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HomeMy WebLinkAboutSTRANDER BOULEVARD EXTENSION, PHASE IRECEIVED MAY - 2 2005 Transportation Systems Div. Drainage Technical Memorandum Perteet, Inc. Civil and Transportation Consultants 2707 Colby Avenue, Suite 900. Everett, WA 98201 (425)252-7700 / FAX (425)339-6018 TO: Ron Straka & Rob Lochmiller, Cityof Renton FROM: Dean Franz, PE & Erik Emerson, PE DATE: April 20, 2005 RE: Storm Conveyance Calculations for 90% Plans` `'r ' ''; fir. ;'`� V Stage 1, Strander Boulevard Extension Calculations for the proposed pipe conveyance and gutter flow/inlet capacities for Stage 1 of the Strander Boulevard project are attached. The analysis accounts for runoff beginning at the high point of the proposed railroad overcrossing (identified as Strander Blvd. Stage 3), at Station 18+35, and continuing easterly to the Oaksdale Avenue intersection, at Station 39+00 (see Figure 1). The majority of the area will discharge to a stormwater pond located south of the proposed road. The stormwater pond will be constructed in conjunction with a proposed commercial development by the Federal Reserve Bank of San Francisco, and will provide detention and water quality treatment for both the bank property and a portion of Stage 1 of Strander Boulevard. This detention and water quality facility is identified as the "FRBSF pond." A design of the stormwater pond was provided by the bank's civil engineer, KPFF. The design of the Strander Boulevard stormwater conveyance system is governed by the water elevations in this pond due to backwater effects in the pipe hydraulics, a summary of which is included in Appendix A. A portion of the Stage 1 project located east of Station 36+25 will have too low an elevation to discharge runoff to the FRBSF pond. This area is located west and adjacent to the intersection at Oakesdale Avenue. Runoff in this area will discharge to the south near the wetland (located near the southwest corner of the Oakesdale/Strander Blvd. intersection. Hydrologic Analysis Runoff flow rates for the conveyance system design were calculated using the rational method per the King County Method defined in the King County Surface Water Design Manual utilizing the Stormshed 26© hydrologic software. This software is accepted by WSDOT for hydraulic analysis. Stage 1 was divided into subbasins as shown in Figures J:\Trans_Design\22044-StranderBlvd\11_ Hydraulics_Report\Stage 1 Drainage\Conveyance TechMemo_Stagel.doc For the gutter flow/ inlet capacity calculations the project was divided into subbasins representing the area draining to each of the proposed structures within Stage 1, as shown in Figure B.1 in Appendix B. Runoff flow rates were calculated using the King County version of the Rational Method, as calculated in the spreadsheets in Appendix B. The time of concentration was assumed to be 6.3 minutes (the minimum using the King County method), since the basins are small and mostly impervious. The area west of STA 24+50 will be designed as part of Stage 3 of the Strander Blvd Project. Gutter calculations and inlet capacities were not calculated for this area, and will be prepared as part of the Stage 3 design. A bypassing flow of 0.25 cubic feet per second was assumed to be running into subbasin 1, as shown in the spreadsheets in Appendix B, to account for runoff that can not be collected by the storm system to be located in Stage 3 of the Strander Blvd. project. Conveyance Analysis The proposed conveyance system was analyzed using the standard step method as computed by the Stormshed 2G© hydraulics software program. Pipes are assumed to be smooth walled with a Manning's coefficient of 0.013. The pipe design was governed by the following criteria, which were established in a 10/23/04 meeting between the City of Renton, Perteet, and KPFF: • The 25 year water surface is to be at least 0.5 feet below the rim elevation. • The 100 year water surface must not overtop the curbs. Tailwater elevations for the backwater analysis are based on water surface elevations in the FRBSF pond. Elevations were taken from the Stormwater Site Plan- Federal Reserve Batik of San Francisco and SW 2Th Street -Phase 1, Segment 1 (April 12, 2005) by KPFF Consulting Engineers. Excerpts of the KPFF report are included in Appendix A. The relevant pond water surface elevations are listed in Table 1. Table 1. FRBSF Pond Water Surface Elevations Water Surface Descrition Water Surface Elevation Use in Backwater Analysis 25 yr 21.28 25yr Analysis 100 yr 21.38 Not Used* Top of Pond 21.68 100 yr Analysis *The 100 year backwater analysis is based on the top of pond elevation. As demonstrated in Table 2, the 25 year water surface elevations will be at least 0.5 feet below the rim elevation for all of the catch basins. The 100 year water surface elevation will be contained within the catch basins at all locations, as shown in Table 3, well within the requirement of having the water elevation below the top of curb. J:\Trans_Design\22044-StranderBlvd\11_ Hydraulics_Report\Stage I Drainage\Conveyance