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Home My WebLink AboutSW 7th Street Storm Drainage Improvement Project CITY OF RENTON SW 7TH STREET STORM DRAINAGE IMPROVEMENT PROJECT PRE-DESIGN ANALYSIS JIM � r +� �• �k: stst• � L �f. �._3�. �.��.`�- '► .mow •• G&O #02640 FEBRUARY 2003 PREPARED BY: C3�,.y 8z Oa�bo»e,I» CONSULTING ENGINEERS CITY OF RENTON KING COUNTY,WASHINGTON SW 7TH STREET STORM DRAINAGE IMPROVEMENT PROJECT PRE-DESIGN ANALYSIS J. J G °v w Skl. 0 416 1p 19 TERM SIONAL EXPIRES: 12-14-2004 G&O#02640 FEBRUARY 2003 PREPARED BY: ")p Gray 8z Osborne, Ins. CONSULTING ENGINEERS 701 DEXTER AVENUE NORTH SUITE 200 SEATTLE. WASHtNGTON 98109•(206) 284-0860 EXECUTIVE SUMMARY Flooding experienced in the vicinity of SW 7th Street and Shattuck Avenue has resulted in the need to upgrade the existing storm drain pipes along SW 71h Street Previous analysis conducted by engineering consultants, R.W. Beck, in 1998 revealed the pipes in this area to be undersized. Their report recommended replacing the SW 7th Street Drainage System beginning at Burnett Avenue S. and continuing to Senecca Avenue SW or Lind Avenue SW with pipes ranging in size from 36-inch to 72-inch diameter. Four(4) alternatives were developed in the R.W. Beck report, each of which achieved varying levels of service. Even with the recommended improvements, some areas were still projected to flood at less than the 2-year level of service where "level of service" is defined as to allow surcharging of the pipes without causing flooding in the streets. The following pre-design report re-evaluates alternatives for the drainage conveyance system along SW 71h Street which will provide a 2-year level of service or better immediately upon completion of the project. In addition,the alternatives will provide a 25-year level of service in the future based upon the addition of a parallel pipe from Lind Avenue SW to the Black River. Two (2) alternatives were developed as noted below to effectively convey the 25-year storm, assuming an unconstrained system on SW 71h Street from Burnett Avenue SW to the Black River. 1. Alternative One: 60-inch pipe between Lind Avenue SW and Shattuck Avenue with a 48-inch pipe continuing eastward from Shattuck Avenue to Morris Avenue and a 36-inch pipe from Morris Avenue to Burnett Avenue S. 2. Alternative Two: 60-inch pipe between Lind Avenue SW and Hardie Avenue, 48-inch pipe between Hardie Avenue and Morris Avenue with a 36-inch pipe continuing eastward from Morris Avenue to Burnett Avenue S. Alternative One allows for the diversion of flows from the Rainier Pump Station to upgraded pipes along Shattuck Avenue whereas Alternative Two does not. Therefore, Alternative Two would incorporate the future upgrade of the Rainier pump station as opposed to diverting flows down Shattuck Avenue. An upgrade in pump station capacity may result in high costs including the relocation of the lift station, the extension of the force main to SW 7th Street near Lind Avenue SW, and an upgrade in conveyance capacity between Shattuck Avenue and the Rainier pump station. Further investigation of this issue will be included in a separate report. Concerning the upgrade of storm pipes along SW 7th Street, Alternative One is recommended because it provides for a greater level of service and allows either pump station alternative to be implemented in the future. The alignment of the proposed storm system was discussed at a project team meeting at the City on Friday, January 10, 2003. At that meeting,Alternative One was chosen as the final alignment, though some minor changes have been made since that time. City of Renton E-I SW 7"Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne,Inc., Consulting Engineers The pipe will be aligned on the northern half of SW 71h Street as shown in Appendix A and may potentially involve conflicts with utilities including five (5) sewer lines, seven(7)water lines and two (2) gas lines. The alignment was not only chosen because of the layout of existing utilities,but also to minimize the impact to both traffic, ingress/egress access to property owners, and pavement overlay of the road. Project construction may require phasing to limit the duration of traffic impacts. Dewatering is expected to occur during construction and will be addressed further during final design. The project cost(including sales tax and 20 percent construction contingency) for Alternative One is estimated at approximately$2.9 million. _i E-2 City of Renton February 2003 SW 7h Street Drainage Improvements Pre-Design Analysis TABLE OF CONTENTS EXECUTIVE SUMMARY INTRODUCTION......................................................................................... I HYDROLOGIC MODELING COMPONENTS....................................... 1 BASINDELINEATION........................................................................................I HYDROLOGIC MODELING ASSUMPTIONS................................................2 HYDRAULIC MODELING COMPONENTS........................................... 4 HYDROLOGIC/HYDRAULIC MODELING RESULTS........................ 4 HYDROLOGIC MODELING RESULTS ..........................................................4 CALIBRATION.....................................................................................................5 HYDRAULIC MODELING SCENARIOS.........................................................5 HYDRAULIC MODELING RESULTS..............................................................8 ExistingSystem..............................................................................................................8 DesignedSystem............................................................................................................8 DownstreamSystem.....................................................................................................9 ALIGNMENT OPTIONS........................................................................... 10 PARALLEL VERSUS ONE PIPE SYSTEM....................................................13 POTENTIAL UTILITY CONFLICTS..............................................................13 CONSTRUCTION...................................................................................... 16 PIPE MATERIAL AND EXPECTED LOADS................................................16 STORMWATER VAULTS VS. MANHOLES.................................................17 CONSTRUCTION PHASING/SEQUENCING................................................17 TRAFFICCONTROL................................................................................ 18 INGRESS/EGRESS ACCESS TO PROPERTY OWNERS ALONG STREET................................................................................................................18 DISRUPTION TO RAINIER AVENUE ...........................................................18 DISRUPTION TO HARDIE AVENUE.............................................................19 DEWATERING ISSUES/PLAN ........................................................................19 COSTESTIMATES............................................................................................19 RECOMMENDED ALTERNATIVE........................................................ 19 i LIST OF TABLES No. Table Page or Follows Page 1 Modeled Pervious and Impervious Areas Under Existing and Future Land Use Conditions................................................................................................................2 2 Impervious Area Coverages Assumed for Each Zoning Classification...................3 3 Basin Flows for Existing and Future Land Use Conditions ....................................4 4 Modeled Pipe Scenarios...........................................................................................7 5 Modeling Results for Existing Pipes Under Existing Land Use Conditions...........8 6 Modeling Results for Existing Pipes Under Future Land Use Conditions..............8 7 Modeling Results for Newly Designed Pipes with Diverted Pump Station Flows Under Future Land Use Conditions, 25-Year Storm........................8 8 Modeling Results for Newly Designed Pipes with Upgraded Pump Station Under Future Land Use Conditions, 25-Year Storm...................................8 9 Benefits and Conflicts for Each Alternative..........................................................12 10 Additional Potential Utility Conflicts....................................................................15 LIST OF FIGURES No. Figure Page or Follows Page 1 Hydraulic Modeling Map.......................................................................Appendix C 2 Model Schematic for the Diversion of Flows from the Rainier Pump Station (Scenarios 3.a, 3.b, 4.a).....................................................................4 3 Model Schematic for the Upgrade of the Rainier Pump Station Capacity Alternative (Scenarios 3.c, 3.d, 4.b) .........................................................4 LIST OF APPENDICES No. Figure Appendix 1 Pipe Alignment......................................................................................Appendix A 2 Cost Estimates........................................................................................Appendix B 3 Hydraulic Modeling Map and Aerial Photograph Vicinity Map...........Appendix C ii INTRODUCTION Flooding experienced in the vicinity of SW 7'h Street and Shattuck Avenue has resulted in the need to upgrade the existing storm drain pipes along SW 71h Street (See Hydraulic Modeling Map in Appendix Q. The previous analysis, "SW 7'h Street/Hardie Avenue SW/Lake Avenue S Drainage Investigations", conducted by engineering consultants, R.W. Beck, in 1998 revealed the pipes in this area to be undersized. It was also recognized that the 60-inch pipes downstream on the north side of SW 7'h Street and west of Lind Avenue SW would not provide enough capacity during the higher storm events. In 1998, R.W. Beck recommended that the SW 7'h Street conveyance system be upgraded beginning at Burnett Avenue S and continuing to either Seneca Avenue SW or Lind Avenue SW with pipes ranging in size from 36-inch to 72-inch in diameter. Four alternatives were developed in the R.W. Beck report, each of which achieved varying levels of service. Even with the recommended improvements, some areas were still projected to flood at less than the two year level of service where "level of service" is defined as to allow surcharging of the pipes without causing flooding in the streets. Based upon these previous recommendations, the City of Renton is conducting an analysis on replacing approximately 3,600 lineal feet of storm drain pipe between Lind Avenue SW and Burnett Avenue S. In addition to the stormwater conveyance system along SW 7'h Street, Gray & Osborne was also tasked to observe flows entering into the existing stormwater pump station located on Rainier Avenue just south of the railroad. Incoming flows to this station were analyzed and incorporated into the design of the SW 71h Street conveyance system as discussed later. This pre-design analysis of the SW 7'h Street system includes the hydrologic and hydraulic modeling of both the existing and future case scenarios,preliminary design of the optimum pipe alignment, and the investigation of construction related issues such as pipe material, traffic control, and dewatering. The following discusses each of these issues in greater detail. HYDROLOGIC MODELING COMPONENTS BASIN DELINEATION The first step in hydrologic modeling involves delineation of the drainage basins surrounding the project area. The SW 71h Street drainage basin encompasses approximately 630 acres and is bounded to the north by North Airport Way, the east by I-405, the west by the Black River and to the south by South Grady Way. The 42 subbasins within the SW Th Street drainage basin used in the pre-design analysis (see Hydraulic Modeling Map in Appendix C)were delineated based upon RW Beck's previous studies and were verified with topographical information provided by the City. Only minor changes were made to a few of these basins due to the existence of certain topographical lines and existing structures (as evident from a 2001 aerial photograph provided by the City). These changes included: City of Renton SW 7' Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers • The separation of Basin Z into a newly formed Basin B2 and a redefined Basin Z • The separation of Basin V into Basins VI and V2 (for easier separation of flows to the Rainier pump station) • The absorption of Basins R, S and T into one Basin R (for simplification since the modeled pipes began at Burnett Avenue S.) • A slight revision to boundary lines for Basins W, X, G and H (due to observations of topographical information and existing storm drain lines) HYDROLOGIC MODELING ASSUMPTIONS A number of input parameters are necessary in order for a computer model to calculate basin flow rates. With the input parameters determined from each of the delineated basins, flows can be calculated using the King County Runoff Time Series (KCRTS) model under both the existing and future land use scenarios. The input parameters used in this model include soil information, a rainfall scale factor based upon project location, and the amount of pervious and impervious area located within the basin. The KCRTS software program then takes these parameters and combines them with over 40 years of rainfall data to produce hydrographs displaying flow rates represented for a number of storm events ranging from the 6-month storm to the 100-year storm event for each particular basin. The input parameters used in the SW 71h Street pre-design analysis are as follows: Soils: Till (From Soil Conservation Service Maps and King County Manual descriptions) Rainfall: Sea-Tac Region with scale factor= 1.0 (King County Manual) Pervious/Impervious Areas: Table 1 depicts the composition of each the 42 basins in terms of pervious and impervious areas based upon land use and the observations noted below. Existing Land Use - These areas were determined by delineating pervious areas for each of the 42 basins as shown on the 2001 aerial photo provided through the City's website. The remaining area within the basin was assumed to be impervious except for residential areas, where after measuring the number of homes in Basins L, M and N, it was assumed that 6 dwelling units/acre could be used to model these areas. At 6 dwelling units per acre, the 1998 King 2 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis TABLE 1 Modeled Pervious and Impervious Areas Under Existing and Future Land Use Conditions FUTURE EXISTING % Existing Existing Imperv. Total Area Future Impervious Areas Future Pervious General Total Area Imperv. Pervious Existing% r?as°n dorc (;;y Cade) (ac) (ac) Areas(ac) Land Use (ac) Area(ac) Arca(ac) Imperv. A RM-1 75% 22.70 17.03 5.68 Comm. 45.96 25.65 20.31 56% CO 75% 7.22 5.42 1.81 IM 100% 16.04 16.04 - A Total: 45.96 38.48 7.48 45.96 25.65 20.31 B 1 R-8 60% 22.86 13.71 9.14 Resid. 22.86 11.89 10.97 52% III Total: 22.86 13.71 9.14 22.86 11.89 10.97 B2 R-8 60% 21.68 13.01 8.67 Resid. 21.68 11.27 10.41 52% B2'Total: 21.68 13.01 8.67 21.68 11.27 10.41 C 1CO 75% 6.65 4.99 1.66 Comm. 7.94 6.35 80% IM 100% 1.29 1.29 - C Total: 7.94 6.28 1.66 7.941 6.35 1.59 D IM 100% 17.17 17.17 - Comm. 32.26 26.80 5.45 83% CO 75% 15.09 11.32 3.77 D'Fotal: 32.26 28.49 3.77 32.26 26.80 5.45 E IM 1 100% 28.64 28.64 - Comm. 28.64 24.57 4.06 86% E Total: 28.64 28.64 28.64 24.57 4.06 F IM 100% 24.95 24.95 Comm. 24.95 22.71 2.24 91% F Total: 24.95 24.95 - 24.95 22.71 2.24 G CA 75% 17.67 13.25 4.42 Comm. 17.67 16.63 1.04 94% G Total: 17.67 13.25 4.42 17.67 16.63 1.04 11 CA 75% 10.54 7.91 2.64 Comm. 10.54 9.46 1.09 90% I'Total: 10.54 7.91 2.64 10.54 9.46 1.09 1 CA 75% 7.45 5.58 1.86 Comm. 7.45 6.77 0.67 91% 1 Total: 7.45 5.58 1.86 7.45 6.77 0.67 J CA 75% 14.91 11.18 3.73 Comm. 14.91 12.63 2.28 95% .1 Total: 14.91 11.18 3.73 14.91 12.63 2.28 K RM-U 85% 1.12 0.95 0.17 Resid. 1.16 0.61 0.56 52% CA 1 75% 1.47 1.10 0.37 Comm. 1.42 1.21 0.21 85% K Total: 2.59 2.05 0.54 2.59 1.82 0.77 74% L RM-T 85% 21.85 18.58 3.28 Resid. 19.98 10.39 9.59 52% Comm. 1.87 1.63 0.24 87% I,Total: 21.85 18.58 3.28 21.85 12.02 9.83 62% M RM-T 85% 4.51 3.83 0.68 Resid. 4.62 2.40 2.22 52% RM-U 1 85%1 0.66 1 0.56 0.10 Comm. 0.55 0.54 0.01 98% M'Total: I 1 1 5.17 1 4.39 0.78 5.17 2.94 2.23 64% *Yellow Highlighted Areas Modeled w/Existing Pervious/Impervious Areas M:\Renton\02640\Modeling\Modeled Areas.xls TABLE I Modeled Pervious and Impervious Areas Under Existing and Future Land Use Conditions FUTURE EXISTING % Existing Existing Imperv. Total Area Future Impervious Areas Future Pervious General Total Area Imperv. Pervious Existing Basin Gone (By Code) (ac) (ac) Areas(ac) Land Use (ac) Area(ac) Area(ac) Imperv. N CA 75% 2.78 2.09 0.70 Resid. 4.29 2.23 2.06 52% RM-1J 85% 5.58 4.74 0.84 Comm. 4.08 3.75 0.33 92% N T'otal: 8.36 6.83 1.53 8.36 5.98 2.38 76% O CD 75% 4.48 3.36 1.12 Resid. 2.57 1.34 1.23 52% CD-100 100% 8.73 8.73 - Comm. 1 17.77 15.34 2.43 86% RM-U 85% 7.14 6.07 1.07 O Total: 20.35 18.16 2.19 20.35 16.68 3.67 83% P CO 75% 2.47 1.85 0.62 Comm. 4.50 3.13 1.37 70% CA 75% 2.03 1.52 0.51 I'Total: 4.50 3.38 L13 4.50 3.13 1.37 83% Q CD 75% 0.25 0.19 0.06 Resid. 3.25 1.69 1.56 52% RM-U 85% 4.31 3.66 0.65 Comm. 1.31 1.31 0.00 100% Q Total: 4.56 3.85 0.71 4.56 3.00 1.56 72% R CD 75% 1.61 1.21 0.40 Resid. 4.38 2.28 2.10 52% RM-U 85% 13.11 11.14 1.97 Comm. 10.34 9.76 0.58 94% R"Total: 14.72 12.35 2.37 14.72 12.04 2.68 U CA 75% 13.01 9.76 3.25 Comm. 14.26 12.69 1.56 89% RM-1 75% 1.25 0.94 0.31 U Total: 14.26 10.69 3.56 14.26 12.69 1.56 V 1 CA 75% 22.72 17.04 5.68 Comm. 22.72 20.54 2.19 90% 1'Total: 22.72 17.04 5.68 22.72 20.54 2.19 V2 CA 75% 2.38 1.79 0.60 Resid. 6.40 3.33 3.07 52% CD-100 100% 5.07 5.07 - Comm. 16.66 15.24 1.42 91% CD 75% 15.61 11.71 3.90 1'2"Dotal: 23.06 18.57 4.50 23.06 18.571 4.49 83% W ICA 75% 4.16 3.12 1.04 Comm. 4.16 3.49 0.67 84% 11''Total: 4.16 3.12 1.04 4.16 3.49 0.67 X CA 1 75% 19.02 14.27 4.76 Comm. 19.02 18.25 0.77 96% X Total: 19.02 14.27 4.76 19.02 18.25 0.77 Y RM-I 75% 2.79 2.09 0.70 Comm. 7.27 5.06 2.21 70% CA 75% 4.48 3.36 1.12 1'Total: 7.27 5.45 1.82 7.27 5.06 2.21 50% Z R-8 60% 47.00 28.20 18.80 Resid. 34.02 17.69 16.33 52% R-10 1 68% 3.90 2.65 1.25 Comm. 16.89 5.01 11.88 30% 'Yellow Highlighted Areas Modeled w/Existing Pervious/Impervious Areas M:\Renton\02640\Modeling\Modeled Areas.xls TABLE 1 Modeled Pervious and Impervious Areas Under Existing and Future Land Use Conditions FUTURE EXISTING % Fxisting Existing Imperv. Total Area Future Impervious Areas Future Pervious General Total Area Imperv. Pervious Existing% Basin Zone (By Code) (ac) (ac) Areas(ac) Land Use (ac) Area(ac) Area(ac) Imperv. Z Total: 50.90 30.85 20.05 50.90 22.70 28.21 50% AA CA 75% 6.69 5.02 1.67 Resid. 3.00 1.56 1.44 52% R-8 60% 4.70 2.82 1.88 Comm. 8.39 5.72 2.66 68% AA Total: 11.39 7.84 3.5.5 1139 7.28 4.10 66% AB R-10 68% 6.09 4.14 1.95 Resid. 1.40 0.35 1.05 25% CA 75% 2.85 2.14 0.71 Comm. 7.54 4.93 2.61 65% AB Total: 8.94 6.28 2.66 8.94 5.28 3.66 59% AC CA 75% 5.16 3.87 1.29 Comm. 5.16 4.37 0.79 85% AC Total: 5.16 3.87 1.29 5.16 4.37 0.79 AD CA 75% 5.78 4.34 1.45 Comm. 5.78 5.07 0.71 98% ,U)Total: 5.78 4.34 1.45 5.78 5.07 0.71 AE CA 75% 7.11 5.33 1.78 Comm. 7.11 6.68 0.42 94% AE Total: 7.11 5.33 1.78 7.11 6.68 41.42 AF CA 75% 8.48 6.36 2.12 Comm. 8.48 6.77 1.70 80% AF Total: 8.48 6.36 2.12 8.48 6.77 1.70 AG CD 75% 7.77 5.83 1.94 Comm. 14.06 13.24 0.82 94% CD-100 100% 6.29 6.29 - AG Total: 14.06 12.12 1.94 14.06 13.24 0.82 AH CA 75% 3.16 2.37 0.79 Comm. 7.93 3.84 4.08 48% CD 75% 4.77 3.58 1.19 All Total: 7.93 5.95 1.98 7.93 3.84 4.08 Al CA 75% 6.39 4.79 1.60 Comm. 14.81 8.66 6.15 58% CD 75% 6.35 4.76 1.59 R-8 60% 2.07 1.24 0.83 Al"Total: 14.81 10.80 4.01 14.81 8.66 6.15 AJ CD-100 100% 0.90 0.90 - CA 75% 11.79 8.84 2.95 Resid. 4.39 2.28 2.11 52% R-8 60% 5.21 3.13 2.08 Comm. 13.52 11.49 2.03 85% A.l"Total: 17.90 12.87 5.03 17.90 13.77 4.14 79% AK CD 75% 6.49 4.87 1.62 CD-100 100% 0.82 0.82 - Resid. 