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SWP273529(2)
FiN4L Sw�k FIIts Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) February 2011 Parametrix Hydrologic and Hydraulic Lake Avenue South Storm (SWP-27-3529) Prepared for City of Renton 1055 S. Grady Way Renton, WA 98057 Prepared by Parametrix 411 108th Avenue NE, Suite 1800 Bellevue, WA 98004-5571 T.425.458.6200 F.425.893.8956 www.parametrix.com Report System Project February 2011 1 218-1779-036 (01/07) CITATION Parametrix. 2011. Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529). Prepared by Parametrix, Bellevue, Washington. February 2011. CERTIFICATION The technical material and data contained supervision and direction of the undersigned, to practice as such, is affixed below. C 2� Prepared by Julie G. Brandt, P.E. Approved by Raynold Nickel, P.E. Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton in this document were prepared under the whose seal, as a professional engineer licensed February 20111218-1779-036 (01107) Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton TABLE OF CONTENTS 1. BACKGROUND AND PURPOSE......................................................................1-1 2. MODELING ANALYSIS.....................................................................................2-1 2.1 MODELING AREA...............................................................................................2-1 2.2 HYDROLOGIC ANALYSIS.................................................................................2-1 2.2.1 Methodology................................................................................................2-1 2.2.2 Results.......................................................................................................... 2-7 2.3 HYDRAULIC ANALYSIS....................................................................................2-8 2.3.1 Methodology................................................................................................2-8 2.3.2 Results........................................................................................................ 2-14 3. CONCLUSIONS AND RECOMMENDATIONS..................................................3-1 4. REFERENCES...................................................................................................4-1 APPENDICES A Hydrologic Analysis B Hydraulic Model System Geometry and Boundary Conditions C Other Modeled Conveyance Scenarios D Hydraulic Model Outputs LIST OF FIGURES 1-1 Lake Avenue Project Area and Conveyance Modeling Area.................................1-3 2-1 Lake Avenue Drainage Subbasins..........................................................................2-3 2-2 Model Schematic — Project Area, Existing Conveyance System ...........................2-9 2-3 Model Schematic — System North of Project Area...............................................2-11 2-4 Existing Conveyance Hydraulic Profile, Existing Land Use 25-Year Storm t (Model Version 2a-1)...........................................................................................2-19 2-5 Existing Conveyance Hydraulic Profile, Existing Land Use 100-Year Storm (Model Version 2a-2)...........................................................................................2-21 - 2-6 36-24-24 Alternative Hydraulic Profile, Existing Land Use 25-Year Storm (Model Version 2b-1)...........................................................................................2-23 2-7 36-24-36 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-1).............................................................................................2-25 2-8 36-24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-2).............................................................................................2-27 2-9 36-24-30 Alternative Hydraulic Profile, Future Land Use 100-Year Storm (Model Version 3-4).............................................................................................2-29 2-10 30-24-30 Alternative Hydraulic Profile, Future Land Use 25-Year Storm (Model Version 3-3).............................................................................................2-31 February 2011 1 218-1779-036 (01/07) i Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton TABLE OF CONTENTS (CONTINUED) LIST OF TABLES 2-1 Existing Conditions Land Use Summary...............................................................2-5 2-2 Future Conditions Land Use Summary..................................................................2-6 2-3 Modeled Peak Runoff Flow Rates [cubic feet per second]....................................2-8 2-4 Summary of Hydraulic Analysis Results..............................................................2-17 February 2011 1 218-1779-036 (01/07) ACRONYMS AND ABBREVIATIONS CA CD HSPF KCRTS KCSWDM RMC SCS SWMM Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton commercial arterial center downtown Hydrologic Simulation Program — FORTRAN King County Runoff Time Series King County Surface Water Design Manual Renton Municipal Code Soil Conservation Service Storm Water Management Model February 2011 1 218-1779-036 (01/07) iii Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton 1. BACKGROUND AND PURPOSE The Lake Avenue South Storm System project proposes to replace a portion of the existing City of Renton storm drain system from the intersection of Lake Avenue South and South 2nd Street to the intersection of Rainier Avenue South and South 3rd Street (Figure 1-1). The existing storm system is located within an existing utility easement that was formed when the Lake Avenue South right-of-way was vacated between South 2nd Street and South 3rd Street. Based on information provided by the City, flooding has occurred in Lake Avenue South north of South 2nd Street. During intense or prolonged rainfall events in 2003 and 2007, the storm system in Lake Avenue South surcharged and water flooded the street and overtopped the curbs. Some of the properties on the west and east sides of Lake Avenue South were flooded (Carey 2010). In March 2009, the City performed television inspection of portions of the system within the project area. However, accumulated debris and deep ponded water prevented the entire reach of pipe within the project to be televised. A subsequent television inspection was performed for this project in February 2010, which documented substantial lengths