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HomeMy WebLinkAboutMisc 0251 2 SIXTH STREET .SOUTH, SUITE 202, KIRKLAND, WA SB❑33 PH: (425) B27- 5995 Fx, (425) BZB-4B50 PD[3-WA[a PDG-WA.C❑M City of Renton, Washington w RECEIVE Preliminary Technical Information Report For Townhomos 4701 Talbot Road South Renton, WA 98055 Poggemeyer Design Group, Project N Date Description II - 4 rlcl /ONAL I V EXPIRES 1/25/10% Prepared under the direct supervision of Todd A. Popelka, P.E., Washington Registration No. 36425 for and on behalf of Poggemeyer Design Group Revisions: Tu WNHC]ME5 - TIR PAnr I or 30 6/0412007 Table of Contents Section 7 - Project Overview Section 2 - Conditions and Requirements Summary Section 3 -- Off -site Analysis Section 4 - Flaw Control and Water Quality Facility Analysis and Design Section 5 - Conveyance System Analysis and Design Section 6 - Special Reports and Studies Section 7 - Other Permits Section 8 - ESC Analysis and Design Section 9 - Bond Quantities, Facility Summaries, and Declaration of Covenant Section 10 - Operations and Maintenance Manual Appendix Appendix A - Maintenance Instructions Appendix B - Soils Report Appendix C - Backwater Analysis Calculation Sheet TowNHOMES -- T{R PAGE 2 OF 30 7/3 1 /20Q7 TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Project Owner: Y & L Enterprises, LLC Address P.O.BOX 5757 Bellevue, WA 98006 Project Engineer: Todd Popelka, PE Poggerneyer Design Group 512 Sixth Street South, Suite 202, Kirkland, WA 98033 Ph: (425) 827- 5995 Fx_ (425) 828-4850 MILUNE Subdivision Short Plat Grading Commercial Other Multi -family --------------- - River Stream Critical Stream Reach E - Dep ressions/Sw ales Lake (— Steep Slopes DFW HPA COIL 404 DOE Dam Safety FEMA FloodpUn COE Wetlands F loodp l ain Wetlands Seep s/Sp rings High Groundwater Table Groundwater Recharge - Other Shoreline Management Rockery Structural Vaults 1_.. Other PART 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Alderwood Gravelly Sandy Loam 6 - 15 % Slight TOWNHOMrs - TJR PAGE 3 ❑F 30 7/31 /2007 Additional Sheets Attached TECHNICAL INFORMATION REPORT (TIR) WORKSHEET REFERENCE — Downstream An '�O Additional Sheets attached MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Sedimentation Facilities V Stabilized Construction Entrance v, Perimeter Runoff Control V Clearing& Grading.Restrictions V Cover Practices Construction Sequence Other LIMITATIONISITE CONSTRAINT MINIMUM ESC: REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surface +� Remove and Restore Temporary ESC Facilities fV Clean and Remove All Silt & Debris Ensure Operation of Permanent Facilities Flag Limits of'SAO and Open Space Preservation Areas Other Grass Lined Channel Y Tank Infiltration Pipe System Vault Depression Open Channel Energy Dissipater i Flow Dispersal f Dry Pond Wetland t_-_ Waiver Wet Pond St I--- Regional Detention Brief Description of System Operation: The system will include detention/ wet vault. The vault outlet will tie to an existing catch basin at the northeast corner of the adi2 Method of Analysis: KCRTS Level 2 property to the west. Facility Related Site Limitations Reference Facility Limitation Cast in Place Vault i y Retaining Wall s Rockery > 4' High Structural on Steep Slope Retaining Wall Drainage Easement Access Easement Native Growth Protection Easement Tract r Other TOWNHOMEE - TIR PAGE 4 OF 30 713 1_/20O7 l or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. TowNHOMES - TIR PAGE 5 ❑F 30 7/3 1 /2007 Section 1 — Project Overview The subject property is located on the west side of Talbot Road S, south of South 45th Place. The property is totaling approximately 44,866 square feet (1.03 acres). Currently there is an existing single- family house that will be removed prior to site development. The proposal is to subdivide the parcel and develop approximately 20 townhouse residential units. The units will be grouped into 3 structures with 2 buildings having 6 units each and 1 building having 8 units. Each unit will have a two -car garage under the unit and there will be 5 guest parking stalls. The proposed project is located in the SE Quarter of Section 31, Township 23N, Range 5E, WM, King County, Washington and is shown on the vicinity map below. Valeymedcal t . Centel i Traffic F,9ap satellite H;'t1rio Valsey N9E01c,31 �• N Ce�tzr SE Carr Rd G7 'Jal:ey bleoical V N_ Gen!Br-ERGO D C) i F 5 43rd St U, c7 a f aL 3r �? a ?A O � P? o y e6�u 5 47A St s am'sr c: - Gopper R>Ogl gpaRmPrslS - 0 s9 '�- SE1851hPI r - r S 40Ui St r ae9Yt+W `m SGy SE 9871!! S! .. 5 501h PI �i I f _ SE 1 eat+ S,5154 2007 Gaogle- uap Data @2007 NAVTER Fil;.1 VICINITY MAP The property is located within the Residential Multi -Family Comprehensive Plan land use designation (RM-F zone). There is currently one residential structure on the property. The project proposes to TuwN"oMES — TER PAGE 6 GF 30 W3112C707 demolish the existing house and subdivide the parcel and develop 20 townhouse residential units with the associated access road from Talbot Road South and underground utilities. Currently the runoff from the property sheet flows towards the western boundary of the site, which is its natural discharge point. The runoff from the developed site (surface flow from the access driveway and roof drains) and discharged through a conveyance system into the proposed detention/wet vault. While the site project discharges primarily to the western side of the property, the flows combine before leaving the site and will therefore be discharged at the natural location for this property. Currently a 12- inch storm pipe is stubbed to the west property line the project proposes to utilize this conveyance system. Water quantity and quality will be required and will be accomplished via a detention/ wet vault. The proposed development will contain 75% impervious (The maximum impervious surface allowed in the RM-F zone). The remaining 25% will be landscaped area. FiG.2 SCS SOIL SURVEY MAP SCS Soils Map: Based on the King County Soil Survey the on -site soils are mapped as Alderwood gravelly sandy loam (AgC) series, 6 to 15 percent slopes hydrologic class "C" (See Figure 2). Alderwood series have slow permeability; runoff potential is slow to medium, and a moderate to severe erosion hazard. TOWNHOMEs - TIR PAGE 7 OF 30 7/3 1 /2007 TABLE 31,23 LQUIULENGE BETI< MEN SCS SOIL TITES AND KCRTS SOIL TY-RES SCSSoil Type SCS Hydrologic Soil Group KCRTS Soil Group Notes AIdenvwd � AgR, ,u C. A D) C Till Arens Aldermod Material;A,nE. AmC C Till Mren;s_ :1ere+r Material °A^' d tivtsva=_h ] Beausite iEeC.'-0. Be:-,) C Till c Bellingham ;? C Till 3 6ri1_e_:3r, C' Till? 6uem.!cy Till t Earlrrart ;E¢i Till ? Ed cwl:'{+_�` TIII 3 Ev_ _I = E, Ev , D;D :- svC; A:6 C,'as-h 1 i^. 3r:oai .,C. InA rD; L Kitsap tK-v , KpC. �pC; Till ,Iaus �' ..SC, G G.-%w.E_h 1 Nz .cn iii8: I ' :41'3511 Y,Till t Nirdterg iNg: ",- kNk C Till 3 L Till 3 Dr-Js ;Dri D We -land 11rrda t s, G� ill 01 3 i C• C (DSC. C-,,F'i C Till 2 Pily^u:,+4;'-�"r c Till 3 Puw ;?u; D Till 3 PUY,30UP �P' y a Till 3 Ra'^ar=-a[:.?aD, Rai;, RaE) Cmm,3sh 1 R_'Icn?Re, D Till 3 Salal tSa] C Till 3 Sawmarni=_h iShL� D Till 3 SeatOe tSk; D Re -.land Shalcar iSm i D Till 3 Si ;?'� c Till 3 anchcmi=_h isc, Sr, D Till 3 Sultan iSlr; D Till 3 %t4tiila(Tu'i D Till 3 lhcf _dlrwllle th'r)•: D Till 3 F1Liru 1. 