0.84 0.44 0.40 52% Comm. 6.47 5.03 1.44 78% AK Total: 7.31 5.69 1.62 7.311 5.46 1.85 76% AL CD 75%1 11.00 8.25 1 2.75 'Yellow Highlighted Areas Modeled w/Existing Pervious/Impervious Areas M:\Renton\02640\Modeling\Modeled Areas.xls TABLE I Modeled Pervious and Impervious Areas Under Existing and Future Land Use Conditions FUTURE EXISTING % Existing Existing Imperv. Total Area Future Impervious Areas Future Pervious General Total Area Imperv. Pervious Existing% Basin Zone (By Code) (ac) (ac) Areas(ac) Land Use (ac) Area(ac) Area(ac) Imperv. CD-100 100% 1.77 1.77 - Resid. 1.18 0.61 0.57 52% Comm. 11.59 7.65 3.94 66% AI,Total: 12.77 10.02 2.75 12.77 8.26 4.51 65% AM RM-1 75% 26.75 20.06 6.69 CA 75% 1.20 0.90 0.30 Resid. 4.40 2.29 2.11 52% Comm. 23.55 15.22 8.33 65% ANI'total: 27.95 20.96 6.99 27.95 17.51 10.44 64% AN CD 75% 9.71 7.29 2.43 Resid. 4.22 2.20 2.03 52% Comm. 5.49 4.28 1.21 78% AN Total: 9.71 7.29 2.43 9.71 6.48 3.24 70% AO CD 75% 2.58 1.94 0.65 RM-U 85% 4.45 3.79 0.67 Resid. 2.05 1.06 0.98 52% Comm. 4.98 4.23 0.76 85% AO'Total: 7.03 5.72 1.31 7.03 5.29 1.74 78,o AP CA 75% 3.43 2.57 0.86 Comm. 3.43 3.26 0.16 95% AP'1'ota1: 2.57 0.86 3.43 3.26 0.16 *Yellow Highlighted Areas Modeled w/Existing Pervious/Impervious Areas M:\Renton\02640\Modeling\Modeled Areas.xls Gray& Osborne, Inc., Consulting Engineers County Surface Water Design Manual suggests an impervious area equivalent to 52% of the total residential region. This 52% figure was used for all existing residential areas except for Basin AB where a significantly smaller amount of homes are present, which results in an impervious area of 25%. Future Land Use—These areas were calculated based on the City's current zoning map which was adopted April 15, 2002. Minor adjustments from this map were made to the zoning areas between Shattuck Avenue and Main Ave S.just south of Houser Way as indicated by the City on August 22, 2002. The assumed impervious area for these zones were based on City code for commercial/industrial areas (i.e., Renton City code prevents more than 75% impervious area allowed for commercial areas), and the recommended impervious areas from Table 3.2.2.D in the King County Surface Water Design Manual for residential areas. Table 2 depicts the modeled impervious area coverages assumed for each zone. If an existing impervious area for a basin exceeded the assumed future impervious area(based upon the assumptions in Table 2), then the existing amount of impervious area was modeled for the future condition. TABLE 2 Impervious Area Coverages Assumed for Each Zoning Classification lop CodC C1SS111CtI0i1 x �r@il'yy R-8 Residential 8 du/ac 60% King County Manual R-10 Residential 10 du/ac 68% King County Manual RM-1 Residential Multi Family Infill 75% Renton City Code RM-T Residential Multi Family 85% Renton City Code Traditional RM-U Residential Multi Family Urban 850/. Renton City Code Center IM Industrial—Medium 100% Renton City Code CD Center Downtown 75% Renton City Code CO Commercial Office 75% Renton City Code CA Commercial Arterial 75% Renton City Code City of Renton 3 SW 7` Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers HYDRAULIC MODELING COMPONENTS The other component necessary for modeling purposes involves hydraulic information or conveyance system data. To obtain accurate information, a survey of utilities was conducted along SW 7th Street between Lind Avenue SW and Burnett Avenue S. A few storm drain pipe inverts were unattainable by the survey crew and hence, were supplemented by the inventory noted in R.W. Beck's 1998 report. For purposes of observing the effects of flows from the Rainier pump station and other drainage systems tributary to SW 71h Street, information was obtained for the Hardie Avenue conveyance system and the drainage pipes along Shattuck Avenue between SW 7"' Street and S 2nd Street. Information on these two systems were derived from a compilation of sources including R.W. Beck's 1998 report, as-built plans, and field visits conducted by City personnel. Information on the Rainier pump station showed a pump station capacity of approximately 13.4 cfs with both pumps in operation. This is based on operating and system curves generated from station as-built plans and pump information supplied by the manufacturer. Once obtained, this information as well as the conveyance system components including the pipes along SW 7th Street, Hardie Avenue and Shattuck Avenue, were inserted into a hydraulic routing software program known as XP-SWMM (See Figures 2 and 3). Information on the existing pipes such as length, diameter and conveyance capacity is displayed in Tables 5 and 6. HYDROLOGIC/HYDRAULIC MODELING RESULTS HYDROLOGIC MODELING RESULTS With the basins delineated and input parameters in place, the KCRTS model was run for each of the 42 basins under both existing and future land use conditions based on assumptions stated earlier. From these modeling runs, hydrographs were extracted for a minimum 24-hour time period surrounding the peak flow for each basin corresponding to the 2-year, 10-year, 25-year and 100-year storm events. Table 3 reveals the peak flows for each of these storm events under both the existing and future land use conditions. Once extracted, the data from these hydrographs were inserted as "gauged inflow"tables within designated nodes in the XP-SWMM hydraulic modeling program (see Figures 2 and 3). For modeling purposes, a number of basins were combined and inserted into one node (i.e., manhole). Under this scenario, the hydrographs were combined together using KCRTS prior to importing the data into XP-SWMM. Likewise, if deemed necessary due to the large size of the basin or in the case where one basin flowed into another basin, the appropriate hydrographs were shifted by a particular time of concentration prior to being entered into XP-SWMM. The time of concentration was calculated through the modeling program StonnShed using lengths of sheet, shallow and channelized flow as determined from topographical information for the longest path of travel beginning at the furthermost point in the basin to the input node in the model. These time of concentrations are listed in Table 3. 4 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis i LEGEND 150AAIAJAK 15_c,D Basin Input Node 145A ° (i.e. Basins C and D) 140A 30 Manhole 1377A N TS 136 A Storm Drain Pipe 135A_AH 130A 125A 1zoA HARDIE AVE. 115A_AF,AD SH75_AL CONVEYANCE SYSTEM 110A SH70_AG 95A—AE 100A SH65 i 75A_Z,AA,Y 78A 79A 8OA—ABACAP SHATTUCK AVE. 73A - 70A CONVEYANCE SYSTEM -- SH60_V2 67A SH55 V1 SH50_AN 65A SH45 608 60A—X SH40 )Utfall 1_A,B1,82 59A 'Jj,AV 72" Parallel Pipe Added � SH30 5 In Scenario 4.a 58 SH25_L 598_U 10 \ 5 SH2O SH15 A SH10_K,M 15—C,D 20 ` 246 25 30 ` _ 3 ` 35 40_E 45� 50 56G 60 80IH 70 75 ; 300 305 315 320 322 344 24-` 249_N -p 55_F 65 ` 310 SHS SHSA—J - 235_0,AO 85 90-1 248 ` 240 ESW 7TH ST. zao_P,o,R CONVEYANCE SYSTEM 0 CITY OF RENTON FIGURE 2 Model FromntheaRainierPumprSt Diversion -�' (Scenarios 3.a, 3.b, 4.a) o 0 Gray ar�Oeboe,Inc. GO TING ENGINEERS LEGEND 150AAIAJAK Tmp Out_V1 Rainier Pump Station ❑ (w/ Basin V inflow) 145A 15_C,D Basin Input Node 0 (i.e. Basins C and D) 140A 35 Manhole 137A NTS Storm Drain Pipe 136A 135A AH 730A 125A 120A HARDIE AVE. 115A_AF,AD SH75_AL 110A SH70_AG CONVEYANCE SYSTEM 105A 95A_AE t00A SH6S 78A 79A 75A_Z,AA,Y 80A_ABACAP SHATTUCK AVE. 73A 70A CONVEYANCE SYSTEM SH60_V2 67A SH55 SH50_AN 65A SH45 — 60B 60A_X SH40 Outfalf 1115—C.D A,B1,B2 Tmp_Out V1 59A_W,AM 72" Parallel Pipe Added Mdpoint � / SH30 In Scenario 4.b sse_u gg SH25_L SH2O 5 SH15 o+ SH10_K,M 20 80_H a 25 30 D 40_E 45 50 60 it 246 L 70 75 300 305 315 320 322 344 247` 249_N 55_F 56—G 65 310 SHS SH5A_J 244 235_0,AO 85 90_1 L 248 240 SW 7TH ST. 230_P,Q,R CONVEYANCE SYSTEM L O !n N O CITY OF RENTON FIGURE 3 o Model Schematic For the Upgrade of The Rainier Pump Station Capacity Alternative (Scenarios 3.c, 3.d, 4.b) o 4)Of �n-ay �s�sorac,Iric. CONSULTING ENGINEERS Gray& Osborne, Inc., Consulting Engineers HYDRAULIC MODELING RESULTS Existing System Modeling results for Scenarios 1 and 2 (existing pipes and pump station with existing and future land use) can be found in Tables 5 and 6. Since most of the drainage basin for SW 7th Street is highly developed, only a slight difference is noted between existing and future land use conditions. In general,the results revealed that the 60-inch conveyance system modeled west of Lind Avenue SW experienced flows beyond capacity of the existing pipes from the 2-year through 100-year storms. Pipes east of Rainier Avenue were generally capable of handling the 2-year storm but did not have enough capacity at the 10-year through 100-year storms. Likewise, most of the 12-inch system along Shattuck Avenue did not have enough capacity to handle any of the modeled storms. The Hardie Avenue system became increasingly worse from the 10-year through 100-year - storms with flooding occurring at the railroad from the 10-year storm on and flooding occurred during all storms for the north end between S. 2nd Street and S. Tobin Street - Designed System Under the 25-year storm event, approximately 38 cfs flows to the Rainier pump station which currently has a capacity of 13.4 cfs. To address this issue, two alternatives were modeled to alleviate the pressure on this pump station. One involved the diversion of pump station flows that are available to flow by gravity to a newly designed gravity conveyance system along Shattuck Avenue. The other involved increasing the capacity of the pump station to handle the incoming 38 cfs flow rate and providing a direct discharge into SW 7th Street in a manhole just east of Lind Avenue SW. Scenarios 3 and 4 incorporated these alternatives and were used in modeling newly designed pipes from Lind Avenue SW to Burnett Avenue S to accommodate the 25-year storm event. For each scenario, a constant slope was modeled between various existing manholes so as to eliminate the negative slopes that are currently in place today. Scenarios 3.a through 3.d included the 60-inch pipe constraint downstream of Lind Avenue SW along SW 7th Street. For scenarios 3.a through 3.d,with the exception of the 2-year storm,under all of the future scenarios with the pump station flows being diverted, flooding was experienced at Shattuck Avenue. This is due in part to the low grade in the Shattuck Avenue/SW 7th Street intersection. To optimize the final design, a number of pipe sizes were modeled assuming the removal of the 60-inch pipe constraint downstream to determine if flooding could be reduced at Shattuck Avenue and SW 7th Street with additional piping west of Lind Avenue SW (Scenarios 4.a and 4.b). Using this assumption, the only two scenarios that resulted in elimination of flooding under the 25-year storm event at the Shattuck Avenue intersection were scenarios 4.a and 4.b. 8 City of Renton February 2003 SW 7' Street Drainage Improvements Pre-Design Analysis Gray& Osborne,Inc., Consulting Engineers TABLE 4 Modeled Pipe Scenarios Land 2-year 10-Year 25-Year 00-Y Pipe Layout Use Storm Storm Storm Stor 1. Current Existing System Existing ✓ ✓ ✓ �/ 2. Current Existing System Future ✓ ✓ ✓ ✓ 3.a No Pump Station (Flows diverted to Shattuck), Existing 60-inch Constraint West of Lind: 60-inch from Lind to Shattuck Existing ✓ 48-inch from Shattuck to Morris 36-inch from Morris to Burnett 48-inch along Shattuck Ave.to S. 6`h St. with 36-inch from S. 6`h St.to S.2nd St. 3.b No Pump Station (Flows diverted to Shattuck), Existing 60-inch Constraint West of Lind: 60-inch from Lind to Shattuck Future ✓ ✓ ✓ 48-inch from Shattuck to Morris 36-inch from Morris to Burnett 48-inch along Shattuck Ave.to S. 6`h St. with 36-inch from S. 6`h St.to S.2°1 St. 3.c Increased Pump Station Capacity, Existing 60-inch Constraint West of Lind: 60-inch from Lind to Hardie 48-inch from Hardie Ave to Morris Existing ✓ 36-inch from Morris to Burnett New Force Main to SW 71h near Lind Shattuck exists as is 3.d Increased Pump Station Capacity, Existing 60-inch Constraint West of Lind: 60-inch from Lind to Hardie 48-inch from Hardie Ave to Morns Future ✓ ✓ ✓ 36-inch from Morris to Burnett New Force Main to SW 7`h near Lind Shattuck exists as is 4.a No Pump Station (Flows diverted to Shattuck), No Constraint West of Lind: 60-inch from Lind to Shattuck Future 48-inch from Shattuck to Morris 36-inch from Morris to Burnett 48-inch along Shattuck Ave.to S. 6`h St. with 36-inch from S. 6`h St.S.2n1 St. 4.b Increased Pump Station Capacity, No Constraint West of Lind: 60-inch from Lind to Hardie Ave 48-inch from Hardie Ave to Morris Future 36-inch from Morris to Burnett New Force Main to SW 7`h near Lind Shattuck exists as is i City of Renton 7 SW 7h Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers Lind Avenue SW to Burnett Avenue S. One scenario involved diverting the Shattuck Avenue flow away from the pump station to a gravity system connecting to SW 7ch Street. The other scenario involved modeling a pump station with increased capacity and a discharge directly into SW 71h Street just east of Lind Avenue SW. Table 4 summarizes the modeling efforts for this pre-design analysis. 6 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis Gray& Osborne,Inc., Consulting Engineers CALIBRATION In January 2002, flow meters were installed into manholes located along the SW 7ch Street and Hardie Avenue systems as shown on the Hydraulic Modeling Map located in Appendix C. The intent behind the installation of these meters was to observe actual flows being conveyed through the pipes so that these metered flows could be compared to modeled flows generated by KCRTS. However, this has been an unusually dry year resulting in a lack of usable flow data to calibrate the model. Flows will continue to be monitored throughout March 2003 in hopes of obtaining a storm even large enough to calibrate the model. Until such time, the conservatively based hydrologic modeling assumptions mentioned earlier will be used to size the conveyance system between Lind Avenue SW and Burnett Avenue S. HYDRAULIC MODELING SCENARIOS The XP-SWMM modeling program was used to hydraulically model the flows generated by KCRTS. The modeled scenarios are described here: 1. The existing pipes were modeled using existin land use conditions with the Rainier pump station as it currently exists today (i.e., 13.4 cfs capacity). This run was done for the 2-year, I0-year, 25-year and I00-year storm events. 2. The existing pipes were modeled using future land use conditions with the Rainier pump station as it currently exists today (i.e., 13.4 cfs capacity). This run was done for the 2-year, 10-year, 25-year and 100-year storm events. 3. Based on results in Scenario 2, new pipes were designed from Lind Avenue SW to Burnett Avenue S. under two alternatives for the pump station. One alternative included the diversion of all pump station flows that are available to flow by gravity to a new 48-inch diameter conveyance system along Shattuck Avenue. The second alternative involved the upgrade of the station to handle the 25-year storm event under future land use conditions. Modeling of an upgraded station included the direct discharge of pump station flows to SW 7`h Street,just east of Lind Avenue SW, instead of into the Hardie Avenue conveyance system where it is currently discharged today. With each of these pump E station alternatives, both existing and future land use conditions were modeled. The 25-year storm event was modeled for the existing land use scenario whereas the future scenario was modeled using the 2, 10 and 25- year storm events. 4. Future pipes west of Lind Avenue SW were modeled to convey all flows up to the 25-year storm event using the newly designed pipes from City of Renton 5 SW 7` Street Drainage Improvements Pre-Design Analysis February 2003 TABLE 5 Modeling Results for Existing Pipes Under Existing Land Use Conditions 2 yr 10 yr 25 Yr 100 Yr Pipe Pipe Design Existing Existing Existing Existing Upstream Rim Downstream Downstream Rim Pipe Length Capacity Flow Flow Flow Flow Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(in) (ft) Upstream IE Downstream IT Slope (cfs) (cfs) (cfs) (cfs) (cfs) SW 7th St.System I A,BI,B2 20.35 Outfall 17.00 1-Outfall Arch,5'x 8' 34 10.31 10.27 0.12% 179.4 94.5 122.3 147.2 172.3 5 20.94 1 A,BLB2 20.35 5-1 60 213.3 10.99 10.31 0.32% 136.5 86.3 120.4 135.5 151.5 10 21.23 5 20.94 10-5 60 91.6 11.31 10.99 0.35% 142.9 86.3 120.4 135.4 151.4 15_C,D 20.30 10 21.23 15-10 60 336 12.08 11.31 0.23% 115.8 86.3 120.4 135.4 151.3 20 21.54 15 C,D 20.30 20-15 60 169 12.87 12.08 0.47% 165.3 78.4 99.9 106.3 110.9 25 21.52 20 21.54 25-20 60 340.9 12.87 12.82 -0.01% 29.3 -78.3 -99.7 -106.0 -110.3 30 22.06 25 21.52 30-25 60 127.6 12.83 12.82 0.01% 21.4 78.3 99.5 105.9 110.3 35 22.60 30 22.06 35-30 60 470 12.90 12.83 0.01% 29.5 78.3 99.6 106.2 110.8 40 F? 22.77 35 22.60 40-35 60 603.4 13.12 12.90 0.04% 46.2 78.4 99.8 106.9 111.3 45 22.86 40 E 22.77 45-40 60 56 13.21 13.12 0.16% 97.0 72.2 85.9 86.7 84.2 50 23.14 45 22.86 50-45 60 650 13.44 13.21 0.04% 45.5 72.2 88.9 90.7 ' 84.6 55_F 23.87 50 23.14 55-50 54 308.2 13.77 13.44 0.11% 59.8 72.2 89.2 90A 84.8 56_G 23.95 55 1 23.87 56-55 36 54.3 13.78 13.77 0.02% 8.41 ZO.91 25.0 28.5 32.6 60 24.52 56 G 23.95 60-56 36 168.4 13.94 13.87 0.04% 12.6 16.8 17.0 16.9 16.4 65 24.63 60 24.52 65-60 24 11.3 15.63 15.44 1.68% 16.7 16.8 17.1 16.9 16.4 70 25.86 65 24.63 70-65 24 310.6 15.96 15.86 0.03% 3.8 16.8 17.1 17.0 16.4 75 26.03 70 25.86 75-70 24 314.3 16.68 16.41 0.09% 6.2 16.8 17.1 17.0 16.4 8011 25.53 75 26.03 80-75 24 167.4 16.88 16.73 -0.09% 6.3 -16.8 -17.1 -17.0 -16.4 85 25.35 8011 25.53 85-80 24 18.4 16.93 16.38 -2.99% 28.4 -15.0 -15.3 -15.1 -14.7 90 1 25.31 85 25.35 90-85 48 123 17.31 16.01 1.06% 137.1 15.0 15.3 15.1 14.7 300 25.00 901 25.31 300-90 24 14 17.45 17.35 -0.71%1 12.1 -2.9 -3.1 -3.0 3.2 305 24.92 300 25.00 305-300 24 51 17.62 17.35 0.53% 15.3 2.9 3.1 3.0 -3.2 105 25.14 90 I 25.31 105-90 48 212 17.46 17.34 -0.06% 31.7 -11.0 -11.6 -11.3 -10.9 I10 25.17 105 25.14 I10-105 30 13.7 17.67 17.34 2.41% 39.9 11.1 11.6 11.3 10.9 310 24.17 110 25.17 310-110 24 10.51 17.97 17.34 -6.00% 30.4 -3.6 4.0 5.2 9.1 310 24.17 305 24.92 310-305 24 180 17.62 16.67 453% 15.3 -2.9 -3.0 -3.0 3.3 315 26.13 310 24.17 315-310 24 85 17.53 16.72 0.95% 20.5 6.5 6.9 6.7 6.4 320 25.48 315 26.13 320-315 24 113.4 18.35 17.73 0.55% 15.51 6.6 6.8 6.7 6.4 I15 25.64 110 25.17 115-110 30 294.3 18.51 17.67 0.29%1 20.31 8.3 8.6 8.4 8.2 322 24.59 320 25.48 322-320 24 290 18.49 18.20 0.10% &61 6.6 6.8 6.7 6.4 5115 24.06 322 24.59 SH5-322 24 290.3 18.85 18.34 0.18% 8.81 6.7 7.1 6.7 6.4 SHI_J 24.49 115 25.64 SH1-115 24 481.3 19.34 18.60 0.15% 8.2 8.6 8.6 8.4 8.2 SHSA 24.52 SH5 24.06 SH5A-S115 24 74.2 20.62 19.95 0.90% 20.0 8.3 9.4 9.1 10.4 250 25.14 SHl J 24.49 250-SHI 24 242 19.80 19.10 0.29% 11.3 6.2 7.8 7.3 9.1 344 26,20 SHSA 24.52 344-SH5A 24 450 21.00 20.12 0.20% 9.3 8.3 9.4 9.1 10.4 244 25.70 250 25.14 244-250 24 293 21.00 20.53 0.16% 9.1 6.1 7.8 7.3 9.1 244 25.70 344 26.20 244-344 24 10 21.00 21.00 0.00% 0.7 8.3 9.4 9.1 10.4 246 25.50 244 25.70 246-244 361 109 20.11 19.68 0.39% 38.9 14.4 17.2 16.4 19.4 247 26.10 246 25.50 247-246 36 12 20.15 20.11 0.33% 22.6 14.4 17.2 16.4 21.9 248 25.60 247 26.10 248-247 36 11 20.19 20.15 0.36% 22.6 13.1 15.2 15.1 15.0 240 27.29 1248 25.60 240-248 24 418 21.28 21.19 -0.02% 3.1 -13.1 -15.2 15.1 15.0 249N 1 27.34 1247 26.10 249-247 21 396 22.45 20.15 0.58% 11.2 2.8 5.0 5.9 8.3 Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. M:\Renton\02640\Modeling\Tables 5 and 6 MJ.xls Exist Exist Pipe TABLE 5 Modeling Results for Existing Pipes Under Existing Land Use Conditions 2 yr 10 yr 25 Yr 100 Yr Pipe Pipe Design Existing Existing Existing Existing Upstream Rim Downstream Downstream Rim Pipe Length Capacity Flow Flow Flow Flow Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(in) (ft) Upstream IT Downstream IT Slope (cfs) (efs) (cfs) (cfs) (cfs) 235 O,AO 29.82 240 27.29 235-240 24 85.8 22.12 21.24 1.03% 22.9 13.1 20.1 22-4 26 8 230_P,Q,R 28.48 235_0,AO 29.82 230-235 24 45 23.18 23.06 0.27% 9.5 7.