of pipe that have longitudinal cracking, separation at multiple joints, and settling of the line between structures. Based on the historical flooding problems and the poor structural condition of the existing pipe, the City identified the need to replace the existing storm drain system. The scope of the hydraulic analysis task included hydrologic and hydraulic modeling of both the existing and future land use scenarios and various pipe diameters. The goal of the hydraulic analysis task was to support the selection and design of a preferred alternative. February 2011 1 218-1779-036 (01/07) 1-1 o N LU N LU x u.i M Lj- E �' w J ` U ti U) a o Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton 2. MODELING ANALYSIS This section describes the analysis approach and model input data. The elements in this section were developed in collaboration with the City, so that each item went through review and approval prior to running the model simulations. Information identified during the City review process is discussed in each applicable section below. 2.1 MODELING AREA The limits of the modeling area (Figure 1-1) were established to determine how pipe upgrades in the project area might alleviate flooding potential north of the project area in Lake Avenue South. The downstream end of the modeling area was set to include several drainage structures downstream of the 8- by 10-foot box culvert under Rainier Avenue South. The upstream end of the modeling area was set at the intersection of Lake Avenue South and South Tobin Street. Contributing subbasins for each inlet structure in the modeling area were identified. However, drainage subbasins north of South Tobin Street were modeled as a single contributing area. 2.2 HYDROLOGIC ANALYSIS 2.2.1 Methodology Software The King County Runoff Time Series (KCRTS) (King County 2007) software was used to generate runoff hydrographs for project area subbasins. KCRTS contains a database of continuous precipitation pre -simulated by the Hydrologic Simulation Program — FORTRAN (HSPF). The runoff files within KCRTS provide a set of 15-minute or hourly time series files of unit area land surface runoff for a range of land cover conditions and soil types specific to King County. Drainage Subbasins The ten subbasins draining to the project area are shown in Figure 2-1. These drainage subbasin boundaries, which were delineated for previous analyses (Gray and Osborne 2003; R.W. Beck 1998), were reviewed for accuracy against the City of Renton 2007 Storm — Surface Water map (Renton 2007). The subbasin boundaries were determined to be accurate and were incorporated into this analysis. Drainage subbasin areas were assumed to be the same for both the existing and future condition scenarios. Soils Soils within the project area were modeled as till, based on Soil Conservation Service (SCS) maps and King County Manual descriptions (Gray and Osborne 2003). February 2011 1218-1779-036 (01/07) 2-1 .J Q c �Q '4 W 'any JalU1Da - � 4 � s• � o d a r - W _ O - a - - B i 4 a a Cl) O O N O O U 7 O E 0 O T 4 C N �-0 o� o Q 0_ 0 c o Z (5 O C N O C O "O 06 O N 0 D (6 O E C 2<CD -0-0v O a)O O O Q Z a E o C C (D 7 cn C (d -0 O _ N 7 C O U) — W Q p Z) D C dw N 0 0 D LLE_U) 0 O 0 m 0 Z 0 c6 y(V x M w J U d E COL Z O �C H O Z Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton Existing Land Use Existing land use was taken from the SW 7th Street Storm Drainage Improvement Project Pre -Design Analysis (Gray and Osborne 2003). This land use was previously generated by delineating pervious areas for each subbasin based on 2001 aerial photography and assuming remaining areas to be impervious. A summary of existing land use is presented in Table 2-1. More detailed information regarding existing land use is presented in Appendix A. Table 2-1 identifies the amount of area contributing stormwater runoff to the box culvert at the northwest corner of Rainier Avenue South and South 3rd Street, as well as the total acreage in the modeling area. Table 2-1. Existing Conditions Land Use Summary Subbasin Total Subbasin Impervious Pervious Percent Input Name Area (acres) Area (acres) Area (acres) Impervious Node AJ 17.91 13.77 4.14 77% 150A AK 7.31 5.47 1.84 75% Al 14.81 8.66 6.15 58% 140A AH 7.92 3.84 4.08 48% 135A AD 5.78 5.07 0.71 88% 120A AF 8.47 6.77 1.70 80% 110A AE 7.10 6.68 0.42 94% 100A Box Culvert Subtotal a 69.30 50.26 19.04 73% - AB 8.94 5.28 3.66 59% AC 5.16 4.37 0.79 85% 80A AP 3.42 3.26 0.16 95% Total Area 86.82 63.17 23.65 73% - a Area draining to 8- by 10-foot box culvert under Rainier Avenue South, at the northeast corner of Rainier Avenue South and South 3rd Street. Future Land Use The scope of this analysis included the use of as much information from existing reports as possible. However, it was determined that previous future land use information needed to be revised due to recent updates to City zoning designations. Therefore, future land use was estimated from the current City Zoning map (Renton 2010), information contained in the Renton Municipal Code (RMC), and discussions with City staff. Land cover percentages corresponding to each area were determined as follows: • Zoning Code R-8 and R-10 (residential - dwelling units per acre) - Impervious area was set at 75 percent (RMC 4-2-110A and 4-2-120A) and the remaining area was modeled as grass. • Zoning Code CA (commercial arterial) - Because the RMC does not have a set impervious percentage for commercially zoned areas, land cover estimates were determined through discussions with City representatives. The CA zoning was set at 90 percent impervious, except for several areas where there appeared to be more February 2011 1218-1779-036 (01/07) 2-5 Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton pavement visible in recent aerial photographs. For those areas, 95 percent impervious was used and the remaining pervious area was modeled as grass. • Zoning Code CD (center downtown) - CD is an additional commercially zoned area that does not have a set impervious percentage under the RMC. Based on discussions with City representatives, CD zoning was set at 95 percent impervious and the remaining pervious area was modeled as grass. • Grass Fields - Grass school fields within CA and CD zoning were identified from aerial photographs and subtracted from the corresponding CA or CD areas. These areas were modeled as 100 percent pervious for the Future