4 sl^ere o�nvash so s are saturated or unc�--dain at shsile depth ;e tee;) b f g Seal till. th:r shout, be 7z-at=d as 0Il so-s, 2. Tnes,-= are tedro,k so s, ht; alib€aticn cf HSPF by Krg County Q420NM kLms becrock scils o I-> vc— similar hydrkgic r_spcnse :o d soi s. 3. Tres are Juvlal sells. sane & Mich are undi-trialn by glaciat'i: o,, hwa a seascna y higi hater tke. i:� the atrer�,e of cetsiled s;tti}, :� se sciis should be_atPd as till sots. 4. Gu: k. ey soils He'd rn the iyat permekilitr Cscvcla madflcsr. i 'Vd-dogi: response is assLm--..o be s m ar m that of zi sods. TOWNHOME9 — TIR PAGE 8 OF 30 713 1 /2007 Section 2 — Conditions and Requirements Summery The following summary describes how this project will meet the eight "Core Requirements" and the "Special Requirements" that apply: Core Requirements 1. Discharge at the natural location: This site currently discharges to the western end of the site_ The proposed drainage system for this project will discharge to the existing location_ 2. Off -site Analysis: A Level 1 off -site analysis was completed for this project. 3. Core Requirement #3: Runoff Control Runoff control will be provided for the development via a detention vault. The on -site detention facility has been sized to release the developed discharge at the pre -developed rate for the proposed development. 4. Flow control: The proposed Level 2 detention vault is sized to meet the requirements of the KCSWDM using the KCRTS program. 5. Conveyance system: Flows will be conveyed using catch basins and 12" pipe system. No onsite analysis of the conveyance system is included with this preliminary TIR. Off -site conveyance analysis is attached. 6. Erosion and sedimentation control: TE=SC plans will be submitted along with the engineering plan submittal and is not included in this preliminary TIR. 7. Maintenance and Operations: Included in this preliminary report, Appendix A. 8. Financial guarantees and liability: Not included in this preliminary report. 9. Water Quality: The new impervious surface subject to vehicular traffic is greater than 5,000 square feet for this project. As a result water quality treatment is required_ Water quality is to be provided with a wet vault and sized according to KCSWDM. Special Requirements 1. Other adopted area -specific requirements: Level 2 Flow Control will be required. 2. FloodplainlFloodway delineation: Not applicable. 3. Flood protection facilities: Not applicable. 4. Source controls: Not applicable. 5. Oil Control: Not applicable. Section 3 — Off -site Analysis See the Level 1 Downstream Analysis provided in this report. Resource Review: The King County IMAP program was examined for mapped sensitive areas, both on - site and adjacent off -site features. Sensitive areas include streams, wetlands, erosion, and seismic hazards located on -site and downstream within 114 mile of the project area. Streams: None located within the one quarter mile area Wetlands: None located within the one quarter mile area Erosion: None located within the one quarter mile area Landslide: None located within the one quarter mile area Seismic: None located within the one quarter mile area TOWN HELM ES - Tf R PAGE 9 Or 30 7131/zoo7 Coal Mine_ None located within the one quarter mile area Critical Drainage Area: The site is not located in any of the King County Critical Drainage Areas identified in the King County Surface Water Design Manual. Drainage Problems: None located within the one quarter mile area. (See Figure 3 below). � $1V 79TN SS , We 4157 S7 3 y t u` a G S� a 5 SdT31 sr w�~ )tA.42. Kent i � � s 1ST :� � 31]7H St ❑97�iD$ n5437 j a1 ❑�sa•� ,� �assao �D^6•I.1� - --- - 0 Cy¢2219T28G CRD9605 � ❑?595$ tD7T287 i�1. - 415-9C D96b/C� 723G 972n 1:. taD6�p8 165 St 425E7R}T D9719D ��.• r ,•C,9�$6�1 C9F52ij��C9Gar•t �'..< �95127� S[tamls-.- LsT 5_°ip ST Project Site P 5_Sltl o ^r i B �.'ii li { 69¢221 Sr1.l ST r. 4.; �'. 4Cr-B2 5 Il097d�4o. Renton YTr+ L TL mq,. ST D9& 45 s 97rH ,ST SL IH.'rn 57 ?'i?^ 55l51 CT IirCfRD'5,181 tf - - _� 1.•':' '- S 1WN S7 ' "+ 5047U C98T�2 ss79m1sT,�- -,I DDS62jDB82S BETOT-"P w f" 5191•JG� slsrla9T-.. � sst� s� s�srrlsr �._ vJ 19t P� D; "�,L 7 s6 tluNflS7 C9662.1 .-. %�..... - o•� d { __,A- P L09G84T iQ97�G9 �i 55WC9{6�70[$ +. is I9[7i3 ST sb 154rn R..( 71. iGI X>75%mq Gac,>r1y .k .:-fi - 4 �7.iO3tt 1�. �. Selecta link or search attain_ Parcel 14 rmber. Address 'Assessors Data Report :Districts & Development Reporti'.: -' .426c53:2 '''. 41-01 TALBQT RD F 6 s �,einii=--r�C=h® c: ..la: I.l: 4eC .1W Y i FiG.3 DRAINAGE COMPLAINTS MAP Section 4 — Flow Control and Water Quality Facility Analysis and Design Flow control Analysis and Design According to Core Requirement #3, the detention vault was designed to Level 2 flow control standard of downstream protection needs. The drainage on the existing site was analyzed using KCRTS software. Level 2 flow control requires maintaining the duration of high flows at their predevelopment levels for all TOWNHOME5 —TIR PAI3F 1 ❑ OF 30 7/2112007 flows greater than one-half of the 2-year peak flow up to the 50-year peak flow. Figures provided in the KCSWDM and KCRTS manual were used to determine project location and scale factor parameters. Alderwood gravelly sandy loam (AgC) series, 6 to 15 percent slopes hydrologic class "C". Existing Site Conditions The predeveloped condition for matching duration flows was assumed to be historic site condition (forested). Total Basin Area: 44,866 S.F. = 1.03 Acres Pervious (Forest) Land Use Type ?f Area (acres) Till Forest 1.03 Till Pasture 0.000 Till Grass 0.000 1 Outwash Forest 0.000 Outwash Pasture 0.000 Outwash Grass 0.000 Wetland 10.000 Impervious 10.000 Scale Factor 1,000 Time Ste r-` Hourly~ 15-minute Data Type - Reduced Flow Frequency Analysis - Existing Site Time Series File:existing-7072.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.065 2 2/09/01 18:00 0.018 7 1/06/02 3:00 0.048 4 2/28/03 3:00 0.002 8 3/24/04 21:00 0.029 6 1/05/05 8:00 0.050 3 1/18/06 20:00 0.042 5 11/24/06 4:00 0.083 1 1/09/08 9:00 --------Flow Frequency Analysis------- - Peaks - - Rank Return Prob (CFS) Period 0.083 1 100.00 0.990 0.065 2 25.00 0.960 0.050 3 10.00 0.900 0.046 4 5.00 0.800 0.042 5 3.00 0.667 0.029 6 2.00 0.500 0.018 7 1.30 0.231 0.002 8 1.10 0.091 TOWMHOMES -- TER PAGE i 1 OF 30 713 1 /2007 Computed Peaks 0.077 50.00 0.980 Developed Site The developed site drainage system will route runoff to a Level 2 detention pond that will release runoff to the adjacent property (its natural discharge point), which is tributary to Black River Drainage Basin. This is where all runoff from the site currently flows. The following assumptions were used for designing the facility: For the calculation of impervious area was used the maximum (75% of the project site) impervious coverage as per city of Renton Municipal Code requirements. Max_ Impervious Surface for RM-F = 75% Therefore, Total impervious surface: 44,866 s.f. x 0.75 = 33,650 s_f_ = 0.77 Acres Pervious (Landscape, Lawn):11,216 s.f. = 0.57 Acres (Use Till Grass) Total Basin Area: 41,361 s.f. = 1.03 Acres Land Use Type ? Area (acresl' Till Forest 0.000� Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass 0.000 Wetland 0.000 Impervious 10.77 Scale Factor 11.000 ToWNHQMES -TIP PAGE 1 2 OF 30 Flow Frequency Analysis - Developed Site Time Series File:developed-7072.