> 11.2 15.0 Hardie Ave.Sys em 56A 25.79 55_1' 23.87 56A-55 48 229 14.69 13.82 0.38% 82.21 _4T8 58.1 56.8 58.3 57A 25.82 56A 25.79 57A-56A 48 133 14,72 14.69 0.02% 20.0 47.8 58.0 56.8 58.3 58A 27.33 57A 25.82 58A-57A 48 315 15.33 14.72 0.19% 58.7 47.7 58.0 56.8 58.3 59B U 21.38 58A 27.33 5911-58A 36 328 15.58 15.33 0.08% 42.1 4Z7 58.0 56.8 58.3 59A W,AM 22.75 59B U 21.38 59A-5911 36 187 15.65 15.33 0.17% 63.1 33.0 60.7 81.3 106.1 60A X 23.65 59A W,AM 22.75 60A-59A 36 272 15.96 1 15.85 0.04% 30.7 28.81 46.8 60.3 75.9 60B 24.20 60A X 23.65 60B-60A 361 100 1600 15.96 0.04% 30.5 24.6 37.7 44.1 64.8 65A 24.40 60B 24.20 65A-6013 36 199 16.25 16.20 0.03% 24.21 23.8 37.7 44.0 64.8 67A 25.54 65A 24.40 67A-65A 36 353 16.49 16.25 0.07% 39.8 23.1 37.6 44.0 64.7 70A 27.35 67A 25.54 70A-67A 36 252 16 75 16.54 0.08% 44.0 22.5 37.6 43.9 64.6 73A 30.37 70A 27.35 73A-70A 36 125 16 87 16.75 0.10% 47.3 23.2 37.6 43.8 64.6 75A Z,AA,Y 31.14 73A 30.37 75A-73A 24 210 17.14 16.77 0.18% 27.2 24.4 37.6 43.8 64.6 78A 30.07 75A_/,.AA,N' 31.14 78A-75A 24 172 17.39 17.37 -0.01% 7.0 -18.7 -23.5 -27.9 -30.8 79A 30.17 78A 30.07 79A-78A 24 154 17.47 17.26 0.14% 23.9 19.6 23.5 27.8 30.7 80A ABACAP 30.22 79A 30.17 80A-79A 24 38 17.37 17.09 -0.74% 55.6 -20.1 -23.4 -27.7 -30.6 95A AE 30.25 80A_ABACAP 30.22 95A-80A 24 241 18.25 17.22 0.43% 42.4 17.0 17.5 19.6 19.5 100A 30.09 95A AE 30.25 100A-95A 24 46 18.64 18.25 0.85% 19.3 14.5 14.5 14.1 12.9 105A 30.80 100A 30.09 105A-100A 24 220 19.00 18.64 0.16% 8.5 14.5 15.0 14.6 12.9 110A 30.34 105A 30.80 11OA-105A 24 309 19.00 18.79 -0.07% 5.5 -14.5 -15.0 -14.9 -178 115A AI,At) 30.43 110A 30.34 115A-110A 24 62 20.85 18.99 3.00% 36.4 14.5 15.0 15.0 12.8 120A 29.32 115A AF,AU 30.43 120A-115A 24 80 21.11 21.00 0.14% 7.8 9.8 9.5 9.9 8.8 125A 29.19 120A 29.32 125A-120A 24 27 21.18 21.11 0.26% 10.1 9.7 9.6 9.8 8.8 130A 28.44 125A 29.19 130A-125A 24 110 21.64 21.24 0.36% 12.7 9.8 9.8 9.9 8.6 135A All 27.75 130A 28.44 135A-130A 15 178 21.90 21.64 0.15% 2.3 9.9 9.8 8.7 136A 27.75 135A AH 27.75 136A-135A 24 77 21.95 21.90 0.06% 5.4 8.4 8.4 9.0 7.5 137A 27.74 136A 27.75 137A-136A 24 77 22.14 21.95 0.25% 10.41 8.6 8.5 9.0 7.5 138A 27.87 137A 27.74 138A-137A 24 75 22.14 22.14 0.00% 0.7 8.8 8.8 9.0 8.8 140A 28.04 138A 27.87 140A-138A 24 9622.34 22.14 0.23% 10.1 9.5 9.5 9.5 9.5 145A 28.69 1140A 28.04 145A-140A 24 145 22.64 22.34 0.21% 9.6 10.9 10.9 10.91 10.9 150AAIAJAK 29.75 1145A 28.69 150A-145A 241 1231 23.05 1 22.64 033% 12.1 1O9 Shattuck Ave.S istern SHIO K,M 25,12 S115 24.06 SH10-SH5 12 224 19.79 18.42 0.61% 2.6 3.9 2.9 SH15 25.92 SH10 K,M 25.12 SH15-SH10 12 217 19 82 19.72 -0.05% 0.7 -3.1 -2.9 -2.7 -2.3 SH2O 25.63 SH15 25.92 SH2O-SH15 12 22 2008 19.82 1.18% 3.1 3.2 3.0 2.7 2.3 SH25 L 25.61 SH2O 25.63 SH25-SH2O 12 13 20.11 20.08 0.23% 1.0 3.3 3.1 2.7 2.3 SH30 25.88 SH25 L 25.61 SH30-SH25 12 19 21.08 20.11 5.11% 5.9 -1.7 -1.8 -2.0 -1.9 SH40 27.41 SH30 25.88 SH40-SH30 12 280 21.08 20.47 -0.22% 1.5 1.7 1.7 1.9 1.9 SH40 27.41 SH45 27.61 SH40.SH45 12 167 20.84 20.53 -0.19% 1.4 2.2 2.0 1,9 1.9 SH45 27.61 SH50 AN 28.30 SH45-SH50 12 117 20.90 16.80 3.50% 6.2 2.7 2.3 2.0 2.2 SH50 AN 28.30 Tmp Out_V I 14.60 SH50-TEOUT 24 474 16.80 16.42 0.08% 5.9117.1 7.41 831 10-5 Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. M:\Rentonk02640\Modeling\Tables 5 and 6 MJ.xls Exist Exist Pipe TABLE 5 Modeling Results for Existing Pipes Under Existing Land Use Conditions 2 yr 10 yr 25 Yr 100 Yr Pipe Pipe Design Existing Existing Existing Existing Upstream Rim Downstream Downstream Rim Pipe Length Capacity Flow Flow Flow Flow Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(in) (ft) Upstream IE Downstream IT Slope (cfs) (cfs) (cfs) (cfs) (cfs) Mdpoint(Lift Stz 24.50 59B U 21.38 LS-59B U 24 830 22.02 1 Z08 0.60% 16.2 13.8 13.8 13.6 13.1 SH55 29.56 SH50_AN 28.30 S1155-SH50 12 445 21.56 20.20 0.31% 1.8 4.2 4.0 4.0 4.0 SH60 V2 29.61 SH55 29.56 S1160-SI155 12 10 21.61 21.56 0.50% 1.4 4 5 I 1 1.0 4.0 SH65 30.90 SH60 V2 29.61 SH65-SH60 12 540 24.00 21.77 0.41% 2.1 2.0 2.0 1 9 1.9 SH70 AG 31.20 SH65 30.90 S1170-S1165 12 413.1 24.00 22.80 -0.29% 1.8 -3.0 -'0 --1.0 -2.0 SH75 AL 31.90 SH70 AG 31.20 S1175-SH70 12 71.7 23.20 22.80 0.56% 2.5 3 4 ;4 3.4 3.4 Pump Stationli 11777713A 13.41 13.41 13.41 13.4 Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. M:\Renton\02640\Modeling\Tables 5 and 6 MJ.xls Exist Exist Pipe TABLE 6 Modeling Results for Existing Pipes Under Future Land Use Conditions Pipe Pipe Design 2 yr 10 yr 25 Yr 100 Yr Upstream Rim Downstream Downstream Rim Pipe Length Capacity Existing Existing Existing Existing Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(ft) (ft) Upstream IE Downstream IE Slope (cfs) Flow(cfs) Flow(cfs)Flow(cfs) Flow(cfs) SW 7th St.S stem 1 A,B1,B2 20.35 Outfall 17.00 1-Outfall Arch,5'x 8' 34 10.31 10.27 0.12% 179.41 109.2 127.7 152.7 179.2 S 20.94 1 A,Bl,B2 20.35 5-1 60 213.3 10.99 10.31 0.32% 136.5 98.5 123.2 137.7 152.3 10 21.23 5 20.94 10-5 60 91.6 11.31 10.99 0.35% 142.9 98.4 123.1 137.6 152.2 15 CID 2030 10 21.23 15-10 60 336 12.08 11.31 0.23% 115.8 98.2 123.1 137.6 152.1 20 21.54 15 C,D 20.30 20-15 60 169 12.87 12.08 0.47% 165.3 88.5 101.7 107.8 112.1 25 21.52 20 21.54 25-20 60 340.9 12.87 12.82 -0.01% 29.3 -88.3 -101.5 -107.6 -111.6 30 22.06 25 21.52 30 25 60 127.6 12.83 12.82 0.01% 21.4 88.3 1O1.4 107.5 111.6 35 2260 30 22.06 35-30 60 470 12.90 12.83 QO1% 29.51 88.4 101.5 IOZ9 1121 40 E 22.77 35 22.60 40-35 60 603.4 13.12 12.90 0.04% 46.21 89.0 101.6 108.5 112.6 45 22.86 40 E 22.77 45-40 60 56 13.21 13.12 0.16% 97.01 80.5 85.4 85.8 8 3.8 50 23.14 45 22.86 50-45 60 650 13.44 1321 0.04% 45.51 81.9 88.6 89.5 84.2 55_F 23.87 50 23.14 55-50 54 308.2 13.77 13.44 0.11% 59.8 83.3 88.4 89.8 84.4 56 G 23.95 SS F 23.87 56-55 36 54.3 13.78 13.77 0.02% 8.4 23.7 24.9 28.3 32.5 60 24.52 56 G 23.95 60-56 36 168A 13.94 13.87 0.04% 12.6 16.8 ITI 16.9 16.7 65 24.63 60 24.52 65-60 24 11.3 15.63 15.44 1.68% 16.7 16.8 17.1 16.9 16.8 70 25.86 65 24.63 70-65 24 310.6 15.96 15.86 0.03% 3.8 16.8 17.2 16.9 16.8 75 26.03 70 25.86 75-70 24 314.3 16.68 16A I 0.09% 6.2 16.9 17.2 16.9 16.8 80 H 25.53 75 26.03 80-75 24 167A 16.88 16.73 -0.09% 6.3 -16.8 -17.2 -16.9 -16.8 85 25.35 80 H 25.53 85-80 24 18A 16.93 16.38 -2.99% 28.4 -14.8 -14.8 -14.7 -14.6 90 1 25.31 85 25.35 90-85 48 123 17.31 16.01 1.06% 137.1 14.8 14.8 14.71 14.6 300 25.00 90 1 25.31 300-90 24 14 17.45 17.35 -0.71% 12.1 -2.9 -2.9 -2.9 3.3 305 24.92 300 25.00 305-300 24 51 17.62 17.35 0.53% 15.3 2 9 2.9 2.9 -3.3 105 25.14 90 1 25.31 105-90 48 212 17.46 17.34 -0.06% 31.7 -11.0 -II.I -10.8 -10.5 110 25.17 105 25.14 110-105 30 13.7 17.67 17.34 2.41% 39.9 11.9 11.1 10.8 10.6 310 24.17 Ito 25.17 310.110 24 10.5 17.97 17.34 -6.00% 30.4 >2 l.8 5.3 9.1 310 24.17 305 24.92 310-305 24 180 17.62 16.67 -0.53% 15.3 -3.2 3 9 -2.9 3.3 315 26.13 310 24.17 315-310 24 85 17.53 16.72 0.95% 20.5 8.0 7.51 6.7 6.3 320 25.48 315 26.13 320 315 24 113.4 18.35 17.73 0.55% 15.5 7.9 7.5 6.7 6.3 115 25.64 110 25.17 115-110 30 294.3 18.51 17.67 EO.29% 20.3 9.4 7.8 8.3 7.8 322 24.59 320 25.48 322-320 24 290 18.49 18.20 % 6.6 76 Z5 6.7 6.3 SHS 24.06 322 24.59 SHS-322 24 290.3 18.85 18.34 0.18% 8.8 7.0 6.4 SH1 J 24.49 115 25.64 Sill-115 24 481.3 19.34 18.60 0.15% 82 8.3 7.8 SHSA 24.52 SH5 24.06 SH5A-SH5 24 74.2 20.62 19.95 0.90% 20.0 93 10.0 10A 10A 250 25.14 SHI J 24.49 250-SHI 24 242 19.80 19.10 0.29% 11.3 TO 8.6 9.1 9.1 344 26.20 SI15A 24.52 344-SH5A 24 450 21.00 20.12 0.20% 9.3 9.2 10.0 10.4 10.4 244 25.70 250 25.14 244-250 24 293 21.00 20.53 0.16% 9.1 8.2 8.6 9.1 9.1 244 25.70 344 26.20 244-344 24 10 21.00 21.00 0.00% 0.7 93 10.0 10.4 10.4 246 25.50 244 25.70 246-244 36 109 20.11 19.68 0.39% 38.91 16.6 18.6 19A 19.4 247 26.10 246 25.50 247-246 36 12 20.15 20.11 0.33% 22.6 16.9 18.7 20.2 22.5 248 25.60 247 26.10 248-247 36 11 20.19 20.15 0.36% 22.6 13 7 14.9 15.1 14.9 240 27.29 248 25.60 240-248 24 418 21.28 21.19 -0.02% 3.1 -13.7 -14.9 -15.1 -14.9 249 N 27.34 247 26.10 249-247 21 396 22.45 20.15 0.58% 11.2 5.0 5.1 6.5 8.8 235 O,AO 29.82 1240 27.29 235-240 24 85.81 22.12 21.24 1.03% 22.9 13.7 22.1 26.7 27.2 Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. M:V2enton\02640Vvlodeling\Tables 5 and 6 MJ.xls Future Exist Pipe TABLE 6 Modeling Results for Existing Pipes Under Future Land Use Conditions Pipe Pipe Design 2 yr 10 yr 25 Yr 100 Yr Upstream Rim Downstream Downstream Rim Pipe Length Capacity Existing Existing Existing Existing Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(ft) (ft) Upstream IT Downstream 1E Slope (efs) Flow(cfs) Flow(cfs)Flow(efs)Flow(efs) 230 P,Q,R 28.48 235_0,AO 29.82 230-235 24 45 23.18 23.06 0.27% 9.5 8.1 12.0 15.8 16.8 Hardie Ave.System 56A R27.33 9 55 F 23.87 56A-55 48 229 14.69 13.82 0.38% 82.2 54.1 58.7 0 57A 2 56A 25.79 57A-56A 48 133 14.72 14.69 0.02% 20.0 54.1 58.7 62.0 58.6 58A 57A 25.82 58A-57A 48 315 15.33 14.72 0.19% 58.7 54.0 587 62.0 58.6 59B U 8 58A 27.33 59B-58A 36 328 15.58 15.33 0.08% 42.1 54.0 58.7 62.0 58.6 59AW,AM 5 59B U 21.38 59A-59B 36 187 15.65 15.33 0.17% 63.1 37.1 64.6 85.1 109.7 60A X 5 59A W,AM 22.75 60A-59A 36 272 15.96 15.85 0.04% 30.7 31.3 49.6 6L8 77.5 60B 24.20 60A X 23.65 60B-60A 361 100 16.00 15.96 0.04% 30.5 28.1 42.1 45.5 69.1 65A 24.40 60B 24.20 65A-60B 36 199 16.25 16.20 0.03% 24.2 27.9 42.1 45.5 69.0 67A 25.54 65A 24.40 67A-65A 36 353 16.49 16.25 0.07% 39.8 26.8 42.1 45.4 69.0 70A 27.35 67A 25.54 70A-67A 36 252 16.75 16.54 0.08% 44.0 27.0 42.1 4iA 68.9 73A 30.37 70A 27.35 73A-70A 36 125 16.87 16.75 0.10% 47.3 27.9 42.1 45A 68.9 75A Z,AA,Y 31.14 73A 30.37 75A-73A 24 210 17.14 16.77 0.18% 27.2 28A 42.0 45.4 68.9 78A 30.07 75A Z,AA,Y 31.14 78A-75A 24 172 17.39 17.37 -0.01% 7.0 -18.4 -23.6 -27.8 -30.6 79A 30.17 78A 30.07 79A-78A 24 154 17.47 17.26 0.14% 23.91 19.3 23.5 27.7 30.5 80A ABACAP 30.22 79A 30.17 80A-79A 24 38 17.37 17.09 -0.74% 55.6 -19.9 -23.5 -27.5 -30.4 95A AE 30.25 80A ABACAP 30.22 95A-80A 24 241 18.25 17.22 0.43% 42.4 17.0 17.3 19.3 19.1 100A 30.09 95A AE 30.25 100A-95A 24 46 18.64 18.25 0.85% 19.3 14.5 14.2 13A 12.7 105A 30.80 100A 30 09 105A-100A 24 220 19.00 18.64 0.16% 8.5 14.6 14.8 13.6 12.6 110A 30.34 105A 30.80 110A-105A 24 309 19.00 18.79 -0.07% 5.5 -14.6 -14.9 -13.6 -12.6 115A AF,AD 30.43 110A 30.34 115A-110A 24 62 20.85 18.99 3.00% 36.4 14.61 14.9 13.61 12.5 120A 29.32 115A AF,AD 30.43 120A-115A 24 80 21.11 21.00 0.14% 7.81 9.7 9.9 9.9 9.0 125A 29.19 120A 29.32 125A-120A 24 27 21.18 21.11 0.26% 10.1 9.8 9.9 9.9 9.0 130A 28.44 125A 29.19 130A-125A 24 110 21.64 21.24 0.36% 12.7 9.9 9.9 9.9 9.0 135A AH 27.75 130A 28.44 135A-130A 15 178 21.90 21.64 0.15% 2.3 9.9 9.9 9.9 9.0 136A 27.75 135A AH 27.75 136A-135A 24 77 21.95 21.90 0.06% 5.4 7.9 8.0 8.6 7.4 137A 27.74 136A 27.75 137A-136A 24 77 2114 21.95 0.25% 10.4 81 8.2 8.5 7.4 138A 27.87 137A 27.74 138A-137A 24 75 22.14 22.14 0.00% 0.7 8.8 S 81 8.81 8.8 140A 28.04 138A 27.87 140A-138A 24 86 22.34 22.14 0.23% 10.1 9.5 9.5 9.5 9.5 145A 28.69 140A 28.04 145A-140A 24 145 22.64 22.34 0.21% 9.6 10.9 1091 10.9 10.9 150AAIAJAK 28.75 145A 28.69 150A-145A 24 123 23.05 22.64 0.33% 12.1 1 ';0 If,v Shattuck Ave.System SH10 K,M 25.12 SH5 24.06 S1110-S115 12 224 19.79 18.42 0.61% 2.6 3.9 3.4 3.1 SH15 25.92 SH10 K,M 25.12 SII15-S1110 12 217 19.82 19.72 -0.05% 0.7 -3.1 -3.0 -2.9 -2.3 SH20 25.63 SH15 25.92 S112O-SI115 12 22 20.08 19.82 1.18% 3.1 3.3 30 2.9 2.3 SH25 L 25.61 SH20 25.63 SH25-SH20 12 13 20.11 20.08 0.23% 1.0 '9 2.4 SH30 25.88 SH25 L 25.61 SH30-SH25 12 19 21.08 20.11 5.11% 5.9 -2.0 _'.0 -2.0 -2.0 SH40 27.41 SH30 25.88 SH40-SH30 12 280 21.08 20.47 -0.22% 1.5 2.0 19 2.0 2.0 SH40 27.41 SH45 27.61 SH40 SH45 12 167 20.84 20.53 -0.19% 1.4 -2.0 -2.0 -2.0 -2.0 SH45 27.61 SH50 AN 28.30 SH45-SH50 12 117 20.90 16.80 3.50% 6.2 -2.3 -2.2 2.1 2.0 SH50 AN 28.30 Tmp Out V 1 14.60 SH50 TEOiIT 24 474 16.80 16.42 0.08% 5.9 7.7 7.71 8.71 10.9 Md in[(Lift Station) 24.50 59B_U 21.38 LS-59B U 24 830 22.02 17.08 0.60% 16.2 13.8 13.71 13.51 13.I Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. W:Renton\02640Wodeling\Tables 5 and 6 MJ.xls Future Exist Pipe TABLE 6 Modeling Results for Existing Pipes Under Future Land Use Conditions Pipe Pipe Design 2 yr 10 yr 25 Yr 100 Yr Upstream Rim Downstream Downstream Rim Pipe Length Capacity Existing Existing Existing Existing Upstream Node Elevation(ft) Node Elevation(ft) Conduit Name Diameter(ft) (ft) Upstream IE Downstream IE Slope (cfs) Flow(cfs)Flow(cfs)Flow(cfs) Flow(cfs) SIi55 29.56 SH50 AN 28.30 S1455-SH50 12 445 21.56 20.20 0.31% L8 3.9 3.9 v 3 1 SH60 V2 29.61 SH55 29.56 S1160-SH55 12 10 21.61 21.56 0.50% 1.4 1 1 1 SH65 30.90 SH60 V2 29.61 S1165-S1160 12 540 24.00 21.77 0.41% 2.1 1.3 1.6 1 6 1 SH70 AG 31.20 SH65 30.90 S1170-SH65 12 413.1 24.00 22.80 -0.29% 1.8 SH75 AL 31.90 SH70 AG 31.20 S1175-SH70 12 71.7 23.20 22.80 0.56% 2.5 Pump Station 1341 13.41 13.41 13.41 13.4 Blue numbers represent surcharged pipe conditions. Red numbers represent flooding in upstream manhole. M:\Renton\02640Nodeling\Tables 5 and 6 MJ.xls Future Exist Pipe TABLE7 Modeling Results for New Pipes with Diverted Pump Station Flows Under Future Land Use Conditions,25-Year Storm 25-Year Flow Upstream Pipe without Parallel 25-Year Flow with Upstream HW Elev. Rim Design Pipe System Parallel Pipe Freeboard]w/o ]w/o parallel Upstream Elevation Downstream Downstream Rini Pipe Pipe Length Upstream Capacity (Scenario 3.b) System(Scenario parallel pipe pipe system] Node (ft) Node Elevation(ft) Conduit Name Diameter(ft) (ft) IE Downstream IE Slope (cfs) (cfs) 4.a) (cfs) system](ft) (ft) SW 7th St.Sy stem I A,B1,B2 20.35 Outfall 17.00 I-Oulfall Arch,5'x8' 34.0 10.31 10.27 0.12% 179361 178.3 7.2 13.14 5 20.94 1 A,B1,B2 20.35 5-1 60 213.3 10.99 10.31 0.32% 136.55 163.1 118.8 6.2 14.77 10 21.23 5 20.94 10-5 60 91.6 11.31 10.99 0.35% 142.94 163.0 118.8 5.9 15.28 15 C D 20.30 10 21.23 15-10 60 336.0 12.08 11.31 0.23% 115.77 163.0 1 18 v 3.4 16.87 20 21.54 15+71 1 25.31 20-15 60 169.0 12.87 12.08 0.47% 165.35 132.3 100.5 4.3 17.22 25 21.52 20 21.54 25-20 60 340.9 12.87 12.82 0.01% 29.29 -133.4 -100.1 3.3 13.18 30 22.06 25 21.52 30-25 60 127.6 12.83 12.82 0.01% 21.41 134.7 99 v 3.5 19.40 35 22.60 30 1 22.06 35-30 60 470.0 12.9 12.83 1 0.01% 29.51 135.1 999 2.71 19.78 40 E 22.77 35 22.60 40-35 60 603.4 13.12 12.9 0.04% 46.18 135.9 1002 1.1 21.38 45 22.86 40 E 22.77 45-40 60 56.0 13.21 13.12 0.16% 96.95 121.8 83.9 1.1 21.33 50 23.14 45 22.86 50-45 60 650.0 13.44 13.21 0.04% 45.49 121.8 83 7 0.1 22.98 50 23.14 I Bl B2 20.35 L138 72 3311.0 13.44 10.31 0.091/ 120.91 117 3 4+21 23.97 50 23.14 4+21 e-50 54 306.5 13.77 13.44 0.11% 59.92 98.1 131 4 0.5 23.87 4+77Ex G 23.95 4+21 23.97 4+77e-4+21e 36 56.0 13.78 13.77 0.02% 8.28 -253 -19.8 0.1 15.80 6+44 24.52 4+77Ex G 23.95 6+44e-4+77e 36 167.01 13.94 13.87 0.04% 12.68 -37.5 -14 5 0.9 15.77 1+14.5 23.00 50 23.14 1+14.5-50 60 15.0 13.441 13.44 0.01% 13.961 58.8 1 1"s 0.0 22.58 4+21 23.97 1+14.5 23.00 4+21-1+14 60 306.5 13.66 13.441 0.07% 64.64 71 7 118 4 0.5 23.27 4+77 24.05 4+21 23.97 4+77-4+21 60 56.0 13.69 13.66 0.05% 55.98 71.6 1 1 S' 0.6 23.32 6+44 24.52 4+77 24.05 6+44-4+77 60 167.0 13.81 13.69 0.07% 64.83 71.6 115,0 0.9 23.47 6+44Ex 24.52 6+44 24.52 6+44e-6+44 60 15.0 13.815 13.81 0.03% 31.22 ,-1 0.9 23.47 7+28(Eln 25.00 6+44 24.52 7+28e-6+44 24 84.0 15.89 15.86 0.04% 3.97 -2.4 -3.1 1.2 23.19 9+53Ex 25.66 7+28 n 25.00 9+53e-7+28e 24 225.0 15.96 15.89 0.03% 3.71 1.8 -1,8 1.4 23.40 8+80 25.00 6+44 24.52 8+80-6+44e 60 236.0 13.99 13.815 0.07% 65.86 59.4 )1.5 1.2 21.35 9+78 25.70 8+80 25.00 9+78-8+80 60 98.0 14.06 13.99 0.07% 64.63 593 )0.8 1.8 21.41 12+68 25.00 9+78 25.70 12+68-9+78 60 290.0 14.26 14.06 0.07% 63.51 59 3 1.0 21.58 14+35 H 25.53 12+68 25.00 14+35-12+68 60 167.0 14.37 14.26 0.07% 62.07 5,12 .,.I 1.5 21.68 15+71 1 25.31 14+35 H 25.53 15+71-14+35 60 136.0 14.47 14.37 0.07% 65.58 57 7 s6.0 1.2 21.76 15+71 1 25.31 15+71 1 25.31 15+71e-15+71 24 14.0 17.34 14.47 20.501/ 64.97 -7 7 7.8 1.2 21.89 16+20Ex 24.92 15+71Ex 24.79 16+20e-15+71e 24 49.0 17.62 17.35 0.55% 15.59 -52 7.0 0.81 21.92 17+97Ex 24.79 16+20Ex 24.92 17+97e-16+20e 24 177.0 17.62 16.67 0.54% 15.39 4 7 -6.8 0.7 17.73 17+97.5 25.17 15+71 1 25.31 17+97-15+71 60 226.0 14.64 14.47 0.08% 66.33 52 2 77.3 1.1 21.86 17+97Ex 24.79 17+97.5 25.17 17+97e-17+97 24 10.0 16.67 14.64 20.301/6 54.64 -15.9 -9.0 0.7 17.72 18+83Ex 26.13 17+97Ex 24.79 18+83e-17+97e 24 86.0 17.53 16.72 0.94% 20.39 -15.8 88 1.8 22.03 19+96Ex 25.48 18+83Ex 26.13 19+96e-18+83e 24 113.0 18.35 17.73 0.55% 15.56 -15.0 TO 0.8 22.08 22+85Ex 24.59 19+96Ex 25.48 22+85e-19+96e 24 289.0 18.49 18.2 0.10°/ 6.65 -7, 0 7 0.0 22.22 25+57 E/n 24.49 22+85Ex 24.59 25+57e-22+85e 24 272.0 18.83 18.34 0.18% 8.92 8.6 1 u 6 0.0 20.93 25+57 E/n 24.49 25+57 J 24.49 25+57e-25+57 60 12.0 15.575 15.57 0.04% 31.22 51.4 1_'.9 0.01 24.00 20+92 25.64 17+97.5 25.17 20+92-17+97 60 294.5 14.91 14.64 0.09°/ 73.23 51.7 !1 9 1.4 22.00 25+57 J 24.49 20+92 25.64 25+57-20+92 60 465.0 15.57 14.91 0.14% 91.11 51.7 84.4 0.0 22.21 25+74Ex 24.49 25+57 E/n 24.49 L131(Shattuck) 36 17.0 18.85 18.83 0.12% 15.99 53.4 1v 5 0.0 24.24 26+48 23.88 25+57 J 24.49 26+48-25+57 48 91.0 15.6237 15.57 0.06% 32.40 -41 ri ;1 s 0.0 22.25 26+48Ex 24.52 26+48 23.88 26+48e-26+48 24 10.0 20.62 15.6237 49.96% 85.73 16.7 19.6 0.2 24.02 30+98Ex 26.20 26+48 23.88 30+98e-26+48e 24 450.0 21.0003 20.62 0.08% 6.11 4.0 3.0 1.2 24.47 32+IOEx 25.50 30+98Ex 26.20 31+02e-30+98e 36 10.0 19.6795 19.5913 0.88% 33.59 24.5 10.4 0.2 22.97 28+16 23.88 26+48 23.88 28+16-26+48 48 168.0 15.7228 15.6237 0.06% 32.40 _,.i 30.7 0.0 22.17 31+02 n 25.70 28+16 23.88 31+02e-28+16 48 286.0 15.8916 15.7228 0.06% 32.40 36.8 31.7 0.8 24.12 32+IOEx 25.50 31+02 E/n 25.70 32+10e-31+02e 36 109.0 20.11 19.6795 0.39% 38.92 39.3 342 0.2 24.54 32+17Ex 26.10 32+IOEx 25.50 32+17e-32+10e 36 12.0 20.15 20.11 0.33% 22.62 38.8 s41 0.7 24.66 36+10Ex N 27.34 32+17Ex 26.10 36+10e-32+17e136 393.0 22.45 20.15 0.59°/ 11.26 7.5 6.4 0.7 25.52 32+23Ex 25.60 32+17Ex 26.10 32+23e-32+17e 11.0 20.19 20.15 0.36% 22.62 28.0 0.0 24.73 35+21 26.58 32+23Ex 25.60 35+21-32+23e 298.0 20.9052 20.19 0.24% 30.34 28.0 0.0 25.44 36+60 27.29 35+21 26.58 36+60-35+21 139.0 21.2388 20.9052 0.24% 30.34 283 0.0 25.77 37+22p ,R 28.48 36+60 27.29 37+22-36+60 62.0 21.38761.2388 0.24% 32.68 30.5 28.5 1.2 25.89 235O,AO 29.82 37+22P,Q,R 28.48 235-37+22 100.01 22 1 21.3876 0.61% 48A7 256 32.2 1.5 26.03 Blue=surcharged pipe conditions. Red=flooding in upstream manhole. Model run with all"sealed"manholes on Shattuck and Hardie so that the volume would be transferred downstream,even If flooded at the surface. M.