Conditions analysis, because it is assumed that the future flows from these areas will mimic those generated by the existing grass fields. Specifically, runoff from future development in these zoning areas would need to comply with the Flow Control Core Requirement in the 2009 King County Surface Water Design Manual, which was recently adopted by the City. New developments will be required to match the peak flow from the existing site, which includes the grass fields (Carey 2010). Table 2-2 below summarizes the future land use composition of each of the 10 subbasins, in terms of pervious and impervious areas based on City zoning classifications. As shown in Table 2-2, the percent impervious of the total drainage area would increase from 73 percent under existing conditions to 80 percent under future conditions. The subbasins draining to the box culvert would increase from 73 percent to 78 percent impervious. More detailed information regarding future land use is presented in Appendix A. Table 2-2. Future Conditions Land Use Summary Total Impervious Pervious Percent Subbasin Subbasin Area Area Area Impervious Input Name (acres) (acres) (acres) Area Node AJ 17.91 15.37 2.54 86% 150A AK 7.31 5.80 1.51 79% Al 14.81 8.40 6.41 57% 140A AH 7.92 3.89 4.03 49% 135A AD 5.78 5.49 0.29 95% 120A AF 8.47 8.05 0.42 95% 110A AE 7.10 6.75 0.36 95% 100A Box Subtotallart 69.30 53.75 15.56 78% - AB 8.94 7.32 1.62 82% AC 5.16 4.90 0.26 95% 80A AP 3.42 3.25 0.17 95% Total Area 86.82 69.22 17.61 80% - a Area draining to 8- by 10-foot box culvert under Rainier Avenue South, at the northeast comer of Rainier Avenue South and South 3rd Street. 2-6 February 2011 1 218-1779-036 (01/07) Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton Time Step Based on discussions with the City, an hourly time step was selected for the KCRTS model to maintain consistency with previous analyses documented in the SW 7th Street Storm Drainage Improvement Project Pre -Design Analysis (Gray and Osborne 2003) and the SW 7th Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations (R. W. Beck 1998). Rainfall The default rainfall data contained in KCRTS were used for the analysis. KCRTS runoff files are generated based on over 40 years of hourly rainfall records from two stations: one at Sea-Tac Airport representing the western lowlands of King County, and the other located in Landsburg that represents the eastern foothills. The project area lies within the Sea-Tac Rainfall Region, with a Regional Scale Factor of 1.0 (King County 2009). Runoff Files KCRTS contains two types of runoff files: Historical and Reduced. Historical files contain over 40 years of runoff records, which include the full period of rain data available. These records are updated periodically as additional meteorological data are obtained. Reduced runoff files contain a set of 8 water years selected based on statistical representation of the full historical record. A sensitivity analysis was conducted during the development of this model to select the runoff file type. It was determined that the Historical data set produced slightly higher peaks for the project area subbasins; therefore, Historical files were used in the model to provide slightly more conservative results for pipe -sizing purposes. Design Storms This analysis was prepared specifically in support of conveyance design, as opposed to flow control, water quality, or other applications. Consequently, the analysis was developed using the 25- and 100-year rainfall events in accordance with City criteria for conveyance systems. Analysis of scenarios using other storm events, such as the 6-month, 2-, 5- or 10-year frequencies, was not required and is beyond the scope of the project. Hydrograph Generation A 24-hour hydrograph was extracted from each KCRTS output file for the historical date the model indicated as containing the 25- or 100-year peak flow. For the hydraulic modeling, a number of the subbasins were combined and inserted into a single node (i.e., manhole), based on the storm drainage system. Combined hydrographs were developed in KCRTS for subbasins AB, AC, and AP, and subbasins AJ and AK. 2.2.2 Results Table 2-3 summarizes the modeled peak flows for the 25- and 100-year return frequency storm events for the subbasins used in the hydraulic modeling. Detailed KCRTS hydrograph plots and output files are presented in Appendix A. The total flow rates to the box culvert and for the entire modeled basin are shown in Table 2-3. The total flow rate given in the XPSWMM hydraulic analysis may be less due to the effects of inserting the flows into the model at different locations and routing them through the model. February 2011 1 218-1779-036 (01/07) 2-7 Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton Table 2-3. Modeled Peak Runoff Flow Rates [cubic feet per second] Existing Land Use Future Land Use Subbasin 25-Year 100-Year 25-Year 100-Year Name Event Event Event Event Input Node AJ, AK 8.4 9.09 8.83 9.5 150A Al 4.25 4.77 4.17 4.72 140A AH 2.03 2.39 2.05 2.4 135A AD 2.07 2.22 2.17 2.31 120A AF 2.88 3.12 3.17 3.39 110A AE 2.64 2.83 2.66 2.85 100A Box Culva b 22.27 24.42 23.05 25.17 - Subtotal total AB, AC, AP 5.74 6.22 6.3 6.76 80A Total Area b 28.01 30.64 29.35 31.93 - a Estimate of flow conveyed through 8- by 10-foot box culvert under Rainier Avenue South, at the northeast corner of Rainier Avenue South and South 3rd Street. b Flow totals are estimates only and do not account for flow attenuation or peak dispersion due to time of concentration within pipes. 2.3 HYDRAULIC ANALYSIS 2.3.1 Methodology Software The hydraulic model was developed using the XPSWMM Stormwater and Wastewater Management Model Software, Version 11.3 (XP Software 2009). XPSWMM is based on the EPA Storm Water Management Model (SWMM), which is a dynamic rainfall -runoff -routing engine used for single event or continuous simulations in primarily urban areas. The routing portion of SWMM, known as the EXTRAN module, simulates branched or looped networks, backwater effects based on tailwater conditions, free -surface flow, pressure or surcharge flow, flow reversals, and flow transfer through structures. EXTRAN tracks the flow rate and depth of water in each pipe and channel during a simulation period comprising multiple time steps. Drainage System Schematic A hydraulic model schematic was developed from record drawings provided by the City (GHD and KPG [year unknown]; Renton 1996), the SW 7th Street Storm Drainage Improvement Project Pre -Design Analysis (Gray and Osborne 2003), or as found during site surveys conducted as part of this project. The model schematic diagram for the storm drainage system through the project area is presented in Figure 2-2. The schematic diagram for the system north of the project area is shown in Figure 2-3. 