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.210 6 2/09/01 2:00 0.176 8 1/05/02 16:00 0.251 3 2/27/03 7:00 0.197 7 8/26/04 2:00 0.236 4 10/28/04 16:00 0.223 5 1/18/06 16:00 0.286 2 10/26/06 0:00 0.419 1 1/09/08 6:00 Computed Peaks Retention/Detention Facility -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.419 1 100.00 0.990 0.286 2 25.00 0.960 0.251 3 10.00 0.900 0.236 4 5.00 0.800 0.223 5 3.00 0.667 0.210 6 2.00 0.500 0.19"1 7 1.30 0.231 0.176 8 1.10 0.091 0.375 50.00 0.980 Type of Facility: Detention Vault Facility Length: 20.00 ft Facility width: 76.00 ft Facility Area: 1.520. sq. ft Effective Storage Depth: 10.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 15200. cu. ft Riser Head: 10.00 ft Riser Diameter: 18.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.50 0.021 2 5.20 0.84 0.042 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) {ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 15. 0.000 0.001 0.00 0.02 0.02 30. 0.001 0.001 0.00 0.03 0.03 46. 0.001 0.001 0.00 0.04 0.04 61. 0.001 0.001 0.00 0.05 D_05 76. 0.002 0.001 0.00 0.22 0.22 334. 0.008 0.003 0.00 0.39 0.39 593. 0.014 0.004 0.00 0.56 0.56 851. 0.020 0.005 0.00 0.72 0.72 1094. 0.025 0.006 0.00 0.89 0.89 1353. 0.031 0.006 0.00 1.06 1.06 1611. 0.037 0.007 0.00 1.23 1.23 1870. 0.043 0.008 0.00 1.40 1.40 2128. 0.049 0.008 0.00 1.57 1.57 2386. 0.055 0.009 0.00 1.74 1.74 2645. 0.061 0.009 0.00 TOWNHOMES - TIR PAGE 1 3 OF 30 7131/20u7 1.91 1.91 2903. 0.067 0.009 0.00 2.08 2.08 3162. 0.073 0.010 0.00 2.25 2.25 3420. 0.079 0.010 0.00 2.42 2.42 3618, 0.084 0.011 0.00 2.59 2.59 3937. 0.090 0.01.1 0.00 2.76 2.76 4195. 0.096 0.011 0.00 2.93 2.93 4454. 0.102 0.012 0.00 3.10 3.10 4712. 0.108 0.012 0.00 3.27 3.27 4970. 0.114 0.012 0.00 3.44 3.44 5229. 0.120 0.013 0.00 3.61 3.61 5487. 0.126 0.013 0.00 3.78 3.78 5746. 0.132 0.013 0.00 3.95 3.95 6004. 0.138 0.013 0.00 4.11 4.11 6247. 0.143 0.014 0.00 4.28 4.28 6506. 0.149 0.014 0.00 4.45 4.45 6764. 0.155 0.014 0.00 4.62 4.62 7022. 0.161 0.015 0.00 4.79 4.79 1281. 0.167 0.015 0.00 4.96 4.96 1539. 0.173 0.015 0.00 5.13 5.13 7798. 0.179 0.015 0.00 5.20 5.20 1904. 0.181 0.015 0.00 5.21 5.21 7919. 0.182 0.016 0.00 5.22 5.22 '1934. 0.182 0.016 0.00 5.23 5.23 7950. 0.182 0.018 0.00 5.24 5.24 7965. 0.183 0.019 0.00 5.25 5.25 7980. 0.183 0.020 0.00 5.26 5.26 7995. 0.184 0.020 0.00 5.21 5.27 8010. 0.184 0.021 0.00 5.28 5.28 8026. 0.184 0.021 0.00 5.45 5.45 8284. 0.190 0.025 0.00 5.62 5.62 8542. 0.196 0.028 0.00 5.79 5.79 8801. 0.202 0.031 0.00 5.96 5.96 9059. 0.208 0.033 0.00 6.13 6.13 9318. 0.214 0.035 0.00 6.30 6.30 9576_ 0.220 0.037 0.00 6.47 6.47 9834. 0.226 0.039 0.00 6.63 6.63 10078. 0.231 0.040 0.00 6.80 6.80 10336. 0.237 0.042 0.00 6.97 6.97 10594, 0.243 0.043 0.00 7.14 7.14 10853. 0.249 0.045 0.00 7.31 7.31 11111. 0.255 0.046 0.00 7.48 7.48 11370, 0.261 0.047 0.00 7.65 7.65 11628, 0.267 0.049 0.00 7.82 7.82 11886. 0.273 0.050 0.00 7.99 7.99 12145. 0.279 0.051 0.00 8.16 8.16 12403. 0.285 0.052 0.00 8.33 8.33 12662. 0.291 0.053 0.00 8.50 8.50 12920. 0.297 0.055 0.00 8.61 8.67 13178. 0.303 0.056 0.00 8.84 8.64 13437. 0.308 0.057 0.00 9.01 9.01 13695. 0.314 0.058 0.00 9.18 9.18 13954. 0.320 0.059 0.00 9.35 9.35 14212. 0.326 0.060 0.00 9.52 9.52 14470. 0.332 0.061 0.00 9.69 9.69 14729. 0.338 0.062 0.00 9.86 9.86 14987. 0.344 0.063 0.00 10.00 10.00 15200. 0.349 0.063 0.00 TOWNHOME5 - TER PAGE 1 4 of 3p 7/3 1 /2007 10.10 10.10 15352. 0.352 0.526 0.00 10.20 10.20 15504. 0.356 1.370 0.00 10.30 10.30 15656. 0.359 2.470 0.00 10.40 10.40 15808. 0.363 3.760 0.00 10.50 10.50 15960. 0.366 3.230 0.00 10.60 10.60 16112. 0.370 6.660 0.00 10.70 10.70 16264. 0.373 7.190 0.00 10.80 10.80 16416. 0.377 7.680 0.00 10.90 10.90 16568. 0.380 8.140 0.00 11.00 11.00 16720. 0.384 8.580 0.00 11.10 11.10 16872. 0.387 8.990 0.00 11.20 11.20 17024. 0.391 9.390 0.00 11.30 11.30 17176. 0.394 9.770 0.00 11.40 11.40 17328. 0.398 10.140 0.00 11.50 11.50 17480. 0.401 10.490 0.00 11.60 11.60 17632. 0.405 10.840 0.00 11.70 11.70 17784. 0.408 11.170 0.00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.42 0.08 0.06 9.78 9.78 14861. 0.341 2 0.21 ******* 0.06 8.80 8.80 13371. 0.307 3 0.29 ****** 0.05 7.78 7.78 11826. 0.271 4 0.22 ******* 0.04 6.38 6.38 9692. 0.223 5 0.25 ******* 0.05 7.32 7.32 11132. 0.256 6 0.15 0.02 5.35 5.35 8129. 0.187 7 0.18 ******* 0.01 4.84 4.84 7350. 0.169 8 0.20 ****k** 0.01 3.77 3.77 5729. 0.132 ------------------------------------- Route Time Series through Facility Inflow Time Series File:developed-7072.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: 0.419 CFS at 6:00 on Jan 9 in Year 8 0.063 CFS at 14:00 on Jan 9 in Year 8 9.78 Ft 9.78 Ft 14861. Cu-Ft 0.341 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS % % % 0.001 27375 44.643 44.643 55.357 0.554E+00 0.002 8928 14_560 59.203 40.797 0.408E+00 0.004 5224 8.519 67.722 32.278 0.323E+00 0.006 4047 6.600 74.322 25.678 0.257E+00 0.007 4548 7.417 81.738 18.262 0.183E+00 0.009 3230 5.267 87.006 12.994 0.130E+00 0.010 3338 5.444 92.449 7.551 0.755E-01 0.012 1296 2.114 94.563 5.437 0.544E-01 0.013 1686 2.750 97.312 2.688 0.269E-01 0.015 1268 2.068 99.380 0.620 0.620E-02 0.017 18 0.029 99.410 0.590 0.590E-02 TOWNHOMES - TIR PAGE 1 S OF 20 7131/20Q7 0.018 4 0.007 99.416 0.584 0.584E-02 0.020 9 0.015 99.431 0.569 0.569E-02 0.021 1"7 0.028 99.459 0.541 0.541E-02 0.023 28 0.046 99.504 0.496 0.496E-02 0.024 26 0.042 99.547 0.453 0.453E-02 0.026 24 0.039 99.586 0.414 0.414E-02 0.028 20 0.033 99.618 0.382 0.382E--02 0.029 24 0.039 99.658 0.342 0.342E-02 0.031 18 0.029 99.687 0.313 0.313E-02 0.032 17 0.028 99.715 0.285 0.285E-02 0.034 1.9 0.031 99.746 0.254 0.254E-02 0.035 21 0.034 99.780 0.220 0.220E-02 0.037 21 0.034 99.814 0.186 0.186E-02 0.039 14 0.023 99.837 0.163 0.1.63E-02 0.040 11 0.018 99.855 0.143 0.145E-02 0.042 10 0.016 99.871 0.129 0.129E-02 0.043 12 0.020 99.891 0.109 0.109F-02 0.045 8 0.013 99.904 0.096 0.962E-03 0.046 1.3 0.021 99.925 0.075 0.750E-03 0.048 10 0.016 99.941 0.059 0.587E-03 0.049 11 0.018 99.959 0.041 0.408E-03 0.051 9 0.015 99.974 0.026 0.261E-03 0.053 5 0.008 99.982 0.018 0.179E-03 0.054 2 0.003 99.985 0.015 0.147E-03 0.056 4 0.007 99.992 0.008 0.815E-04 ---------------------------------- Flow Frequency Analysis Time Series File_rdout.tsf Project Location:Sea-Tau ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.065 2 2/09/01 20:00 0.073 8.43 1 100.00 0.990 0.016 7 12/29/01 10:00 0.065 7.45 2 25.00 0.960 0.051 4 3/06/03 22:00 0.058 6.69 3 10.00 0.900 0.014 8 8/26/04 7:00 0.051 6.03 4 5.00 0.800 0.025 6 1/05/05 16:00 0.045 5.58 5 3.00 0.667 0.045 5 1/1.8/06 23:00 0.025 4.47 6 2.00 0.500 0.058 3 11/24/06 8:00 0.016 4.00 7 1.30 0.231 0.073 1 1/09/08 12:00 0.014 3.30 8 1.10 0.091 Computed Peaks 0.070 8.15 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS s % % 0.001 27375 44.643 44.643 55.357 0.554E+00 0.002 8928 14.560 59.203 40.797 0.408E+00 0.004 5224 8.519 67.722 32.278 0.323E+00 0.006 4047 6.600 74.322 25.678 0.257E+00 0.007 4548 7.417 81.738 18.262 0.183E+00 0.009 3230 5.267 87.006 12.994 0.130E+00 0.010 3338 5.444 92.449 7.551 0.755E-01 0.012 1296 2.114 94.563 5.437 0.544E-01 TOWNHOMES - TIR PAGE 16 12F 30 7/31/200 7 0.013 1686 2.750 97.312 2.688 0.269E-01 0.015 1268 2.068 99.380 0.620 0.620E-02 0.017 18 0.029 99.410 0.590 0.590E-02 0.018 4 0.007 99.416 0.584 0.584E-02 0.020 9 0.015 99.431 0.569 0.569E-02 0.021 17 0.028 99.459 0.541 0.541E-02 0.023 28 0.046 99.504 0.496 0.496E-02 0.024 26 0.042 99.547 0.453 0.453E-02 0.026 24 0.039 99.586 0.414 0.414E-02 0.02E 20 0.033 99.618 0.382 0.382E-02 0.029 24 0.039 99.658 0.342 0.392E-02 0.031 18 0.029 99.687 0.313 0.313E-02 0.032 17 0.028 99.715 0.285 0.285E-02 0.034 19 0.031 99.746 0.254 0.254E-02 0.035 21 0.034 99.780 0.220 0.220E-02 0.037 21 0.034 99.819 0.186 0.186E-02 0.039 14 0.023 99.837 0.163 0.163E-02 0.040 11 0.018 99.655 0.145 0.145E-02 0.042 10 0.016 99.871 0.129 0.129E-02 0.043 12 0.020 99.691 0.109 0.109E-02 0.045 8 0.013 99.904 0.096 0.962E--03 0.046 13 0.022 99.925 0.075 0.750E-03 0.048 10 0.016 99.941 0.059 0.587E-03 0.049 11 0.018 99.959 0.041 0.408E--03 0.051 9 0.015 99.974 0.026 0.261E-03 0.053 5 0.008 99.982 0.018 0.179E-03 0.054 2 0.003 99.985 0.015 0.147E-03 0.056 4 0.007 99.992 0.008 0.815E-04 ---------------------------------- Duration Comparison Analysis Base File: existing-7072.