\Renton\02640\Modeling\Tables 7 and 8 Revised.xis Fut No Pump TABLE 7 Modeling Results for New Pipes with Diverted Pump Station Flows Under Future Land Use Conditions,25-Year Storm 25-Year Flow Upstream Pipe without Parallel 25-Year Flow with Upstream HW Elev. Rim Design Pipe System Parallel Pipe Freeboard[w/o [w/o parallel Upstream Elevation Downstream Downstream Rim Pipe Pipe Length Upstream Capacity (Scenario 3.b) System(Scenario parallel pipe pipe system[ Node (ft) Node Elevation(ft) Conduit Name Diameter(ft) (ft) IE Downstream IE Slope (cfs) (cfs) 4.a) (cfs) system)(ft) (ft) Birdie Ave.S stem 56A 25.79 56A-55 60 229.0 14.69 13.82 0.38% 149.1 99.3 129.0 1.5 24.18 57A 25.82 56A 25.79 57A-56A 48 133.0 14.72 14.69 0.02% 20.0 99.3 1228 0.8 24.91 58A 27.33 57A 25 82 58A-57A 48 315.0 15.33 14.72 0.19% 58.7 99.3 129.9 0.6 26.69 59B U 21.38 58A 27.33 59B-58A 36 328.0 15.58 15.33 0.08% 42.1 9,93 13&0 0.0 28.04 59A_W,AM 22.75 59B U 21.38 59A-59B 36 187.0 15.65 15.33 0.17% 63.1 105.0 101A 0.0 28.87 60A X 23.65 59A W,AM 22.75 60A-59A 36 272.0 15.96 15.85 0.04% 30.7 82.3 79,6 0.0 29.63 60B 24.20 60A X 23.65 60B-60A 36 100.0 16.00 15.96 0.04% 30.5 66.8 65.0 0.0 29.77 65A 24.40 60B 24.20 65A-60B 36 199.0 16.25 16.20 0.03% 24.21 66.8 65.0 0.01 30.14 67A 25.54 65A 24.40 67A-65A 36 353.0 16.49 16.25 0.07% 39.8 66.7 64.9 0.0 30.79 70A 27.35 67A 25.54 70A-67A 36 252.0 16.75 16.54 0.08% 44.0 66.7 64.8 0.0 31.26 73A 30.37 70A 27.35 73A-70A 36 125.0 16.87 16.75 0.10% 47.3 66.7 64.7 0.0 31.49 75A Z Y 31.14 73A 30.37 75A-73A 24 210.0 17.14 16.77 0.18% 272 66.7 (A 7 0.0 33.57 78A 30.07 75A Z,AA,)' 31.14 78A-75A 24 172.0 17.39 17.37 0.01% 7.0 -50.1 -48 6 0.0 17.43 79A 30.17 78A 30.07 79A-78A 24 154.0 17.47 17.26 0.14% 23.9 50.0 48 5 0.0 35.25 80A ABAC 30.22 79A 30.17 8OA-79A 24 38.0 17.37 17.09 0.74% 55.6 -50.0 -48.4 0.0 17.56 95A AE 30.25 95A-80A 24 241.0 18.25 17.22 0.43% 42.4 42.4 41.1 0.0 36.42 IOOA 30.09 95A AL 30.25 1OOA-95A 24 46.0 18.64 18.25 0.85% 19.3 37.1 36.0 0.0 37.72 105A 30.80 IOOA 30.09 105A-100A 24 220.0 19.00 18.64 0.16% 8.5 37.1 35.9 0.0 43.81 110A 30.34 105A 30.80 1IOA-105A 24 309.0 19.00 18.79 0.07% 5.5 -37.0 -35.7 0.0 19.21 115A AF,AD 30A3 IIOA 30.34 115A-110A 24 62.0 20.85 18.99 3.00% 36.4 37.0 35.7 0.0 53.55 120A 29.32 115A .AF.AD 30.43 120A-115A 24 80.0 21.11 21.00 0.14% 7.8 27.4 '_6.5 0.0 54.31 125A 29.19 120A 29.32 125A-120A 24 27.0 21.18 21.11 0.26% 10.1 27.3 1_6.3 0.0 54.72 130A 28.44 125A 29.19 130A-125A 24 110.0 21.64 21.24 0.36% 12.7 27.2 26.3 0.0 56.62 135A AH 27.75 130A 28.44 135A-130A 24 178.0 21.90 21.64 0.15% 8.0 27.2 1_6.3 0.0 59.05 136A 27.75 135A All 27.75 136A-135A 24 77.0 21.95 21.90 0.06% 5.4 22.1 )1.4 0.0 59.74 137A 27.74 136A 27.75 137A-136A 24 77.0 22.14 21.95 0.25% 10.4 222 21 5 0.0 60.15 138A 27.87 137A 27.74 138A-137A 24 75.0 22.14 22.14 0.00"/6 0.7 22.4 '1 7 0.0 60.83 140A 28.04 138A 27.87 140A-138A 24 86.0 22.34 22.14 0.23% 10.1 22.8 a 0.0 60.38 145A 28.69 140A 28.04 145A-140A 24 145.0 22.64 22.34 0.21% 9.6 23.5 0.0 59.29 ISOAAIAIAK 28.75 145A 28.69 150A-145A 24 123.0 23.05 22,64 0.33% 12.1 '1; 0.0 60.63 Shattuck Ave.System Pi es resized to handle ump station Flows SH10 K,M 25.12 25+74Ex 24.49 SH10-SH5 48 224.0 18.89 18.42 0.21% 61.1 52.9 50.1 0.0 24.64 SH15 25.92 SHIO K,M 25.12 SH15-SHIO 48 217.0 19.35 18.89 0.21% 61.1 49.3 47.7 0.0 24.96 SH2O 25.63 SH15 25.92 SH2O-SH15 48 22.0 19.39 19.35 0.21% 52.3 48.1 47.7 0.0 24.99 SH25 L 25.61 SH2O 25.63 SH25-SH2O 48 13.0 19.42 19.39 0.21% 40.2 47.2 11 7 0.0 25.02 SH30 25.88 SH25 L 25.61 SH30-SH25 48 19.0 19.46 19.42 0.21% 48.6 32.1 32.1 0.0 24.68 SH40 27.41 SH30 25.88 SH40-SH30 36 280.0 20.05 19.46 0,21% 28.4 32.0 322 0.0 25.39 SH45 27.61 SH40 27.41 SH40-SH45 36 167.0 20.40 20.05 0.21% 28.4 31.9 32.4 0.0 25.82 SH50 AN 28.30 SH45 27.61 SH45-SH50 36 1 117.0 20.64 20.40 0.21% 28.4 31.8 326 0.5 26.13 SH55 29.56 SH50 AN 28.30 SH55-SH50 36 445.0 21.58 20.64 0.21% 28.4 26.1 26.7 1.5 26.80 SH60 V2 29.61 SH55 29.56 SH60-SH55 36 10.0 21.60 21.58 0.22% 16.6 26.1 27; 1.6 26.85 SH65 30.90 SH60 V2 29.61 SH65-SH60 36 540.0 24.00 21.77 0.41% 39.8 13.2 12.4 3.6 26.56 SH70 AG 31.20 SH65 30.90 SH70-SH65 36 413.1 24.87 24.00 0.21% 28.4 12.5 12.7 3.8 26.26 SH75 AL 31.90 SH70 AG 31.20 SH75-SH70 36 71.7 25.02 24.87 0.21% 28.4 9.1 9.3 4.5 26.36 VI 28.00 59B_U 21.38 L110(Pump S.) 48 100.0 21.64 15.33 6.31% 335.2 -17,41 18.4 0.0 27.97 Blue=surcharged pipe conditions. Red=flooding in upstream manhole. Model run with all"sealed"manholes on Shattuck and Hardie so that the volume would be transferred downstream,even 8 flooded at the surface. MaRentonvD26401Modeling\Tables 7 and 8 Revised.xls Fut No Pump TABLES Modeling Results for New Pipes with Upgraded Pump Station Under Future Land Use Conditions,25-Year Storm Upstream Upstream Pipe 25-fear Flow 25-Year Flow with Freeboard HW Elev. Rim Downstream Design without Parallel Parallel Pipe [w/o parallel [w/o parallel Elevation Downstream Rim Elevation Pipe Pipe Length Capacity Pipe System System(Scenario pipe system) pipe system) Upstream Node (ft) Node (ft) Conduit Name Diameter(ft) (ft) Upstream IE Downstream IF. Slope (cfs) (Scenario 3.b)(cfs) 4.a) (cfs) (ft) (ft) SW 7th St.System 1 Bl 82 20.35 1 Outfall 17.00 1-Outfall Arch,5'x 8' 34.0 10.31 10,27 0.12% K142.94 179.0 250.�� 7.2 13.15 5 20.94 1 A,Bl,B2 20.35 5-1 60 213.3 10.99 10.31 0.32% 163.8 107.2 6.2 14.78 10 21.23 5 2094. 10-5 60 91.6 11.31 10.99 0.35% 163.6 107.2 5.9 15.29 15 C,D 20.30 10 21.23 15.10 60 336.0 12.08 11.31 0.23% 163.6 107.2 3.4 16.89 20 21.54 15 CD 20.30 20-15 60 169.0 12.87 12.08 0.47% 132.9 91.4 4.2 17.28 25 21.52 20 21.54 25-20 60 340.9 12.87 12.82 0.01% -132.1 -909 3.3 13.I8 30 22.06 25 21.52 30.25 60 127.6 12.83 12.82 0.01% 136.5 90.7 3.5 18.46 35 22.60 30 22E22.86 06 35-30 60 470.0 12.9 12.83 0,01% 29.51 135.4 90.6 2.4 20.01 40 E 22.77 35 40-35 60 603.4 13.12 12.9 0.04% 46.18 134.6 90.7 0.9 21.11 45 22.96 40 E 45.40 60 56.0 13.21 13.12 0.16% 96.95 122.6 77.1 0.9 21.32 50 23.14 45 50-45 60 650.0 13.44 13.21 0.04% 45.49 122.6 76.7 0.0 22.98 50 23A4 1 Bl B2 L138 72 3311.0 13.44 10.31 0.09% 120.91 130.84+22Ex F 23.87 50 4+21e-50 54 306.5 13.77 13.44 0.11% 59.92 98.1 1242 0.0 23.87 4+77Ex G 23.95 4+21Ex F 4+77e4+21e 36 56.0 13.78 13.77 0.02% 8.28 -23.4 -23.0 0.0 14.16 6+44Ex 24.52 4+77Ex G 23.95 6+44e-4+77e 36 167.0 13.94 13.87 0.04% 12.68 -31.2 -37.1 0+71 14.12 1+14.5 23.00 50 23.14 1+14.5-50 60 1 15.0 13.441 1 13.44 0.01% 13.961 54.4 95 4 0.0 22.34 4+21 23.97 1+14.3 23.00 4+21-1+14 60 306.5 13.66 13.441 0.07% 64.64 68.7 95.1) 0.4 23.23 4+77 24.05 4+21 23.97 4+77-4+21 60 56.0 13.69 13.66 0.05% 55.98 68.6 9(i.7 0.4 23.28 6+44 24.52 4+77 24.05 6+44-4+77 60 167.0 13.81 13.69 0.07% 64.83 68.5 97 1 0.7 23.40 6+44Ex 24.52 6+44 24.52 6+44e-6+44 60 15.0 13.815 13.91 0.03% 31.22 68.5 97.5 0.7 23.39 7+28 n 25.00 6+44 24.52 7+28e-6+44 24 84.0 15.89 15.96 0.04% 3.97 -3.6 -1.8 1.0 23.56 9+53Ex 25.66 7+28 n 25.00 9+53e-7+28e 24 225.0 15.96 15.89 0.03% 3.71 2.6 -0.9 1.2 23.85 8+80 25.00 6+44 24.52 8+80-6+44e 60 236.0 13.99 13.815 0.07% 65.86 43.7 68.6 1 A 21.31 9+78 25.70 8+80 25.00 9+78-8+80 60 98.0 14.06 13.99 0.07% 64.63 43.6 68.9 1.8 21.34 12+68 25.00 9+78 25.70 12+68-9+78 60 290.0 14.26 14.06 0.07% 63.51 43.6 69.7 1.2 21.44 14+35 H 25.53 12+68 25.00 14+35-12+69 60 1 167.0 14.37 14.26 0.07% 62.07 43.6 70.4 1.6 21.49 15+71 1 25.31 14+35 H 25.53 15+71-14+35 60 136.0 14.47 14.37 0.07% 65.58 42.0 64.2 1.4 21.53 15+71Ex 24.79 15+71 I 25.31 1 15+71e-15+71 24 14.0 17.34 14.47 20.501/6 64.97 -7.7 9.8 0.9 17.91 16+20Ex 24.92 15+71Ex 24.79 16+20e-15+71e 24 49.0 17.62 17.35 0.55% 15.59 5.3 T8 0.9 21.58 17+97Ex 24.79 16+20Ex 24.92 17+97e-16+20e 24 177.0 17.62 16.67 0.54% 15.39 -5.3 -7.9 0.8 17.72 17+97.5 25.17 15+71 1 25.31 17+97-15+71 48 226.0 14.64 14.47 0.08% 36.581 35.5 52.0 1.21 21.54 17+97Ex 24.79 17+97.5 25.17 17+97e-17+97 24 10.0 16.67 14.64 20.30% 54.64 -11.9 -8.8 0.81 17.71 18+83Ex 26.13 17+97Ex 24.79 18+83e-17+97e 24 86.0 17.53 16.72 0.94% 20.39 -8.9 8.2 1.9 21.75 19+96Ex 25.48 18+83Ex 26.13 19+96e-18+83e 24 113.0 18.35 17.73 0.55% 15.56 -7.8 8.2 1.0 21.83 22+85Ex 24.59 19+96Ex 25.48 22+35e-19+96e 24 289.0 18.49 18.2 0.10% 6.65 5.5 8; 0.0 21.99 25+57 n 24A9 22+85Ex 24.59 25+57e-22+85e 24 272.0 18.83 18.34 0.18% 8.92 7.9 10.3 0.5 20.16 25+57 n 24.49 25+57 J 24.49 25+57e-25+57 60 12.0 15.575 15.57 0.04% 31.22 17.7 17.1 0.5 19.71 25+74Ex 24.49 25+57 n 24.49 L131(Shattuck) 36 17.0 18.85 18.83 0.12% 15.99 15.4 15.9 0.4 23.99 20+92 25.64 17+97+5 25.17 20+92-17+97 48 294.5 14.91 14.64 0.091/6 40.391 35.1 55.7 1.3 21.74 25+57 1 24.49 20+92 25.64 25+57-20+92 48 465.0 15.57 14.91 0.14% 50.25 35.0 57.7 0.5 22.06 26+48 23.88 25+57 J 24.49 26+48-25+57 48 91.0 15.6237 1 15.57 0.06% 32.40 39.6 46.7 0.0 19.90 26+48Ex 24.52 26+48 23.88 26+48e-26+48 24 10.0 20.62 13.6237 49.96% 85.73 17.2 20.4 0.4 24.05 30+98Ex 26.20 26+48Ex 24.52 30+98e-26+48e 24 450.0 21+0003 20.62 0.08°0 6.11 3+41 2.9 0.9 22.56 31+02 E/n 25.70 30+98Ex 26.20 31+02e-30+98e 36 10.0 19.6795 19.5913 0.88% 33.59 25.5 4.4 0.5 22.89 28+16 23.88 26+48 23.88 28+16-26+48 48 168.0 15.7228 15.6237 0.06% 32.40 27.9 334 0.0 19.77 31+02E1n 25.70 28+16 23.88 31+02e-28+16 48 286.0 15.8916 15.7228 0.06% 32.40 37.4 33.8 0.5 24.45 32+IOEx 25.50 31+02 n 25.70 32+10e-31+02e 36 IWO 20.11 19.6795 0.39% 38.92 39.6 34.2 0-01 25.06 32+17Ex 26.10 32+10Ex 25.50 32+17e-32+1Oe 36 12.0 20.15 20.11 0.33% 22.62 39.4 341 0.5 25.16 36+IOEx N 27.34 32+17Ex 26.10 36+10e-32+17e 21 393.0 22.45 20.15 0.59% 11.26 7.8 6.4 0.5 25.17 32+23Ex 25.60 32+17Ex 26.10 32+23e-32+17e 36 11.0 20.19 20.15 0.36% 22.62 31.6 28, 0.0 25.21 35+21 26.58 32+23Ex 25.60 35+21-32+23e 36 298.0 20.9052 20.19 0.24% 30.34 31.2 28.0 0.0 26.09 36+60 27.29 35+21 26.58 36+60-35+21 36 I39.0 21.2386 20.9052 0.24% 30.34 30.5 28.3 0.0 26.51 37+22p,Q,R 28.48 36+60 27.29 37+22-36+60 36 62.01 21.3876 21.2388 0.24% 32.68 34.61 28.5 0.7 25.39 Blue=surcharged pipe conditions. Red=flooding in upstream manhole, Model run with all"sealed"manholes on Shattuck and Hardie so that the volume would be transferred downstream,even if flooded at the surface. M.1Renton102640W1odeling\Tables 7 and 8 Revised.xls Fut With Pump TABLES Modeling Results for New Pipes with Upgraded Pump Station Under Future Land Use Conditions,25-Year Storm Upstream Upstream Pipe 25-Year Flow 25-Year Flow with Freeboard HW Elev. Rim Downstream Design without Parallel Parallel Pipe [w/o parallel (w/o parallel Elevation Downstream Rim Elevation Pipe Pipe Length Capacity Pipe System System(Scenario pipe system] pipe system] Upstream Node (ft) Node (ft) Conduit Name Diameter(ft) (ft) Upstream IE Downstream IE Slope (cfs) (Scenario 3.b) (cfs) 4.a) (cfs) (ft) (ft) 235_0,AO 29,82 37+22P,Q,R 28.48 235-37+22 36 100.0 22 21,3976 0.61% 48.47 28.7 22.2 1.7 25.52 Hardie Ave.S stem 56A 25.79 4+21Ex F 23.87 56A-55 60 229.0 14.69 13,82 0.38% 149.1 115.0 112.4 1.4 24.38 57A 25.82 56A 25.79 57A-56A 48 133.0 14.72 14.69 0,02% 20.0 115.0 112.5 0.5 25.36 58A 27.33 57A 25.92 5SA-57A 48 315.0 15.33 14.72 0.19°/ 58.7 115.0 112.6 0.0 27.65 59B U 21.38 58A 27.33 5913-58A 36 328.0 15.58 15.33 0,08% 42.1 114.9 112.8 0.0 29.46 59A W,AM 22.75 59B U 21.38 59A-59B 36 187.0 15.65 15.33 0.17% 63.1 103.8 101,8 0.0 30.30 60A X 23.65 59A W,AM 22.75 60A-59A 36 272.0 15.96 15.85 0.04% 30.7 81.7 80.1 0.0 30.90 60B 24.20 60A X 23.65 60B-60A 36 100.0 16.00 15.96 0.04% 30.5 66.8 05.3 0.0 30.83 65A 24.40 60B 24.20 65A-60D 36 199.0 16.25 1 16.20 0.03% 1 24.21 66.7 5.3 0.01 31.20 67A 25.54 165A 24.40 67A-65A 36 353.0 16.49 16.25 0.07% 39.8 66.6 ,i.3 0.0 31.84 70A 27.35 67A 25.54 70A-67A 36 252.0 16.75 16.54 0.08% 44.0 66.5 :,5.3 0.0 32.30 73A 30,37 70A 27.35 73A-70A 36 125.0 16.87 16.75 0.10°/, 47.3 66.4 65.3 0.0 32.53 75A Z,AAY 31.14 73A 30.37 75A-73A 24 210.0 17.14 16.77 0.18% 27.2 66.3 65.2 0.0 34.57 78A 30.07 75A Z,AA,Y 31.14 78A-75A 24 172.0 17.39 17.37 0.01% 7.0 -49.8 18.9 0.0 17.43 79A 30.17 78A 30.07 79A-78A 24 154.0 17.47 17.26 0.14% 23.9 49.7 49.8 0.0 36.35 80A ABACAP 30.22 79A 30.17 8OA-79A 24 38.0 17.37 17.09 0.74% 55.6 -49.6 48.8 0.0 17.56 95A AE 30.25 80A ABACAP 30.22 95A-80A 24 241.0 18.25 17.22 1 0.43% 42.41 42.2 11.4 0.01 37.06 IOOA 30.09 95A AE 30,25 IOOA-95A 24 46.0 18.64 18.25 0.85% 19.31 37.0 ,6.3 0.0 38.35 105A 30.80 100A 30.09 105A-IOOA 24 220.0 19.00 18.64 0.16% 8.5 36.8 6.2 0.0 44.35 IIOA 30.34 105A 30.80 IIOA-105A 24 309.0 19.00 18.79 0.07% 5.5 -36.7 ;6.1 0.0 19.21 115A AF,AD 30.43 1IOA 30.34 115A-IIOA 24 62.0 20.85 18.99 3.00% 36.4 36.6 0.0 54.19 120A 29.32 115A AF,AD 30.43 120A-115A 24 80.0 21.11 21.00 0.14% 7.8 27.2 0.0 55.01 125A 29.19 120A 29.32 125A-120A 24 27.0 21.18 21.11 0,26% 10.1 27.0 ,,.0 0.0 55.42 130A 28.44 125A 29.19 130A-125A 24 110.0 21.64 21.24 0.36% 1 12.7 26.91 '6.5 0.0 56.90 135A AH 27.75 130A 28.44 135A-130A 24 178.0 21.90 21.64 0.15% 8.0 26.9 `6.5 0.0 59.55 136A 27.75 135A AH 27.75 136A-135A 24 77.0 21.95 21.90 0.06% 5.4 21.9 'I 6 0.0 60.22 137A 27.74 136A 27.75 137A-136A 24 77.0 22.14 21.95 0,25% 10.4 21.9 0.0 60.90 139A 27.97 137A 27.74 138A-137A 24 75.0 22.14 22.14 0.00% 0.7 22.0 0.0 61.07 140A 29.04 138A 27.87 140A-138A 24 86.0 22.34 22.14 0.23% 10.1 22.5 0.0 60.22 145A 28.69 1140A 28.04 145A-140A 24 145.0 22.64 2234 0.21% 9.6 23.3 0.0 58.64 150AAIAJAK 28.75 145A 28.69 15OA-145A 24 123 01 23.05 22,64 033% 12 11 24.2 00 59.98 Shattuck Ave.S stem SHIO KM 25.12 25+74Ex 24.49 SHIO-SH5 12 224.0 18.89 18.42 0.21% 1.5 15.4 15.4 0.0 60,57 SH15 25.92 ISHIO K,M 25.12 SH15-SHIO 12 217.0 19.35 18.89 0.21% 1.5 13.1 13.0 &0 80,22 SH2O 25.63 SHIS 25.92 SH2O-SH15 12 22.0 19.39 19.35 0.21% 1.3 13.2 13.2 0.0 81.68 SH25 L 25.61 SH2O 25.63 SH25-SH2O 12 13.0 19.42 19.39 0.21% 1.0 13.5 13.6 0.0 82,77 SH30 25.88 SH25 L 25.61 SH30-SH25 12 19.0 19.46 19.42 0.21% 1.2 .3.3 -3.2 0.0 66.34 SH40 27.41 SH30 25.88 SH40-SH30 12 280.0 20.05 19.46 0.21% 1.5 -2.2 -2.1 0.0 66.70 SH45 27.61 SH40 27.41 SH40-SH45 12 167.0 20.40 20.05 0.21% 1.5 -1.1 -1.0 0.0 66.75 SH55 29.56 SH50 AN 28.30 SH55-SH50 12 445.0 21.58 20.64 0.21% 1.51 23.3 23.2 0.0 137.59 Vl 28.00 SH50 AN 28.30 L110 48 100.0 21.64 16.80 4.84% 293.6 -92> 18.9 0.0 30 16 SH60 V2 29.61 ISH55 29.56 SH60-SH55 12 10.0 21.60 21.58 0.22% 0.9 23.5 0.0 141,74 SH65 30.90 SH60 V2 29.61 SH65-SH60 12 540.0 24.00 21.77 0,41% 2.1 10.1 0.0 149.97 SH70 AG 31.20 SH65 30.90 SH70-SH65 12 413.1 24.87 24.00 0.21% 1.5 0.0 167,07 SH73 AL 31.90 SH70 AG 31.20 SH75-SH70 12 71.7 25.02 24.87 0.21% 1.5 0.0 149.31 SH50 AN 28.30 4+21 Ex F 23.97 Pump-FM 60 2300.0 16.90 13.77 0.13% 87.9 98 o 41.7 0.0 29,43 Blue=surcharged pipe conditions. Red=flooding in upstream manhole. Model run with all"sealed"manholes on Shattuck and Hardie so that the volume would be transferred downstream,even if flooded at the surface. M:VRentoM02640\Modeling\Tables 7 and 8 Revised.xls Fut With Pump Gray& Osborne. Inc., Consulting Engineers Without the 60-inch pipe constriction downstream (west of Lind Avenue SW), the two pipe alternatives listed below were capable of handling the 25-year storm event without flooding SW 7`h Street and were therefore, selected as the optimum alternatives for further evaluation, including cost estimation and preliminary alignment. These two alignments are presented through the remainder of this report as "Alternative One" and "Alternative Two". The two alternatives are summarized as follows: Alternative One: 60-inch pipe between Lind Avenue SW and Shattuck Avenue with 48-inch pipes continuing eastward from Shattuck Avenue to Morris Avenue and 36-inch pipes from Morris Avenue to Burnett Avenue S. Alternative Two: 60-inch pipe between Lind Avenue SW and Hardie Avenue, 48-inch pipes between Hardie Avenue and Morris Avenue with 36-inch pipes continuing eastward from Morris Avenue to Burnett Avenue S. Alternative One allows for the diversion of flows from the Rainier Pump Station to upgraded pipes along Shattuck Avenue. Diverting flows from the pump station to Shattuck Avenue reduces flooding within the Hardie Avenue system. Upgraded pipes along Shattuck Avenue would include 48-inch pipes from SW 71h Street to S. 61h Street and 36-inch pipes from S. 6`h Street to S. 2nd Street. Under Alternative Two, 48-inch pipes along SW 7`' Street in the vicinity of Shattuck Avenue are not expected to handle the diversion of flows from the Rainier pump station. Therefore, Alternative Two would incorporate the future upgrade of the Rainier pump station as opposed to diverting flows down Shattuck Avenue. An upgrade in pump station capacity may result in high costs including the relocation of the lift station, the extension of the force main to SW 71h Street near Lind Avenue SW, and an upgrade in conveyance capacity between Shattuck Avenue and the Rainier nmmn Ontinn Furthar inyPctigatinn of this issue will hP imch.:ded in a separate report. The 25-year results for Alternative One involving diversion of pump station flows (Scenarios 3b and 4a) can be found in Table 7. Results for the second alternative with the inclusion of the upgrade of the pump station (Scenarios 3.d and 4.b) can be found in Table 8. The alignment of the proposed storm system was discussed at a project team meeting at the City on Friday, January 10, 2003. At that meeting, Alternative One was chosen as the final alignment, though some minor changes have been made since that time. The minor changes have been incorporated into the model. Downstream System The redesign of the conveyance system west of Lind Ave. SW is not a part of this pre- design analysis. However, in the event that the City may want to upgrade these pipes in the future, Scenarios 4.a and 4.b were run under the 25-year storm to determine the necessary capacity of the pipes downstream of Lind Avenue SW. With all pump station flows being diverted down Shattuck Avenue and with the newly designed pipes located between Lind Avenue SW and Burnett Avenue S., it was determined that a 72-inch City of Renton 9 SW 7` Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers diameter parallel pipe would be necessary to convey flows to the Black River without flooding. This is based on the assumption that a constant slope would exist between the current Lind Ave. SW invert elevation and the Black River outlet invert. ALIGNMENT OPTIONS The existing pipe alignment between Lind Avenue SW and Burnett Avenue S situated on the northern half of the SW 7tn Street road section is suitable for a proposed pipe alignment. Construction on the south half of the road would conflict with existing water lines and other dry utilities (i.e., gas, telephone, cable, etc.). The exact alignment of the pipe within the northern half of the road will be determined during the final design phase of the project. Preliminary Plan and Profile Sheets are provided in Appendix A. Alternative One includes a 60-inch diameter pipe between Lind Avenue SW and Shattuck Avenue, then a 36-inch diameter pipe between Shattuck Avenue and Burnett Avenue S. I Alternative Two includes a 60-inch diameter pipe between Lind Avenue SW and Hardie Avenue, then a 48-inch diameter pipe between Hardie Avenue and Shattuck Avenue, and finally a 36-inch diameter pipe between Shattuck Avenue and Burnett Avenue. This alternative requires an upgrade to the Rainier Avenue pump station to take the flows from Shattuck Avenue. The alignment of the proposed storm system was discussed at a project team meeting at the City on Friday, January 10, 2003. Based on that discussion and other discussions with the City, a pipe alignment on the north half of the road was chosen. The alignment includes a 60-inch diameter pipe between Lind Avenue SW and Shattuck Avenue, then a 48-inch diameter pipe between Shattuck Avenue and Morris Avenue, and finally a 36-inch diameter pipe between Morris Avenue and Burnett Avenue S. There are a few critical points located between Lind Avenue SW and Burnett Avenue S that constrain the pipe alignment. The following list details both the constraints and proposed alignment feature for each constraint. • Existing storm drainage invert at Lind Avenue SW (Invert elevation 13.44 on 60-inch concrete pipe to the west). This invert sets the lowest elevation available for all design alternatives. Elevation 13.44 will be used as the i connecting invert elevation at Lind Avenue SW. • Sanitary sewer crossing at Station 9+78 (Between Lind Avenue SW and Hardie Avenue). The sanitary sewer system will require revision to mitigate a utility conflict at this location. The City will allow a storm manhole to be located at Station 9+78 and allow the existing 8-inch sanitary sewer pipe to pass through the manhole if the sanitary sewer pipe is encased in a sleeve. i 10 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis Gray& Osborne, Inc., Consulting Engineers • Sanitary sewer crossing at Station 14+35 (Hardie Avenue). The sanitary sewer system will require relocation to mitigate a utility conflict at this location. The proposed storm and sanitary sewer alignment was revised at Hardie Avenue based on conversation at the January 10, 2003 meeting. The Preliminary Plan and Profile Sheets provided in Appendix A show the proposed revisions. • Existing storm drainage inverts at Morris Avenue. This intersection is currently under construction. The downstream and upstream inverts of the new storm drainage system at this intersection should be matched, as the pipe being installed is adequate to convey flows per the hydraulic model for this project. The preferred alignment between Shattuck Avenue and Burnett Avenue will utilize the two storm manholes shown in Appendix A as connection points at Morris Avenue. • Existing storm drainage invert at Burnett Avenue. The invert of the storm drainage system immediately east of Burnett Avenue sets the highest elevation available for all design alternatives. A preferred alignment was discussed at the January 10, 2003 meeting. The Preliminary Plan and Profile Sheets provided in Appendix A show the proposed revisions. The Plan and Profile Sheets provided in Appendix A show the chosen alignment alternative. As detailed above, two alignment alternatives were