 2 - 0.50 0.02 - 0.00 0.00 0.00 0.02 _ 3 1.00 0.03 0.05 0.00 0.00 0.08 4 1.50 0.03 0.13 0.00 0.00 0.16 5 - 2.00 0.04 0.18 0.00 0.00 0.2 ` f 6 2.50 0.04 0.21 0.00 0.00 _ 0.26 7 3.00 0.05 0.25 0.00 _ 0.00 0.29 8 _ 3.50 0.05 027 0.00 1.38 189 9 4.00 0.05 0.30 0.00 7.70 ... ;.• ,8 06 x Project: TVF Walnut Station Client: PSE Architects PBS Project Number 70570.000 Contact: Bob Thrapp Completed by: Kendra Laminack, EIT (503) 248 -9170 Updated: 6/29/2007 I I 1 1 ) i i SBUHYD ROUTE -1 DATA INPUT _ — — Cumulative N (SBUHYD _ j f Discharge WO ) Sto pal (Cu ft) I Penn Area (sq ft) 1 r ; 2 - - y lam .' i 1 0 4 fi x, 7 v ,, # a 0 8 ,, r 9 - ;r ` u Note: - copy the data from colored columns and paste it on the notepad.txt (70570txt txt) SBUHYD ROUTE OUTPUT SUMMARY (See Technical Appendix for detailed output) I Storm Orifice Post- Developed Proposed Design Peak Allowable Even( f)p! Peak In (cfs) Peak Out (efsj Elevation (ft) Discharge (cfs) 2-year 1.00 1.00 _ 0.23 224.17 .0.z3 OK 25 -year 2.50 2.07 0.75 225.16 0.80 ORIFICE RESTRICTOR DESIGN Storm Orifice i_,,.nt Build ' Out (cfsl `xi ^;H ; 2-year 1.00 _ 0.23 ` : -,.. 4 s. , 25 -year 2.50 0.75 „ — • • Project: TVF Walnut Station Client: PSE Architects PBS Project Number: 70570.000 Contact Bob Thrapp Completed by Kendra Laminack, EIT (503) 248 -9170 Updated: 6/29/2007 TVF&R Walnut Station KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE Pre - Developed Site: SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2 24.00 2.50 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 2 -YEAR 24 -HOUR STORM * * ** 2.50" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 3.1 74.0 .1 98.0 27.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.3 3.1 74.0 .1 98.0 27.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .23 8.00 7954 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570pr.2 • SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 3.1 74.0 .1 98.0 27.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.3 3.1 74.0 .1 98.0 27.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .80 7.83 18955 ENTER (d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: .70570pr.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE Post - Developed Site: SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 2 24.00 2.50 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 2 -YEAR 24 -HOUR STORM * * ** 2.50" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 2.3 79.0 1.0 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.3 2.3 79.0 1.0 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) 1.00 7.67 15039 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570pos.