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS Cutoff 0.014 0.018 0.022 0.026 0.030 0.034 0.038 0.042 0.045 0.049 0.053 0.057 0.061 0.065 ------Fraction of Time----- BaseNew %Change 0.91E-02 0.17E-01 85.9 0.62E-02 0.58E-02 -5.8 0.48E--02 0.52E-02 6.4 0.37E--02 0.41E-02 13.4 0.28E--02 0.32E-02 1.5.0 0.22E-02 0.25E-02 14.0 0.15E-02 0.17E-02 17.6 0.99E-03 0.13E--02 29.5 0.60E-03 0.90E-03 48.6 0.34E-03 0.42E-03 23.8 0.21E-03 0.16E-03 -23.1 0.16E-03 O.00E+00 -100.0 0.11E-03 0.00E+00 -100.0 0.16E--04 0.00E+00 -100.0 ---------Check of Tolerance Probability Base New 0.91E-02 0.014 0.015 0.62E-02 0.018 0.015 0.48E-02 0.022 0.023 0.37E-02 0.026 0.028 0.28E-02 0.030 0.032 0.22E-02 0.034 0.035 0.15E-02 0.038 0.040 0.99E-03 0.042 0.044 0.60E-03 0.045 0.048 0.34E-03 0.049 0.050 0.21E-03 0.053 0.052 0.16E-03 0.053 0.053 0.11E-03 0.061 0.055 0.16E--04 0.065 0.057 Maximum positive excursion = 0.003 cfs ( 9.5%) occurring at 0.027 cfs on the Base Data:existing-7072.tsf and at 0.029 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.004 cfs (-19.0%) %Change 3.9 -17.9 4.9 7.9 7.9 4.5 5.5 6.7 5.1 0.5 -1.6 -6.4 -9.6 -12.6 TOWNHOME5 - TIR PAGE 17 of 30 7/31/2pp7 occurring at 0.019 cfs on the Base Data:existing-7072.tsf and at 0.015 cfs on the New Data:rdout.tsf Probability Exceedence Graph � rdprR dw FarV.dur n 0 a.. o. v r kN ri N P mm 00 3- O \4. O �u _y I 10 10 — 10 — 10, 10' 10, Probahiity Eweedg�,e Required detention vault volume = 15,200 cubic feet Proposed detention vault volume = [76' L x 20' W x 10' D) x 10% = 16,720 cubic feet King County recommends - but does not require - a 10% volume correction factor when sizing detention facilities using KCRTS. Water Quality Analysis and Design The basic water quality menu is to be used for this project. The selected BMP is a wet vault. Facility Sizing Calculations Runoff — New Developed Condition • V,= (0.9 Ai+ 0.25 Ar9 + 0.19 Atf + 0.01 A,) x (RI12) • V, = (0.9 * 33,650 + 0.25 * 11,216) x (0.47/12) • V, = (30.285 + 2,804) x (0.47l12) • V, = 1,291 cu.ft Wetpond Volume • Vb= f* V, • Vb=3*1,291 • Vb = 3,871 cu.ft Required wet vault volume = 3,871 cubic feet Proposed wet vault volume = 76' L x 20' W x 3' D = 4,560 cubic feet TOWNHOMES — TIR PAGE 5 6 OF 30 713 1 /2007 Section 5 - Conveyance System Analysis and Design Backwater Analysis Method from the King County Drainage Manual 2005 was used to analyze the capacity of the existing pipe systems. This method was used to compute a simple backwater profile (hydraulic grade line) through the existing pipe system for the purposes of verifying adequate capacity. It incorporates a re -arranged form of Manning's equation expressed in terms of.frfcteon slope (slope of the energy grade line in ftlft). The friction slope is used to determine the head loss in each pipe segment due to barrel friction, which can then be combined with other head losses to obtain water surface elevations at all structures along the pipe system. The friction, entrance, and exit head losses computed for each pipe segment were added to that segment's tailwater elevation to obtain its outlet control headwater elevation. This elevation was then compared with the inlet control headwater elevation, computed assuming the pipe's inlet alone is controlling the capacity. The condition that creates the highest headwater elevation determines the pipe's capacity. The approach velocity was then subtracted from the controlling headwater elevation, and the junction and bend head losses were added to compute the total headwater elevation, which was then used as the tail water elevation for the upstream pipe segment. Backwater Calculation Sheet was used to compile the head losses and headwater elevations for each pipe segment. (See Appendix C). Simple backwater profile through the existing pipe system (the adjacent properties to the north, south and west of our property were analyzed for the purposes of verifying adequate capacity. The entire basin was divided into sub -basins and using KCRTS software and the flow frequency analysis was performed for each sub -basin. The maximum 25-year peak flow (Q=0.21cfs) of sub -basin CB2 was used to perform the backwater analysis. The results of the calculations confirmed that the existing pipe system is adequately designed to convey the additional flow from the proposed Townhomes system_ Section 6 - Special Reports and Studies A soils study was completed for this project by Pioneer Engineering, Inc. Section i - Other Permits ►= Section 8 - ESC Analysis and Design I►R7T Section 9 - Bond Quantities, Facility Summaries, and Declaration of Covenant None Section 10 - Operations and Maintenance Manual - See Appendix A TOWNHOMES - TYR PAGE 1 9 OF 30 7131 /201717 APPENDIX A TOWNHOMES - TiR RAGE 20 ❑V 30 713 ] /2007 NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect Component Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Includes Sediment) orifice plate is less than 1-1/2 feet. Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlet pipe - 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to Structure in correct position. 10% from plumb). Connections to outlet pipe are not watertight and Connections to outlet pipe are show signs of rust, water tight; structure repaired or replaced and works as designed. Any holes --other than designed holes --in the Structure has no holes other structure. than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed_ Gate cannot be moved up and dawn by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing, out of place, or bent orifice plate. designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all obstructions potential of blocking) the overflow pipe. and works as designed. Manhole See "Closed Detention Systems" Standards No. 3 See "Closed Detention Systems Standards No. 3 Catch Basin See "Catch Basins" Standards No. 5 See'Catch Basins" Standards No. 5 TaWNHOME5-TIR RAGF 21 OF 30 7/3 1 /2007 NO.5 - CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris (in the basin) that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 113 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e g , methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Corner of frame extends more than 314 inch past Frame and/or Top Slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/ outlet pipe or any evidence wide at the joint of inietloutlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 inch or has rotated Misalignment more than 2 inches out of alignment. Basin replaced or repaired to design standards. TowNHOME5 - TIR PAGE 22 OF 3❑ 7/3 1 /2Op7 NO. a -CATCH BASINS (CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Fire Hazard Presence of chemicals such as natural gas, oil and gasoline. Vegetation Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Pollution Catch Basin Cover Cover Not in Place Ladder Metal Grates (If Applicable) Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Trash and Debris