TechMemo_Stagel .doc Table 2. Conveyance Analysis Summary- 25 Year Water Surface Depth Below WS 0.5' CB Elevation Rim Elevation Rim (Feet) Below Rim? CB 1 21.38 24.16 2.78 Yes CB 1A 21.38 23.94 2.56 Yes CB 1 B 21.39 23.22 1.83 Yes CB 2 21.48 23.50 2.02 Yes CB 2A 21.49 23.38 1.89 Yes CB 2B 21.50 22.72 1.22 Yes CB 3 21.57 23.66 2.09 Yes CB 3B 21.57 23.78 2.21 Yes CB 3C 21.57 23.53 1.96 Yes CB 4 21.58 23.64 2.06 Yes CB 4B 21.58 24.14 2.56 Yes CB 4A 21.58 23.42 1.84 Yes CB 5 21.95 22.94 0.99 Yes CB 5A 21.99 22.72 0.73 Yes CB 5B 21.99 22.97 0.98 Yes CB 6 22.17 23.50 1.33 Yes CB 6A 22.22 23.28 1.06 Yes CB 7 24.32 28.49 4.17 Yes CB 8 21.38 24.91 3.53 Yes CB 8A 21.40 24.69 3.29 Yes CB 8B 21.45 23.97 2.52 Yes CB 9 21.45 24.07 2.62 Yes CB 9A 21.46 23.85 2.39 Yes CB 9B 21.48 22.28 0.80 Yes J:\Trans_Design\22044-StranderBlvd\I 1_ Ilydraulics_Report\Stage I Drainage\Conveyance TechMemo_Stagel.doc Table 3. Conveyance Analysis Summary-100 Year Water Surface Depth Below WS Below CB Elevation Rim Elevation Rim (Feet) Rim? CB 1 21.81 24.16 2.35 Yes CB 1A 21.83 23.94 2.11 Yes CB 1B 21.83 23.22 1.39 Yes CB 2 21.96 23.50 1.54 Yes CB 2A 21.98 23.38 1.40 Yes CB 2B 21.99 22.72 0.73 Yes CB 3 22.08 23.66 1.58 Yes CB 3B 22.08 23.78 1.70 Yes CB 3C 22.08 23.53 1.45 Yes CB 4 22.10 23.64 1.54 Yes CB 4B 22.10 24.14 2.04 Yes CB 4A 22.10 23.42 1.32 Yes CB 5 22.62 22.94 0.32 Yes CB 5A 22.67 22.72 0.05 Yes CB 5B 22.68 22.97 0.29 Yes CB 6 22.92 23.50 0.58 Yes CB 6A 22.99 23.28 0.29 Yes CB 7 24.42 28.49 4.08 Yes C B 8 21.82 24.91 3.09 Yes CB 8A 21.82 24.69 2.87 Yes CB 8B 21.82 23.97 2.15 Yes CB 9 21.92 24.07 2.15 Yes CB 9A 21.94 23.85 1.91 Yes CB 9B 21.95 22.28 0.33 Yes Gutter Flow and Inlet Capacity Calculations Inlet capacity and gutter flow calculations were analyzed in accordance with the methods described in the Washington State Department of Transportation's Hydraulics Manual (1997), sections 5-5.1 and 5-5.2, with the exception that the King County version of the rational method was used. The WSDOT method calculates the flow characteristics in the gutter based on Manning's Equation. The amount of flow entering each inlet is calculated, and the remainder of the flow bypassing the inlet is passed on to the next inlet down gradient. At sag locations the inlet is analyzed as a weir on the three sides exposed to flow. Curb inlets are proposed at all sag locations. Flow depth and channel width are calculated at each inlet (both continuous grade and sag locations), and checked against allowable values. Gutter flow calculations can be found in Appendix B. Criteria for the inlet spacing were as follows: • 25 year flow in the gutter is not to exceed the width of one lane (12 feet) at any location. • The 100 year gutter flow is not to exceed the height of the curb (0.5 feet) at any location, particularly at sags in the roadway. This Technical Memorandum is coincident with 90% construction plan set submittal. As part of the gutter flow design an additional inlet was identified (STA 27+00, 29'RT) which was not shown in the 90% construction drawings. This structure has been included in both the gutter flow J:\Trans_Design\22044-StranderDlvd\11_ llydraulics_Rcport\Stage 1 Drainage\Conveyance Tech Memo_Stagel.doc calculations and the conveyance analysis, and will be included in the final construction drawings. J:\Trans_Design\22044-StranderBlvd\l 1_ Hydraulics_ Report\Stage I Drainage\Conveyance Tech Memo —Stage Ldoc Appendices Appendix A Appendix B Pipe Conveyance Calculations and Backwater Analysis Gutter Flow and Inlet Spacing Calculations J:\Trans_Design\22044-StranderBlvd\1 1_ Hydraulics_Keport\Stage I Drainage\Conveyance Tech N1emo_Stagel.doc --- �s_ I f t i I 1 >` i 1 _LI_ W ,1 ------------ : 1� : i - : . r I 2 St St. � ; , 4 - i < _ r ' •' is � � 23- d St! , —_ ,.I -IL- m ff _ -' ' -STAGE I TAG :I t ._. _. 'i STAGE 2i I w If _ I = cn i F I; ' 1 SW 27th St. --- :. .; SW 27th'St v„� I � � _ -- - — -- rr W 27th St , PROPOSED E ..� ��. _ ii FRBSF ,�. I -POND II t If i I ..r , i SW 29th St: E ii i r _ G � - I--.-,. „ 2 I I: —..... _... _ I LEGEND , I ��� i - -� ., SW 30th St ! ,J� EXACT FLOW PATH UNOETERUWED �7 V V l J j Z w ;�+/ :• t' •<, � "I,; _ _ ;, I -' ...... . . .__.. _. i DRAINAGE FLOW PATH ' .I , , r' _..._ . _ ,I 4— • th Stli I SVV,3 SW 34th SW th St':' 4 SCALE , ' St. 34 FEET 360 SCALE STRANDER BLVD EXTENSION— STAGE 1 $nest No. Pe rte et HIS, 425-252.770011-800.615-9900 r-',DO 8 EUE 2-23-05 ve.l 2707 Colby Avenue. Suite 900 Everett, Washington 98201 -22044 FIGURE 1 VICINITY MAP Appendix A PIPE CONVEYANCE CALCULATIONS Pipe Conveyance Calculations For Strander Blvd. — Seg. 1 Table of Contents Description Page Backwater Analysis, 25-yr Storm Event A-1 Backwater Analysis, 100-yr Storm Event A-4 Storm Pipe Data A-7 Catch Basin & Storm Structures Data A-19 Drainage Subbasins and Time of Concentration Data A-26 Figure A.1 Stormshed 2G Schematic A-33 Figure A.2 Conveyance Basin Map (west end) A-34 Figure A.3 Conveyance Basin Map (east end) A-35 Figure A.4 Hydraulic Grade Line Sta 24+00 to 29+00 A-36 Figure A.5 Hydraulic Grade