2-8 February 2011 1 218-1779-036 (0 V07) 12M S 2nd Street Rainier Ave Subbasi"n AE LwkU OUUL, ""C 10�0 Subbasins AB, AC, AP ao 79A a ParametriX 218-1779-036/01(07) 2111 (B) Subbasin AF / I mM3/ S 3rd Street A Figure 2-2 N Model Schematic — Project Area, NO SCALE Existing Conveyance System 150A S Tobin Street Subbasins AJ, AK 145A I 140A Subbasin Al �138A Unk4 �137A ParametrlX 218-1779-036101(07) 2/11 (e) Figure 2-3 N Model Schematic — System NO SCALE North of Project Area Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton Pipe Geometry Conveyance system data were imported into XPSWMM in the form of pipe diameters, pipe lengths, pipe materials, ground (spill crest) elevations, pipe invert elevations, and manhole/catchbasin locations. Data for the storm drain system were compiled using the 2003 Gray and Osborne report and then updated based on additional information, as summarized below. The final pipe geometry used in the model is presented in detail in Appendix B. • Invert elevations, pipe diameters, pipe lengths, pipe shapes, and pipe materials were updated based on City record drawings and the results of site surveys conducted in the project area. • Ground surface elevations (spill crests) from the north end of the model (South Tobin Street) through the proposed construction area (South 2nd Street through Rainier Avenue South) were determined from City record drawings and the site survey conducted for this project. At each node the lowest rim elevation of either the mainline catchbasin or the adjacent curbside catchbasin was used in the model. The discharge pipe from the box culvert under Rainier Avenue South was inspected by the City and confirmed to be a 42-inch by 26-inch corrugated metal pipe arch (CMPA). • Manning's n numbers were taken from the King County Surface Water Design Manual (King County 2009). Friction coefficients or other pipe geometry parameters were not modified to reflect any system impairments found during site survey or television inspection. • Three Seattle Public Utilities (SPU) water pipelines 51-, 60-, and 66 inches in diameter run parallel to South 2nd Street at the north end of the project area. The existing 24-inch storm system crosses over the 51-inch pipeline and under the 60- and 66-inch water pipelines. Boundary Conditions The SW 7th Street Storm Drainage Improvement Project Pre -Design Analysis (Gray and Osborne 2003) was reviewed as part of the development of boundary conditions for the model, but it was determined that the tailwater information was not adequate. Tailwater elevations for the 42-inch by 26-inch CMPA at downstream node 79A were interpolated for the 25- and 100-year design storms using the Inlet Control Nomograph for corrugated metal pipe arch culverts from the Hydraulic Design of Highway Culverts (FHWA 2005). The tailwater elevations were interpolated due to changes in CMPA dimensions identified in manufacturers' literature and analysis nomographs. The tailwater elevation calculations are presented in Appendix B. Existing Drainage System The existing storm drainage system was modeled using existing land use conditions. Model runs were conducted for both the 25-year and 100-year storm events. Design Alternatives Storm system design alternatives were modeled using existing and future land use conditions. The model was run for the existing 25-year and 100-year, and future 25-year and 100-year storm events, depending on the model scenario. The results of each initial model run February 2011' 218-1779-036 (01/07) 2-13 Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton consistently showed flooding north of the project area in Lake Avenue South, regardless of the project area design alternative. The design alternatives that were analyzed, including additional scenarios not presented in Section 2.3.2, are described in Appendix C. Based on information from the City, no flooding has been observed in the project area, but flooding occurred on Lake Avenue South north of South 2nd Street. Therefore, the scope of the hydraulic modeling analysis was revised to evaluate potential changes to the Lake Avenue South storm system as well as those proposed for the project area to determine if the changes would reduce or potentially eliminate the Lake Avenue South flooding. Improvements in Lake Avenue South would be a potential future City project. In addition to evaluation of different potential hydraulic configurations for the project area drainage system, repair of the existing 24-inch-diameter pipe through the project area using a liner was also assessed. If this pipe was relined, the Manning's n factor might be reduced, potentially resulting in a lower friction loss and a higher flow rate through the pipe. However, the pipe volume would be somewhat reduced and the hydraulic inefficiencies due to sags in the line would remain. This would potentially counter -balance any beneficial results provided by the lower friction. Therefore, lining the existing pipe is not recommended and was not evaluated against the flooding north of the project area. 2.3.2 Results The hydraulic model results for the existing storm system and proposed design alternatives were evaluated for conveyance capacity and flooding. Flooding is documented in the model when the simulated water surface elevation exceeds the catch basin rim elevations at any given node. An overview of the hydraulic model results is presented in Table 2-4 and Figures 2-4 through 2-10. Detailed model output data for the existing system and the final design alternatives are provided in Appendix D. The model results are summarized below. Other model scenarios performed in support of the project but not summarized below are presented in Appendix C. Existing System (Model Versions 2a-1 and 2a-2): The existing 24-inch storm system was analyzed using flows from the existing conditions land use for the 25-year (Model Version 2a-1) and 100-year (Model Version 2a-2) storm events. As shown in Table 2-4, the model showed no flooding in the existing 24-inch pipe between the Rainier Avenue South/South 3rd Street intersection and South 2nd Street. However, flooding is shown in the existing 24-inch pipe in Lake Avenue South, north of the project area (Figures 2-4 and 2-5). 