evaluated at the project onset. Alternative One was similar to the chosen alternative, though the final alignment alternative chosen is a mixture of aspects from Alternative One and new alignment features. Alternative Two was similar to Alternative One in plan view, with the only significant difference between the two alignments being a slightly greater pipe slope for Alternative Two in some locations in order to provide enough capacity within the 48-inch pipe. Table 9 below provides a list of pros and cons for the two (2) original alignment alternatives: City of Renton 1 SW 7' Street Drainage Improvements Pre-Design Analysis Februaiy 2003 I Gray& Osborne, Inc., Consulting Engineers TABLE 9 Benefits and Conflicts for Each Alternative lterriati�es pros Cons .x. . Alternative One Largest pipe diameter Requires replacement of feasible. existing 48-inch storm pipe upstream of Hardie Avenue Lowest potential for Higher construction cost. flooding during storm events in excess of modeled pipe capacity. Alternative Two Utilizes 330 feet of existing Highest potential for 48-inch storm pipe. flooding during storm events in excess of modeled pipe capacity. Lower construction cost for Requires an upgrade to the the pipeline installation. Rainier Avenue pump station and construction of additional storm drainage between the pump station and SW 71h Street and along Shattuck Avenue for future 25-year level of service. Reduces the number of potential utility conflicts. The alignment of both the storm and sanitary sewer systems was discussed for the intersection of Hardie Avenue. Previous alignment alternatives have been combined to result in the alignment shown on Plan Sheet No. 6 provided in Appendix A. Only one new manhole will need to be constructed for the sanitary sewer and storm system work, along with associated pipe and appurtenances. The portion of the sewer system between SSMH 5319-13 and Proposed SSMH A will be reconstructed to drain the sewer into SSMH A and then east to King County Metro manhole SSMH 5319-175. The existing alignment of the sewer system drains the sewer into SSMH 5319-13 and then southeast to SSMH 5319-175. With this revision, a new storm manhole can be located such that it receives flow from both the north and south drainage systems on Hardie Avenue. In comparison to setting two storm manholes to match the existing storm system at the intersection of Hardie Avenue and SW 7th Street, the advantages of the constructing only one sanitary sewer and one storm manhole at Hardie Avenue are listed below: • Reduced construction time i 12 City of Renton February 2003 SW 7' Street Drainage Improvements Pre-Design Analysis Gray& Osborne, Inc., Consulting Engineers • Reduced project cost • Fewer manholes to maintain • Fewer number of manhole lids susceptible to vehicular loading PARALLEL VERSUS ONE PIPE SYSTEM Portions of the existing storm drainage system between Lind Avenue SW and Burnett Avenue S. serve as collectors for various lateral connections to businesses and residences. Those lateral connections would require reconnection to the storm drainage system if the existing pipes were replaced. The cost estimate for the proposed alignment includes reconnection of all lateral connections. In some locations, reconnection will not be required, as the existing system will remain in service per the City's request. Those portions of the existing system that are shown on the Plan and Profile Sheets located parallel to the proposed alignment may remain in service. Another advantage of leaving the existing system in service is the added capacity available for conveyance and storage of stormwater for both the existing storm system and future downstream system (Based on modeling results, a parallel conveyance line is necessary to convey all 25-year flows downstream of Lind Avenue). POTENTIAL UTILITY CONFLICTS Several existing utilities within SW 7th Street will or may require relocation in order to construct the proposed alignment. This group of utilities primarily consists of domestic water, gas, telephone, and electrical lines. The depth of cover over these types of utilities has been approximated on the preliminary plan sheets based on normal depths for these types of utilities (2 to 4 feet of cover). In some locations, as-built drawings that were provided by the City and local utility franchises aided in determining a more exact depth for these utilities. Actual depths of several important potentially conflicting pipes will be determined during final design by potholing. Those utility franchises whose utility lines will require relocation must be notified well in advance of the beginning of construction. Relocation of existing water lines will be designed and approved per City of Renton standards. Two portions of the existing sanitary sewer line located west of and within Hardie Avenue will require relocation for the proposed alignment. The sanitary sewer conflicts are described below: • 8-inch sanitary sewer located at Station 9+78. Due to the depth of the existing sewer pipe and slope of the proposed 60 inch diameter storm pipe between Stations 1+15 and 9+78, a conflict with the sewer pipe was determined to be inevitable, thus requiring relocation of the sewer pipe. • 12-inch sanitary sewer located at Station 14+26. The portion of the sewer system that crosses the existing 24-inch storm pipe at Station 14+26 in a north-south direction will require revision in order to fit the proposed 60- City of Renton 13 SW 7` Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne,Inc., Consulting Engineers I inch diameter storm pipe through the intersection of Hardie Avenue and SW 7th Avenue. This sewer pipe currently drains north to an inside drop connection in SSMH 5319-13. In order to match the existing storm drainage invert elevation at Lind Avenue SW, maintain a positive slope, and maintain adequate cover over the proposed storm pipe, a storm manhole should be set at Station 9+78 with the sanitary sewer passing through it encased in a 12-inch diameter ductile iron sleeve and revisions to the alignment of both the storm and sanitary sewer systems at the intersection of Hardie Avenue and SW 7th Street (Station 14+26). These revisions are shown on Plan Sheet No. 6 in Appendix A. Revision of the sanitary sewer system at this location will include the following: • Construction of a storm manhole at Station 9+78; • Construction of a 54-inch diameter sewer saddle manhole over the top of the existing sewer at Station 14+35 (SSMH C); • Approximately 55 feet of 8-inch PVC pipe between SSMH 5319-13, proposed SSMH A, and SSMH 5319-175 located immediately upstream of King County Metro Sewer R01-9; • Construction of an inside-drop structure within Proposed SSMH A. The drop structure will tie-in the existing shallow sanitary sewer line extending south of SSMH 5319-13 at Station 14+35 with the proposed deeper sewer alignment. The slope of the portion of the sewer system between Proposed SSMH A and SSMH 5319-13 will be reversed as a result of this construction. As shown on Plan Sheet No. 9, a second portion of the existing sanitary sewer line will require revision to accommodate the proposed alignment of the storm system and a City request to eliminate the need for a portion of the existing sewer system near Shattuck Avenue. The City has requested that the pipe be replaced with an 8-inch diameter ductile iron pipe and a cleanout located at the northern right-of-way line where the pipe would connect to the existing 6-inch sewer stub on private property. Revision of the sanitary sewer system at this location will include the following: • Removal and replacement of existing SSMH ROl-66A with a 54-inch j diameter sewer manhole (Proposed SSMH B)constructed to a deeper invert elevation than the existing manhole; ' I • Construction of a 48-inch diameter sewer manhole (Proposed SSMH C) approximately 15 feet east of Proposed SSMH B. King County Metro; • Approximately 50 feet of 8-inch ductile iron pipe across SW 7th Street; I ,I 14 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis Gray& Osborne, Inc., Consulting Engineers • Approximately 30 feet of 8-inch PVC pipe between Proposed SSMH B and King County Metro Sewer RO1-11. • Construction of an inside-drop structure within Proposed SSMH B. The drop structure will tie-in the existing shallow sanitary sewer line extending west of SSMH RO1-66A with the proposed deeper sewer alignment east of Proposed SSMH B. • Connection into King County Metro Sewer RO1-11, including plugging of the existing connection into the manhole. Other potential utility conflicts have been identified during preliminary alignment of the storm drainage system. Some existing utilities with estimated or unknown invert elevations may require relocation. These utilities are identified in Table 10 below. Table 10 below lists the utilities that have been identified as potential utility conflicts. In order to more accurately label the elevation of these utilities on the Plan and Profile Sheets, these utilities are planned to be potholed during the design phase of the project. TABLE 10 Additional Potential Utility Conflicts—Recommended Pothole Locations Station Utility Type 3+10 12" DI Water Line 9+62 3 —2"Power Conduits (Concrete Duct bank?) 9+78 8"PVC Sewer 11+20 6" Side Sewer 14+80 12" Cl Water Line &2" Steel Wrapped Intermediate Pressure (STWIP) Gas Line 18+38 8" Cl Water Line 20+85 6" Side Sewer 21+40 8" CI Water Line 24+20 6" Side Sewer 25+63 1-1/4" Gas 25+82 16" CI Water Line 28+08 8" CI Water Line 29+15 6" Side Sewer 35+10 2" STWIP Gas Line 35+31 8" Cl Water Line 36+13 24"DI Water Line City of Renton 15 SW 7' Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers CONSTRUCTION PIPE MATERIAL AND EXPECTED LOADS The scope of work states that the proposed storm pipe shall be corrugated polyethylene pipe(CPEP), concrete pipe, or other acceptable pipe material. Pipe manufacturers recommend 2 to 3 feet of cover over the top of these pipe materials for suitable protection from expected loads, though the depth of cover varies from approximately 2 to 6 feet. The maximum expected loading for the pipe material is soil weight and H-20 loading from trucks. This minimum pipe cover is met or exceeded throughout the project alignment. The preferred pipe material for the proposed storm system was discussed at a project team meeting at the City on January 10, 2003. While there may be a cost savings during construction using CPEP pipe,it was determined that concrete pipe should be used for all pipe diameters of 48-inches and larger. Pipe smaller than 48-inches in diameter should be either CPEP or concrete pipe. At this time,we expect that leaving the option open for either pipe material for pipes smaller than 48-inches in diameter will produce more competitive bids for the project. The impact of using concrete pipe will be known better once those utilities recognized as potential utility conflicts have been potholed. In general, fewer utility conflicts can be expected using a smaller outside diameter pipe; however, concrete pipe has been used as an industry standard for large diameter storm pipe and many of the potential utility conflicts will likely remain conflicts regardless of what pipe material is used. The Plan and Profile Sheets show the proposed storm pipe with an outside diameter comparable to the concrete pipe. Manhole sizes were determined using this outside diameter(i.e., 60-inch concrete pipe has an outside diameter of 72-inches). There is adequate cover over the top of the pipe throughout the project to meet H-20 loading requirements. Buoyancy of the storm system may be a concern during construction for CPEP pipe. While a geotechnical analysis of the project site will provide more information, it is expected that the groundwater table annually rises above the invert elevation of the proposed storm system. Installation of CPEP pipe may require some pipe restraints, as it is significantly lighter than concrete pipe. There are several acceptable construction practices that prevent buoyancy of both the storm pipe and manholes. Manholes can be precast with additional surface area and weight at the base of the structure to prevent lift due to buoyancy. These additions to the base are typically formed as larger than needed base sections for the manholes (i.e., 108 inch diameter base section for a 96 inch diameter manhole). Typical pipe restraints include concrete collars, anchor block and restraint strap assemblies, and stake and restraint strap assemblies. The spacing of these pipe restraints will be determined during final design. 16 City of Renton February 2003 SW 7` Street Drainage Improvements Pre-Design Analysis Gray& Osborne, Inc., Consulting Engineers STORMWATER VAULTS VS. MANHOLES As shown on the Plan and Profile Sheets in Appendix A, a stormwater vault is proposed at Station 1+14 (Lind Avenue SW), Station 6+44, and Station 25+57 (Shattuck Avenue). Vaults were chosen over manholes at these locations since a vault takes the place of two manholes at each station. The advantages of constructing a vault instead of two manholes are as follows: • Reduced construction time • Reduced construction cost • Simplified connectivity of converging pipes Utility Vault Company was contacted regarding the constructability and cost of each proposed vault. As shown on Plan Sheet No. 9, both existing and proposed storm pipes of different sizes converge at Station 25+57. Construction of two manholes would be required to tie-in these storm pipes. In addition to a larger cost of the construction materials, the area required to set two 96-inch diameter manholes side-by-side is approximately 10 feet wide by 20 feet long. An 8-foot wide by 16-foot long vault would be required for the same number of connections. The trench size_required outside of the structure(s) for both options is similar. Also, this size utility vault is precast before delivery to the site, complete with block-outs for pipe connections, reducing the construction time and impacts to traffic. The vaults at Stations 1+14 and 6+44 would be 8 feet wide by 24 feet long and 8 feet wide by 20 feet long, respectively. These two vaults are more expensive than the vault at Shattuck Avenue, as the vault wails are delivered to the site in panels, requiring more construction time (and cost) to install. However, for the advantages listed above, installation of the two larger vaults still outweighs installation of two manholes. Two access points should be installed for each utility vault. Standard 24-inch risers and a round frame and cover would be consistent with the rest of the project. CONSTRUCTION PHASING/SEQUENCING As shown on the Plan and Profile Sheets, the proposed alignment is located entirely north of the centerline of SW 7th Street. This alignment was not only chosen because of the layout of existing utilities, but also to minimize the impact to both traffic, ingress/egress access to property owners, and pavement overlay of the road. As shown on Plan Sheet No. 14, the proposed alignment only impacts those travel lanes north of road centerline, with the exception of construction at intersections and a portion of the proposed pipe immediately east of Lind Avenue SW. During construction, the overall road width of SW 7th Street may require reduction to two lanes; however, those lanes used for traffic access should not be impacted by utility installation. Detour routes may also be required City of Renton 17 SW 7' Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers i during peak traffic hours. Project construction may require phasing to limit the duration of traffic impacts. ' I TRAFFIC CONTROL A traffic control plan will be established during final design of the storm system for review by City staff. 1 A comprehensive look will be taken at the overall traffic impacts to the surrounding J streets. Impacts to traffic such as level of service, lane restrictions for large vehicles, and impacts to businesses such as increased traffic and ingress and egress will be evaluated. Input from the City will be incorporated into the final construction plans and into a detailed bid item for traffic control in the specifications. Also, a preconstruction meeting with the City's traffic operations department and contractor will be held that specifically deals with traffic impacts and traffic control procedures. INGRESS/EGRESS ACCESS TO PROPERTY OWNERS ALONG STREET Vehicle access will be specified to be provided at all times to properties fronting the construction project. Notice should be given to those properties in advance of the start of construction stating that temporary delays are to be expected and that there will potentially be the need to prevent ingress/egress for a short time when the construction equipment is directly in front of driveway access points. Signs should be posted on SW 71h Street and all intersecting roads stating that businesses within the construction zone are open for business during construction. DISRUPTION TO RAINIER AVENUE As shown on Plan Sheet No. 7, the depth of the proposed alignment through the intersection of Rainier Avenue does not warrant boring the pipe. The average proposed -- depth of cover over the 60-inch diameter pipe is approximately four feet. Open cut installation of this portion of the storm system should be scheduled during the lightest traffic hours of the week. Manholes are proposed for installation at Stations 18+00 and 20+92, immediately west and east of the north-south through lanes of Rainier Avenue, respectively. The manhole locations were chosen in order to connect the existing storm system into the proposed system, and keep the center of the intersection clear of manholes. Construction of these two manholes, and the pipe between them, will impact east-west traffic and turning movements on the north half of the road. The installation of the storm pipe near Station 20+00 may require reconstruction of the traffic island located at the northeast corner of the intersection. The time required for that reconstruction will - have a longer impact on the northbound turning movement for cars heading west. Traffic signal detector loops are located at all four sides of the intersection and will require reconstruction following construction of the intersection. 18 City of Renton February 2003 SW 21 Street Drainage Improvements Pre-Design Analysis Gray& Osborne, Inc., Consulting Engineers DISRUPTION TO HARDIE AVENUE Similar to Rainier Avenue, construction within Hardie Avenue will have a significant impact to traffic. The layout of existing utilities will likely require work within the entire intersection. Plan Sheet No. 6 shows the proposed alignment of a new storm drainage and sanitary sewer system at this intersection. Construction will cause delays in traffic and require modifications to the existing traffic signal and channelization of the intersection. Traffic signal detector loops are located at all four sides of the intersection and will require reconstruction following construction of the intersection. DEWATERING ISSUES/PLAN Dewatering is expected for construction within SW 7th Street. A geotechnical evaluation of the site soils should provide a look at.the probable quantity of groundwater to be expected during construction. Dewatering has been included in the cost estimate provided with this report. We anticipate that water treatment tanks (Baker Tanks)will be needed onsite throughout construction for the purposes of pumping water out of the trench and removing solids from the water. Dewatering water should be pumped into the sanitary sewer system or other approved discharge location. The Metro sewer line located between Hardie Avenue and Burnett Avenue is a probable location for the discharge. The estimated water quality and quantity requirements for discharge into the Metro sewer line and/or the City's sewer system will be determined during final design. COST ESTIMATES A cost estimate has been prepared for the proposed alignment, described above, and is included in Appendix B. Cost information was obtained from manufacturers and distributors for construction items that required special attention (i.e., large diameter manholes and pipe, dewatering, etc.). All other unit prices are based on bid results obtained from previous similar projects. The project cost(including sales tax and 20% construction contingency) is estimated at approximately $2.9 million. The quantity of backfill material provided in the estimate assumes 100 percent import fill of all trenches. A geotechnical evaluation of the project site will aid in determining if this amount of fill material is required and will have a significant impact to the cost estimate if the quantity is substantially altered. The quantity of 12-inch diameter storm pipe and Type 1 catch basins are approximations. Exact quantities of these bid items will be estimated during final construction plan design. Other assumptions used in the cost estimate are stated at the end of the estimate in Appendix B. RECOMMENDED ALTERNATIVE The recommended alignment is shown on the Plan and Profile Sheets. The offset distance from road centerline can vary and will be determined during final design. As described above, the pipe has been aligned on the north half of SW 7th Street such that a City of Renton 19 SW 2'4 Street Drainage Improvements Pre-Design Analysis February 2003 Gray& Osborne, Inc., Consulting Engineers large majority of pavement repair and overlay is contained within the north half of the road. The intersections of SW 7ch Street with Lind Avenue,Hardie Avenue and Burnett Avenue S. are an exception to this general description, as a full overlay of these intersections may be required. 