Line Sta 29+00 to 32+50 A-37 Figure A.6 Hydraulic Grade Line Sta 32+50 to 36+50 A-38 Figure A.7 Storm Layout Sta 36+50 to 39+00 A-39 Figure A.8 Hydraulic Grade Line — Cross Pipes A-40 Stormwater Pond Calculations by KPFF, Apr. 12, 2005 A-41 .7'--� �j'1 :1'rn_. �--�V fk+t '�1G�IAiu ��♦ �s�s Tuesday, April 19, 2005 ROUTEHYD [] THRU [Stage 1 Conveyance Analysis] USING KingCountylr AND 125 yr] NOTZERO RELATIVE RATIONAL Reach Area TC Flow Full Q Full nDepth Size nVel Wel CBasin ID* (ac) (min) (cfs) (cfs) ratio (ft) (ft/s) (ft/s) / Hyd P-1 B 0.14 .1 2.26 0.27 2.5261 12- 0.11 0.2222 Diam 2.1044 3.2163 B-1 B [P-1A FO.25 2.33 0.51 2.4085 0.21 0.3120 12�� �4303[3.0666 B-1A I t Diam 112" [P-2B-''-0-.20 1.86 [0.40 [2.5261 0.16 0.2700 Diam 2.3568 3.2163 B-2B i _ �I �12" P-2A 0.31 [193 0.64 2.4085 0.27 FO-3511 Dl iam 2.5950 3.0666 B-2A P-3B 0.08 2.09 [0.16 [2.5528 [0.06 0.1704 1 Diam 1.8156 12 3.2503 13-313 r- �--- [P-3C 0.10 ` 1.16 0.21[0-08 12„ Diam 0.1909 Diam i .F3.3593 B-3C - [(0.06 12" iP-4B 11.62 0.11 2.5761 [0.04 [0.1421 Diam 1.6415[.2800 B-4B r 12„' P-4A 0.04 1.94 [0-10 [2-6384 [0-04 [0.1323 Diam 1.5986 3.3593 B-4A Fo- (�P-SB .10 12.26 0.25 2.5540 0.10 0.2095 12 2.0596 3.2518 B-SB .Diam � 12" --[FP-SA (0.42 2.32 [0.98 2.6384 0.37 0.4224 3.1078 3.3593 B-5A 1- - Diam E �� [P-6A 0.47 [2-03 [1-16 [2.6384 [0-44 [0-4634 Diam i 3.2475 3.3593 B-6 i FP -7 j 1.12 1.98 2.76 14.0363 0.20 0.4508 1 Diam ! 6.1653 7.9429 B-7 P-6 1.59 2.45 3.91 7.4477 0.53 0.7723 18 4.2660 4.2145 Diam 18" - P-5 2.01 ( 2.94 4.89 [7.4196 0.66 [0.8888 Diam 4.4861 4.1987 i P-4 12.11 0 15.9841 0.32 0.7769 Diam 4.5229 5.0879[3.48I _ _ _► _ I 2411 P-3 2.29 F3.90Diam 5.47 15.8289 0.35 F8110 �4.5809[5.0385 ' P-2 2.60 4.26 6.11-1 16.0395 F0.38 0.8560 24 4.7621 5.1055 r 5, lj�9 . A, i A -1 rr I------���I Diam_ P-8B [0.05Fl04 _) [0.11 2.5261 _� ---- 0.1392 Diam [1-5888 3.2163 B-8B P-8A FogF,14 [0.19 2.4085 __ 0.08 [0-188o Diam[1-8168'3.0666 B-8A P-9B 0.19 1.48 0.40 i- 0.16 Fo2661 Diam 2.3646[3.2477FB-913 [P-9A F2.5507 [0.29 1.54 0.61 [2-6384 [0-23 [0..3262 Diam 2.72853.3593 B-9A P-9 [0.29 2.78 FO.61 F2.5261 _ 1 12" 0.24 0.3335 Diam 2.6466 ( 3.2163 I P-8 r.38 3.74 0.79 7.4711 10.11 0.3300 Diam F27510 14.2278 P-1 3.23 4.39 I 7.41 88.5820[0.08 ----. _ [0-5870 Dia36"m 7.6012 _ 112.5318 _ *See HGL Plans and Stormshed 2G© Schematic Layout (Figure A.1) for reach locations. From Node To Rch Loss App PBend Node (ft) (ft) (ft) _ _ Junct Loss HW Loss Max El (ft) Elev (ft) (ft) ( 21.28* CB 1 Outlet l 21.31v 0.0588 0.0841 �0.0095^_ 21.34 _ 24_16^ CB IA I CB 1 1 21.35 [0.0019 r0.0000 - ------ ^ -�21.35 23.94 CB 1B-I CB lA -21.35 ------ [ ------- ------ 21.35 23.22 CB 2 FCB 1 21.49 0.0472 0.0024 j 0.0044 1 21.45 23.50 CB 2A CB 2 21.46 0.0041 0.0000 ------ 21.46 23.38 CB 2B CB 2A 21.47-------- 21.47 22.72 CB 3 CB 2 21.57 0.0410 FO.0008 1 0.0024 21.53 23.66 CB 3B CB 3 -21.54 �-- �--- ------ 21.54 23.78 CB 3C CB 3 21.56 ------ I-- ------ 21.54 F23.53 CB 4 CB 3 21.66 0.1190 0.0028 ( 0.0042 21.54 23.64 CB 4B CB 4 21.55 ------ r 21.55 _ 24.14 CB 4A CB 4 21.54--- ------ 21.54 23.42 CB 5 CB 4 21.97 0.0761 0.0050 0.0143 -21.92 22.94 5A FCB 5 0.0015 00018 1 ------ 21.95CB S - ----- 21.96 2222..9727BBSA21.96�CB 6 FCB 5 22.16 0.0378 0.011022.13 23.50CB CB 6A CB 6 22.18 F F - 1 22.18 F 1 23.28 CB 7 r CB 6 24.32---f ---- _ 24.32 28.49 CB 8 CB 1 21.36 �0.0093 0.0003-0.0021 21.35 F24.91 CB 8A CB 8 21.41 0.0392 0.0005 i ------ -- -21.37 24.69 CB 8B CB 8A 21.42---� ------ 21.42 23.97 CB 9 FCB 8 21.42 0.0093 0.0124 ----- 21.42 24.07 CB 9A CB 9 F2143 i 0. 00 40 0.0019 F -- _ 21.43 23.85 CB? CB 9A 1 21.44 ' ------ [ ------ ------ 21.44 22.28 *Tailwater elevation based on 25 year water surface elevation in the FRBSF Pond. Elevations from Stormwater Site Plan, Federal Reserve Bank San Francisco and SW 27`n Street -Phase 1, Segment 1 (April 12, 2005) by KPFF. See select excerpts in Appendix A. S,.,L �;�. A,! 5tuw:n G-ti CJ,_k � py. A-3 /00 -yr ,S�or c., r ��.c�a tci�' /1Ylz.EtJ Stet Appended on: 14:13:57 Tuesday, April 19, 2005 ROUTEHYD [] THRU [Stage 1 Conveyance Analysis] USING KingCountylr AND [100 yr] NOTZERO RELATIVE RATIONAL Reach 'Area TC Flow Full Q ID* (ac) (min) (cfs) (cfs) Full nDepth [ratio (ft) Size ! °V 1 (ft/s) Wel (ft/s) CBasin / Hyd P-1 B 0.14 2.24 0.32 2.5261 0.13 -- 0.24 F -12; Diam 2.2086 I 3.2163 B-1 B P-1A 0.25 2.32 0.60 [2-4085 0.25 0.34 12"12.5506 (Diam 3.0666 B-lA .[P-2B 0.20 1.85 [- 0.48 [2.5261 [0.19 0.29 Dam 1 2.4701 3.2163 B-2B " [P-2A [0.31 [1.92_[0-76 2.4085 [0-31 0.38 !Diam 2.7156[3-0666 _ 1 [B-2A P-3B 0.08 2.07 [0-19 [2.5528 [0-071 0.18 12 � 1.9069 1 Diam j 3.2503 B-3B 12" [P-3(�[0.10[2-6384 [0-09 0.20 Diam 12.1120 3.3593 B-3C -__ 1 P-4B [1.61 [0.13 [2-5761 [0.05 0.15 12"Diam 1.7304[3-2800 FO.06 FB-4B P-4A 0 04 1 93 0.13 2.6384 0.04 0.14 12" 1.6877 Diam 3.3593FB-4A P-5B 0.10 2.24 0.29 2.5540 F011 0.22 Diam 12.1587F3-2518 B-SB i 12" P-SA 0.42 12.30 1.16 --Io.44Fo.46 ;Diam t 3.2506 3.3593 B-SA P-6A 0.47 2.03 1.37 2.6384 F520.51 Diam i 3.3860 3.3593 B-6 6.4655 1.963.26 [14.0363 0.23 .49 P-7Diam I I I 1 - 7.9429 B-71.12; P-6 1.59 [2.43 14-63F7-4477lo-620.85 1.8 ; 4.441314-2145 Diam i._ P-5 2.01 [2-91 [5.79 [7-4196 [0.78 0.99 Diam , 4.6419[4.1987 I �.. _ �- P-4 2.11 (3.42 24 6.04 15.9841 0.38 0.85 i Diam € 4.7297 __ 5.0879 _ P-3 2.29 3.82 6.47 15.8289 0.41 24" 0.89 14.7839 Diam 5.0385 FP-2 ; 2.60 4.17 r 7.23 16.0395 0.45 0.94 24" 14.9701 5.1055 ZSsz. 1'Q. A. I " A. U 1:\Trans_Design\22044-StranderBlvd\11_ Hydraulics_Report\Stage 1 Drainage\100yr Conveyance Routing with Top of Pond TW m �- ---� _ � __ �- �.