Damaged or Missing. Nonflammable chemicals of more than 112 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance_ Ladder is unsafe due to missing rungs, misalignment rust, cracks, or sharp edges. Grate with opening wider than 718 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. TOWNHOMr3 - TIR PAGE 23 ❑P' 30 7/3 1 /2007 NO.8 - FENCING Maintenance Defect Conditions When Maintenance is Needed Results Expected When Components Maintenance is Performed General Missing or Broken Any defect in the fence that permits easy entry to Parts in place to provide adequate Parts a facility. security. Wire Fences Erosion Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric Erosion more than 4 inches high and 12-18 No opening under the fence that inches wide permitting an opening under a exceeds 4 inches in height. fence. Post out of plumb more than 6 inches. Post plumb to within 1-1/2 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence (including post, top rails, and Fence is aligned and meets design fabric) more than 1 foot out of design alignment. standards. Missing or loose tension wire Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-1/2 inches between posts. 314 inch sag between post. Extension arm missing, broken, or bent out of shape more than 1 112 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy Openings in fabric are such that an 8-inch- diameter ball could fit through Extension arm in place with no bends larger than 3/4 inch. Structurally adequate posts or parts with a uniform protective coating. No openings in fabric. TOwMHOME5 - TIR pq13-C 24 ❑F 30 7/3 1 /2007 NO.10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the Pipe cleaned of all sediment and diameter of the pipe. debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so wafer through pipes. flows freely through pipes. Damaged Protective coating is damaged; rust is causing Pipe repaired or replaced, more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes_ ditches. Sediment Accumulated sediment that exceeds 20 % of the Ditch cleaned/ flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches. ditches. Erosion Damage to See "Ponds" Standard No. 1 See `Ponds" Standard No. 1 Slopes Rock Lining Out of Place Maintenance person can see native soil beneath Replace rocks to design or Missing (if the rock lining. standards. Applicable). Catch Basins See "Catch Basins: Standard No. 5 See "Catch Basins" Standard No. 5 Debris Barriers See "Debris Barriers" Standard No.6 See "Debris Barriers" Standard (e.g., Trash Rack) No. 6 NO.11 - GROUNDS (LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20% of the landscaped Weeds present in less than 5% (Nonpoisonous) area (trees and shrubs only). of the landscaped area Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot Area clear of litter. within a landscaped area (trees and shrubs only) of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25% of the total 5% of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over, causing exposure of the roots. adequately supported; remove any dead or diseased trees. TQWNHOMES - TER PAGE 25 OF 30 7/3 1 /2007 NO. 12 - ACCESS ROADS/ EASEMENTS Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e., trash and debris would fill up could damage tires. one standards size garbage can. Road Surface Shoulders and Ditches Blocked Roadway Debris which could damage vehicle tires (glass Roadway free of debris which or metal). could damage tires. Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10 to Obstruction removed to allow at 12 foot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Settlement, Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots, Ruts depth and 6 square feet in area. In general, any with no evidence of settlement, surface defect which hinders or prevents potholes, mush spots, or ruts - maintenance access. Vegetation in Road Weeds growing in the road surface that are more Road surface free of weeds taller Surface than 6 inches tall and less than 6 inches tall and than 2 inches. Tess than 6 inches apart within a 400-square foot area. Modular Grid Build-up of sediment mildly contaminated with Pavement petroleum hydrocarbons. Erosion Damage Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Weeds and Brush Weeds and brush exceed 18 inches in height or hinder maintenance access. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. TOWNHOMEB -TIR PAGE 26 OF 30 7/3l/2007 NO. 13 -WATER QUALITY FACILITIES (CONTINUED) E.) Wetvau Its Maintenance Defect or Problem Condition When Maintenance is Needed Recommended Maintenance to Component Correct Problem Wetvault Trash/ Debris Trash and debris accumulated in vault, pipe Remove trash and debris from vault. Accumulation ❑r inlet/ outlet, (includes floatables and non- floatables). Sediment Sediment accumulation in vault bottom Accumulation in Vault exceeds the depth of the sediment zone plus 6-inches. Damaged Pipes Inlet! outlet piping damaged or broken and in need of repair. Access Cover Cover cannot be opened or removed, Damaged/ Not especially by one person. Working Ventilation Ventilation area blocked or plugged Vault Structure Vault: Cracks wider than 1/2-inch and any Damaged evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Remove sediment from vault. Pipe repaired andt or replaced. Pipe repaired or replaced to proper working specifications. Remove or clear blocking material from ventilation area. A specified % of the vault surface area must provide ventilation to the vault interior (see p 6- 62 for required %). Repair cracks wider than 1/4-inch at the joint of the inlet/ outlet pipe. Make repairs so that vault is structurally sound. Baffles Baffles corroding, cracking, warping andl or Repair or replace baffles to showing signs of failure as determined by specifications. maintenance/ inspection staff. Access Ladder Ladder is corroded or deteriorated, not Damage functioning property, missing rungs, has cracks and/ or misaligned. Confined space warning sign missing. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. Replace sign warning of confined space entry requirements. TowNHOMEB-TIR PAGE 27 ❑F 3❑ 7/31/2007 B.) Catch Basin Inserts Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Catch Basin Sediment When sediment forms a cap over the insert media of No sediment cap on the insert Accumulation the insert and/ or unit. media and it's unit. Trash and Debris Trash and debris accumulates on insert unit creating Trash and debris removed from Accumulation a blockagel restriction. insert unit. Runoff freely flows into catch basin. Inspection Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen. Media Insert -Water Catch basin insert is saturated with water, which no Remove and replace media Saturated longer has the capacity to absorb. insert Media Insert -Oil Media oil saturated due to petroleum spill that drains Remove and replace media Saturated into catch basin. insert. General Regular interval replacement due to typical average Remove and replace media at life of media insert product. regular intervals, depending on insert product TowNHOMEE - TIR PAGE 26 OF 30 7/3 1 /2007 APPENDIX B TOWNHOMES '-' T1R PAGE 29 ❑F 3❑ 7/2 1/2007 APPENDIX C TOWNHUMES - TFR PAGE 3❑ ❑F 3❑ 7/3 1 /2007 Flow Frequency Analysis Time Series File:cb2'.