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM • 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 2.3 79.0 1.0 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.3 2.3 79.0 1.0 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) 2.07 7.67 28688 ENTER [ d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570pos.25 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S RESERVOIR ROUTING INFLOW /OUTFLOW ROUTINE: SPECIFY [ d:][path]filename[.ext] OF ROUTING DATA 70570TXT.TXT DISPLAY ROUTING DATA (Y or N)? Y ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU -FT) PERM - AREA(SQ -FT) 222.00 .00 .0 .0 222.50 .02 355.0 .0 223.00 .08 1135.0 .0 223.50 .16 2056.0 .0 224.00 .22 3132.0 .0 224.50 .26 4372.0 .0 225.00 .29 5788.0 .0 225.50 1.69 7391.0 .0 226.00 8.06 9190.0 .0 AVERAGE PERM -RATE: .0 MINUTES /INCH ENTER [d:][path]filename[.ext] OF COMPUTED HYDROGRAPH: 70570pos.2 INFLOW /OUTFLOW ANALYSIS: PEAK - INFLOW(CFS) PEAK - OUTFLOW(CFS) OUTFLOW - VOL(CU -FT) 1.00 .23 14949 INITIAL - STAGE(FT) TIME -OF- PEAK(HRS) PEAK- STAGE- ELEV(FT) .00 10.83 224.17 PEAK STORAGE: 3540 CU -FT ENTER [ d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570DET.2 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE C ENTER [ d:][path]filename[.ext] OF COMPUTED HYDROGRAPH: 70570pos.25 INFLOW /OUTFLOW ANALYSIS: PEAK - INFLOW(CFS) PEAK - OUTFLOW(CFS) OUTFLOW- VOL(CU -FT) 2.07 .75 28611 INITIAL - STAGE(FT) TIME -OF- PEAK(HRS) PEAK- STAGE - ELEV(FT) .00 8.33 225.16 PEAK STORAGE: 6300 CU -FT ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570DET.25 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE P INFLOW /OUTFLOW DATA PRINT -OUT: T(HRS) QI(CFS) QO(CFS) EL(FT) T(HRS) QI(CFS) QO(CFS) EL(FT) . 00 .00 .00 .00 21.17 .26 • .28 224.86 .17 .00 .00 222.00 21.33 .26 .28 224.86 .33 .00 .00 222.00' 21.50 .26 .28 224.85 .50 .01 .00 222.00 21.67 .26 .28 224.85 . 67 .02 .00 222.02 21.83 .26 .28 224.84 .83 .03 .00 222.04 22.00 .26 .28 224.84 1.00 .03 .00 222.06 22.17 .26 .28 224.83 1.17 .04 .00 222.09 22.33 .26 .28 224.83 1.33 .05 .00 222.12 22.50 .26 .28 224.83 1.50 .05 .01 222.16 22.67 .26 .28 224.82 1.67 .06 .01 222.20 22.83 .26 .28 224.82 1.83 .07 .01 222.25 23.00 .26 .28 224.81 2.00 .08 .01 222.30 23.17 .27 .28 224.81 2.17 .08 .01 222.36 23.33 .27 .28 224.81 2.33 .09 .02 222.42 23.50 .27 .28 224.81 2.50 .09 .02 222.48 23.67 .27 .28 224.81 2.67 .10 .02 222.52 23.83 .27 .28 224.80 2.83 .11 .03 222.55 24.00 .13 .28 224.79 3.00 .11 .03 222.58 2.4.17 .00 .27 224.74 3.17 .12 .03 222.61 24.33 .00 .27 224.68 3.33 .12 .04 222.65 24.50 .00 .27 224.63 3.50 .12 .04 222.68 24.67 .00 .26 224.57 3.67 .13 .04 222.71 24.83 .00 .26 224.52 3.83 .14 .05 222.74 25.00 .00 .26 224.46 4.00 .14 .05 222.78 25.17 .00 .25 224.39 4.17 .15 .06 222.81 25.33 .00 .25 224.33 4.33 .15 .06 222.85 25.50 .00 .24 224.27 4.50 .15 .07 222.88 25.67 .00 .24 224.22 4.67 .18 .07 222.92 25.83 .00 .23 224.16 4.83 .20 .08 222.96 26.00 .00 .23 224.10 5.00 .21 .08 223.01 26.17 .00 .22 224.05 5.17 .22 .09 223.05 26.33 .00 .22 223.99 5.33 .23 .10 223.09 26.50 .00 .21 223.93 5.50 .24 .10 223.14 26.67 .00 .21 223.88 5.67 .27 .11 223.19 26.83 .00 .20 223.82 5.83 .30 .12 223.24 27.00 .00 .19 223.77 