36-24-24 Alternative (Model Version 2b-1): This model run consisted of increasing the pipe diameter in the project construction area to 36 inches, while the existing 24-inch pipes north of the project area crossing the SPU lines and in Lake Avenue South were not changed. This model run was executed to evaluate the level of impact a larger pipe in the project area alone would have on the flooding in Lake Avenue South. The model results for the existing conditions 25-year storm showed that flooding still occurred in Lake Avenue South under this scenario (Table 2-4, Figure 2-6). 36-24-36 Alternative (Model Version 3-1): This model run simulated 36-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing under the SPU lines, and increasing the pipes in Lake Avenue South to 36 inches in diameter. The model results for the future conditions 25-year storm 2-14 February 2011 1 218-1779-036 (01/07) Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton showed no flooding under this scenario (Table 2-4, Figure 2-7). Therefore, this alternative would meet City criteria for conveying the 25-year storm without overtopping at catchbasins. 36-24-30 Alternative (Model Versions 3-2 and 3-4): These model runs simulated 36-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing the SPU lines, and increasing the pipes in Lake Avenue South to 30 inches in diameter. The model results for the future conditions 25-year (Model Version 3-2) and 100-year (Model Version 3-4) storms showed no flooding under this scenario (Table 2-4, Figures 2-8 and 2-9). Therefore, this alternative would meet City criteria for conveying the 25-year storm without overtopping at catchbasins. 30-24-30 Alternative (Model Version 3-3): This model run simulated 30-inch-diameter pipes in the project construction area, keeping the existing 24-inch pipes crossing under the SPU lines, and increasing the pipes in Lake Avenue South to 30 inches in diameter. The model results for the future conditions 25-year storm showed no flooding under this scenario (Table 2-4, Figure 2-10). Therefore, this alternative would meet City criteria for conveying the 25-year storm without overtopping at catchbasins. February 2011 1 218-1779-036 (01/07) 2-15 Culvert Project Area SPU Crossing Lake Avenue South r r s s M _ V D O Ut A D W N O (D CCD v 0) Cn ? W N Pipe co y au W O D O o O cn X X o cn N o N cn W o W Cn W Cn W -4 W co .P o .P cn Cn O Upstream Node D D o D D D D D D D D D D D D D D -I v W C) W CDX D o (YI X X x o Cn N o N cn W o W cn W M W � W W A o P cn Downstream Node D0 — D ono D D 0) o D D D D D D D D D D D D D N N N O N co 0) N N A N A N A N A N A N A N A N A N N N N A N N N A '= .�. Pipe Diameter Cb co w A ao C)cn A W W W W <n U7 CD Cn CD Cn (D Cn w W w W W W W W v � v 0 Maximum Flow ic CA o , r rn x ' .�Il. Q rn M K rt tD �0 CL0 to C 7 0 C) o 0 0 0 0 0 0 o C) C) C)O O o O( w 0 Overflow at W o c C) cwn , '� Upstream Node j 3 3 Cn Cn N o O ao W A OJ -I A v v 6) W c0 CJl W Cn m Cn W O W O W O 00 O� -4-4 v 0 ip U�. Maximum Flow M O ( co 3 o 3 X. G> Q U! IC_ C) o 0 0 0 0 0 o C) o 0 0 0 0 o OCD N j � Overflow at 0)o CD cc 0)w '� Upstream Node .N N W N Cfl °' W CA W CA co CA W C) W °' N A N A N N N A N N A N A N A N A N A '= Pipe Diameter w W W O N A W CC)M C7o :-4 ;P Cn A � A � A A A � � �„ CO cn CO Cn (fl Cn CO A W � CO W Co W —1 -� -I v 0 U�. Maximum Flow 9 O oQ mX N D mMX. 0 Q 0 _► fn C 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO cn� =' Overflow at o 00 °n Upstream Node 3 (A O N CO O' W O' W CA W CA W CA W 0) N A co 6) W CA W CA W CA W W W 5 W CA W CA W C) W a) '= Pipe Diameter N co CD N A O W W O O O O O �-I v A A A N N N N 0 Maximum Flow o "' W D O W A W N N N N C)O Cfl CO (0 (0 (0 (0 (fl co co r CL , C. 3 <fnC� °r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Overflow at ca o 0 Upstream Node s 3 N W N W Cfl CA W O' W °' W W W O' W 0) N A W O W O W O W O W O W O W O W O W O W O '= Pipe Diameter N Cb N co _5 W O N W N W N 0 N 0 N 0 N 0 N 0 -Il v cn cn CP W W W W 0D �D �, Maximum Flow N O W io in � w ca w w o 0 0 0 0 0 0 0D W .�+. 0� r QO�-n Q� 0. <CnC� w O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 Overflow at y '1 Upstream Node = 3 X d A v 0) N N N N N Cb Cb O C) 0) A A A A(0 Cn O 0 Maximum Flow O r <' CDW A Cn W N N N CD (n W (A N N N N c„ to CL 3 C 0> Q rt <NC� 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Overflow at w o Upstream Node 3 CA N . N CO °' W 0 W 0 W 0 W 0 co o N A W o W 0 W 0 W 0 W 0 W 0 co 0 W 0 W 0 W 0" =' Pipe Diameter w co W O N A o w w o 0 0 0 0 � � cn cn cn W co w w 00 90 0 Maximum Flow ' GJ D -� CO Cn A W W W W C)O C)O O C)O W O •yCL o Q r 3 Cn C 0 0 0 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 ^, Overflow at w o m Upstream Node .123 d rr m N 41 W C 3 0 2 Q as 7 UJ U! Z1 0 C m O L. aE (� L -O �Cl) L L 2� 0 N CO) N O= C > a O O .L N 0) 0)> d = C d N N O x 'XC ILWW2 I m�s boo �1 Leo - �N 8 �pnG EEC s s . �ao Sao +f y �pp „O ^si$ 3m 8 mIT 0 o t �po m C 1 �s ri m O ��1L1 E li L• c.i 0 co � L L Ri >� _ ' d N 9 N .6 V1 N C = C O cD Q J d N N �� 7N fA� O LLMLU �a- - - - - - - - - - - - - - - - - - - ------------- M. M V a 0Wi m � ■ = V 8 �8 o ='.Sa � �g y 38 g �R8 8 I �ng � TT boo B \ YN f( goo 0 _ 8 �p0 $Iyj 7 s�ao i m N ? boo s 1 JJ+( �oe + I �o R^ 3 S 0 0 \\\ it^0 8 ( gWS g )fI ��R T 1 r 1 1 g�gMR 9 '. j g� i pmR 8 o0 R F m �� ' ! . . . --- ■ ! ■K :... . . ■§ � § _ -----. . .■|®# � |;# ƒ ) � . k\� � - ! - ■ . w � \ | k � `.. . ■§&_ . � . .....�..!|■+ �\ � !|" | { 2■e | ._ ■... / .. ... ....!