____[- Diam ���- FP-0.05 1.02 0.12 2.5261 0.050.1Diam 1.6709 13.2163 B8B _„ P-8A 0.09 1.11 0.22 2.4085 I 00 9 0.20 3.06668B Diam 1.9034 l _ . B-8A -�-[0.47 FP-913 [0.19- 1.46 2.5507 0.18 0.29 12" 2.4737'[3-2477 B-9B Diam ---- P-9A [0-29 [1-53 [0.72 [2-6384 0.27 0.35 12 i Diam [2-8635 3.3593 B-9A P-9 -[ FO29 2.70 0.72 12.5261 �0.28 0.36 I Diam [2.7702 3.2163 P-8 [0_38 3.62 � 0_94 7.4711 0.13 0.35 - r " I 18 Diam 2.8920 4.2278 P-1 3.23 F428 8.77 ; 54.4748 0.16 0.67 Diam 8.1429 111.0975'� *See I-1GL Plans and Stormshed 2G© Schematic Layout (Figure A.1) for reach locations. J:\Trans_Design\22044-StranderBlvd\1 I_ Hydraulics_Report\Stage I Drainage\100yr Conveyance Routing with Top of Pond TW .doc �� . A - 5 t r� gYe ti U�c�Cty-i"c f t � ig From Node To No Rch Loss I App (ft) (ft) Bend Junct Loss HW Loss (ft) (ft) Elev (ft) Max El (ft) 21.68* CB 1 Outlet F21.7654 0.0822 F 0.1176 �0133 21.81 2 6 CB IA r CB 1 21.8281 10.0026 0.0001 I- ------ I 21.83 I 23.94 I CB 113 CB 1 A 21.8317 ---- ------ ------ T 21.83 r 23.22 �CB 2 CB 1 1 22.0184 0.0660 F0.0034 1 0.0061 1 21.96 23.50 CB 2A CB 2 21.9841 0.0057 �0.0000 ------ 21.98 23.38 CB 2B CB 2A 21.9917 F -------F -- ------ 21.99 F22.72 CB 3 CB 2 22.1348 0.0573 0.0011 0.0034 22.08 23.66 I CB 3B --_ CB 3 F_22.0844 �^ F ------ � 22.08 23.78 CB 3C CB 3 1 22.0844 [ ------ F -- 22.08 F23.53 I CB 4 CB 3 22.2533 0.1665 0.0039 ( 0.0059 1 22.10 23.64 CB 4B CB 4 22.0975 ------ -� ------ 22.10 �24.14 CB 4A CB 4 22.0972 --- I-- ------ 22.10 23.42 CB 5 CB 4 22.6977 0.1065 0.0069 1 0.0199 122.62 22.94 CB 5A FCB 5 22.6703 0.0021 0.0025 ------ 22.67 22.72 CB 513 CB 5A 22.6762 F--F ------ 22.68 22.97 CB 6 CB 5 22.9542 0.6528 0.0013 0.0153 22.92 - 23.50 CB 6A CB 6 22.9907�------ ------ 22.99 2 - CB 7 1 CB 6 24.4150 F------- F 24.42 28.49 �CB 8 CB 1 �21.8319 [0.0130 F60005 ( 0.0029 21.82 24.91 CB 8A CB 8 21.8242 0.0004 0.0000 ---- 21.82 24.69 CB 8B CB 8A 21.8247 -�--- ------ 21.82 23.97 .CB 9 CB 8 21.9176 6.6136 6.6174 --- 21.92 24.07 CB 9A1 CB 9 21.9415 0.0055 0.0027 ----- _I F23.85 CB 9B CB 9A 21.9540----- ------ 21.95 22.28 Licensed to: Perteet Engineering, Inc - Everett *Tailwater elevation based on top of pond elevation at the FRBSF Pond. Elevations from Stormwater Site Plan, Federal Reserve Bank San Francisco and SW 271h Street -Phase 1, Segment 1 (April 12, 2005) by KPFF. JATrans- Des ign\22044-StranderBlvd\I 1_ Flydraulics_Report\Stage 1 Drainage\100yr Conveyance Routing with Top of Pond TW .doc f , A Layout Report: Stage 1 Conveyance Analysis Event Precip (in) 2 year {2.0000 25 year j3.4 0 P0 yearj[3.9500 Reach Records Record Id: P-1 Section Shape: iCircular Uniform Flow Method:' Manning's Coefficient: 0.0130 — --- - -- Routing Method: Muskingum -Gunge Contributing Hyd 11 - - _ DnNode CB 2 UpNode ;CB 3 Material Conc-Spun Size ]36" Diam FEnt Losses Groove End w/Headwall Length -- _ _... �7.0000 ft dope1 75% Up Invert 17.2000 ft Dn Invert 16.2000 ft Conduit Constraints Min Vela Max Vel j Min Slope. Max Slope` Min Cover 3.00 ft/s 15_00 $/s' 0.50% ; 2.00% 3.00 ft Drop across MH ^_�0 0000 ft —� Ex/Infil Rate 000 m/hr Up Invert _ 16_2000 ft �n Invert I7.2000 ft Match inverts. Record Id: P-1 A Section Shape: Ci ucr lar Uniform Flow Method:Mannin 's FC—oefficic 10.0130 Routing Method: --- (Travel Time Translation - - Contributing Hyd DnNode CB 1 U Node ! CB lA Material Conc-Spun _ Size 112" Diam - Ent Losses ;Groove End w/Headwall Length 111 0000 ft Slope �0.45% ,'S- � -17 Up Invert 19.7900 ft^ n Invert 19.7400 ft -- Conduit Constraints Min Vel IMax Vel IMin Slope Max Slope Min Cover 2.00 ft/s 115.00 ft/s 0.30% 2.00% 3.00 ft Drop across MH 0.0000 ft _ ___ Ex/Infil Rate 10.0000 in/hr _._ __ ._ _. Up Invert 119.7400 ft FDn Invert 119.7900 ft Match inverts. Record Id: P-1 B Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: (Travel Time Translation lContributing Hyd F DnNode CB l A ._. UpNode GC113 Material Conc-S un Size 1 12" Diann Ent Losses 'Groove End w/Headwall Len th �36.0000 ft -.---_-.__ Slope '0.50% _t Up Invert19.9700 ft Dn Invert C 19.7900 ft —— Conduit Constraints Min Vel Max Vel Min Slope; Max Slope Min Cover 2.00 ft/s 15.00 ft/s (0.30% 2 00% 3.00 ft jDrop across MH '0.0000 ft Ex/Infil Rate .0 0000 in/hr Up Invert ii 19.7900 ft Dn Invert T5.9700 ft ....._ .. --- . - Match inverts. __.__............ .___.