20 City of Renton February 2003 SW 2h Street Drainage Improvements Pre-Design Analysis APPENDIX A Preliminary Plan and Profile Sheets u') rn 0) CIQ a_ co CITY OF RENTON PREDESIGN REPORT S.W. 7TH STREET DRAINAGE IMPROVEMENT PROJECT PROJECT SWP 27-2959 Lj Lj Of SW 7T; SW 7TH ST. LJ z 2 3 4 5 6 7 10 SHEET LAYOUT CITY OF RENTON CONTROL NETWORK VERTICAL CONTROL DATUM 3RD ORDER, 1ST CLASS NAVD 1988 HORIZONTAL CONTROL DATUM 2ND ORDER, 1ST CLASS NAVD 1983/1991 STREET STATIONING ON S.W. 7TH STREET BEGINS STA. 1+00 AT NOT TO SCALE INTERSECTION OF S.W. 7TH STREET AND LIND AVENUE. CONTROL POINTS USED: CITY OF RENTON CONTROL NETWORK MONUMENTS NUMBERS 1854, 60, AND 1898. FB-F-1219�519101 1 4;5!> CITY OF PREDESIGN REPORT 1/31/03 RENTON S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT CONSULTING ENGI�TMNEERS DATUM _ Planning/Building/Public Works Dept. NO. REVISION EFY DATE APPR INDEX SHEET 1 !11:4] CB 16, C8-8 (96" DIA.) RIM 23.14 0) 1 E 54" CONC IE 13.44 WTR M' rn CB TYPE I SSMH 5319-4 W 60" CONC IE 13.44 RIM 23.9b NN RIf 22.72 RIM 23.49 ! NE 6" CONC IE 17.69 N 12" DI IE 19.46 STORM DRAINAGE NOTES E CONC IE 19.57 N 8" IE 19.24 NW 6" CONC IE 18.84 S 12" DI IE 19.46 SEI 6" CONC IE 19.67 S 8" IE 19.19 NW 8" CONC IE 18.84 W 6" DI IE 19.36 0- SW 6" CONC IE 19.82 _ _ I ,S 21" CONC IE--�3-.44-- SW 7TH STREET TO_�ALYE21�25- 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES W © - = _ k - DURING CONSTRUCTION. cf) - - - - - - FO P 2- T e �0's' ----_ Z OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM FO P q . 3ti :+ PIPE. _ 2.,G s 5 O FO-MH 0 FO-MH 0 FO-MH C 60" C�NCD _ _ 2"G 0 EX. 54" CONC SO = ' I NJ � w 0+00 3 {`r 1+ 0 60" ON SO P60" CONC SD N w HORIZ. 1" = 20': 0 _ In 20' 10' 0 20' 'w,s, p o 12" CI W i ivj 2" CI VERT. 1' = 5. W RK _ OT ER {�// W 6" SID rn p P P YY O CB f ( V) CB - RIM 22.63 3' °0 v RIM 22.83 s 6" CONC IE 21.43 !� j o I NW 6" CONC IE 21.58 CB Lu N CB �/ \ RIM 22.73 - I RIM 22.87 E 6" CONC IE 20.93 ( Q W 6" CONC IE 20.97 I Z !, R.O.W., TYP. 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I SEWER LINE ..... .:. :::...... .............:.........:...... .:........... ...................:.........:.........:......... ......... 15...... ......::: :: ..............................:.........:.............. .n. :::: :....: ::....... ......... ... .....:.............................:.........:.............. STORM DRAIN :. 15 SD :...................:...................:.........:.....:: .... ... ..::.-.-.-. :.........:.......................................:.........:................ .. 'w. ............:.........:..:.... ..... ... .. :...................................... ...... ..36 L F...gq.......... ............:......... L....80..CONC..... ............7.......€ ..... ........ ...................:.........:.........:.........:...................:...... .... ......: ... ... .. ...... .: PROPOSED STORM DRAIN / MIA SD .::::::::: :: 10......:.:.:...:.:.:.:.:.:..:.:.:.:.:.:...:.:.E...:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..:.:.:.:.:.'.:.:.::..........:.........,...... ..: GONC SQ.... .............. ...................:.........:.........:.........:.........:.........:.........:................... .......... ................................................... ................ .. ............. ....:... ....................................:...................:...................:...................:...................:...................:...................:.................:...................:........�Q....... :...................:.........:.........:.........:.........:.........:.........:..... ...................:...................:.........:.........:.........:...... ........:::: ::::I:::: ::::::::::::::::::::::::::::::......... .................. ........ ::::::::: ::::::::: ......... .........€......... PROPOSED SEWER LINE / MH ..............................:.........:................ .:::.......::: . . :.........:...... ............:.... . ............................. .. ......:......''. .. ..... .......... 5 :..................... .......... :.. .........: .................... :.........:.........:.........:.........:.........:...... ..:.........:.........:.... ..:.........:.........:.. :.............................:.........:.........:.................................................. ...... ..:...................:.... ... ..... w ........... ..............................:.........:.........:..................................I..................... ......................:.....................................: :.........:.........:.........:.............................:...... ..:.........:.........:...... ..:.........:.........: .. .... ....................:.........'.:.:..:: WW :.........:.................................................:.........:...... ..:.........:.........:. .. .... ...... Q Y Ul 0+00 1+00 1- 2+00 3+00 3+40 0 w Q U In ¢ 3 Nzzzw ;= 3 w 3oZ �<v� 0 j �I Z(jZQUc>z ci�I z z zr0 = rn m d o •upoo0 ? o O OZ0 ( I SW 7TH I ' p i1000000Up V) x i1U U .UZw 11 J�U00 1 �� U 0ZC3 _ _�. �p O OJ Z O"'�OON -00 j cM•i`0'"womw o� cMv`O�`O�n=pU� SHEET 2 3 4 5 6 7 8 9 10 11 12 +xl_; � �a�o��r + xl-i��NU�o > _ w M po r;pp co w) w^ ,� �o� ¢ SHEET LAYOUT Q ul.- --- - Q3 � N ci YEN N W �W Owww wwo N� �w6w Ow z LL o Z D - 295_902 CITY OF PREDESIGN REPORT 1/31/03 RENTON S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT », CONSULTING ENGINEERS �� DATUM Planning/Building/Public Works Dept. PLAN AND PROFILE STA.0+00 TO 3+40 sunLe,v�m�*w snos �eei�ea N0. REVISION BY fMTE APPR 'O1`'"O1°'n' ""� 2 °f'14 CB 16, D8-5 (96" DNA.) LO RIM 23.87 CB 16• D8-14 (120" DIA.) N N 12" DI IE 19.42 r° RIM 23.95 RCB IM 6. DO-4 (72" DNA.) S 12" DI IE 19.32 Q E 36" CONC IE 13.87 - - - N NE 48" CMP IE 13.82 (BECK) v S 24" PVC IE 14.7.8- - E 2!-COW-IE34.A2 (KUGGED) - STORM DRAINAGE NOTES n E 36" CONC IE 13.77 • - ! - - - -"°°- - W 36 CONC IE 13.78 SE 21" CONC IE 18.19 — -W-54=CANC-iE-137T - - I II S 24" CONC IE 15.44 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES ct) _ - CB I -- -W--36'-00NClE-3.94 DURING CONSTRUCTION. _ TRIM 23.77 IS 8'PN -.IE 20.07 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM SW 7TH 3T EET O PIPE. N 2"G -"•. r T-MH - - - _ 0 t EX. 54" CONC -'EX--SV'GONC S r - s _0 - EX. 36, CONC SD� 60" CONC SD = HORIZ. 1" = 20': O q bi 60" CONC SD _ 60" CONC SD U► 60 CONC SD 20' 10' 0 20' 40' o-z 24" CONC S rn _ I _ _ o+ to 00 N +- - - ? - + VERT. 1" = 5' 12" Cl W��_ �' iv _—` co �° 0 12" Cl w 7 N . zz � CB -z- -- - / RIM 23.60 ¢ CB 16, D8-3 (54" DNA.) N 8" PVC IE 20.85 RIM 24.63 N 24" CONC IE 15.63 CB S 12' PVC IE 17.13 RIM 22.89 E 24" CONC IE 15.86 N 6" CONC IE 20.64 CB _ W 30" CONIC IE 16.43 (PLUGGED) RIM 24.98 - - - - - - --BOfFGM-l-&43- - - - - - - NW 12" ADS IE 14.98 S 12" ADS IE 14.98 .......................................................................................................................................................... ....................................................................................................................:.....................................:............................................................................................................................................................... :.........:.........:.........:.........:...................: ......::: .....................................:.........:...... :.........:.........:.........:.........:.........:.........:.........:........ .........;.........:.........:...................:.........:............ ... .. :...................:.........:.........:.........:......::::::::::::�4'::::::::::::::::::i :::::::::: ::::::::: ::::::::: :::::::::i:::::::::t::::::::: ::`:h':':::: ::..............**,:::::::... :.........:.........:.........:.........:.........:.........:...... :.........:.........: :........�-!........:.........:.........:.........:.........:.........:... . LEGEND :.........:.........:.........:.........:.........:.........: ...................:.........:.........:.........:.........:.........:......... ......... ..... .. -- ...... :.........:.........:.........:.........:.........:....... ........�6......... ......... ......... .........:.........:.........:.... . 30 :.........:.......................................:........ ...........,.........:.........:.........:......... ......... .....:.:: ::.... :................ ....... ......' :.........:.. .:. :: 1.............................. ...................:...................:...................:. .............. :........ :........ ...........:...................:...................:...................:..................... ........ ............. 3Q ......::: : :::::`.:::::::::`.::::::::::::::::::: :'::::::: :::::::: :::::.::::::::::::::`.:::::::::`.::.......:.........:.........:...... .. �..... ..:.........:......... ......: ...............:. .......: . :........................................................ .. ..... .......... .........:.........:..... - ........:.. ...... .......:.........;.......... CABLE N LINE i W ......................................................:......... .........:p .. ....:.........:.. :.........:.........:.........:.........:.........:...... ..:.........:.........:.........:.........:.........:. ...... ....... .. .. ... .EXISi..:GfIZOf1ND.£LEV.......:: ::::::::::: ::::::::: ::::::::: y> ............... ........:.........:................. :.........:.........:.........:.........:.........:............ f0 FIBER OPTIC LINE :.........:.........:.........:.........:.........:.........:........ ......:........ :: �� :......... . .........:.........:....... ... :.........:.........:.........:.........:.........:.........:.........:........1:...................;....... .:......... ......... ......... ...................::::::::€ ..�::::: n. :.........:......N ;.........;.........:.........;.........;.................. ......... :::: .. ...: ........:.........:.........:.........:N .. t:.........:.........:...... .. .... ....... .... .. .:... . ..:....... .: .................:..................................... ...'----............. ............:...................:...........................................................:....................... ..................:...................: .... �... ... ......'��.)�pn..................�......wc......... G ...... ?� .............q�...... ........ ......:......:-. ..:::: GAS LINE ................ .........:................ :::: ........................................................: .. I ..:......... .........:..... :......::: .......:.........:.........:.........:.........:.. :I::f:::::: ' '.:::::: ::::::::: ::::':::: —P POWER LINE :......... ...... :...................... ...................:...................:.... . .................. :.........:.........:.........:.........�... :.........:.........:.........:.........:.........:....:.::::::::::::: ....:.. :.........:...... :......... ..... ::�: .. :::::: :::::::::Q::::: ........;.........:.........:.........,.........:.........:.........:.... ......... : ......E.:.:.:.:.:.::.:.:..:.:.:.:.:.:. .......:.:..:. :......: :..:::.: ....:...... ;......... TELEPHONE LINE ... ... .,. .... ... " 20 :................ ...............:...................:........... ;...................:......................................:......................................;.:.........:...:.::.:................ :..._:... DF..54..SD.:................... :.........:............:.:.:.:.E.:.:.:.:.:.:.:.:.:..:.:.............:.`:...... :.........:........ �.......:...... W :.........:...... ....... ...... WATER LINE ................ EX 36" SD . ..... ......... ......... SEWER LINE _. .................t i.:.:.:.:.:.:.:.'.:.i.'.:.:.:.:.:.:. .,....,.,.... .................;......... :.........::.....1 SD ..........................................:.......1.......... :.........:...... STORM DRAIN :.........:........ ................................................................................. :.........:......W . n. N .... ._..:0. 7..:......... .........:.........:.........:.........:•16t f.:60" EONC SD S= Uc0007:::: :::::::::;::::::::: ::::2 L. .::::: ... ::z327.LF..60..CQ.G.SD...S....4..OP.....................................................:................................................... ....................:.........:.........:.........:.........:...................:......... .........:...... ......� ......... .........:...................:......... .........,.........;.........;.........:................... .........:...::::::6:::::::::E:::::::.: :60" GONG S0-: ....... ......... .......... PROPOSED STORM DRAIN MH ........:.........:.........: :. . : ........ ::Ste:D.0>107:::: ......... .........::::::::::E.......I.Q...... ..............:..:.:.:.:.:.:.".li: E............................................................................E...................:...................:.....:.:.:.:.:.::.:...................:...................:...................................... . :.........:...... :.........:.........:.........:.. :.....'.'... ....................1.Q...... :.........:.........:.........:.........:....... ... :.........:...... .........:.........:.........:.........:.........:.........:.........:.........:.........:.........:..............:: .........:...... :.........:.........:...................:...................:........1. .........:........::.........:.........:...... :`:i:::::::':::::::::E::::::::: :::::::::;::::::::: PROPOSED SEWER LINE M H :.........:.........:.........:.........:.........:.........:.......................................:.........:...................:...... ..: ...... .........,. .......:.........:... . ...:.........:.........: 5 ....................................:...................:.........:.........:.......... .... :..................................................... ::.....::: :::: w w .....:...................:.........:.........:...... -' ::..................::.................:..................:..................:..................:..................:.........:.........:.........:.........:.........:..:......: .. ............... .. . w � l. . : : : : : . Pp i3+40 4+00 5+00 6+00 � N 6+80 w La z3 w 3 w t= Z w m +i z C) z z z a -H 3 co x c�a- ou u ou c I SW 7TH . ST. JO coN O O -Ie N: O = O: O: OJrn N� v " J OwDJ�J SHEET 3 4 51 6 8 9 10 11 .12 + n I rn + I 't r ^ in.n Ln em u)= J co co x J 0,� !0 Cp Ln w w w 17 ri ui ¢ SHEET LAYOUT 3 u>-cn En �w �m �w-ui cr �wW�w�W� z D - 205003 J CITY OF PREDESIGN REPORT 1/31/03 RENTON S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT CONSULTING ENGINEE ow � DATUM - Planning/Building/Public Works Dept. '" RS PLAN AND PROFILE STA.3+40 TO 6+80 NO=urns,vwa�rw son xcu ewsseo . REVISION BY DATE APPR "^� �""°0010'" �' 3 ="14 0 -- — — �e,m-- — - - - - - - - _ - - - - - - - -" STORM DRAINAGE NOTES LO N _ _ - - - - - - - -- - - - - - - - _ CB 16, D8-2 (48" DW) r- r CB RIM 25.66 I 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES N RIM 24.98 N 6' CONC IE 20.96 I I DURING CONSTRUCTION. 0- N 6" CONC IE 22.23 _S 6' CONC IE 20.86 SSMH 53119-11 SW 7TH STREET-- — — "S 8"-CONC-lE-20.66 — 4" CONC IE .16.41 III RI 26.04 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM �2 8" PVC IE 18.54 I PIPE. CA - W Y4' CONC IE �5,-96 a yy 8" PV IE 18 S 8" PVC IE 18. i N F" F M STW IP) r� ' 60" CONC S - — p 60" CONC SD G1 60" CONC SD x y to HORIZ. 1" = 20': w D 24" CONC SO w w 20' 10' 0 20' 40' cn _ 0 _ 00 7+00 8+00 9+00 10+00 o VERT. 1" = 5' �o p 12 Cl '� 12" Cl v w ------------- �i, r o -- c+ N —=�=_ ° Z a °,�. — _ — o z - - I i w x U 4 0 12" SD CB Yt OF P RIM 25.07 f o �CB 21, D2-15 (48" DIA.) N 6" CONC IE 23.07 2 v1 RIM 24.84 SSMH 5319-192 o WNW 21" CONC IE 18.74 ( RIM 25.41 o S 21" CONC IE 17.99 ��—L= E 12" ADS IE 20.34 W 6" PVC IE 19.26 W 8" PVC IE 19.21 -- " w N 8' PVC IE 19.16 i ............................................................................................................................................................................................ ..................................... .... ................... . . ............................................................... . .........:.........:.... ... �: ern...,.........:........ uj......... ......:::::::::::: ::::::: :::..::::::::::::::: ::::: •• .........:.........:.........:.........:.........:.........:.........:. :.... ... . :.........:.........:.........:.........:.........:.........:.........:.........:.... .........:...................:�. w ... .........:.........:........1�.......m:.........:.........: a W:::.w; tJ::::::::::..................... ......... :.........:.........:.........:.........:............. a................................ ....... .... LEGEND ......:...... r........:.. "....�:rt .:.........:.... .:.........: :.................................................:.... ...:..................�+:...........:::::::::::::::::". ...... . .............:.........:.........:.........: :.........:.........:.........:.........:.........:.........:.........:.........:.... �N.........:.........:......p! .......,(y:.........:.........:.........:W:......�:N .... ....... ....... 1�......:.......................:......................................:...................:...................:...................:...................:...................:............N.......................................................... .................................................................................................... .....5.....:.:.:.:.:.:.:.:.:.:.:.:.:.:.:�A:.:.........:.:.:...............:.:.:...............:.:........3Q....... .........:...................:.........:.........:.........:...... :...... L.......w,...... a......�:w..W...:........ ..:... .... . .........:. ......... .: .....................t...... .......:........ i.T.............. .:.:......... .......... ..........:...................:.........:...... :T.......�.......... ... :.........:.........:...................:.........:.........:.........:.........:......r::..........:......... ......o :...................:.........;........ cv.....:........ ... .. N CABLE N LINE :.........:.........:.........:.........:.........:........ :EXIST.:GROUND•fL--EV:... ::::::: :.........p.........:.........:�::::::NE............... M.3::::::::: ......:::;:::::: �...:......... . :....... ......:...... . :...................:....................:.........:....... N�y......... .........:.........:.........:1........: ....... :.........:....... AT 12.O.W....... a .r . .. N. r .......00:wz '::::::::: .N::::::: ::::.::::'::::::::::' FO FIBER OPTIC LINE :... ....... .............................Np,}qy.................. .. ... ......... ....:........ :.........:......... .........:..... ... .CO to. .............. ............. ....... ... .............................. :.........:........................ .... .....:..........:.... ...... 'fiR7lelR.R .................:...................:............. .: .......... ............... ...... ........ : ... ........................................_....... QD � ........... G GAS LINE rr ....:.............. .:.........:......C3 ....... .. :.........:.........:.........:.........: .........:.........:....... .. �: .. .. .. :....... ........ .........:................... ...................:.........: ::::::::::::::::::::: a:......... ......... .....�.�.Do..... ...ff...,......... . ....... .................... .................. .................................................................o. ..- ...........................:..... P POWER LINE :.........:...... .........:.........:.........:.........:.........:.........:...................:.........:....... .........:. ..........�p� :.........:...... :.........:.........:.........:.........:.........:.........:.........:.........:.........:....... .......:.........:.........:.....r.1 .. :.........:.........:. �: ............:.........:.........:.........:....... ... ... .. .. .......: :r:::::.: :::: :: ::::::::: 20 T ...... ..................................................................................... ...24....50...............................................................---...........................-................................... ................................................................ .:.':............. .......-:.....::.:...... ............. TELEPHONE LINE €X, ........... .... ................................................ .........:...... - .........:........ ................ .................... .........:.........: W WATER LINE :.........:... .......:.........:.........: .........:........ z.......:.........:......::: :.........:...... .� Z.......:.........:.........: SEWER LINE S 1.. .......:.:.............:..:.:.:.:.:.:. w :.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:.:..:.:.:.:.:.:.:.:.:.:........1........... .........:...... SD f� STORM DRAIN ................M ,...................:.........:.........:. 4.:. .. .... :::9 :Lf.:1CONG.60..SW::......: :. ....t 4...L F......:.. ....:.........:.�36:L:6<:60':CONC:SD:5=:;T.0007: :.................. .... t......:::6::::::� ;::::::::: ::::::..: ::.......:.........:.........:...................:......... .....::::€:........ .........:.. SD ...............:........ :.........:...... :......... ......... .........:.........:.........:.........:......... .........:.........:......... .........:.........:.........:.........:... _ PROPOSED STORM DRAIN MH 0.. N .S ... . .......:. .................. :.........:.........:.................................................:............................. .......................................:........ :...:S :0 000.7.:::::::::::::: :::::::::E::::::::.. / :......................................:......................................:...................:..................:......................................:...................:...................:...................:.......1.9...... ........9...... ::::::::: :::::: .: :........., .. ......... ................... .. ......:........I.......... .........:......... .........,........- •-••---. .........:................... .........:.......... ........ ................................................... :.........:...... ::::::::: :: ......:::::::::::::::::::: .........:.........:.........:.........:.........:.... S .........:...................:...... ..:.........:3 ...o o..... ��. .:. ^ :.........:....... i.........:.........:.........:.........:........I:......... ..::..... ......... ......... :::::::.:: .........:.........:.........:...... ..:..................N .,... w':::::E'fXIST:: :: ......;.........:........................................................................................ PROPOSED SEWER LINE / M H .........:.........:.........:...... ..:........... ems. .edb[p ..._...N.. .................. ... .... .:�......—v M� �Yw' .... ... :.........:.........:.........:...... .: ....r...:.....t. .-r.Wit.. ......;.........:......... .........:.........:.........:.........:........ :.........:.........:.........:.........;........:: S ...... ...................... ..... ....... ..- .. .-...... .. ........ .... ............... .................... ..................... :.........:.........:.........:...... ........,.: .. . ... . .............:.. ......:................... .........:.........:.........:.........:..... .. .. .. ..:...... ........ ........ ... ...:.........:.. ................:......... .............................................:...................:.................... ....... :....... .. ...:.........:.. ................:...::::::.::::....:::::::::::::::::::::::::::::::i:::....:.::.. :.........:.........:.........:...... ..:...... ....... :............. ................:......... .........:.........:.........:.........:........I. .. ... .........:.........:.........:...... ..:...... :::::::: :: ......:.........:..:...... .........:.........:......... w:.........:...... . :: w ...........:.........:...... :....... ._......:... n ...:.........: . . . =--------- ------...:...................:.........:........ : .. .. w Q a 0 0 a Q ...........:...... .:.........:........ :: ......:...... 6+80 7+00 a N 9+00 10+00 10+20 I L- w w w o �Q z w................:.. i.... Q 15 ...... t. 15 Ll :...... d — _�_. a ::.! .... — 3 +i 3 SW 7TH ST.:... �� o Ln�o........:...........�. �.•::: : o0) �, � N 13 4 i6 ," 7 8 9 11 1 :............as.....:.............. ..de ........ ao r SHEET ' LJ m �0.'TYI:'dCC�........: +10 � I�0O1i +I�vIwO ti.:.:.rs..l..... :. t1S ......NSi:........: M > :.t:::'::I:�mn....:....."'�' �mr�........: � a SHEEP LAYOUT ..�tri[�....::::::::~ N: �fiti:::::::: av d �� avio m v....��.... vl o in 0_W cn o In of z ::.......... ij CITY OF PREDESIGN REPORT 1/31/03 -L RENTON S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT � DATUM CONSULTING ENGINEERS Planning/Building/Public Works Dept. ono rv,rnc,v�ismc ssu' "�mmssw NO REVISION BY DATE APPR PLAN AND PROFILE STA.6+80 T010+20 rn - - - - 0) _ - - - - - - ri — — CB 16, EB-14 (48" DIA.) STORM DRAINAGE NOTES N RIM 26.03 0- N 6" CONC IE 19.33 S 6" CONC IE 19.33 1 CONTRACTOR TO PROTECT EXISTING STORM PIPES W 24" CONC IE 16.68 E 24" CONC IE 16.88 0 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM SVC_7V STREET � / PIPE. Ci 7. w 2"G N - STW IPLL _- ter;, 60" CONC SO 60" CONC SO _ N Of 24" CONC SD — — _ _ N EX. 24" CONC SD to _ _ + p I 11+00 T� - - 12 f00 - - - _ 13+0 - - - K) HORIZ. 1" = 20': - _ = —T d 20' 10' 0 20' 40' w -- io 12" Cl Vr' z - _ z � _ y� Z3 VERT. 1" = 5' F — — -- --.�-- / i - c I I ....................................................................................................................................................... ................................. ............:....................................................................................................I ..........fn..................................................................................................................................................... :.........:.........:.........:.........:.........:......... . 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W WATER LINE .........:......... ......:.........:......... i : 3......i.........:......... S �•••••••••�••••...... � SEWER LINE :...................:.............�. ..................:...................:...................,.......15........ SD :.........:...... .. STORM DRAIN :: ............ ;..�......:....... .. .. :.........:...... ::::144:L'.f:.:6Q :CONC:Sf :S=:o:4 ......... ::::::.. .........So;......SU;S=:000a7.... ......... .....::::t::: ::::aS......... CONC 50:s=:o:0007:::::: ..... SD :.........:...... :.........;................... .........: ........:.........:.........:.........:.....-- :. :: .. ... ..........i...... ...........:.........:.................... .......... ........:.........:...................:.........:.........:.........:... .....:.........:.........:.........:.........'----.....:... PROPOSED STORM M DRAIN MH ::::::::: :::::: :::::::::i::: ::::::::: .........: ........;.........;.........:.........:....... :.........;......... ... .....;.........;.........:.........;.........;.........;.........;.. .. 0 / .Q......:...................:.............. .:...................:...................:...................: .........; ........;.........;.........:.........;.........;.........;.........:... .....;.........;.........:.........;.........:.........;.........;.........; ......... ......... ......... ......... ......... ......... .......... ........:.........:.........:........................................... ...............:........................................................... : i 1 ......... .........: ........:.........:.........:.........:....... .:...................:... .....:.........:.........:.........:.........:.........:.........:......... 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JIf N 0 3: �I{�3 I I I I I -- I -- L I I I m �o Ao NJ� N� �� N`O SHEET 2 3 4 5 6 8 i 10 11 12 Ic w ^m: w ¢ SHEET LAYOUT avid �� dLn �� o Fw Lno� �w Z D - 20_905 J CITY OF PREDESIGN REPORT 1/31/03 � ��_1 RENTON W S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT CONSULTING � Planning/Building/Public Works Dept, PLAN AND PROFILE STA surnc,vwoc�ISM IS— NO. REVISION BY DATE APPR 'O1`"`"'"'a' .10+20 TO 13+60 "�� 5 '�14 CB I SSMH 5319-308 0) SSMH 5319-13 I RIM 25.02 RIM 25.41 NOTE: LO 25.43 E 8" CMP IE 22 E 8" PVC IE 16.41 SSMH 5319-175 THIS STORM LINE SHALL N 8" CONC IE 17.13 _� W 8" PVC IE 16.36 (METRO MEASURING MH) REMAIN IN SERVICE. SSMH 5319-12 i CB 16, E8-3 I(48' _RIM 25.69 CB 16, ES-12 STORM DRAINAGE NOTES r RIM 25.56 (INSIDE DROP) DIA) N 8" PVC IE 16.51 (48" DIA.) N E 8" CONIC IE 16.76 NW 8' CONIC IE 10.93 I CB \2" CONC RIM 25.00 RIM 25.55 ``IE 9.54 (ABND.) W 24" CONC IE 17.15 W 8" CONC IE 16.91 S 8" CONIC IE 16.98 W 8" CMP IE 0.90 RIM 24.68 SE 12" CaNC (PLUGGED) 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES (INSIDE DROP)(ABND.) E 8" CMP IE 1 --aW 6" CONC IE 22.78 \ CB 16, E8-11 (48" ) - DURING CONSTRUCTION. E 12- CONC IEa10.88 S 12" CMP IE .60 �� 9.79 E 24" CONC IE 17.35 RIM 24.92 �_ CB S 2' PVC IE 10.88 In �� = �C B 16. E8-18 (72" DIA. W 12" PVC S 24" CMP IE 17.35 yy 24'CONC IE 17.62 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM RIM 24.96 i° (N (CORE DRILL `�" AlM 25.35 I�9.94 (NEW) N�6' DI IE 19.10 E 24' CONIC IE 17. PIPE. N 6" CONIC IE 222.7 w 0 0D SE MI CMP IE 16.01 (C RE DRILL) N PLUGGE) N 12" CMP IE 19.74t SE 6" CONIC IE 22.71 w S 6" CONC IE 22.66 can �' W 7T STREET " w 4"G-_ N _ N0 p `` _ - ^--r - _ N 60" CONC SD / - n - �� EX. 24 - - - - w - 60" CONC SD ' CONC SD HORIZ. 1" = 20': O b S" S o0 20' 10' 0 20' 40' 14+00 sp + z rn T - 15*00 + 16+00 - - - -r- - - 17 Q VERT. 1" = 5, w CI W N 18" CI W N z - - ~ PROPOSED ro z SSMH A (54" D w T - _. - - - - - - - -_ x - - T T - - 0 FO i FO MH H J - H FO- - - - - RIM 24.98 I P! � CB 16, E8-17 (72" DIA.) N 6" CONC IE 23.08 CB 16, E8-4 (48' W) RIM 25.31 I RIM 25.53 SSMH R01-9 (METRO) W 48" CMP IE 17.31 W 24" CONC IE 16 RIM EL. 25.97 E 48" CMP IE 17.46 z NE 24" CMP IE 1 3 ,, ILIJ S 108" CONIC IE 0.92 N 24" CMP IE 17.45 (BECK) o0 N 12' CMP IE 19. E 108" CONC IE 0.92 S 12" CMP IE 17. N 12" CONIC IE 7.00 (EST) I m SE 6" CONC IE 21 23 L NE 6" CONIC IE 21 33 �............. 1 ........... . :,,__ .......................................................... :.........: .:.........:.....rn..:...•..r. F...... .. ....... :':':':'::: .. ....... ...':: .. .......... ... . .:. .:....... . w..,... N. .. ..... :. ... .:. ...:.. ... ... ... 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TV CABLE TV LINE :................. . ...............�.._:....I..w A. .....w.........:. ................................................:.........:.........:........ ....... .... .... ......... :................. .av .. ..M.F..N.OD..... K K/ svay.�a tv ..... ....... ....... 25 aReccecX: -- :::::: 25............ ....:..............fi. ................................ vxvkaxvrivw.. :vAsoiv�iv�ai-: :. ... ...... FO FIBER OPTIC LINE :.. :....... ...... f- '...'.':.:' .........:...................:.........:.':' �. ................. .. .. .....:I. :.........:.......:: ::::::::: :t:::::t: .::::::: ::k::j: k;::::::.:'o::::::::: ......... ......... ......::: :: :.........:.......... ........:...................:.........: ......:.........:.........: :.......� .........I.E.......:..aao o:.:nl I I.,......... X....� ::::::: ::::::::. ......... �:::::: ::::::::: :::::::::: G GAS LINE ......... ....... N :: F .... .:::::E)(t:48';Sb: ::::::: - - - - 4$..SD..- ...._._- - - ..... ..... ::: ....:::::: ...... 20 E......... .......0.. ......:::I:[:':EX.: 4 �� I I . .:fF?:�_:_:^: '�: :. �:� ��: P POWER LINE ..........:.......o :........ EX: 24':SD EX. 24"•.SD::: ::::::::: ......... ..'... ... .::::::: . T TELEPHONE LINE p.........:..... ... O'......:.........,...':::::: - WATER LINE co 15 .................w: SEWER LINE :.........:::::::. :::::::::: :136:L:F. 60" CONE:SD:S6i:0:0007:::i::::::::: :::...... ....:::::'::226:L'.F:':6Q:1CONC:SD:5�:1).0007:::: A...... ......... ......... SD .........:......? ......167: L CONG .........:.......�: _. O �ti :.:.::':: ......:' :.........:.........,.........,.........,.........,.........,......... ...................:.............................. STORM DRAIN :.........:......... .... ....,S_..0.000?....... ........:.........:.........:.........:......................a..... :.........:......._. :12":S: .. ....... ... .. :: yy�.�E 12 q p8..5.. 'y L. .. ul: .... .. 10 .. .. -.- - - - - - - - - - - - - .. SO .................. .............................. . .........:.........:................... ...... ... ..............,.........:...............................:....:':':'':'.':':':':'..':':':':':':'....':'':'.:':':':':':':':':':':':':':':'.':'':'.:..'..'.':' .:':':':':':'':':':':':'...':'':':':':':':..':'' 10 :.........:....... . ...................:................... ...... :.... ....:...................:.........:...................:.........:.........:.........:.........:.........:.........: PROPOSED STORM DRAIN / M H :....... .: ::::::::::::::::::::::::::::: ......E......::' ::::::::: ::::::::: ............:::::: :::::: :::::: t.. ....:.........:.........:.........:.........:.........:.........:.........:...................:.........:.........: :..... ..::.........: :.........:..............: .................... 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TO 17+00 trwntt,v�amcn"aan Inv ta�sam NO. REVISION BY DATE APPR '°""`n'�'n' "" 6 ''14 �` / RI � SSMH M 25 GREASE INTER.) RIM 24.97 � S 8" PVC IE 19.94 N 6" CONC IE 22.52 _ N SSMH (GREASE INTER.) S 12' CMP IE 22.22 tl- RIM 25.D8 CB 16, ES-13A (48" DIA.) /i CB 16, F6-22 (48" DIA.) STORM DRAINAGE NOTES N N 8" PVC IE 19.74 RIM 24.79 CB �� RIM 25.48 Cg W 24" CONC IE 16.67 RIM 25.18 f�� W 24" CONC IE 18.35 /� / 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES RIM 24.28 S 24" CONC IE 17.34 SE 6" CONC E 24" CONC IE 18.20 DURING CONSTRUCTION. S GONG IE 22.58 E 24" CONC IE 16.72 IE 21.88 11L 12" CMP IE N 6" CONC IE 20.0t 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM SSMH 534.9--16 SE 4" CONC IE 21.0t CB 16, E8-13B (48" DIA.) PIPE RIM 24.37 y� /RIM 26.13 _ 1 E 24" CONC IE 17.73 - m N 8" CONC IE / W�E' ONC IE 8. 7 SW 7TH STREET; ;'l w 24" CONC IE 17.53 W 6" CONC IE 21.43 HORIZ 20' I EX. 24" CONC SD + >- In 20' 10' 0 20' 40' N - - - - - o O w p 2 G EX. 30" CONC SD 60" CONC SD 60" CONC SD rn n EX. 48" CONC SD / 20+ o+ - - - 1 00 - Q y- -�- - - 19+00 - - - - d Id LA W x � FO-MH N ti 18" Cl W j N 2" G JFO --- - X FO (2) 12" DPE CONDUIT 2G L� CB 21, E2-5 . F FO RIM 24.42 \ CB 16, E8-21 (7Y DIA \ `� / CB 16, EB- N RIM 25.17 RIM 25.08 E 6" CONC IE 22.92 V /o RIM 25.40 ` W 30" CMP IE .A .67 �P /� E 12" CMP IE 23 23 Q N S 12" CONC IE 18.90 E 30' CMP fy/17. 7 / tt CB 16, E8-16 (72" DIA.) A, E / WSW 12" CONC IE�2j3.23 RIM 25.14 �(`7, � `V W 6" CONC IE N 24" CON IE 9 / _ W 48" CMP IE 17.34 �� N 12" CONIC IE 17.88 S 12" CQNCy1 2t / RIM�LS�Z59_tt E 30" CMP IE 17.34 /� a/RIM 25.84-3 SSMOOR01-1 R6)- � (MtT � p , tt RIM 26.37 - // W 108" CONC IE 1.24 / G ' E 108" CONC IE 1.24 .c........... ............. ........... .....................�. ................ ........................ ........................................... ........................................................................................................ :: ' .. ............ ... ...... ..... :.........:...................:.........:...}.....:.........:.........:.........:.. .....i-..... ..:......... .................... ....:.........:.........:.........:.. .....:::t::::::::::::::::......:::::::::::'::...:.........:.........:....... :.........:...................:......... ...w....:......................... .... ....... .. .... :.........:.........:.........:.........:.........:.........:.........:.........:....... .......:...................................: :.........:.........:.........:.........:... .. ......: ....... 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FO FIBER OPTIC LINE :.........:...... .:.........:.........:...F+....:...................:............CJ...d:C?I........:.........: a ....... .... ....... .. :.........:.......�.:.........:.........:.... ....:...................:.........:..... ....... ....... �. ....... ... :h'�RTRllPiNAPAv4P.tV ...... ::: ...:.'. ....... ..... .9F�.•• e... 1�1STJ57lAY "A[�dcQ[ri .CP�Fe ...................................................H �asana v.....amsm ..I..:1:.:...:. 25. ......................................................................:................ .........:...................:......... .... :................ -._..........__........,..........-._ .... 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".. .................�j. ... .... ....................:....... ::::::: ...... ....... ....... .... .... ... . SEWER LINE ...........:...................:.... .... ........:...................:.........:..................... is :.........:.........:..... .... ........ .........:......... .........:.................. ... :::� :.:::: ......::: ::::::::: ............................................. ..,.. .......................................... ...... ._......_ .....V..'.............. :.:.......:......... :.........:. ....Z' _ e ........ ... w. .. STORM DRAIN ... ......... ........... :.........:.. 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PROPOSED STORM DRAIN / MH t0 ..... ....... t' :- ..... . :.........:. :..... ................�:..r:.....: ..:...........: .. . :....... ..:..............E......:.:.:.:.. ... :.........:........: ::::::: ::::::: :.....::::::.:::: : ::::::::: ::::::::: ::::::::: ::::::::: ......... ..............:.:.:.:.:.,... 10 ...................:.........:.........:...................:........I:E::::::::: :::::::::E.........:.........:.........:.........:.........:.........:....... :.........:.........:.........:........ .:.........: ..... .. - PROPOSED SEWER LINE / MH :........:.........:.........:.........:.........;.........:...................:.........:........::I: I:: ..:::::::::::::::::::::::::.: :::::::.: :::::::::E:::::::::E::::.:.:: ................................................................................................:..................................... ...................................................................................................:...................:...................:................:...................:...................: 5 ......:.........:.......... .:.......:.:.....:...:.........:..:......:.:........:..... .. > > :...................:......... 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CONTRACTOR TO PROTECT EXISTING STORM PIPES MH (54" DOA.) — N 6" CONC IE 19.29 DURING CONSTRUCTION. — J / ll� 1 RIM 25.83 S 6" CONC 11 19.29 N_-15" CONCIE 119.06t SW 7TH STREET E 24" CONC IE 18.34 a I f S:=15" CONC IE 19.1 W 24" CONC IE 18.49 c�i 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM LJ PIPE. ". NE 12" CONC IE 21. t — _ N -- n — " CONCT ` X' 24- CONC j HORIZ. 