|�r � | : ( ■Q� ,e ! • � §a ■_ � < � � } �\• | ; B � 0 [ u o _� ® �(D CD 2� 7 m� ( D cy) Q § qo�»_ cle) 2 2 � LmtL LL �L� Ei Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton 3. CONCLUSIONS AND RECOMMENDATIONS Based solely on the hydraulic modeling, the preferred storm system'consists of 36-inch pipes in the project construction area, 24-inch pipes crossing the SPU lines, and future 30-inch lines in Lake Avenue South. As shown in Table 2-4, this drainage system should be capable of conveying the future conditions 25-year and 100-year storms without flooding. The 30-inch lines in Lake Avenue South would potentially be part of a future City project. Other factors that impact the final selection of the pipe diameter include groundwater elevations, soils, risk of encountering contaminated soil and groundwater during construction, archeological concerns, and control of surface impacts during construction. Construction factors and hydraulic analysis results were discussed during a meeting with the City on February 3, 2011. Based on that meeting, the final pipe diameter was selected as a 30-inch pipe within the project area and a 30-inch pipe crossing the 51-inch SPU water line. The existing 24-inch storm pipe that currently crosses beneath the 60-inch and 66-inch SPU water mains would remain. As shown in Figure 2-10, no flooding is anticipated for modeled future land uses for the 25-year design flow rate for the 30-24-30 Alternative. Therefore the selected pipe system would meet City criteria for conveyance. The pipe will likely be installed in a 42-inch-diameter auger -bored steel casing. This size casing would allow installation of a 29.99-inch or 33.7-inch-inside-diameter HDPE (high -density polyethylene) pipe with push -on joints. HDPE is a material allowed by the City. February 2011 1 218-1779-036(01/07) 3-1 Hydrologic and Hydraulic Report Lake Avenue South Storm System Project (SWP-27-3529) City of Renton 4. REFERENCES Carey, D.W. 2010. E-mail from Daniel W. Carey, City of Renton, to Jeffrey Coop, Parametrix. Re. Lake Ave: Revised Future Conditions Inputs. April 29, 2010. Renton, Washington. FHWA (Federal Highway Administration). 2005. Hydraulic Design of Highway Culverts, Hydraulic Design Series Number 5. U.S. Department of Transportation Federal Highway Administration National Highway Institute. Publication Number FHWA-NHI-01-020. September 2001, Revised May 2005. GHD and KPG. (Year unknown). Rainier Avenue S. Improvement Project. Box Culvert at 3rd St. Concept Sketch. Prepared for City of Renton, Planning/Building/Public Works Department. Gray and Osborne, Inc. 2003. SW 7th Street Storm Drainage Improvement Project. Pre -Design Analysis. G&O #02640. Prepared for City of Renton. February 2003. King County. 2007. King County Runoff Time Series Program. Version 6.0. Stormwater Services. Department of Natural Resources and Parks. August 29, 2007. King County. 2009. King County, Washington Surface Water Design Manual. Department of Natural Resources and Parks. January 9, 2009. R.W. Beck, Inc. 1998. SW 7th Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations. Final Letter Report. Prepared for City of Renton. November 1998. Renton, City of. 1996. S. Tobin St. - Lake Ave. Storm System Improvement Project. SWP-27-2172. Drawing sheets 2 of 6 and 3 of 6. Department of Public Works. Renton, Washington. July 12, 1996. Renton, City of. 2007. City of Renton Storm - Surface Water Map. http://rentonnet.or / intemetapps/maps/pdf/Utility%20Systems/Storm%20&%2OSurface%20 Water.pdf (accessed April 2010). City of Renton Planning/Building/Public Works Technical Services. Renton, Washington. January 2007. Renton, City of. 2010. City of Renton Zoning Map. Updated through Ordinance 5490; effective October 30, 2009. http://rentonnet.ora/intemetapps/maps/pdf/City%20Maps/ Zonin-g.pdf (accessed April 2010). City of Renton Information Technology-GIS. Renton, Washington. February 3, 2010. XP Software Inc. 2009. XPSWMM Stormwater and Wastewater Management Model. Version 11.3 (XPSWMM 2009, Service Pack 3). Portland, Oregon. February 2011 1 218-1779-036(01/07) 4-1 APPENDIX A Hydrologic Analysis Appendix A Table Al. Existing Land Use Total Existing Existing Existing % General Land Subbasin Impervious Pervious Impervious Subbasin Name Use Class Area (acres) Area (acres) Area (acres) Area AB Residential 1.40 0.35 1.05 Commercial 7.54 4.93 2.61 Total 8.94 5.28 3.66 59% AC Commercial 5.16 4.37 0.79 Total 5.16 4.37 0.79 85% AD Commercial 5.78 5.07 0.71 Total 5.78 5.07 0.71 88% AE Commercial 7.10 6.68 0.42 Total 7.10 6.68 0.42 94% AF Commercial 8.47 6.77 1.70 Total 8.47 6.77 1.70 80% AH Commercial 7.92 3.84 4.08 Total 7.92 3.84 4.08 48% Al Commercial 14.81 8.66 6.15 Total 14.81 8.66 6.15 58% AJ Residential 4.39 2.28 2.11 Commercial 13.52 11.49 2.03 Total 17.91 13.77 4.14 77% AK Residential 0.84 0.44 0.40 Commercial 6.47 5.03 1.44 Total 7.31 5.47 1.84 75% AP Commercial 3.42 3.26 0.16 Total 3.42 3.26 0.16 95% City of Renton A-1 218-1779-036 (01/07) Lake Avenue South Storm System Project February 2011 (SWP-27-3529) Appendix A Table A2. Future Land Use Subbasin Name Future Zone Class Future Class Impervious Percentage Total Subbasin Area (acres) Future Impervious Area (acres) Future Pervious Area (acres) Future % Impervious Area AB R10 75 4.86 3.65 1.22 CA 90 4.08 3.67 0.41 Total 8.94 7.32 1.62 82% AC CA 95 5.16 4.90 0.26 Total 5.16 4.90 0.26 95% AD CA 95 5.78 5.49 0.29 Total 5.78 5.49 0.29 95% AE CA 95 7.10 6.75 0.36 Total 7.10 6.75 0.36 95% AF CA 95 8.47 8.05 0.42 Total 8.47 8.05 0.42 95% AH Grass 0 3.60 0.00 3.60 CA 90 4.32 3.89 0.43 Total 7.92 3.89 4.03 49% Al R8 75 2.30 1.73 0.58 Grass 0 5.20 0.00 5.20 CA 90 5.38 4.84 0.54 CD 95 1.93 1.83 0.10 Total 14.81 8.40 6.41 57% AJ R8 75 5.28 3.96 1.32 CA 90 11.75 10.58 1.18 CD 95 0.88 0.84 0.04 Total 17.91 15.37 2.54 86% AK Grass 0 1.20 0.00 1.20 CD 95 6.11 5.80 0.31 Total 7.31 5.80 1.51 79% AP CA 95 3.42 3.25 0.17 Total 3.42 3.25 0.17 95% City of Renton A-2 218-1779-036 (01/07) Lake Avenue South Storm System Project February 2011 (SWP-27-3529) O o rn O O LO OD O 6 N 000 rn rn rn rn rn rn � M � N N N LL LLL LLL `O O U U LL F- M V O M L Q Y � a Ca 0.6 C -0 O O X U 2 Li � Lroo n o of y N S t o O Y6 r J('II - wN Lll N � a OL 8 9 4 L 0 c IS210) selepsld M V O r fD V O M 0 0 M V M O OD O IT N IT Lo,�T h (: (O O M f— O O t� 'T N N O I-- N'T W O N CO W LL MM—ONN NNOM 00M (OOo0oO vv U O O —, N N M sr (O O CO M N V M 00 (D e- N M'IT 0 W I-- O O O N Mq* 0 W I- M M O N � N CM IT N N N N N O O O O O O O O O O O O O O O O O O O O O O O O N O=NNNNO NM (O I�OOO-N M- ---—_O E L 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H O OOOOOOOOO)OOOOIOOOOO6>O)d7d7d7O) 0 O O Od7O O)d)O)O -----O --- W W W W OOO r m'x a�C)-i�-----------����������. 