__I Record Id: P-2 Section Shape: 'Circular Uniform Flow Method Mannmg's Coefficient: 10.0130 Routing Method - -_p uskingum-Cunge lContributing Hyd;i[ DnNode w- CCB 2 _ - - - (UpNode CB 3 Material Conc-Spun __. f Size Ent Losses Groove End w/Headwall Length 1104.0000 ft Slope 10.50% Up Invert 117.7200 ft Dn Invert 17.2000 ft Conduit Constraints Min Vel Imax Vel Merin Sl�op�e [Max�Slope� Min Cover 3.00 ft/s 15.00 ft/s 0.50 /0 2.00 /0 3.00 ft F�II Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr 1UP IInnveert 117.2000 ft (Dn I�nvertt 117.7200 ft Match inverts. Record Id: P-2A Section Shape: Circular Uniform Flow Method IManning's Coefficient: 0.0130 —� Routing Method ITravel Time Translation Contributing Hyd DnNode ;CB 2 UpNode ICBM 2A Material Cone Spun Size 12"Dai m Ent Losses 'Groove End w/Headwall Length 11.0000 ft Islope 10.45% Up Invert 19.2900 ft Dn Invert 19.2400 ft Conduit Constraints Min Vel( Max Vel Min Slope Max Slope Min Cover j2.00 ft/s 15.00 ft/s 0.300/, 2.00% - J 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0 0000 in/hr. _ I . Up Invert 19.2400 ft Dn Invert 19.2900 ft _ _ -__.. _-_--- .__._.._.....__.__... (Match inverts. Record Id: P-2B ................ . _- Section Shape: Uniform Flow Method ......._._ _ Circular anning's Coefficient 10.0130 (Routing Method: _ 'ITravel Time Translation (Contributing Hyd DnNode.'CB 2A jUpNode CB 2B Material lConc-Spun Size 12" Diam PS. A-9 Ent Losses ;Groove End w/Headwall Length 36.0000 ft - . .. _ Slope 0.50% Up Invert 119.4700 ft Dn Invert 119.2900 ft Conduit Constraints �in Vel Max Vel Min Slope Max Slope (Min Cover �2.00 ft/s 15.00 ft/s 10.30% 2.00% �3.00 ft te Dros MH 000 p across 0.0ft Ex/Infil Ra0.0000 in/hr 0 _. _ Invert 119.2900 ft (UpDn Invert `19.4700 ft Match inverts. Record Id: P-3 Section Shape: ;Circular Uniform Flow Method: iManning's Coefficient: 0.0130 Routing Method:Travel Time Translation �Contributing Hyd j DnNode CB 2 UpNode !CB 3 �!lConc-Spun„ -- —_ Size - —A 24" Diam Ent Losses !Groove End w/Headwall __ ._.._......._ _... ._......... ---- - --. _ _ Length i115.0000 ft _ - - -- Slope0.49°�/0 - — Up Invert 18.2800 ft Dn Invert 17 7200 ft Conduit Constraints Min Vel Max Vel ?Min Slope Max Slope Min Cover �00 ft/s 15.00 ft/s 0.50% 2.00 _ ..... _ Drop across MH 0.0000 ft , Ex/Infil Rate � 0.0000 m/hr. _.. _...: Up Invert :17.7200 ft Match inverts. ; Dn Invert jJ18.2800 ft Record Id: P-313 _ 1 Section Shape — ;Circular Uniform Flow Method. Manning's '. fficient: 0 O1� 30 __ Coe .._ Routing Method: 'Travel Time Translation lContributing Hyd; 'DnNode CB 3 IUpNode 1jCB 3B Material Fco—nc- Spun ISize 112" Diam, jEnt Losses IGroove End w/Headwall ILength 147.0000 ft Slope 10.51% JUp Invert 119.5200 ft Dn Invert 119.2800 ft Conduit Constraints Min Cover Fm-in—vel - FMax— FMins,*Fm Slope Fm ft/ S,15.00--- F2.-00Ooo� F- --- -- �-Pqo/- .00 F ft Drop across MH ft .. .... ..... ....... ..... . ...... lEx/Infil Rate 10.0000 inflir J —FDW�n—vert ft UP Invert 19 3800 ft IMatch inverts. Record Id: P-3C . ...... ... 7 [--..- Section Shape: Circular Uniform l Flow Method: [Manning S Coefficient: ,lRouting Method: !Travel Time Translation Contributing H Tq. —' FPnNode :CB 3 ]UpNode ICB 3C �[Material... Conc-Spun Fs7i F, Diam jEnt Losses 'Groove End w/Headwall Length 11.0000 ft Slope Fq5 5 % jUp Invert 119.3400 ft jDn Invert 19.2800 ft Conduit Constraints . . ............. F Max Slope Min min Niell[Max � ,[279�f�Ls-5.0��O k 0. 30% P :7�,�FCon, 7-ooil jDrop across MH ft lEx/Infil Rate 1,0.0000J.n./hr . . ........ jljj� Invert 19.2800 ft JI)n Invert 19.3400 ft.......... --- Match inverts. Record Id: P-4 Section Shape: Circular lUniform Flow Method: i iManning's .[coefficient: 0.0130 F uskingum-Cungelcontributing Hyd'. Routing Method: im -- - I pl. A-11 DnNode ;CB 5 UpNode ICB 6 j _._ Material Conc-Spun ISize 24" Diam Ent Losses !Groove End w/Headwall Length 1145.0000 ft Slope 10.50% Up Invert Fi9.0000 ft ]Dn Invert 118.2800 ft Conduit Constraints Min Vel- Max Vel Min Slope Max Slope Min Cover 3.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 118.2800 ft.._ .-. Dn Invert 19.0000 ft _ Match inverts. Record Id: P-4A Section Shape: lC u Uniform Flow Method Manning's Coefficient: �0.0130 Routing Method: (Travel Time Translation Contributing Hyd.; DnNode CB 4 _ ... __....... _ [UpNode CB 4A Material Conc Spun ISize 12" Diam Ent Losses ;Groove End w/Headwall Length- 11.0000 ft Slope 0.55 // JUp Invert 20.0600 ft �Dn_Invert 20.0000 ft _. ---- - Conduit Constraints _ _____.__ . _ Min Vel Max Vel j Min Slope Max Slope Min Cover 2.00 ft/s 5.00 ft/si 0.30% 2.0006 13.00 f Propacross MH ! 0 0000 ft _ _.._...__.__ _..___._ __.._ .. Ex/Infil Rate 0.00 0 Up Invert 20.0000 ft �Dn Invert --- �20.0600 ft Match inverts. Record Id: P4B Section Shape: �— _lCircular Uniform Flow Method:: Mannin 's Coefficient: 0.0130 pl. A-/2 Routing Method: Travel Time Translation Contributing Hyd DnNode 'iCB 4 (UpNode 'CB 4B Material �Conc-Spun ^Size 12" Diam Ent Losses jGroove End w/Headwall --- - _ - .I p i _._ _ Length 125.0000 ft '�S—lo e� �0 52% Up Invert 120.1300 ft Dn Invert 20.0000 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope [Min Cower: 2.00 ft/s 15.00 ft/s 0.30% 2.00% F. ft Dro across MH 0.0000 ft _ p i- -_ Ex/lnfil Rate 10.0000 in/hr' Up Invert 120.0000 ft Dn Invert 20.1300 ft Match inverts. Record Id: P-5 ~Section Shape: 'Circular Uniform Flow Method:,Manning Coefficient: l •0 0130 _ Routing Method. .Muskingum Cunge' Contributing Hyd DnNode CB 5 .. _...._..._.. -_ - ... i .