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.033 0.028 0.039 0.031 0.036 0.035 0.044 0.065 computed Peaks Peak Flaw Rates --- Rank Time of Peak 6 2/09/01 2:00 8 1/05/02 16:00 3 2/27/03 7:00 7 8/26/04 2:00 4 10/28/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 -----Flow Frequency Analysis ------- - - Peaks - - Rank Return Prob (CFS) Period 0.065 1 100.00 0.990 0.036 4 5.00 0.800 0.035 5 3.00 0.667 0.033 6 2.00 0.500 0.031 7 1.30 0.231 0.028 8 1.10 0.091 0.058 50.00 0.980 Page 1 Flow Frequency Analysis Time Series File:cb3'.tsf Project Location:Sea-iac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis -------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.041 6 2/09/01 2:00 0.081 1 100.00 0.990 0.034 8 1105102 1.6:00 0.049 3 12/08/02 18:00 0.038 7 8/26/04 2:00 0.046 4 5.00 0.800 0.046 4 10/28/04 16:00 0.044 5 3.00 0.667 0.044 5 1/18/06 16:00 0.041 6 2.00 0.500 0.056 2 10/26/06 0:00 0.038 7 1.30 0.231 0.081 1 1/09/08 6:00 0.034 8 1.10 0.091 Computed Peaks 0.073 50.00 0.980 Page 1 Flow Frequency Analysis Time Series File:cb4'.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.041 0.034 0.049 0.038 0.046 0.044 0.056 0.081 Computed Peaks Peak Flow Rates --- Rank Time of Peak 6 2/09/01 2:00 8 1/05/02 16:00 3 12/08/02 18:00 7 8/26/04 2:00 4 10128/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 -----Flow Frequency Analysis ------- - - Peaks - - Rank Return Prob (CFS) Period 0.081 1 100.00 0.049 3 10.00 0.900 0.046 4 5.00 0.800 0.044 5 3.00 0.667 0.041 6 2.00 0.500 0.038 7 1.30 0.231 0.034 8 1.10 0.091 0.073 50.00 0.980 Page 1 Flaw Frequency Analysis Time series File:cb5'.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CF5) 0.028 6 2/09/01 2:00 0.023 8 1/05/02 16:00 0.033 3 12/08/02 18:00 0.026 7 8/26/04 2:00 0.031 4 10/28/04 16:00 0.030 5 1/18/06 16:00 0.037 2 10/26/06 0:00 0.056 1 1/09/08 6:00 computed Peaks Flow Frequency Analysis- - - Peaks - - Rank Return Prob (CFs) Period 0.056 1 100.00 0.990 00 0.900 0.031 4 5.00 0.800 0.030 5 3.00 0.667 0.028 6 2.00 0.500 0.026 7 1.30 0.231 0.023 8 1.10 0.091 0.049 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cb6'.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.028 6 2/09/01 2:00 0.056 1 100.00 0.990 0.023 8 1/05/02 16:00 0.033 3 12/08/02 18:00 0.900 0.026 7 8/26/04 2:00 0.031 4 5.00 0.800 0.031 4 10/28/04 16:00 0.030 5 3.00 0.667 0.030 5 1/18/06 16:00 0.028 6 2.00 0.500 0.037 2 10/26/06 0:00 0.026 7 1.30 0.231 0.056 1 1/09/08 6:00 0.023 8 1.10 ❑.091 computed Peaks 0.049 50.00 0.980 Page 1 Flow Frequency Analysi Time series File:cb7'.tsf Project Location:sea-Tac ---Annual Peak Flow Rates --- Flaw Rate Rank Time of Peak (CFs) 0.118 6 2/09/01 2:00 0.099 8 1/05/02 16:00 0.142 3 2/27/03 7:00 0.110 7 8/26/04 2:00 0.132 4 10/28/04 16:00 0.126 5 1/18/06 16:00 0.160 2 10/26/06 0:00 0.237 1 1/09/08 6:00 computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFs) Period 7 1 100.00 0.990 0.132 4 5.00 0.800 0.126 5 3.00 0.667 0.118 6 2.00 0.500 0.110 7 1.30 0.231 0.099 8 1.10 0.091 0.211 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cb8'.tsf Project Location:Sea-lac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.022 6 2/09/01 2:00 0 0.018 8 1/05/02 16:00 0.027 3 2/27/03 7:00 400P0.027 3 10.00 0.900 0.021 7 8/26/04 2:00 0.024 4 5.00 0.800 0.024 4 10/28/04 16:00 0.024 5 3.00 0.667 0.024 5 1/18/06 16:00 0.022 6 2.00 0.500 0.030 2 10/26/06 0:00 0.021 7 1.30 0.231 0.044 1 1/09/08 6:00 0.018 8 1.10 0.091 computed Peaks 0.039 50.00 0.980 Page 1 Flow Frequency Analysi Time Series File:cb9'.tsf Project Location:sea-Tac ----Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CF5) 0.022 6 2/09/01 2:00 0.018 8 1./05/02 16:00 0.027 3 2/27/03 7:00 0.021 7 8/26/04 2:00 0.024 4 10/28/04 16:00 0.024 5 1/18/06 16:00 0.030 2 10/26/06 0:00 0.044 1 1/09/08 6:00 Computed Peaks Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.044 1 100.00 0.990 0.027 0.900 0.024 4 5.00 0.800 0.024 5 3.00 0.667 0.022 6 2.00 0.500 0.021 7 1.30 0.231 0.018 8 1.10 0.091 0.039 50.00 0.980 Page 1 Flow Frequency Analysi Time series File:cbl0'.tsf Project Cocation:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CF5) 0.087 6 2/09/01 2:00 0.073 8 1/05/02 16:00 0.105 3 2127103 7:00 0.082 7 8/26/04 2:00 0.098 4 10/28/04 16:00 0.093 5 1/18/06 16:00 0.119 2 10/26/06 0:00 0.175 1 1/09/08 6:00 computed Peaks cb10'.pks Flow Frequency Analysis - - Peaks - - Rank Return Prob (CF5) Period 0.175 1 100.00 0.00 0.900 0.098 4 5.00 0.800 0.093 5 3.00 0.667 0.087 6 2.00 0.500 0.082 7 1.30 0.231 0.073 8 1.10 0.091 0.156 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbll'.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.060 6 2/09/01 2:00 0.119 1 100.0n 0.050 8 1/05/02 16:00 0.071 3 12/08/02 18:00 U.UII 3 10.00 0.900 0.056 7 8/26/04 2:00 0.067 4 5.00 0.800 0.067 4 10/28/04 16:00 0.064 5 3.00 0.667 0.064 5 1/18/06 16:00 0.060 6 2.00 0.500 0.082 2 10/26/06 0:00 0.056 7 1.30 0.231 0.119 1 1/09/08 6:00 0.050 8 1.10 0.091 Computed Peaks 0.106 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbl2'.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Perak - - Peaks - Rank Return Prob (CFS) (CF5) Period 0.060 6 2/09/01 2:00 p.11 0.050 8 . 1105102 16:00 0.071 3 12/08/02 18:00 0.071 3 10.00 0.900 0.056 7 8/26/04 2:00 0.067 4 5.00 0.800 0.067 4 10/28/04 16:00 0.064 5 3.00 0.667 0.064 5 1/18/06 16:00 0.060 6 2.00 0.500 0.082 2 10/26/06 0:00 0.056 7 1.30 0.231 0.119 1 1/09/08 6:00 0.050 8 1.10 0.091 computed Peaks 0.106 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbl3'.tsf Project Location:sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CF5} 0.090 6 2/09/01 2:00 0.075 8 1/05/02 16:00 0.108 3 2/27/03 7:00 0.084 7 8/26/04 2:00 0.101 4 10/28/04 16:00 0.096 5 1/18/06 16:00 0.123 2 10/26/06 0:00 0.179 1 1/09/08 6:00 computed Peaks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CF5) Period 17 1 100.00 0.990 0.108 3 10.00 0.900 0.101 4 5.00 0.800 0.096 5 3.00 0.667 0.090 6 2.00 0.500 0.084 7 1.30 0.231 0.075 8 1.10 0.091 0.160 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbl4'.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flaw Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CF5) (CFS) Period 0.028 6 2/09/01 2:00 0.056 1 100.00 0.990 0.023 8 1/05/02 16:00 0.033 3 12/08/02 18:00 0.033 1 10.00 0.900 0.026 7 8/26/04 2:00 0.031 4 5.00 0.800 0.031 4 10/28/04 16:00 0.030 5 3.00 0.667 0.030 5 1/18/06 16:00 0.028 6 2.00 0.500 0.037 2 10/26/06 0:00 0.026 7 1.30 0.231 0.056 1 1/09/08 6:00 0.023 8 1.10 0.091 Computed Peaks 0.049 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbl5'.tsf Project Location:sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFs) 0.105 6 2/09/01 2:00 0.089 8 1/05/02 16:00 0.126 3 12/08/02 18:00 0.100 7 8/26/04 2:00 0.119 4 10/28/04 16:00 0.112 5 1/18/06 16:00 0.145 2 10/26/06 0:00 0.210 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis ------- - - Peaks - - Rank Return Prob (CFS) Period .21Q 26 3 10.00 0.900 0.119 4 5.00 0.800 0.112 5 3.00 0.667 0.105 6 2.00 0.500 0.100 7 1.30 0.231 0.089 8 1.10 0.091 0.188 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cbl6'.tsf Project Location:sea-Tac ---Annual Flow Rate (CFS) 0.147 0.124 0.176 0.138 0.165 0.156 0.201 0.293 Computed Peaks Peak Flow Rates --- Rank Time of Peak 6 2/09/01 2:00 8 1/05/02 16:00 3 2/27/03 7:00 7 8/26/04 2:00 4 10/28/04 16:00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 cb16'.Pks Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.293 1 100.00 0.990 0.176 3 10.00 0.900 0.165 4 5.00 0.800 0.156 5 3.00 0.667 0.147 6 2.00 0.500 0.138 7 1.30 0.231 0.124 8 1.10 0.091 0.263 50.00 0.980 Page 1 Cb17'.pk5 Flow Frequency Analysis Time series File:cbl7'.