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T m� o Mn O w O co Iq N (O w w, Owo LL O O- N- N CO CO 1'- O r LO M O O r- (O 'q V M M N �- 0 0 0 O O O O O O O O- N M (M N N-, O O O O O O O O) N M IT LO W Il- OO O O � N T LO (O � M O N N N N N 0 0 0 O 0 0 0 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 ` 7 0 0 0 O O O O O O O O O O O O O O O O O O O O O N= co O N N N N O N M� LO ID r M O O N M IT LO 61- O O O O O O O O O O O O O O O O O O O O O O O O H O O O O O O O O O O O O O QL O O O O O O O O O O O O O O O O O O O O O O O O QL O O O) O d7 O O O O O) m O �- ,� aoaoco�oaowrnrnrnrnrnrna�rnrnrnrnrnrnrnrnrnrnrn O 3 D �I CD v —CU E _ N d U) C f6 J L 7 Y 7 LL LU Q L W O r O O O O O t1) (D OD r o r O O O p O O O S Cn O) O 5 a` rn �0- rn (Sdo) e6jewsl4 I M O V O O V V LO LO V n LO M M (D r- N M M M LO M (n O LO O (D ton (DO CD M O LO (D r O CDr- N LL O O N I- M 0 00 O N 'ITN (DLO V M M N LL LL O U U LL F- V 0 0 0 0 0 0 0 0 O N N N N O CD CD O O O LO Q) N M V LO (0 r- CO M C) N M V �D M aD O O N M N M = �- �-- 'T V M N V7 N O O O O O O O O O O O O O O O O O O O O O O O O ` D 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 co O O N M O- N co T u) tD I- Oo O O N M V Ln O r N 0=--NNNN - E L f- 0 0 0 0 0 0 0 0 CD 0 0(D 0 0 0 0 0 0 0 0 0 0(D(D O O O) O 0) 0) a) a' E O O O O O O O O O O O) m CD 0) O) a) 0) a)D e O O O 0)O O O O O m O) O O) T O) CT O) 0) 0)0) O) O) O) m () — — — — — — — — — — — — —_ — — — — — — — — — (6 Y 0) Q) (6 O - 00 co OD OO 00 � 6 6 6 6 6 6 O 63 ai 63 63 i33 a3 6) 6) 6) 6 6 .CU a a-T C1 � �-0_ T - 0 7 - U)1 7FDN o @ _7 -0 o O O X (D T �p E U :�i Lu 2 a Q N C Q m J 3 r 7 LL IL 000) U a m a L N } O O O LO O M � rn rn rn rn rn rn Q�-OQ LL LL O U U LL H r O L Q Y � a m o a) a) -0 2 � m O O X U 2 Lu O O H �CIOO Q O O R go 9 O �q l9 GG o m c (0 W D (N 7 L 9 0 S q E z 1 '0 I (SdZ)) 96J840sia a0 a0 M OO (O r Ih O M IT;:N N LO CO I- fn M M OO O M to O to <D IT N d7 M M O LO LO LL O Cl) V fM LO CO M It O co O h o CO M N N O M OD I-- LO M U 6 6 0 O O O r r r r (D r N M r LO O r W O O�: NM r 0 M r M O N N N N N O a) '(D O O O O O O O O O O O O O O O O O O O O O O O O ` 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N O= M O N N N N O N M N M 4 6 O r L O O O O O O O O O O O O O O O O O O O O O O O O H O O O O O O O O O O O) O O 01 O O O O) O O O O O O O E— O O) O) O O O W O O) CD CA CA 0 0 0 0 0 0) 0 0 0 0 0 0 0 O rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn aa��iO m U) v`ca E = N � M APPENDIX B Hydraulic Model System Geometry and Boundary Conditions d U 'O I m D] � Q C o � C c o � � O T T I U U E oO _ C C N Y N C d 0 > cc c (D 0 0 O O � c o >o W > O O ` O M O �# M iL co co U CL U n I , N N C 1- C h O N O N > CJca : > h O N a) CV fv CL ) 0- E > E Y � Q Q O C. 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J ': N 0) N 0) N: J: N' J N' J N Ou J 6 J l (n J N': U) N`' J (n O) w'r (D O J A: OD J co OO W (D '.. ' (O': J J 0) () N N'. co Co' J U7 O 0 0 0' 0 01 0 0l 0 0 0 O'' O'' O' 04 0 0 0 0" o CD . O; O': 0', C) O CD o:. O O O':. O': O' O'. O o', 0. 0'.. O D D C) co C) C) n C)' C) C) C) C) n : n C)' C) C) C)' C) C) 0' s m °x 0 C 0 C 0 C_ 0 C 0 C 0 C_ 0 C_ 0 C_ 0 C 0: C 0 C_ 0 C 0 C 0 C_ 0 C_ a C_ a) a) a) Cv a) a) a) a) a) a) :. a) a) a) a) a) a) fV IV 00' N'. N': N N', N N: N N'. N N N' PI) N. N': N � CD l Ili (p ZI. Z. ZI Z ZI. Z: Z' Z' Z ZI Zt Z': Z 0 O+ 0' O 0' 0 0 0 0 0' O O O C)' C) (� C) C) C) C) n C) n c) - 0- ' =rs 0- ' w I w I w W I w s =r S ' =r =r =r ::r ' =r :T ::r 0 co 0' co M, (a > (o Z) (n 0 (o 0 (n 0 co 0 (a :3 (a co Od co =3 co CD m CD m m CD CD CD m (D CD m m �= Oi N �, Ul O. -N' J CDJ: o �' N �; OO O N J'. O',. 00, J OD l J J J Cnl 00 O UAi. W O O o o O C) o o C) n C) C) n C) n C) C) C) qI coi 0- n' 0' n'' m m m m' mI m m,L m m m' m I CD CD m m ' m ' m -0I v, -0' m. 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Q N y = a) w E Eoo 'IE aoo o ` -6t p�CO E OoL m n C o 1 O. p U �- 0 1 Q O U n C 1 n �-- I i O cc ca j- LO to N N .0N O � 6 A_-W a i LO(0 0)o LU Cl) U rail O� Oci � w aa) .t r E �- aci 0 0 O --E Q C N C Q � .o aj E m U) _ a' — m �r _ E 0— Lo0U) w a�E o� Lo c X c O N N N N X C O N O- O- 0 0 0 O 2 2- O c V a C 'U O U1 V a o 'U d F CL C C U�1 0 to �N to LO C�7 m " 0 LO N �a0fV co Q N L U) =3 w .0 "O f0 N E °' � N a Q '-T t� O °' Q co O C N .Q c o o a y U)AM CO c o f ° v v v Eo J-;:Q E O '6 'CL w N to 3c n-LQ Op Om .0 cc a Z) 0.0 aD Lo, a 11 U C C 1- 00NN U t0 N -0 N N ; LO U n- N a)M f> E N CN ca � Cp', 0 cn LO: N C (6 3 •+ �p O y N Lo LoZS ai y m (a v c a) y Q O co w V =V (O O 'D Z Q Z vCc C (D ) O 10,E N o LO C c 0 vl .0 Y O m coN CDM 7 LO V1. .O N O .0 w N N d' •� O =,� C� a)U)M O= C to c C O O U m N 5 N 4• E E N O �a c rn a) m N co w acUivm wH EQQ av w C _ w w¢m ci �� w M� 1� v O r� hh� 1' I 0 O CM N O fn X O (0 E w c0 N a U a n a a U APPENDIX C Other Modeled Conveyance Scenarios 0 CD 7 O (D Cn C Q Cll (D 0 O 3 CD (D O C !n CD cn O 7 APPENDIX D Hydraulic Model Outputs sz sz 11rc yQ9 o E! F 9 R 4 N Mo c V) V) 0 L U D a Ln N f6 N L a u � U 0-0 N �s 'o L DL � N Ln O � L > � � v 0 Ev:i MOpno;O awn!OA 0000 Ln 0) O O O O O O O O O O O O O O O O n N � Ev:4 00 00 00 M r- � Or-' Ln m r-I Ln �' mo!;ui jasn;o awn!OA N 0� rn 0 0 0 v 0 0 0 O a) o 0 0 0 r^-I 0 o 0 Zvi} easy a:)e}ans xeW � � � � � � � � � � � � � � � � � � � � 7as Urw o) m M m tD -;t n r-I N Ln N r-I r, aBaey�anS;o uo!}eina m 0v v v 00 cn c00 n D N N O m m N O O O O O O Jas u!w o m 00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Su!poo13;o uo!3einp 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ev:1 ssO1 poO! j 00 Ln °�° Ln � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N ri 00 o0 tD r-: r-I rV I:t M tD Ln r-I r-I tD r\ ri tD N r I N : ri N m lz� -zt Ln M ri -zt Zt O lz� Ln M w O m rl� tD Ln Evl; awn!OA xeW 'T r-I r\ -It O, r\ (V r\ (V O r\ tD ri lD Ln r\ tD Ln I�T r- N n lD tD Ln Ln Ln M m m ri t7 C M " ri r-I N N N e-i oq w ri ri Ln a, O " t\ V M w of m Ln Ln lD Ln ri � Ln N Ol N tD Ol r-i cq to M � O ri N u o!lena13 JaleM xeW 0o 00 r, r-,w tD Ln -t m cn (V N -J ri o m m m m m N N N . N (V N N - - N N N N - ri ri ri r-I ci }; y;dad ja;eM xeW lD r- N Ln n ri Ln rn 00 Ln a, m lD 0 Ol 00 n M N M 00 Lq O N 00 � t0 rn M <D N M rn O of N r1 . Ln . Ln . to . . . . N . N . N . r-I . M . M . N r-I . ri . ri ri ri . N O 0 0 0o n 0o 0 ct v 00 r- m tD r- O :4 paeogaaaj 0 0 0 rl Ln N o0 v Ln M rn 0 0 m 0 0 r i r-I 0 0 0 0 0 0 0 0 m Ln Lri oo ai ai r- 0 ri ri ri ri ri o O 00 O o r\ w -,tcH m N r\ O m O t Ln " n r-I Ln w -;t r\ m lD o tD w m O Ln n punoj9 0; an!;e!aa 193 o Q Q o 0 0 o cri Lri Lri 00 06 06 r� to Co 00 - 00 r-I Ln a, r\ r-I m V r\ M M ri M M t lD Ln m Ln N uo!;ena!3193 00 N m r-I w v 0 tD � Ln to o0 N � O, ri o � Ln 00 N o0 . n N n (V tD . tD N tD . -It . m . m N N N N N N N r-I N 