1" = 20': 60" CONC SO = y 20' 10' 0 20' 40' w f 0 ° 22+00 3+00 w In g 100 1 » C - + M 2"G (STW IP) / 2"G (V Z 8" S 8" S ' 6" S --- w T-- T — — _ - - — — — — — — — — — — z SSCO - - - -� �� -- - - - - - -- - - -- - - - - - --� MIS(_ FO — _ O x CBRIM 25 RIM,�245 93 tt r� tt FO=MH— W 12" CMP IE 23.41 N 15" CONC IE 21.42t _ — — — _ ` CB \ SSMH �E 12 _GONG IE P'�S/- — _ _ _ — RIM 24.02 5319-17 r -�� — — — -! — — — E 12" CMP IE 21.67 RIM�5119-- �— — - -A 6" PVC IE 20.09 \�11 S 6" PVC IE 20.09 E 8" PVC IE 19.94 I _ W 8" PVC IE 19.99 -}- w Li �. 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REVISION 6Y DATE APPR PLAN AND PROFILE STA.20+40 TO 23+80 "Q° 8 '14 SSMH 5319-20 N I RIM 23.97 PROPOSED SSCO N 18" PVC IE 14.07 S 18" PVC IE 13.87 CV CB TRANSITION FROM CB 16, F8-1 (54 DIA.) > I _ I STORM DRAINAGE NOTES RIM 24.07 6" PVC (PRIVATE) RIM 24.49 a I CB 16, FS-19 (54" DIA.) N TO 8" DI (ROW) .. RIM 24.0.5 S 12" CMP IE 21.9l7 N 12" PVC IE 19.39 I MH (48" DIA.) j - �B E 24" iE 1g?9-�� z W I N 12" PVC IE 18.42 RIM 24.52 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES > W 24" CMP i�T9.34 NW 12"CMP IE 20.25 NE 12" CMP IE 19.90 DURING CONSTRUCTION. U) RIM 23.90 S 12" CMP IE 21.75 �a � I NE 6" CONC IE 21.75t S 24" CONC IE 20.47 �-. N E 24" CMP IE 19.95 E 24" CONC IE 20.64 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM I SSMH R01-11 (METRO) N I W 24" CONC IE 18.85 PIPE. RIM 24.59 CB - i W 24" CMP IE 20.62 Z S 12"PVC IE 18.77 OD '-�n _ • W 108" CONC IE 1.56 RIM 23.56 Go I <r I 0 CB E 108" CONC IE 1.56 SE 12" CMP IE 20.76 'cn �(g .: RI k(� to / 1 II - RIM 23.88 ;SE 12" CONC IE 7.36t SW 7TH STREET O RIM 3 21 SW 12" IE 21�,,1'_ _-- -?, � HORIZ. 1" = 20': J _ r� L... �6 CONC IE 2 . 1 �f - - - - - - - - - - - oo _ -- _ - N 20' 10' 0 20' 40' IW 2 60" CONC SD EX. 24 0 48" CONC SD 1124+00 N 25+00 26+00 27+00 _ N - -- - - ------ 18"La - - - 8 ro 2 O - - 8,• CI W - - - - - - - - - - W x 8" S PV 12" S 2"G C 012" HDPE O� SSMH 5319-18 (R01-66) SSMll R01-66A RIM 24.28 z RIB}124.58 E 12" PVC IE 14.28 ,A`a. STA. 24+18, O.S. 22.5'R N 6 PVC IE 18.78 SW 12" CONC IE 15.18 (ABAND.) �, m CKM PROPOSED SSMH B E � CONC_-lE (8�48 NW 12" CONIC IE 14.48 is SMH 5319-19 ?�� }IM 24.05 (54" DIA.) W CONC IE 18.78 STA, 24+33, O.S. 22.5'R CB \ R01-65 /E 12" CONC IE 20.65 RIM EL 24.58 " PROPOSED SSMH C RIM 24.07 RIM 24.49 // W 12" CONC IE 20.80 IE 18.78 8" CONC W (DROP) B _ (48" DIA.) E 12" CONC IE 20.1 i- N 12" PVC 16.33 (ABAI/DONED) IE 12.90 8" DI N RIM 23.93 RIM EL 24.58t W 12" CONC IE 20. S 12' PVC 16.29 I IE 12.90 8" DI NE S 12" CMP IE 21.48 IE 12.65 8" PVC W iW 12" PVC 15.55 W 12" CMP IE 21.43 IE 12.558' PVC NI ............................................................... ............... ...........y..............................................................-............................ ...................�................ ....... - ...... .............. :.........:.........:....� .:...-.r-... ..................:.........-.........:. .... ...... :- ....: :- -- .........:.........:.........:.........:.........:.............................: :........... .-p....:.........:.........:.........:.........:.........:....�....:.........:w.......:.........:......... ...... --... .........:.........:... ..-. ... ... ................. - ... .-. ...... -: .... .........2. 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REVISION BY DATE APPR "'�`'"�1°"" "�`� 9 -14 I I I I i l I i 0; N I I I i i i I I STORM DRAINAGE NOTES N O_ I I I I I I NOTE: OONTRACTOR SHALL ALIGN 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES I ti I PROPOSED 48" ALL ALIGN DURING CONSTRUCTION. (n CB 16, GS-7'(48" DIA) I I TRIM 25.14 TO AVOID METRO MANHOLE. 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM I }� N B" DI IE 20,,79 I I SSM R01- 2 (METRO) PIPE. En IE 24" CMP IE 2�.53 5 I I I RIM I25.50 °i I W 24" CMP IF-49.80 SSCO II B W 108" Cod IE 1.94 W I I SW 7TH TREET �.qr TOP 25.33 1 �IM 24.86 T', E 1�8" CO* IE 1.94 r J [ J L — — —— — —— — —'J N�6_CONC IE 24.0) —— — NE �}" PVC +E 22.90 — 20' 10' 0 20' 40' d _ EX: Zr CONC SD nq —I L w 48 CONC SD a c VERT. 1" = 5' �— / 28+00 X. N � CONC D 29+00 30+00 M � N 18" CI W 18" CI W__ �n w _ w j 777 i1 -- i• - x T _ — — H - — -- - - T .� - -1— = - - - - — — — T >=o� Fb— FO-r. I C6 �• 7 RIM 25.17 NW 4" DI IE 23.82 S 4" DI IE 23.82 I j CB RIM 24.64 N 6" CONIC IE 23.74 SE 4" DI IE 23.89 I 1 ............................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ ............................................................................................................................................................................................................................. :.............................:................ :......... .........,.........:.........:......... .........:.........:.........:.............................:......... .............................. .........:............................. .........:...................:...................:.............................:.........:......... .........:.........:...................: ..........:.........:................................. 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S .:..... .:.........:... .. �n. ..........:......... .........:......... .........:.........p....... - PROPOSED SEWER LINE M H . .........:.................................................:.........::::........... .:::::::: :::'..... ......... ......... ::::::':: ::::::::: :�::: ::::::i:::::::::€:::::::::i - tir— / ......... ......::: :::...... ......... ......... :::::::1:E::::::::: :::::::::E::::::::: ::::::::: ::::::::: ::::::::: ::::::::: ::::::::: :::::::::E:::::[[::: :[[::::: ........ :::::::: ::::::::: :::::::::E 5 €: :: :. :.:. 5 :. ..:.........:... .:...... ..:. :.........:......... ...................:........................... ...........:......... .........:.............................:...................:...............�::::. ......::................... ................... ......... ......... ....... . ................... ......... ......... ............................. ......... ............... ..... ..... L'i I.i :.........:......... .........:.........:.........:.................................................. .. .. ... ... ...... Ili a w a 0 ¢ 27+20 28+00 29+00 30+00 30+80 w_ Q Z) Ln of w m N m J o +1 31= I 7TH H—ST-4 NSHEETI8 7 8 9 10 11 1 N. SHEET LAYOUT N ¢ NOLn EWlil 0 D - 205C310 CITY OF PREDESIGN REPORT 1/31/03 .0 RENTON S.W.7TH STREET DRAINAGE IMPROVEMENT PROJECT =�Y (DaLawmum,Lm,. CEINSULTING ENGINEERS da'®` ^u rr� Planning/Building/Public Works Dept. NO. REVISION BY DATE APPR PLAN AND PROFILE STA.27+20 TO 30+60 : 10°f 14 MH (60" DIA.) 0) I RIM 25.5 LO 11± rn MH (ABANDONED) d1 I RIM ? SW 12" CONC IE 20.7± CV NW 12" CONIC IE 20.7t RIM 2fr85f - - - --- - - SE 12" IE?- STORM DRAINAGE NOTES t` SE 3s" CONIC IE 20.11t I I NMH MH (60" DIA.) � ! ' < I RIM(26.1 DIA.) I 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES RIM 25.7t = tO - NW-36`-CONC IE-20:45t -- ----.- __ _. _ I I DURING CONSTRUCTION. U7 W 24" CONC IE 21.0t s \' E 21" CLAY IE 21.4f NW 24"�ONC 1C21.0f V SE 36" CONIC IE 20.15t I I 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM NE 36" CONIC IE 19.68t -( „ SE-1 ADS-.IE-21:9t- RIM ? I i MH 0- DIA PIPE. 2"- RIM 25.6t ) I MH SE 12 IE? _►I;_ I NW 36" CONC IE 20.19± C8 a RIM 26.2f - N 12" CONC IE 22.3f RIM 25.09t W 24" CONC IE 21.0t \ ,,,x E 24" CMP IE 21.28t N 6" CONC IE 24. CS HORIZ. 1' = 20': N - - - - - - -S 7TH STREET I J - o - - s 12" CONIC IE 22.3t SE 24" ADS IE 21.Ot x " L - - - In 20' 10' 0 20' 40' ' I EX 36" CONICS SD• _ Ld 0 ' ro VERT. 1" = 5' 0 EX. 24 CONC D 31+00 32+ - 33+0� 34+ �n 18„ CI t8" W w �EE NOTE Z _ W Z x 2 G Li ® 2"G v -- --- - - - - -- - - - - - -- -- -- 71 RIM 25.31 \} NW 12" ADS IE 22.36 I ` S 12" ADS IE 22.61 {t-- -- - RIM 25.09 - '-+� TE: UNDER CONSTRUCTION AT_ MH N .6" CONC IE 24.29 _ TIME OF FIELD SURVEY. LOCATION LAND ELEVATIONS OF UTILITIES AND NE 12" ADS IE 22.85 SH (METRO) SURFACE FEATURES ARE RI 25.5t (APPROXIMATE. (BASED ON I SE 12" ADS IE 23.05 W 1108" CONC IE 2.06t (CONSTRUCTION DRAWINGS E 1108" CONC IE 2.06f (PROVIDED BY CITY.) 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REVISION BY DATE APPR 'O""°0010'a' I CB g• NOTE: RIM 26.70 CONTRACTOR SHALL FIELD 0) I dj SW 6" CONIC IE 24.65 ,Q LOCATE NEW STORM MH OVER N CB ' TOP OF,-EXIST.12' STORM PIPE. STORM DRAINAGE NOTES N W � RIM 27.22 WTR Mr DYA.) CB a- N 8" CMP IE 23.22 RIM 27.10 RIM 27.83 1. CONTRACTOR TO PROTECT EXISTING STORM PIPES SW 12" IE 23.22 ? NE 24" DI IE�8.10 SW 8" CMP IE 25.93 DURING CONSTRUCTION. ++,, d� V26111 W 6` IE 3.37 Q SW 24" DI jE 18.10 (n - - - - CB - - u -- S IE 25.11 J WTR MH RIM 25.64 TOP VALVE~ 19.65 MH (48" DIA) 2. OUTSIDE DIAMETER SHOWN FOR PROPOSED STORM RIM 26.47 w CB 16, H8-7 (48" DIIA� 7 RIM 27.29 / PIPE. S 6" Cl IE 24.79 = RIM 2ttl N 12" AD IE 22.85 N 24" DI IE 20.17 S 16" DI IE 20.17 F- I NE 12 CMP IE 22.7y / v�/ E 24" CMP IE 21.24 HORIZ 1" = 20% t7i TOP VALVE 21.37 _� E 21" CLAY IE 22.00 ". W 24" CMP IE 21.19 w N 3 ( I W 21" CLAY IE 22.45 2� • O NE 8"'CMP IE 22.85 20' 10' 0 20' 40' SW 7TH STREET M 26.35 \ , �G� - -- - - - - N _ CONC�lbu - 3-2"P 6" CONC IT 2 .65 SWCO tV&, -CB`/16, H8-4 (48" DIA.) VERT. 1" = 5' RIM 24.82 c _>w CMP IE 22.12 + _ rQNr _Rn a \ y> / W 21" CLAY IE 22.74 (ABND.) S 24" DI IE 23.06 (BECK) TO 35+00 36+0 `ti p � NE 18" CONC IE 22.6E 37+93.06 d - - - - - - - �n 18" CI W -iB CI w-, -- ZSSMH 5319-21 o 12" HDPE CONDUIT - EEE2 G F cp. RIM 28.97(12" HDPE CONDUI 1� Y E 8" IE 18.67 T ".; 0 W 8" IE 18.57 o '6, a �M L �/ `L� � SSMH R01-13 (METRO) RI 25.76 m B ' RIM 27.49 CB 16, H -6 (48" DGA) RIM 6.81 RIM 28. N PVC IE 24.31 fx N CONC IE 24.81 W 108" CONC IE .3 4 E 24",CONC IE 23.38 fZ E 108" CONC IE 2.34 S CONC IE 24.91 W 24,,CONC IE'24.83 WTR M 8" C SE 8" PVC IE 18.19 N 24" DI IE 13.18 -SSMW 5 -24 fi_ ' r Q 27 / NI 8' CON IE 16.97 'com NE 4".Dil IE i / S 8" CONC IE 17.49 Q SW 2 I IE 18.04 / SW 8" PVC IE 17.57 I i c TOP VE 19.60 J r w En ................................................................................................................................................ ................. ......................................................................... ...... ....... ............................................................................................................................................................................................... .. .........:.........:.........:.........:.........:.........:.... ....:....�...:......... .........:.........:...-:...:: :':'....... ........:......... .........:.....:.........:...... ....:.........:.........:. .......: :.........:............................................ ...............:......0........ey..:.. :.........:.........:.........:.........:.........:.........:....W W::::::::::::::::::.....:.....-...:... 111::::::: ::::::::::N:::::::::......::::::......: :::::::::::::::::::::::::::::::::::::::: :.........:....... :....v...:..... ...:.........:.........,.........:...R:�::E:::::do::; •.................:d........:.........:...................:.........:.........:.........: ..:.........:.........:.........:........ .....:.........:...................:...�....:........ .....:...................:.. . :.........:.........:.........:.........:.........:.........:....�...:....o...:.........:................... ...N....;.......:: tv::::::: ::::::::: ::......:.........:... .. 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S PROPOSED SEWER LINE MH :::::::::: ::::::...........::::::::::::::::::............::::::..... I......::::::......:E::::::::::::::::::: ::::: ::::::::: :::::::: :::::: ::::::::::::::::::::::::::::::::::::::: 5.. :. . .. :...................:...................:...................:...............:........... .. ...................:.........'........... . .. :....'..... ; ; ' :'':':':': '. '.'.''''' 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REVISION BY uAT> APPR '°""°m°'a• 34+00 T 37+40(END) `a`' 12"'14 rn LC') :.......................................................................................... ....:.........:.........:.........:.........:.......................................a................ .....:.........:.........:...................:... .... a, ..........:.........:.........:.........:.........:.........:.........:.........:.........: ....:.........:.........:.........:.........:.........:.........:.........:... 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REVISION BY DATE APPR S.W.7TH STREET CHANNELIZATION 14' 14 APPENDIX B Cost Estimates DESCRIPTION QUANTITY UNIT AMOUNT No. PRICE 1 Mobilization,Cleanup&Demobilization 1 LS $204,000.00 $204,000.00 2 Construction Surveying, Staking,and As-Builts 1 LS $18,000.00 $18,000.00 3 Traffic Control 1 LS $50,000.00 $50,000.00 4 Temporary Water Pollution/Erosion Control/Dewatering 1 LS $70,000.00 $70,000.00 5 Temporary Bypass Pumping 1 LS $25,000.00 $25,000.00 6 Trench Shoring and Excavation Safety Systems 1 LS $20,000.00 $20,000.00 7 Locate and Protect Existing Utilities 1 LS $10,000.00 $10,000.00 8 Clearing and Grubbing 1 LS $3,000.00 $3,000.00 9 Removal of Structure and Obstruction I LS $30,000.00 $30,000.00 10 Abandon Existing Catch Basins and Manholes 2 EA $500.00 $1,000.00 I 1 CPEP Drain Pipe 12-inch Dia. (incl.bedding) 600 LF $35.00 $21,000.00 12 CPEP Drain Pipe 24-inch Dia. (incl. bedding) 55 LF $60.00 $3,300.00 13 CPEP Drain Pipe 36-inch Dia. (incl.bedding) 500 LF $100.00 $50,000.00 14 Class V Reinforced Concrete Drain Pipe 48-inch Dia. (incl. Bedding) 530 LF $200.00 $106,000.00 15 Class V Reinforced Concrete Drain Pipe 60-inch Dia. (incl.bedding) 2500 LF $275.00 $687,500.00 16 Catch Basin,Type I(incl. foundation rock) 10 EA $800.00 $8,000.00 17 Storm Manhole-48-inch Diameter(incl. foundation rock) 2 EA $3,000.00 $6,000.00 18 Storm Manhole-54-inch Diameter(incl.foundation rock) 1 EA $4,000.00 $4,000.00 19 Storm Manhole-60-inch Diameter(incl. foundation rock) 2 EA $5,000.00 $10,000.00 20 Storm Manhole-72-inch Diameter(incl. foundation rock) 2 EA $6,000.00 $12,000.00 21 Storm Manhole-84-inch Diameter(incl. foundation rock) 2 EA $10,000.00 $20,000.00 22 Storm Manhole-96-inch Diameter(incl. foundation rock) 9 EA $12,000.00 $108,000.00 23 16'L x 8'W x 8'H Stormwater Utility Vault(Complete) 1 EA $20,000.00 $20,000.00 24 20'L x 8'W x 8'H Stormwater Utility Vault(Complete) 1 EA $32,000.00 $32,000.00 25 24'L x 8'W x 10'H Stormwater Utility Vault(Complete) 1 EA $40,000.00 $40,000.00 26 Bank Run Gravel for Trench Backfill 9700 TN $12.00 $116,400.00 27 Unsuitable Foundation Excay.Including Haul 1200 CY $20.00 $24,000.00 28 Gravel Backfill for Foundation Class B 2200 TN $20.00 $44,000.00 29 Reconnect Lateral Storm Drain Connections 30 EA $1,000.00 $30,000.00 30 Sanitary Sewer Relocation I LS $70,000.00 $70,000.00 31 Relocate 8-inch Water Main 3 LS $4,000.00 $12,000.00 32 Relocate 12-inch Water Main 1 LS $6,000.00 $6,000.00 33 Relocate 16-inch Water Main 1 LS $8,000.00 $8,000.00 34 Concrete Thrust Blocks, Deadman Blocks 40 CY $175.00 $7,000.00 35 Cement Concrete Driveway 80 SY $40.00 $3,200.00 36 Cement Concrete Driveway Approach 40 SY $50.00 $2,000.00 37 Cement Concrete Curb and Gutter 900 LF $12.00 $10,800.00 Final Alignment 38 Cement Concrete Sidewalk 180 SY $50.00 $9,000.00 39 Crushed Surfacing Top Course 1700 TN $20.00 $34,000.00 40 Sawcutting 8200 LF $4.00 $32,800.00 41 Temporary Hot Mix Asphalt Concrete Patch 1150 TN $75.00 $86,250.00 42 Asphalt Concrete Pavement Class "B" 2450 TN $60.00 $147,000.00 43 Restore Pavement Markings 1 LS $10,000.00 $10,000.00 44 Remove/Restore Existing Landscaping 1 LS $5,000.00 $5,000.00 45 Topsoil Type A 100 CY $15.00 $1,500.00 46 Seeding,Fertilizing,and Mulching 200 SY $1.50 $300.00 47 Television Inspection 1 LS $5,000.00 $5,000.00 48 Compaction Testing 150 EA $60.00 $9,000.00 49 Force Account 1 FA $10,000.00 $10,000.00 Subtotal(Items 1-49) $2,242,050.00 Sales Tax(8.8%) $197,300.40 TOTAL ESTIMATED CONSTRUCTION COST $2,439,350.40 Construction Contingencies(20%) $487,870.08 SUBTOTAL $2,927,220.48 PLANNING LEVEL ENGINEER'S COST ESTIMATE $2,928,000.00 Notes: Trench backfill,road restoration,and dewatering costs may be adjusted upon receipt of the geotechnical report. The quantity of 12-inch storm pipe may be adjusted during final design. Repair/replacement of existing traffic loops incidental to asphalt paving. "Restore Pavement Markings" includes repair/replacement all channelization markings disturbed as a part of the project. Relocation of existing utilities and associated costs are dependent on results of potholing. Relocation of existing water and gas service lines incidental to the project cost. Traffic control requirements and cost to be refined based on a meeting with City staff. The construction contingency includes unknown additional work pertaining to potential trench lagging(Sheet Piles) remaining from Metro Sewer construction. Final Alignment DESCRIPTION QUANTITY UNIT AMOUNT No. PRICE 1 Mobilization, Cleanup&Demobilization(10%) 1 LS $5,000.00 $5,000.00 2 Temporary Hot Mix Asphalt Concrete Patch 40 TN $80.00 $3,200.00 3 8"PVC Gravity Sewer(Including Bedding) 90 LF $50.00 $4,500.00 4 8"Ductile Iron Gravity Sewer(Including Bedding) 55 LF $65.00 $3,575.00 5 48" I.D. Manhole, Basic to 8 Feet 1 EA $3,000.00 $3,000.00 6 48"I.D. Saddle Manhole,Basic to 8 Feet 1 EA $4,000.00 $4,000.00 7 54"I.D. Saddle Manhole,Basic to 8 Feet 2 EA $5,000.00 $10,000.00 8 Inside Drop Structure 1 EA $2,000.00 $2,000.00 9 Outside Drop Structure(Connect to Metro MH) 1 EA $4,000.00 $4,000.00 10 8" Sanitary Sewer Cleanout(Complete) 1 EA $400.00 $400.00 11 48" I.D.Manhole Additional Height Over 8 Feet 4 LF $300.00 $1,200.00 12 54" I.D. Manhole Additional Height Over 8 Feet 8 LF $350.00 $2,800.00 13 Bank Run Gravel for Trench Backfill 300 TN $12.00 $3,600.00 14 Connect to Existing 3 EA $2,000.00 $6,000.00 Subtotal(Items 1-14) $53,275.00 Sales Tax(8.8%) $4,688.20 TOTAL ESTIMATED CONSTRUCTION COST "Sanitary Sewer Relocation" $57,963.20 Construction Contingencies(20%) $11,592.64 SUBTOTAL $69,555.84 PLANNING LEVEL ENGINEER'S COST ESTIMATE $70,000.00 Notes: Trench backfill cost is dependent upon geotechnical evaluation of the project site. The construction contingency includes unknown additional work pertaining to potential trench lagging(Sheet Piles) remaining from Metro Sewer construction, Sanitary Sewer Relocation APPENDIX C Hydraulic Modeling Map Aerial Photograph Vicinity Map =11111111�jml � 111 , ....... ISM A,, LEGEN D SW 7th St. Drainage Basin Drainage Sub-Basin `4 zi 300' 15 012, Al �vl NIN 5 A! r N IN wv� 4 M- 7W-7g ''A AU A Oki Al OPT AC ZK =�ls 3k N, MIN', -4 WTI' IM U 7� IN It WN CITY OF W7 'A AERIAL P11 VICINIT 609; kl-%l i A CONSU_T�%c Nil lililillillillillisillil NINE mllotl7moolm IWWA� LEGEN D SW 7th St. Drainage Basin Drainage Sub-Basin Nil, 300' 150' 0 300, 600' SCALE: 1" 300' IM W7 J) 'IMF WWWW-Al 4W VOW~ 5 flnl AA fv 41 41 0 CITY OF RENTON AERIAL PHOTOGRAPH VICINITY MAP A CONSULTING ENGINEERS moll 1 1 i U 16,H3-8 Jill 1 1 I5,H3-8 15 H3-3 16,D3-'3 16,B3-1 i -9 D3-4 - ,H3 15,H3- 3- 13 3-2 -to 16,B3-2 _77 -15,G4-10 1 16 E3-6 16,E3-5 6 - 15 64- 15,H4-4 15,H3- 16F3-3 15,G4-il IS,H4-1 �'�� fi 3-b 15,H4-5 6,B4-1 16 C4-1 - 15,I4-Y 1fi,E4 7 ' 4-® .x 16,63-6 16,G3-5 _3 / 15 H4-2 -- 16,D4-11 [16ID4-13 6,D4-15IS H4-3-/ ~ 16,B4-2 16,D4-19 _ 2 6,E4-15 ''- 16,E4-6 Ib,F4-6 1 16,D4-17 16 4-S 4-1 _ 84-4 1S,H4-6 1 4-3 6, 16,E4-11 16,D4-16 6 4-1 -8 8) �.( 16,D4-14 6,E 4 E:GEILEE ND � 1 16,F4- O 16,F4-7 16 4-20AI I ft==J=== 1 G -8 9 1 &4 _10 i 16 H4-S S Tobm St. 16,H4" ,. 16,44-4 v 15,H4-7 16,D4-4 F4- B4-5 4 5 D 16,E4-13 � '.. i °6 � �,f4' i�*'1`�#8,F4-E4 16,r•4-2�.. � 300' 150' 0 300' 600' 16,B4_ ' A 1 4- 16,G4'•"7..�?�� ,�,�.cv 3".s.��waa.,iG ,c;.;::, �6 B4-6 6,C4-2 16,D4-2 16,D -6 1fi D4 1 J,AK 1 _ SCALE: 300 16,F -20 Storm Manhole with 6 �'"s--___,,,, 16,C4-4 YS,D4 1 .a 1 t UOA Is City Designati on n -------- -�--- 7. 16,F4-32 AK 9 � Y6F p. 16,E4-1 '8BA 1 F4-33 > Al '1�7 .F'4-34 20 Modeled Storm Manhole 6 w 16,Es- Y6,E5- C : a . _ A _ Storm Drain 1._ ` 9 .4 - - Pipe �. cu A1� �. 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