__..._ UpNode �CB 6 Material ';Conc-Spun --- Size 18" Diam Ent Losses Groove End w/Headwall _. -. Length 133.0000 ft --- Slope Jt0.50°/�^'' Up Invert 19 6600 ft — Dn Invert —' 19.0000 ft Conduit Constraints Min i_ M_ax�Sl—Re...' Min �CoverVelMaxVel sn Solp: 3.00 ft/s; 15.00 ft/ 0.50% Drop across MH 0.0000 ft I Ex/Inhi Rate �'10.0000 in/hr Up Invert 19.0000 ft Dn Invert 19.6600 ft Match inverts. ' Record Id: P-5A Section Shape: :;Circular Pi. A-G Uniform Flow Method: Mannin 's Coefficient: 0.0130 Routing Method: (Travel Time Translation Contributing Hyd _ __ __ _ [ DnNode iCB 5 UpNode _ CB SA _ _ Material .'Conc-Spun Size 12" Diam [Ent Losses IGroove End w/Headwall Length 11.0000 ft Slope 0 55% Up Invert 19.7200 ft Dn Invert 119.6600 ft F— Conduit Constraints Min Vel Max Vel Min SlopeMax Slope 'Min Cover 2.00 ft/s l5. ft/s 0.30% 2.00% F3.00 ft Drop across MH O 0.0000 ft Ex/Infil Rate '0.0000 in/hr. Up Invert I 19.6600 ft Dn Invert 19.7200 ft Match inverts. i Record Id: P-5B Section Shape: ,Circular Uniform Flow Method:; Manning's Coefficient: !0.0130 Routing Method: Travel Time Translation [Contributing Hyd _ -- DnNode 5A UpNode GCB ----------- ;CB __ _. _ Material Conc Spun _ - - Size _ _ 12" Diam Ent Losses lGroove End w/Headwall [5.0000 ft..�- _.. -- Slope - - .5 51 % Up In 1 19.9500 ft Dn Invert 19.7200 ft Conduit Constraints Mm Vel Max Vel Min Slope Max Slope Min Cover! 2.00 ft/s' 15.00 ft/s 0.30% 2.00% ' 3.00 ft .1prop across MH 0.0000 ft Ex/Infil Rate ; 0.0000 in/hr. Up Invert ! 19.7200 ft Dn Invert 19.9500 ft - ---- --- Matt h inverts. Record Id: P-6 P3, A-i4 Section Shape: Circular Uniform Flow Method Mannin 's Coefficient: 10.0130 Routing Method: 'Muskingum-Cunge Contributing Hyd� DnNode CB 5 jUpNode— - KB 6 Material Cone S un Isize 18" Diam Ent Losses 'Groove End w/Headwall Length 1108.0000 ft Slope 0.50% Up Invert 120.2000 ft Dn Invert 119.6600 ft Conduit Constraints Min Vel Max Vel Min Slope' Max Slope Min Cover 3.00 ft/s I5.00 ft/s' 0.50% 2.00% Drop across MH '0 0000 ft Ex/Infil Rate i0 0000 m/hr. Up Invert 119 6600 ft Dn Invert ^ 20.2000 ft FMatch inverts. Record Id: P-6A Section Shape: !Circular Uniform Flow Method' Maanning's Coefficient: 0 0130 Routing Method: ;Muskingum-Cunge �__—__ Contributing Hyd -- DnNode IJCB 6 [UpNode CB 6A Material ;Conc Spun _...... ...- _... _ Size -.-..... �, 12 Diam Ent Losses — !Groove End w/Headwall --- .... .... _ -- - Length �l 1.0000 ft Slope [Up Invert j20.2600 ft Dn Invert 120.2000 ft Conduit Constraints Min Vel Max Vel Min Slope Max Sloe Min Cover 3.00 ft/s 15_002.00% 3.0 ft IDrop across MH 0 0000 ft �Ex/Infil Rate , 0.0000 in/hr. U Invert 20.2000 ft Dn Invert 120.2600 ft -p - - _. _ ..___. -- - ------ ---- ---..-_.... Match inverts. Record Id: P-7 /91. A-15 rSection Shape: Circular Uniform Flow Method:'Manning's Coefficient. 10.0130 Routing Method: (Muskingum -Gunge Contributing Hyd DnNode CB 6 UpNode CB 7 ,Material iConc-Spun Size Ill8" Diam Ent Losses 'Groove End w/Headwall Length 1183.0000 ft Slope 11.78% IVp Invert 23.4500 ft 'fin Invert 120.2000 ft Conduit Constraints [Min Vel Max Ye! Min Slope Max Slope Min Cover 3.00 ft/s; 15.00 ft/s 0.50% 2.00% 3.00 ft llDrop across MH :0.0000 ft Ex/Infil Rate '0.0000 in/hr Up Invert-- 20.2000 ft Dn Invert 123.4500 ft Match inverts. Record Id: P-8 Section Shape: {Circular Uniform Flow Method 'Manning's Coefficient: 0.0130 Routing Method: Muskingum-Cunge lContributing-Hyd j DnNode ICB 1 ......_ ........... UpNode CB 8 _ Material I pConc-S un _._.._.. _ .._--..._.. .__ _ Size 18" Diam Ent Losses Groove End w/Headwall Length 159.0000 ft ^ Slope 0.50% �U Inwert (18.0000 ft I p - --I _ --- Dn Invert 17.2000 ft i _ 1 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 3.00 ft/s 15.00 ft/s10.50�-- 0% 2.00% 3.00 ft Drop across MH 0 0000 ft Ex/Infil Rate _ '0.0000 in/hr Up Invert 117.2000 ft Dn Invert 18.0000 ft Match inverts. Record Id: P-8A P-1 I A , /& Section Shape: Circular ... ......... ---- -- ... ...... .... ..... . - Uniform Flow Method: 'Manning's lCoefficient: 10.0130 .. . . ........ ..... ... .. . Routing Method: ITravel Time Translation FContributing_Hyd: IlDnNode CB 8 UpNode 1CB 8A F Material ;Cone -Spun ISize 112" Diam jEnt Losses 'Groove End w/Headwall ILength I 11.0000 ft ISlope 0.45% jUp Invert 120.5400 ft JI)n Invert .,120.4900 ft FConduit Constraints -�n —S�ope lope [Nk��over- 1"n Vel [Max Vel Fm 12.00 ft/s [15 -00ft/s. FO-300/.[270-00�[3.Oq �n lDrop across MH 10.0000 ft Kx/�In (i I —Rate---: 0 in/hr IUp Invert !20.4900 ft Dn Invert IMatch inverts. Record Id: P-8B ...... ... . ISection Shape:]Circular jUniform Flow Method:; ai n Cs 'Coefficient: _*.0130 I 'Kra�y�l Time Translation Contributing Routing Method: Hyd' 0 A nNpde 1CB 8A �UpNode ICB 8B ..... ........ . .. ....... ..... IMaterial —JConc-Spun �ISize . .............. .. - 1112" Diam jEnt Losses 'lGroove End w/Headwall .......... . .. . . . . ..... Length "136.0000 ft ISlope [0.50% jUp Invert 120.7200 ft Invert ;20.5400 ft .......... . .. Conduit Constraints IMin Vela, ,Max - —[M 3�Slope Min Cover Vel [�7ij 12.00 ft/s:F 15.00 9 ft s 0..3.0.