6.00 .31 .13 223.30 27.17 •.00 .19 223.71 6.17 .32 .14 223.36 27.33 .00 .18 223.66 6.33 .33 .15 223.42 27.50 .00 .17 223.61 6.50 .34 .16 223.48 27.67 .00 .17 223.57 6.67 .43 .17 223.55 27.83 .00 .16 223.52 6.83 .52 .18 223.63 28.00 .00 .16 223.47 7.00 .53 .19 223.73 28.17 .00 .15 223.42 7.17 .65 .20 223.84 28.33 .00 .14 223.37 7.33 .77 .22 223.98 28.50 .00 .13 223.33 7.50 1.16 .23 224.16 28.67 .00 .13 223.29 7.67 2.07 .26 224.49 28.83 .00 .12 223.25 7.83 1.98 .28 224.86 29.00 .00 .11 223.21 8.00 1.15 .55 225.09 29.17 .00 .11 223.17 8.17 .82 .73 225.16 29.33 .00 .10 223.14 8.33 .71 .75 225.16 29.50 .00 .10 223.11 8.50 .72 .73 225.16 29.67 .00 .09 223.08 8.67 .60 .70 225.15 29.83 .00 .09 223.05 8.83 .48 .64 225.12 30.00 .00 .08 223.02 9.00 .48 .57 225.10 30.17 .00 .08 222.99 9.17 .49 .54 225.09 30.33 .00 .08 222.96 9.33 .49 .52 225.08 30.50 .00 .07 222.93 9.50 .49 .51 225.08 30.67 .00 .07 222.91 9.67 .50 .50 225.08 30.83 .00 .07 222.88 9.83 .50 .50 225.08 31.00 .00 .06 222.86 10.00 .50 .50 225.08 31.17 .00 .06 222.83 10.17 .50 .50 225.08 31.33 .00 .06 222.81 10.33 .51 .50 225.08 31.50 .00 .05 222.79 10.50 .51 .51 225.08 31.67 .00 .05 222.77 10.67 .47 .50 225.07 31.83 .00 .05 222.75 10.83 .42 .48 225.07 32.00 .00 .05 222.73 11.00 .42 .45 225.06 32.17 .00 .05 222.71 11.17 .42 .44 225.05 32.33 .00 .04 222.69 11.33 .43 .43 225.05 32.50 .00 .04 222.68 11.50 .43" .43 225.05 32.67 .00 .04 222.66 11.67 .43 .43 225.05 32.83 .00 .04 222.65 ' 11.83 .43 .43 225.05 33.00 .00 .04 222.63 12.00 .43 .43 225.05 33.17 .00 .03 222.62 12.17 .43 .43 225.05 33.33 .00 .03 222.61 12.33 .43 .43 225.05 33.50 .00 .03 222.59 12.50 .44 .43 225.05 33.67 .00 .03 222.58 12.67 .39 .43 225.05 33.83 .00 .03 222.57 12.83 .35 .40 225.04 34.00 .00 .03 222.56 13.00 .35 .38 225.03 34.17 .00 .03 222.55 13.17 .35 .37 225.03 34.33 .00 .02 222.54 13.33 .35 .36 225.03 34.50 .00 .02 222.53 13.50 .35 .36 225.02 34.67 .00 .02 222.52 13.67 .35 .35 225.02 34.83 .00 .02 222.51 13.83 .35 .35 225.02 35.00 .00 .02 222.51 14.00 .35 .35 225.02 35.17 .00 .02 222.50 14.17 .35 .35 225.02 35.33 .00 .02 222.48 . 14.33 .35 .35 225.02 35.50 .00 .02 222.46 14.50 .36 .35 225.02 35.67 .00 .02 222.45 14.67 .33 .35 225.02 35.83 .00 .02 222.43 14.83 .31 .34 225.02 36.00 .00 .02 222.42 15.00 .31 .33 225.01 36.17 .00 .02 222.40 15.17 .31 .32 225.01 36.33 .00 .02 222.39 15.33 .31 .32 225.01 36.50 .00 .02 222.38 15.50 .31 .31 225.01 36.67 .00 .01 222.37 15.67 .32 .31 225.01 36.83 .00 .01 222.35 15.83 .32 .32 225.01 37.00 .00 .01 222.34 16.00 .32 .32 225.01 37.17 .00 .01 222.33 16.17 .32 .32 225.01 37.33 .00 .01 222.32 16.33 .32 .32 225.01 37.50 .00 .01 222.31 16.50 .32 .32 225.01 37.67 .00 .01 222.30 16.67 .29 .31 225.01 37.83 .00 .01 222.29 16.83 .26 .30 225.00 38.00 .00 .01 222.28 17.00 .26 . .29 225.00 38.17 .00 .01 222.27 17.17 .26 .29 224.99 38.33 .00 .01 222.26 17.33 .26 .29 224.98 38.50 .00 .01 222.25 17.50 .26 .29 224.98 38.67 .00 .01 222.24 