0 N 0 N 0 N m r-I m rA m r-I 34 jsaJD r+ 0o w rI ,-I Ln rl o0 m N N 0 tD r� rn m ri m o0 w w r- rn m m 0 In r- N Ln N r- Ln r, Ln r, ri u01jena13 00 00 r, r, r, w to r- 0) 00 o ,-I o Oi � 0 0 0 0 0 !!!ds punoj9 N . . N . N N N N N M M M N N M M M M M r-i v r, m or 00 Ev]4 nno!;u! apON r,, O 0 0 0 0 0� 0 0 0 0 0 -I 0 0 N a, ct w Ln 00 1p Q Q Q Q Q Q Q Q Q Q Q Q O O Q Q Q m Q Q aweN apoN M � � M M m M O N � r�-I-I � X X o o o o a, r-I r-I r-I r-i r-I r-I r-I r-I r-I r-I r-I r-I 2 2 m rn o0 00 D_ D_ N i Q N 0D C .N O L U D a aalawelp/yldap w LD m w m O m Ln :t I- m m O r1 w I, v o w 00 I* Ln II:t N N O V i V rI Il rl� L D N Ol lD N 00 00 4/p Xew N N N N iV N (V ri ri ri ri rf ri ri O O O O O adol$ llnpuOD m m r1 rV M N O O Ln N lD O Ln ri N "Zt w " m O tY Ln M ri I- O ID m -�t N r1 lD m N O O w O 0 0 0 0 0 O o o o o cn o o Q o 0 0 o r4 ,1 U011ena SQ l3 � -1 0) N w m Ln Ln ri Ln N iV w e-i Ln m rt ri +J rI Lq O Il M Ql Ln iD � Ol ; ' Ol Lb . � . � . � . N . JaleM wnwlxew . 00 . ^ . ^ . lD . w . Ln . Z3, . m . m . N . (V . r-I . r-I . O 01 Ol 01 01 Ol N N N N N N N N N fV N N N N r1 r1 r1 rl rI UOIl:)eJ; I, 0) Ln O -:1- L.O 0) I- O m 0) O Z3, 00 I\ N 0) N Mol j usisaQ/MOl j Xew N ri �' r i l0 r4 N LD r4 r1 ni M rn m ri I, ri N L6 fV o o0 ri Ln r� ri ri moo ri o O o ON o0 o N 't Ln w (D w r-I r-I m m N (N lD N 0) O sjo MOl j Xew -I m m m m L/1 m m m m m Ln rn r, r,00 oo oo oo a) rn 6 r1 `i "t ^ M rl rl rl rl rl rl rl rl rl N sp mol ugisad (D O 00 I- I- o M m N N l0 q r-I O 0) � Ln m w oo N Ln I, Ln m r,Ln Kt ^ m Ln Lq 00 00 00 w 00 j lin j LD -4 Ln O Ln N Ki w Ln ri m n Ln IN 00 O 00 r, S/l4 AlPOlan Xew M Zt N. cn iD cn IR It LD iD 0) rn. 0 9 Ln Oi m Ip w rn. v Ln v Ln Ln Ln I- Il. I'D M. r, rn r-I r*� r, ri N N . . N . N M N M LD V '�t -t -t � rI M Ln S/4 AIPOIaA UIw O O O O O O O O O O (.D M O O O O KI, r O O O O O O O O O O O O O O O O Ln O O O O O O O 9 O O C? O O O O c; O O O i O s/4 AlPOlaA U21saa M Cl N Ln rl tD rl ri lD lD Ln o0 00 N lD r1 O I- Ol Ln 00 Ln rl 4 N co Ol O1 O m '7 " 01 I, "t r-I r-I r-I O r-I O r-I (V r-I O N rl M M Ln m O -It :q yldaQ xew lD I� N Ln N ri Ln 01 co Ln a) M LD O m 00 r, Kt M w Ln w Ln O N cV W Ol -t M m Ol M 01 N ri m Ln Ln V -It N N N m M M N r-I r-I rI r-I N l; 142iaH aalaweio N N N N N fV N N N N N N N N N N 00 N N rl N m � Ln to I- co Cl) m w aweN lull Y Y .Y Y Y .]L ,C Y ,C r-I r-I rm-I ri rr, rl r-I rN-I c c c c c c c c c J J J J J In J in J J J J J J J J J J J M Q Q 6 c 0 c 0 U tw C _. n X o e � N , m > r a au ,C �6 N F tw C .N J` O U a N N l0 iJ Lt Q to v y t N o `- Ln O O L o ? >' p� O E ; 6 -L 1 v �Y p % ---------------- [ n�] M l0 00 auan o Mo In I n 13 o Ln- n^i r� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 QD N Ln [ n:)] 00 aG' CD n v o N 1D awnlOA MOI;UI Jasn m O Ln o O O Ln N O O 1-1 00 o Ln 0 0 0 0 m m O O N ri lD Ln 00 r [l4 bs] m m m m m m m m m m m M M M M M m M m m ri easy aoepnS xeW [ulw] N m O c-1 N ri m m m It o 00 uolleina aSaey�lnS r- M 00 rn m rn m en 00 cn 00 m n m M m (V rn N m O r cn r, cn Ln M Lin O O O O O [ulw] m 00 n'm uolleana Sulpoo13 Ln N o 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Iu n:)] cn Ln rl ssol poo13 ; r- o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o I+7 n:)] Oo � 1--i N --I o m 00 m al r� N N 1p m m Ln lip m m n e--i O O O r- r*,� w -i N a1 r- Qp O N a Ua n l On X e W r1 r, r� lD Ln lD O tD co Ln Ln Ln o ct Ln m m m r-i N m m oo M r� (V m ri o N m N oo N M Iai] 00 LD rl -i LQ � ri N 00 m It Ln -1 lD r- O (T m tD Ln r� t lfl 00 O lD Ln w O m al T t\ N rl O rl� m cY uollena13 Jale/N xeW N (V t,o rl t6 r,4N l6 m m CV N rV fV N m m 0) m 0) I7] l0 N r- O 00 'ZT Ln N fV 00 lD r- lD N 00 N Ln N O o gldaa .raleM xeW Ln lli Ln rl Ln O Ln lD -zT Ln V N V .--1 m r* (V Lfl N lD ri r, m M M al lV O fV LI ri Ln ri rV N N N fV [ 4] O O o O o O M n rl m c-i r L.O ,-i r�N m .--i mIIZT O o0 rn CO m c0 00 co N - Ln Lo o0 rl o0 00 p p reogaaa j 0 0 0 0 0 0 0 M Ln Ln o0 00 00 r- lD o 0 0 0 0 Iu] o o m Q 00 o lD lD o -t lD o m Ln n o Ln o o N oo 00 Ln Ln Ln al 00 V m 1-1 o M 00 Ln r,� O U� punoi9 01 anllelaH 193 0 O o 0 0 0 o r6 Ur L6 r; co 00 r- 0 ai 0 0 0 0 [1 i 7 '41 c-i 00 Ln N Ql Ln N N m 00 lD Ln m N O Q1 Czt 0 M o0 l0 Ol o Cl N t O M 00 O m 'IT 'IT N 'IT r- N o0 M lD uO1lenal3193 o0 N oo N r-� cV r� N lD N 0 N to N a N a N m N N N (V fV N N ri N rl N o N O N al rl al -1 61 -1 Ili] -+ 00 rl Ln oo N L.O r� al m rl m o0 00 r, 00 lz� r, Cl M M lD Ln r, " Ln " r, Ln n Ln-! r, uollena13 punoa9 o0 N oo N r-,r- N N r, fV lD N to N r, N m lV oo N o M ri M o M ai (V r, N o M 0 M 0 M 0 m 0 m InJ] o 00 0000 0 00 Ln lD MOI}UI aPON O OOON OOOOM ON t.0 o N L0 Ln 00 r\ a W e 0 N a P N Q 0 Q n LD Q o Q 00 Q r- Q l Q Ln Q O Q Ln Q o Q Ln Q o o I o r, Q Ln Q O Q m o Q Q Ln r ri M r M ri m M ri m ri lV fV ri r 2 2 -1 Ln rn o0 o 00 m n_ a C1J Q aajawelp/yJdap oo ,D of o v r, rn ,D LD m c) m o0 0o v o0 0o N Ol 00 r\ Ln Ln rn N rl Ln M N 00 00 (.fl (N O r- N O) D) a/p xe W N N N N N N rV 14 14 r1 -i ci r1 r1 r1 O O O O adolS jln PUOD m m H N m N O O Ln N lD O Ln r1 N "t LD N m O :t Ln m ` r\ O lD m cf N c-I l0 Ol N O O o0 O 0 0 0 0 0 0 0 0 0 0 cri o o Q o 0 (=; o ri [] w r1 -�* N m Ln Lo o m Ln v w w w m v m -i m li LQ -i oo v r1 rl� rn Lq r` 1p O Ln O rn rl� rl� rl Aa13 aaleM xeW 00 r- r- ID ID 0 ';T M M Ci N r 4 4 -J Ol O) Dl m IT N fV fV N (N N N N N N . N N N rl rl rl rl rl MOI j U2IsaQ r\ O) o) 00 i t rl 0 00 N Dl -* 0 r, N 0 N 00 00 N d' Ln Ln O M -zf N (V N al Ln rl Gl 0 00 /MOIj XeW rl r4 ri N ri rti N -i ri 6 O rI rV ri .1 O O N O MOIj XeW n n o o0 0 00 0 00 o 00 Ln of Ln 0 Ln of -, , -, t Itt -t °r1° r, N -, No] LO co r\ m N 0 .-H Ql Ln ID '*4 r\ m Lin r, Ln Ln 00 D O r- o m N lD 0 r, m o0 Ln r,M o0 MOl j IIn j U2ISa(] 4 ui O ui r� 4 � Lri � m n Lricq oo O00 n [Sd}] M 'IT N M m m rl rl O M r- K* Ln Ln N't 00 ri N t N Ln Ln Ln Ln O o o n n tD O O oo Ln Ol 00 m AIPOIan XeW N N N rV N N M m m M LD 4 4 4 4 n ri M Ln [Sd}] 0 0 0 o 0 0 0 0�T O O o o I o 0 0 o 0 o O O o N O o O O O O O { o 0 0 o All:)OlaA UIW o 0 0 0 o Q o o Q o 0 0 0 o 0 o Q o [Sd}] M N -1 r1 lD Ln oo lD O M 00 Ln ei " m O V Ol v d All:)olaA U21saa m ri m ri w 4 r1 O w r1 00 O (V r1 ci rV r, rl Ln O c�'-41 4 cV w .1 m M M M N Ln r\ Ol A 0 4 -4 [�}] lD N r\ 0 00 -t Ln fV N 00 N N lD LD 00 V1 M M O N Ln ci O lD Ln N rl t\ Ln N N M Ill O Ln N N y;daa xeW Ln Ln Ln Ln �lzT-4 M N fV M M M N N rH N N N [ ] N N . . 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