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFs) Period 0.028 6 2/09/01 2:00 0.056 I inn nn n QQA 0.023 8 1105102 16:00 0.033 3 12/08/02 18:00 033 3 10.00 0.90 0.026 7 8/26/04 2:00 0.031 4 5.00 0.800 0.031 4 10/28/04 16:00 0.030 5 3.00 0.667 0.030 5 1/18/06 16:00 0.028 6 2.00 0.500 0.037 2 10/26/06 0:00 0.026 7 1.30 0.231 0.056 1 1/09/08 6:00 0.023 8 1.10 0.091 computed Peaks 0.049 50.00 0.980 Page 1 Plow Frequency Analysi Time Series File:cbl8'.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CFS) 0.033 6 2/09/01 2:00 0.028 8 1105102 16:00 0.039 3 2/27/03 7:00 0.031 7 8/26/04 2:00 0.036 4 10/28/04 16:00 0.035 5 1/18/06 16:00 0.044 2 10/26/06 0:00 0.065 1 1/09/08 6:00 Computed Peaks cb18'.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CFS) Period 0.065 1 100.00 0.990 0.039 3 10.00 0.900 0.036 4 5.00 0.800 0.035 5 3.00 0.667 0.033 6 2.00 0.500 0.031 7 1.30 0.231 0.028 8 1.10 0.091 0.058 50.00 0.980 Page 1 cbl.pks Flow Frequency Analysis Time series File:cbl.tsf Project Location:Sea-Tac ---annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.029 6 2/09/01 2:00 0.059 1 100.00 0.990 0.025 8 1105102 16:00 0.041 2 25.00 0.960 0.035 3 12/08/02 18:00 0.035 3 10.00 0.900 0.028 7 8/26/04 2:00 0.034 4 5.00 0.80C 0.034 4 10/28/04 16:00 0.031 5 3.00 0.667 0.031 5 1/18/06 16:00 0.029 6 2.00 0.500 0.041 2 10/26/06 0:00 0.028 7 1.30 0.231 0.059 1 1/09/08 6:00 0.025 8 1.10 0.091 computed Peaks 0.053 50.00 0.980 Page 1 Flow Frequency Analysis Time series File:cb2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates --- Flow Rate Rank Time of Peak (CF5) 0.155 6 2/09/01 2:00 0.130 8 1105102 16:00 0.186 3 2127103 7:00 0.146 7 8/26/04 2:00 0.174 4 10/28/04 16:00 0.165 5 1/18/06 16:00 0.212 2 10/26/06 0:00 0.309 1 1/09/08 6:00 Computed Peaks cb2.pks -----Flow Frequency Analysis------- - - Peaks - - Rank Return Prob (CF5) Period 0.309 1 100.00 0.990 0.212 2 25.00 0.960 0.186 3 10.00 0.900 0.174 4 5.00 0.800 0.165 5 3.00 0.667 0.155 6 2.00 0.500 0.146 7 1.30 0.231 0.130 8 1.10 0.091 0.277 50.00 0.980 Page 1 cb3.pks Flow Frequency Analysis Time series File:cb3.tsf Project Lacation:sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CPS) (CFS) Period 0.014 4 2/09/01 2:00 0.031 1 100.00 0.990 0.010 7 1/05/02 16:00 0.018 2 25.00 0.960 0.018 2 2/27/03 7:00 0.015 3 10.00 0.900 0.009 8 8/26/04 2:00 0.014 4 5.00 0.800 0.011 6 10/28/04 16:00 0.014 5 3.00 0.667 0.015 3 1/18/06 16:00 0.011 6 2.00 0.500 0.014 5 11/24/06 3:00 0.010 7 1.30 0.231 0.031 1 1/09/08 6:00 0.009 8 1.10 0.091 Computed Peaks 0.027 50.00 0.980 Page 1 cb4.pks Flow Frequency Analysis Time Series File:cb4.tsf Project Location:sea-Tat ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CF5) (CFS) Period 0.125 6 2/09/01 2:00 0.249 1 100.00 0.990 0.105 8 1/05/02 16:00 0.171 2 25.00 0.960 0.150 3 2/27/03 7:00 0.150 3 10.00 0.900 0.117 7 8/26/04 2:00 0.140 4 5.00 0.800 0.140 4 10/28/04 16:00 0.133 5 3.00 0.667 0.133 5 1/18/06 16:00 0.125 6 2.00 0.500 0.171 2 10/26/06 0:00 0.117 7 1.30 0.231 0.249 1 1/09/08 6:00 0.105 8 1.10 0.091 Computed Peaks 0.223 50.00 0.980 Page 1 cb5.pks Flow Frequency Analysis Time series File:cb5.tsf Project Location:sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.090 6 2/09/01 2:00 0.179 1 100.00 0.990 0.075 8 1/05/02 16:00 0.123 2 25.00 0.960 0.108 3 2/27/03 7:00 0.108 3 10.00 0.900 0.084 7 8/26/04 2:00 0.101 4 5.00 0.800 0.101 4 10/28/04 16:00 0.096 5 3.00 0.667 0.096 5 1/18/06 16:00 0.090 6 2.00 0.500 0.123 2 10/26/06 0:00 0.084 7 1.30 0.231 0.179 1 1/09/08 6:00 0.075 8 1.10 0.091 computed Peaks 0.160 50.00 0.980 Page 1 cb6.pks Flow Frequency Analysis Time series File:cb6.tsf Project LOcation:sea-Tac ---Annual Peak Flow Rates--- -----Flow Flow Rate Rank Time of Peak - - Peaks (CF5) (CFS) 0.098 6 2/09/01 2:00 0.195 0.083 8 1/05/02 16:00 0.134 0.117 3 2/27/03 7:00 0.117 0.092 7 8/26/04 2:00 0.110 0.110 4 10/28/04 16:00 0.104 0.104 5 1/18/06 16:00 0.098 0.134 2 10/26/06 0:00 0.092 0.195 1 1/09/08 6:00 0.083 computed Peaks 0.175 Page 1 Frequency Analysis------ - - Rank Return Prob Period �I�IraiI� � � • 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 08. pks Flow Frequency Analysis Time series File:cb8.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.029 6 2/09/01 2:00 0.059 1 100.00 0.990 0.025 8 1/05/02 16:00 0.041 2 25.00 0.960 0.035 3 12/08/02 18:00 0.035 3 10.00 0.900 0.028 7 8/26/04 2:00 0.034 4 5.00 0.$00 0.034 4 10/28/04 16:00 0.031 5 3.00 0.667 0.031 5 1/18/06 16:00 0.029 6 2.00 0.500 0.041 2 10/26/06 0:00 0.028 7 1.30 0.231 0.059 1 1/09/08 6:00 0.025 8 1.10 0.091 Computed Peaks 0.053 50.00 0.980 Page 1 cbll.pks Flow Frequency Analysis Time Series File:cbll.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.062 6 2/09/01 2:00 0.124 1 100.00 0.990 0.052 8 1/05/02 16:00 0.085 2 25.00 0.960 0.074 3 12/08/02 18:00 0.074 3 10.00 0.900 0.059 7 8/26/04 2:00 0.070 4 5.00 0.800 0.070 4 10/28/04 16:00 0.066 5 3.00 0.667 0.066 5 1/18/06 16:00 0.062 6 2.00 0.500 0.085 2 10/26/06 0:00 0.059 7 1.30 0.231 0.124 1 1/09/08 6:00 0.052 8 1.10 0.091 Computed Peaks 0.111 50.00 0.980 Page 1 cbl2.pks Flow Frequency Analysis Time series File:cbl2.tsf Project Location:5ea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CF5) Period 0.041 6 2/09/01 2:00 0.081 1 100.00 0.990 0.034 8 1/05/02 16:00 0.056 2 25.00 0.960 0.049 3 12/08/02 18:00 0.049 3 10.00 0.900 0.038 7 8/26/04 2:00 0.046 4 5.00 0.800 M46 4 10/28/04 16:00 0.044 5 3.00 0.667 0.044 5 1/18/06 16:00 0.041 6 2.00 0.500 0.056 2 10/26/06 0:00 0.038 7 1.30 0.231 M81 1 1/09/08 6:00 0.034 8 1.10 0.091 computed Peaks 0.073 50.00 0.980 Page 1 cbl3.pks Flow Frequency Analysis Time series File:cbl3.tsf Project Location:5ea-Tac ---Annual peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (cFs) Period 0.024 6 2/09/01 2:00 0.049 1 100.00 0.990 0.021 8 1/05/02 16:00 0.033 2 25.00 0.960 0.029 3 2127103 7:00 0.029 3 10.00 0.900 0.023 7 8/26/04 2:00 0.028 4 5.00 0.800 0.028 4 10/28/04 16:00 0.026 5 3.00 0.667 0.026 5 1/18/06 16:00 0.024 6 2.00 0.500 0.033 2 10/26/06 0:00 0.023 7 1.30 0.231 0.049 1 1/09/08 6:00 0.021 8 1.10 0.091 computed Peaks 0.044 50.00 0.980 Page 1 cbl4.pks Flow Frequency Analysis Time series File:cbl4.tsf Project Location:Sea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (cFS) (CFS) Period 0.087 6 2/09/01 2:00 0.175 1 100.00 0.990 0.073 8 1/05/02 16:00 0.119 2 25.00 0.960 0.105 3 2127103 7:00 0.105 3 10.00 0.900 0.082 7 8/26/04 2:00 0.098 4 5.00 0.800 0.098 4 10/28/04 16:00 0.093 5 3.00 0.667 0.093 5 1/18/06 16:00 0.087 6 2.00 0.500 0.119 2 10/26/06 0:00 0.082 7 1.30 0.231 0.175 1 1/09/08 6:00 0.073 8 1.10 0.091 computed Peaks 0.156 50.00 0.980 Page 1 cbl5,pks Flow frequency Analysis Time Series File:eb15.tsf Project Location:5ea-Tac --Annual Peak Flow Rates--- -----Flow Frequency Analysis ------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CF5) (CF5) Period 0.098 6 2/09/01 2:00 0.195 1 100.00 0.990 0.083 8 1/05/02 16:00 0.134 2 25.00 0.960 0.117 3 2/27/03 7:00 0.117 3 10.00 0.900 0.092 7 8/26/04 2:00 0.110 4 5.00 0.800 0.110 4 10/28/04 16:00 0.104 5 3.00 0.667 0.104 5 1/18/06 16:00 0.098 6 2.00 0.500 0.134 2 10/26/06 0:00 0.092 7 1.30 0.231 0.195 1 1/09/08 6:00 0.083 8 1.10 0.091 Computed Peaks 0.175 50.00 0.980 Page 1 Pipe Segment CB to CB 1 2 13 14 15 14 2 3 3 4 5 5 6 7 8 9 10 11 8 11 16 11 12 13 14 4 1 1 1 2 3 4 4 5 2 13 14 15 16 17 -3 18 4 5 19 6 7 8 9 10 11 12 11 16 NEW 12 13 14 15 1 7 8 2 3 4 9 5 6 KC-BackwaterAnalysis,xls Page 1 (1) (2) (3) (4) (5) {6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) Barrel