% 13.00 ft - Prop -across MH 0.0000 ft lEx/Infil Rate .0.0000 in/hr lUp Invert F2O.5400 ft [D [20.7200 ft ....... . --- ------ atch inverts. Record Id: P-9 Pi A -17 .Circular ISection Shape: 'Circular lUniform Flow Method: iManning's Coefficient: ...... ...... lRouting Method: ;Muskingum-Cunge Contributing Hyd JlDnNode CB 8 jUpNode C9 Material Conc-Spun F Size 2" Diam jEnt Losses 'Groove End w/Headwall Length 196.0000 ft ' [Slope 0.50% Up Invert :18.9800 ft --rDn Invert 118.0000 ft Conduit Constraints Slope [Min Cover in Vel N4ax VeTIFMin —Slope FMa—x Fm 3 00 f t/S F 15 00 ft/S F 0500 0 2000 0 13.00 ft Drop across MH —FEx/Infi :0.0000 ft jUp Invert :18.0000 ft 7, IMatch inverts. ate 10.0000 in/hr FD!� Invert FI 8.?8qo ft Record Id: P-9A — Section Shape: jUniform Flow Method::' Manning s [Coefficient: !0.0130 Hyd Routing Method: .Muskingum-Cunge Contributing j DriNode CB 9 —[(pNqde CB 9A IMaterial ''Conc-Spun Size .12" Diam jEnt Losses Groove End w/Headwall . . . ................... Length 11.0000 ft Slope [— Up Invert '19.0400 ft Dn Invert 18.9800 ft Conduit Constraints IMin VelMax —v —ei [Min Slope: Max Slope LNyn Cover lFt/s FO5 OA 2.0 :00:/:o.j3.00 ft 'Drop across MH : 0.0000 ft jEx/InfiI Rate�110.0000 in/hr. I Invert 98 'Up I18.00 ft FP mvInvert-.-- -.- . ....... ....... IMatch_ inverts... Record Id: P-913 m. A-16 -------------- Section Shape: !Circular Uniform Flow Method: IManning's (Coefficient: l0.0130 Routing Method: - Muskingum-Cunge Contributing Hyd DnNode CB 9A UpNode CB 9B Material 'Conc-Spun Isize F 12" Diam Ent Losses Groove End w/Headwall Length 151.0000 ft Slope Up Invert 1 19.3000 ft Dn Invert 19.0400 ft - _ Conduit Constraints �-__-- n Slope Max Slope Min CoverMin Vel,Max Vel Mi 3.00 ft/s' 15.00 ft/s 10.50% 2.000/. 3.00 ft Drop across MH r0.0000 ft _ __..._ _. — Ex/Infil Rate 0.0 0 n/hr' ----- - ------ Up Invert 119.0400 ft Dn Invert 19.3000 ft Match inylerts. Node Records Record Id: CB 1 Descrp _.... _.__ CB Increment 0 10 ft I. Start El. ^ 17T2000 ft Max El. 24.1600 ft Classification Manhole IStructure Type; CB -TYPE 1-54 rrEnt Ke L Groove End w/Headwall (ke=0.20) . -- Channelization Crved or D Curved fle _._. Catch 1.5000 ft Bottom Area 15.9043 sf ._ .. _ ..__.. _.___....-___ Condition Existing j Record Id: CB lA Descrip: CB Increment 0.10 ft Start El. jl9 7900 ft Max EL _ 23.9400 ft _ _ Clash sification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) IChannelization Curved or Deflector: Catch 11.4160 ft jBot.tom Area 3.9700 sf _._ . . Condition Existmg A-19 Record Id: CB 1B . ...... - Descrip: CB Ifficrement 10.10 ft Start El. 119.9700 ft IMax El. 123.2200 ft Classification Icatch Basin Structure Type CB -TYPE 1 I.Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector, Catch 1.4160 ft Condition Existing rBottom Area 3.9700 sf Record Id: CB 2 Descrip: CB Increment F0.10 t F§tart El 17 7200 ft Max El. �23 5000 ft Classification Manhole — ; Structure Type CB -TYPE 1-54 .___ Ent Ke Groove End w/Headwall ke=0.20 Channelization ICurved or Deflector: ]Catch 1.5000 ft Bottom Area [15.9043 sf endition lExisting Record Id: CB 2A Descri Ip____ CB Increment 0.10 ft _—__ �_ Start El. 19.2900 ft Max EL 23.3800 ft Classification Catch Basin Structure Type CB -TYPE 1 - - -- — _.---- - - --- - --...- --- - - -. -- - - Ent Ke IGroove End w/Headwall (ke=0.20) _ Channelization Cry ued or Deflector] Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: CB 2B Descrip: CB Increment 0.10 ft Start_El �19.4700 ft Max EL �22.7200 ft Classification Catch -Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector, p9. A -ZO Catch 1.4160 lBottom Area 3.9700 sf Condition Existing Record Id: CB 3 Descrip: _.. _ CB Increment .10 ft -- -0- --- __ Start El. 18.2800 ft IMax El. �23 6600 ft Classification' Catch Basin Structure Type �CB-TYPE 2-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector, . _ Catch jBottomArea 115.9040sf Condition Existing Record Id: CB 3B Descrip: CB Increment 10.10 ft Start El 19.5200 ft Max El. 123.7800 ft Classification Catch Basin IStructure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: CB 3C Descrip: JCB lIncrement 0.10 ft Start E1_ 119.3400 ft (Max El. 123.53010 ft Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20); Channelization Curved or Deflector Catch 1.4160 ft _.__... _..._.. _ _. ......_ . _..._._ Condition (Existing Bottom Area 113.9700 sf .___._._.__._ _... ____.--___-. ..... _._.___._-_.____......_._ Record Id: CB 4 _._. _ ....