17.67 .26 .29 224.97 38.83 .00 .01 222.24 17.83 .26 .29 224.97 39.00 .00 .01 222.23 18.00 .26 .29 224.96 39.17 .00 .01 222.22 18.17 .26 .29 224.95 39.33 .00 .01 222.21 18.33 .26 .29 224.95 39.50 .00 .01 222.21 18.50 .26 .29 224.94 39.67 .00 .01 222.20 18.67 .26 .29 224.94 39.83 .00 .01 222.19 18.83 .26 .29 224.93 40.00 .00 .01 222.19 19.00 .26 .29 224.93 40.17 .00 .01 222.18 19.17 .26 .29 224.92 40.33 .00 .01 222.17 19.33 .26 .28 224.92 40.50 .00 .01 222.17 19.50 .26 .28 224.91 40.67 .00 .01 222.16 19.67 .26 .28 224.90 40.83 .00 .01 222.16 19.83 .26 .28 224.90 41.00 .00 .01 222.15 20.00 .26 .28 224.89 41.17 .00 .01 222.15 20.17 .26 .28 224.89 41.33 .00 .01 222.14 20.33 .26 .28 224.88 41.50 .00 .01 222.14 20.50 .26 .28 224.88 41.67 .00 .01 222.13 20.67 .26 .28 224.87 41.83 .00 .01 222.13 20.83 .26 .28 224.87 42.00 .00 .00 222.12 21.00 .26 .28 224.87 42.17 .00 .00 .00 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE 2 SPECIFY: C - CONTINUE, N - NEWJOB, P - PRINT, S - STOP, R - REVISE S Stop - Program terminated. Storm Drainage Report TVF &R Walnut Station Tigard. Oregon APPENDIX D — Conveyance Calculations Report Date: January 23, 2008 PBS 13 Project #: 70570.000 Project: TVF&R Walnut Station PBS#: 70570.000 Date: 07/09/07 Conveyance Design Peak Flow Pipe Full Full % of Pipe Run From Q(10) Dia. Slope Manning Velocity Capacity Capacity Basins (cfs) (in.) (ft. /ft.) "n" V (fps) Q (cfs) 1 A 0.06 4 0.0365 0.012 4.53 0.39 15.19% 2 SR,A 0.18 4 0.0433 0.012 4.93 0.43 41.84% 3 B 0.19 6 0.0145 0.012 • 3.74 0.73 25.89% 4 NR 0.16 4 0.1852 0.012 10.19 0.89 17.98% 5 SR,NR,A,B 0.59 10 0.0197 0.012 6.12 3.34 17.66% 6 D 0.22 6 0.0100 0.012 3.10 0.61 36.09% 7 C 0.19 6 0.0100 0.012 3.10 0.61 31.17% 8 SR,NR,A,B,C,D 1.01 10 0.0040 0.012 2.76 1.51 67.10% 9 SR,NR,A,B,C,D 1.01 10 0.1164 0.012 14.89 8.12 12.44% • 7/9/2007 Conveyance TFAR Walnut Station - Conveyance KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .1 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .1 .0 79.0 .1 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .12 7.67 1596 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.S SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .16 7.67 2128 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.N SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .1 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .1 .0 79.0 .1 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .06 7.67 798 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.1 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .18 7.67 2394 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.2 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .19 7.67 2527 ENTER [d:][path)filename(.