Enfr. Entr. Exit Outlet Inlet Appr. Bend Junc. Pipe Outlet Inlet Barrel Barrel Vel. TW Friction HGL Head Head Control Conrol Vel. Head Head HW Ground Q Length Size "`n'" Elev. Elev. Area Velocity Head Elev. Loss Elev. Loss Loss Elev. Elev. Head Loss Loss Elev. Elev. Diff. (cfs) A (in) Value (ft) (ft) (sq ft) (fps) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) 0.21 88 18 0.012 87,31 89.51 1.77 0.12 O.OD 88.68 0 00 91.01 0.00 0.00 91.01 90.56 1 0.00 0.00 0.00 91.01 99.50 8.49 0.21 180 12 0.012 90.01 105.20 0.79 0.27 0.00 91.01 0.01 106.20 0.00 0.00 106.20 105.83 0.00 0.00 0.00 106.20 109.10 2.90 0.21 170 12 0.012 105.30 113.57 0.79 0.27 0.00 106.20 0.00 114.57 0.00 0.00 114.57 11422 0.00 0.00 0.00 114.57 117.80 3.23 0.21 150 12 0.012 113.67 119.27 0.79 D.27 0.00 114.57 0.00 120.27 O.DO 0.00 120.27 119.92 -0.01 0.00 0.00 120.26 123.50 3.24 0.21 125 8 0.012 119.60 129.50 0.35 0.60 0.01 120.26 0.03 130.17 0.00 0.01 130.18 129.93 -0.01 0.00 0.00 130.17 133-50 3.33 0.21 54 8 0.012 113.90 114.98 0.35 0.60 0.01 114.57 0.01 115.65 0.00 0.01 115.66 115.43 0.00 TOO 0.00 115.65 118.00 2.35 0.21 130 18 0.012 89.61 92.21 1.77 0.12 0.00 91.01 O.00 93.71 0.00 0.00 93.71 93.20 -0.01 0.00 0.00 93.70 101.60 7.90 0.21 68 8 0.012 92,46 96.50 0.35 0.60 OA1 93.70 0.02 97.17 0.00 0.01 97.18 96.94 0.00 0.00 0.00 97.17 104.00 6.83 0.21 145 15 0.012 92A6 95.36 1,23 0.17 0.00 93.70 0.00 96.61 0.00 0.00 96.61 96.19 0.00 0.00 0.00 96.61 102.00 5.39 0.21 184 12 0.012 95.61 103.71 0.79 0.27 O.OD 96.61 0.01 104.71 0.00 0.00 104.71 104.36 -0.01 0.00 0,00 104.71 107.70 2.99 0.21 73 8 0.012 103.81 108.00 0.35 0.60 0.01 104.71 0.02 108.67 0.00 0.01 108,68 108.44 0,00 0.00 O.OD 108.67 112.00 3,33 0.21 110 18 0.012 103.81 111.20 1.77 0.12 0.00 104.71 0.00 112,70 0.00 0,00 112.70 112.16 0.00 0.00 0.00 112.70 115.00 2.30 0,21 40 12 O.D12 111.30 114.00 0.79 0.27 0.00 112.70 0.00 115.00 0.00 0.00 115.00 114.64 0.00 0.00 0.00 115.00 118.00 3.00 0.21 170 18 0.012 114.10 122.20 1.77 0.12 0.00 115.00 O.DO 123.70 0.00 0.00 123.70 123.17 0.00 0.00 0.00 123.70 126.00 2.30 0.21 45 12 0.012 122.30 123.42 0.79 0.27 0.00 123.70 O.OD 124.42 0.00 0.00 124.42 124.08 0.00 0.00 0.00 124.42 127.50 3.08 0.21 115 12 0.012 123.52 130.99 0.79 0.27 0.00 124.42 0.00 131.99 0.00 0.00 131.99 131.63 0.00 0.00 0.00 131.99 135.00 3.01 0.21 130 12 0.012 131.09 141.77 0.79 0.27 0.00 131.99 0.00 142.77 0.00 0.00 142.77 142.40 -0.01 0.00 0,00 142.76 146.00 3.24 0.21 45 1 8 0.012 1 142.10 142.55 0.35 0.60 0.01 142.76 0.01 143.22 0.00 0.01 143.23 143.01 0.00 0.00 0.00 143.23 1 145.00 1.77 0.21 47 12 0.012 123.37 123.84 0.79 0.27 0.00 123.70 0.00 124.84 0.00 0.00 124.84 124.51 0.00 0.00 0.00 124.84 127.00 2.16 0.21 50 12 0.012 123.84 126.69 0.79 0.27 0.00 124.84 0.00 127.69 0.00 0.00 127.69 127.33 0.00 0.00 0,00 127.69 130.10 2.41 0.21 65 12 0.012 126.69 130.59 0.79 0.27 0.00 127.69 0.00 131.59 0.00 0.00 131.59 131.23 0.00 0.00 0-00 131.59 132.00 0.41 0.21 116 12 0.012 123.84 125.00 0.79 0.27 0.00 124.84 0.00 126.DD OM 0.00 126.00 125.67 0.00 0.00 0.00 126.00 128.90 2.90 a21 108 12 0.012 125.00 127.16 0.79 0.27 0.00 126.00 0.00 128-15 0.00 0.00 128.16 127.82 0.00 0.00 0.00 128.16 130.60 2.44 0.21 72 12 0.012 1 127.16 129.46 0.79 0.27 0.00 128.16 0.00 130.46 0.00 0.00 130.46 130.12 0.00 0.00 0.00 130.46 132.90 2.44 0.21 170 12 0.012 1 129.46 141.06 0.79 0.27 MO 130.46 0.00 142.06 0.00 0.00 142.06 141.70 0.00 0.00 0.00 142.06 144.50 2.44 0.21 84 12 0.012 95.73 96.57 0.79 0.27 0.00 96.61 0-00 97.57 0.00 0.00 97.57 97.24 -0.01 0.00 0.00 97.57 102.60 5.03 0.21 58 8 0.012 96.57 97.48 0.35 0.60 0.01 97.57 0.01 98.15 0.00 0.01 98.16 97.94 0.00 0.00 0-00 98.15 99.20 1.05 0.21 133 12 0 012 96.57 97.23 0.79 0.27 0.00 97.57 0.00 98.23 0.00 0.00 98.23 97.90 0.00 0-00 0.00 98.23 99.00 0.77 0.21 72 12 0.012 96.57 97.29 0.79 0.27 0,00 97.57 0.00 98.29 0.00 0.00 98.29 97,96 0.00 0.00 0.00 98.29 100.00 1.71 0.21 162 12 0.012 97.29 101.50 1 0.79 0.27 0.00 98.29 0.00 102.50 0.00 0.00 102.50 102.16 0.00 0.00 0.00 102.50 104.80 2.30 0.21 200 12 0.012 101.50 108.70 0.79 0.27 0.00 102.50 0.01 109.70 0.00 0.00 109.70 109.35 -0.01 -0.01 0.00 109.69 115.50 5.81 0.21 57 8 0.012 109.03 116.10 0.35 0,60 0.01 109.69 0.01 116,77 0.00 0.01 116.78 116.52 0.00 0.00 0.00 116.77 119.10 2.33 0.21 90 12 0.012 108.70 109.60 0.79 0.27 0.00 109.69 D-00 110.60 0.00 0.00 110.60 11027 0.01 0.01 0.00 110.59 113.00 2.41 0.21 116 8 0.012 109.93 111.10 0.35 1 0.60 0.01 110.59 0.03 111.77 0.00 0.01 111.78 0.00 0.00 0.00 0.00 111.78 114.50 2,72 PACurrent Projects17072 Y&L Renton Townhomes\Documents\}{C-BackwaterAnalysis,xls6126/2007 KC-BackwatelrAnaiysis.xis D. ft P R=AIP Ke Kb N c Y slope HWID HW inlet or outlet pipe surch. 1.50 4.71 0.38 0.5 0.08 0 0.0398 0.67 0.0250 066 0.99 91.01 outlet -7.27 yes 1.00 3.14 0.25 0.5 0.06 0 0.0398 0.67 0.0844 0.63 0.63 106.20 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.02 0 0.0398 0.67 0.0486 0.65 0.65 114.57 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.30 0 0.0398 0.67 0.0373 0.65 0.65 120.27 outlet 0.01 no 0.67 2.09 0.17 0.5 0.28 0 0.0398 0.67 0.0792 065 043 130.18 outlet 0.00 yes 0.67 2.09 0.17 0.5 0.48 0 0.0398 0.67 0.0200 0.68 0.45 115.66 outlet -0.01 yes 1.50 4.71 0.38 0.5 0.02 0 0.0398 0.67 0.0200 0.66 0.99 93.71 outlet 0.0i no 0.67 2.09 0.17 0.5 0.64 0 00398 0.67 0.0594 0.66 0.44 97.18 outlet -0.01 yes 1.25 3.93 0.31 0.5 1.40 0 0.0398 0.67 0.0200 0.66 0.83 96.61 outlet 0.00 no 1.00 114 025 05 0.02 0 0.0398 0.67 0.0440 0.65 0.65 104.71 outlet 0.00 no 0.67 2.09 0.17 0.5 0.40 0 0.0398 0.67 0.0574 0.66 0.44 108.68 outlet -0.01 yes 1.50 4.71 0.38 0.5 0.01 0 0.0398 0.67 0.0672 0.64 0.96 112.70 outlet 0.00 no 1.00 3.14 0.25 05 001 0 0.0398 0.67 00675 MAI 0.64 115.00 outlet 0.00 yes 1.50 4.71 0.38 0.5 0.60 0 0.0398 0.67 0.0476 0.65 0.97 123.70 outlet 0.00 no 1.00 3.14 0.25 0.5 0.32 0 0.0398 0.67 0.0249 0.66 0.66 124.42 outlet 0.00 yes 1.00 3.14 0.25 05 0.40 0 0.0398 0.67 0.0650 0.64 0.64 131.99 outlet 0.00 yes 1.00 314 0.25 0.5 0.60 0 0.0398 0.67 0.0822 0.63 0.63 142.77 outlet 0.01 no 0.67 2.09 0.17 0.5 0.38 0 0.0398 0.67 0.0100 0.69 0.46 143.23 outlet -0.01 yes 1.00 3.14 025 0-5 0.01 0 0.0398 0.67 0.0100 0.67 0.67 124.84 outlet OM yes 1.00 3.14 0.25 0.5 0.80 0 0.0398 0.67 0.0570 0.64 0.64 127.69 outlet 0.00 no 1.00 3.14 0.25 0.5 0.01 0 0.0398 0.67 0.0600 0.64 0.64 131.59 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.01 0 0.0398 0.67 0.0100 0.67 0.67 126.00 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.01 0 0.0398 0.67 0.0200 066 0.66 128A6 outlet 0.00 yes 1.00 3.14 025 0.5 040 0 0.0398 0.67 0.0319 0.66 0.66 130.46 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.30 0 0.0398 0.67 0.0682 0.64 0.64 142.06 outlet 0.00 yes 1.00 3.14 0.25 0.5 0.01 0 0.0398 0.67 0.0100 0.67 0.67 97.57 outlet 0.00 no 0.67 2.09 0.17 0.5 0.80 0 0.0398 0.67 0.0157 0.68 0.46 98.16 outlet -0.01 yes 1.00 3.14 0.25 0.5 0.68 0 0.0398 0.67 0.0050 0.67 0.67 98.23 outlet 0.00 no 1.00 3.14 0.25 0.5 0.01 0 0.0398 0.67 0.0100 0.67 0.67 98.29 outlet 0.00 yes 1.00 3.14 0.25 05 1.00 0 0.0398 0.67 0.0260 0.66 0.66 102.50 outlet 0.00 no 1.00 3.14 0.25 0.5 1.30 0 0.0398 0.67 0.0360 0.65 0.65 109.70 outlet 0.01 no 0.67 2.09 0.17 0.5 0.20 0 0.0398 0.67 0.1240 0.63 0.42 116.78 outlet -0.01 yes 1.00 3.14 0.25 0.5 1.30 0 0.0398 0.67 0.0100 0.67 067 110.60 outlet 0.01 no 0.67 2.09 017 0.5 1.20 0 0.0398 0.67 0.0100 0.69 0.46 111.78 outlet -0.01 yes Page 2 P_1Current Projects\7072 Y&L Renton Town homes\Documents\KC-BackwaterAnalysis.xls6/26/2007