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.3 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 • PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .16 7.67 2128 ENTER (d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.4 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .6 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .6 .0 79.0 .6 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .59 7.67 7717 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.5 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .22 7.67 2927 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.6 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 .2 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .2 .0 79.0 .2 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) .19 7.67 2527 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.7 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S SBUH /SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7 -DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR), DURATION(HOUR), PRECIP(INCHES) 25 24.00 3.90 * * * * * * * * * * * * * * * * * * ** S.C.S. TYPE-1A DISTRIBUTION * * * * * * * * * * * * * * * * * * ** * * * * * * * ** 25 -YEAR 24 -HOUR STORM * * ** 3.90" TOTAL PRECIP. * * * * * * * ** ENTER: A(PERV), CN(PERV), A(IMPERV), CN(IMPERV), TC FOR BASIN NO. 1 .0 79.0 1.0 98.0 5.0 DATA PRINT -OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1.0 .0 79.0 1.0 98.0 5.0 PEAK - Q(CFS) T- PEAK(HRS) VOL(CU -FT) 1.01 7.67 13172 ENTER [d:][path]filename[.ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 70570C.8 SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP S Stop - Program terminated. TVF&R WALNUT STATION TIGARD, OREGON -...- , 4. . . , . i f .' 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WALNuT STREET ‘ . • - ,' - . , _ : - ,..,;;;; 1 I . ,..‘ 0 1 B3.0 I SCALE 1 S7 SHEET S Or 1 1 Storm Drainage Report TVF &R Walnut Station Tigard, Orcgoq APPENDIX E — Construction Plans (Reduced Copies) Report Date: January 23, 2008 PBS 14 Project #: 70570.000 1 Y ' 1 r • ` .... �� 'ter. d . • 1 " � r • . / PROJECT LOCATION 52,24. S.F. ;. ; SITE VICINITY MAP � 0 20 CITES) ; ..•', ,,.• / Ic•...tl. n w 1 14402.11VER. Iv., ens] [REIM 24 J /./ /ice ::�� _ .;7 u.^,''' . i �/ '. , '' i� �r :c'an HMe 3 rl f1Oa' wK n tw "' GENERAL NOTES 1 t -,,,:,'•".";:,;-:;.:....;;:' % "'.;; �. -- - PTIACIOw WALL 1ms mot TR LOCATOR NAaO.,. EOM. /.2.".•;•,%.„'..;;;:',•:...... 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V .. / ; - pO.HI[yATIN • �1M I •. y� • C2 EROSION CONTROL DETAILS C1 2 GRADING AND EROSION CONTROL PLAN H f- `� �i ', // •- [A ? " ill D W • C2 9TORMATER DETAILS 0v y O0 lD " . ' - -. MU: C22 WATER DETAINS - • / -(0 i 1 A s - _, . ,:. .? ' • / ' 77 ACRES) . • > LI. - { ' r > , % j / ;. .; / H •. up III �.�� a%' 3 . % 1. " '. .ry �:i�;--_�.- .,::'e _, i. _: -: _. .1 .. ; i_..' 'i 1 1 . -:...' , r1 ! X, , ..,. h :;: „, .', _.bI .A. .IDIRR a Ca. o ...--..---•.. ' .0.1... 1 • •.., • .••• .-:,..-L,.!-- —T ems-- _:"•' .L : rz.f.: I • a RoE i _r' -t L - -.5--- ..:. �p” ! cul �.• 7:1'7. • • �� �_L•�. _�_- - -- • . i _. •1 47. ._ NL COVER . 7'^ "��� tea. J.,.1: f s BEFORE VOODOO C _._ .? -.. �•�.; �.. S.W. MIACNI)T STREET _ ' •' • .`. A -._ r .< ' \� • 1.100453.4344 7a1 105 00E .. � �f:, A L\' OEROVCYE • - - ~V .vuvs...o, c •..•. FLAN F SCALE 1 BY SITE SUMMARY: •.p., rg. rpo. • TAX PARCEU: 25101AD04500 I... a SITE AREA 127 ACRES 1142.232 SO FT.) ....m w COMP PLAN DESIONATION: LOW DENSITY RESIDENTIAL SITE IMPROVEMENT LEGEND 20MNGDISTRICT: R'45 m....... QUARTER SECTION' SE IM OF SEC 4, TON R19494µ " • ..... 105,19 m.oRrt HI[.NI. GENERAL INFORMATION: • IRM•O •VxnT PROPERTY OWNEFE ARCNTTE APPLI CIVIL ENGINEER; W. •9..N„IALURo, TUALATIN VALLEY FIRE 6 RESCUE Pi ARCHTECT9 ANGELO PNNING GROUP PBS ENG60EEWNG AND ENVIRONMENTAL • • I : • .- R O.O. ORR 1...1....1 A, 170 COMMERCIAL PARKWAY BOB TEALKPP FRANK µ OILY NEAL C0.0 ALONE, OR AAI2 SW C MAN, SURE AVENUE 820 SW MA SLATE 201 1313 MAIN STREET 1 ...7J .[O i•.¢ Lox. PN 360 894.6577 PORTLAND. OR 07201 PORTLAND. OR 97205 VANCOUVER WA 96680 FAX: 150 594.6157 Mt 5032409170 Mt 50].2246223 Mt 300600w771 EJAAIL NEKFIRa.®taa. FAX 603 248.0273 FAX. 503.2273879 FAX 360 898 9061 SKEET 1 OF S EJIAIL W.pp5p..mO¢mm E-MAIL p.F- MWCPDUrMm CNU OMVRROS , 11 II . 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R oras Web Soil Survey 1.1 4/18/2007 Mal Cmeervattoa service National Cooperative Soil Survey • Page 1 of 3 • SOIL SURVEY OF WASHINGTON COUNTY, OREGON TVF MAP LEGEND MAP INFORMATION _ - Sod Map Units • cities Source of Map: Natural Resources Conservation Service Detailed Counties Web Soil Survey URL: http : //websoilsurvey.nres.usda.gov Detailed States - Interstate Highways Coordinate System: UTM Zone 10 - Roads Soil SurveyArea: Washington County, Oregon �} Rah Spatial Version of Data: 2 Water Soil Map Compilation Scale: 1:20000 - Hydrography • Oceans AYAVAYAV Escarpment, bedrock VAVAVAV Escarpment non•bedrock ti Gulley t Levee Slope W Blowout ® Borrow Pit at Clay Spot • Depression, dosed • Eroded Spot X Gravel Pit . • Gravelly Spot '� Gulley A Lava Flow ® Landfill Map comprised of aerial images photographed on these dates: .r Marsh or Swamp 8/5/2000 ® Miscellaneous Water Rock Outcrop + Saline Spot . Sandy Spot 33 Slide or Slip O Sinkhole ty Sodic Spot • Spy The orthophoto or other base map on which the soil lines were compiled and Area o Stony Spot digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident w Vey 3L.0, elaw O Perennial Water Natural R • WM Spot Wcb Soil Survey 1.1 4/18/2007 Cemer,atloa Service National Cooperative Soil Survey Page 2 of 3 • r r Soil Survey of Washington County, Oregon TVF Map Unit Legend Summary Washington County, Oregon Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI ,.,, ,... ter,,, CorneIius and Kinton silt loatns, 2.1 54. :, H 12 percent slopes 16C Delena silt loam, 3 to 12 1.8 46.0 percent slopes • Val Natural Resources Web Soil Survey 1.1 4/18/2007 Conservation serdce National Cooperative Soil Survey Page 3 of 3