-----........... _.._ .......... _.......... - -- Descnp CB Increment 0.10 ft _ _- Start El 19 0000 ft Max El 23.6400 ft A,. Classification' Catch Basin IStructure Type CB -TYPE 2-54 Ent Ke Groove End w/Headwall (ke=0.20) Channelization lCurved or Deflector Catch 2.0000 ft lBottom Area 15.9040 sf - �Condition Existing Record Id: CB 4A Descri CB ... -- - lIncrement OF. 10 ft Start El. 29.0600 ft jMax El. 23.4200 ft Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke=0.20) _^ lChannelization Curved or Deflector' Catch 1.4160 ft Condition (Existing lBottom Area 3.9700 sf Record Id: CB 4B --- p— (�Descri CB Increment 0.10 ft - Start El_ IMax El. 24.1400 ft Classification' Catch Basin IStructure Type CB -TYPE 1 Ent Ke I'Groove End w/Headwall (ke=0.20) lChannelization' Curved or Deflector I. Catch 1.4160 ft Condition Existing Bottom Area 3 9700 sf Record ld: CB 5 Descrip: CB Increment 0.10 ft _. _ _.. _.. .._ --- ......._ ._._ Start El 19.6600 ft Max El. 22-9400 ft Classification Catch Basin Structure Type FCB-TYPE 2-48 __....... _..-. - -- - Ent Ke ;Groove End w/Headwall (ke=0.20) Channelization [Curved or Deflector Catch 2.0000 ft lBottorn Area 12.5664 sf Condition Existing Record Id: CB SA P'. A -a-U, _ _ _ Descrip: iCB [Increment 0.10 ft Start El. 19.7200 ft Max El. 22 7200 ft _ Classification' Catch Basin Structure Type CB TYPE 1 _.. _ _ Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector. Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: CB 5B Descrip: CB Increment 0.10 ft Start El. 19.9500 ft Max EL 22.9700 ft Classification Catch Basin Structure Type CB -TYPE 1 Ent Ke Groove End w/Headwall (ke 0 20) lChannelization Curved or Deflector Catch 1 4160 ft Bottom Area 3.9700 sf Condition Record Id: CB 6 Descrip: ^iCB lincrement [0.10 ft Start El. 20 2000 ft IMax El. 23.5990 ft Ent Ke Groove End w/Headwall (ke=0.20) Cha---- a - Curved or Deflector. 2 Catch .0000 ft lBottorn Area 12.5664 sf Condition Existing .. _. ...__ _ Record Id: CB 6A Descrip: CB Increment 0.10 ft Start El. 20.2600 ft IMax El. 23.2800 ft Classification' Catch Basin Structure Type CB -TYPE 1 . _... __. ...._ ___._ . _. ____ ____ Ent Ke Groove End w/Headwall (ke 0 20) Channelization Curved or Deflector __ ... _.._... _. _ . 3700 sIA I1 Bottom Area fCatch ......... _ Condition [Existing P3. A-,'Z,3 Record Id: CB 7 Descrip: CB Increment 0 10 ft Start El. 23.45,00 ft Max El. 28.4900 ft ------------- (ClassificationCatch Basin - _ Structure Type ��CB-TYPE 2-48 _ Ent Ke —Groove _ End w/Headwall (ke=0.20) Channelization ICurved or Deflector. Catch londition 2.0000 ft � _.. _ ..._ __ _ __.__--__ Existing -- Bottom Area 12. —4 sf _ _� _--_..__ _ Record Id: CB 8 Descrip: CB Increment 0.10 ft Start El. 18.0000 ft _ .-_ ----------------------------- Max El. 24.9100 ft _--- - - _ -- - _ .. Classification Manhole Structure Type CB -TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)' Channelization Curved or Deflector Catch 2.0000 ft Condition Existing Bottom Area 19.6350 sf Record Id: CB 8A Descrip: CB Increment 0.10 ft Start El. 20.5— ft 00 Max El. 24.69ft Classification Catch Basin IStructure Type; CB TYPE 1 Ent Ke �Groove End w/Headwall (ke=0.20) Channelization° Curved or Deflector Catch F.4160 ft iCondition Existing jBottomArea 3.9700 sf Record Id: CB 8B Descrip: CB Ifficrement 0.10 ft Start El. 20.7200 ft Max E1. 23 9700 ft Classification. _ Catch Basin Structure Type I CB -TYPE 1 Ent Ke Groove End w/Headwall ke=0.20 Channelization Curved or Deflector Catch 1.4160 ft jBottom Area 3.9700 sf P1. A--�Z4 Condition Existing Record Id: CB 9 Descrip_.- CB lincrement — -- 010_ft Start El. 18.9800 ft .. -- -- Max El. 24 0700 ft - Classification Catch Basin IStructure Type CB -TYPE 2-48 . .__...__. __ __________ ----- Catch 2.0000 ft jottom Area 12.5664 sf lCon� dition Existing Record Id: CB 9A .... !Descrip: _..... CB lincrement 0 10 ft tart El. 119.0400 ft IMax El. 23.8500 ft Classification Catch Basin IStructure Type CB -TYPE 1 'Ent Ke (Groove End w/Headwall ke=0.20 Channelization lCurved or Deflector; Catch l -4160 ft ---- _.._ Condition Existing Bottom Area 3.9700 sf --J Record Id: CB 9B Descrip: Y CB lincrement� 0.10 ft Start El. 19.3000 ft Max El. 22 2800 ft Classification Catch Basin Structure Type` CB TYPE 1 Ent Ke IGroove End w/Headwall (ke=0.20) Channelization ICurved or Deflector. Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: Outlet Descnp ,Prototype Record Increment 0.10 ft �Sta� rt E1 16 2000 ft Max El. 108.0000 ft Dummy Type Node p5. -2j Contributing Drainage Areas �79 Record Id: B-IA Design Method Rational IDF Table: KingCountylr Composite C Calc Description jSubArea ISub c Pavement and roofs (n=0.90) 10.09 ac 0.90 -.1 ILandscape 110.02 ac 10.25 Directly Connected. TC Cale I Type Description Length ,Slope Coeff jMise TT ISheet Surfaces.: 0.011 �124.00 ft .. ..... F I.19 Gutter 150.00 A 10.50% F77Shallow F min F— . ....... . ..... Directly Connected TC F2.23min Record Id: B-IB Design Method RationalIDF Table: KingCountylr e on sc D ri,pti .. . ... ....... Pavement and r,00fs (n=0.90) Landscape Composite C Calc SubArea 7F�­b cu-.---------..-.—....; 10 ac .9 !0.04 ac 0.25 Directly Connected TC Calc Type Description — I IE 0 Eff I Misc TT ISheet ISmooth Surfaces.: 0.011 I 1� �.Ofl -F2.000/o 'E o :o:l E6. �.00 �min Shallow Gutter 135.00 O.50% 1.97 min Directly Connected -TC - - .11_2..05min Record Id: B-2A .... . ... ..... Design Method Rational F14F:�Table-- KingCountylr — E Composite C Calc F-7 --_-.--_.-- Description ;ISubArea jSub c Pavement and roofs (n=0.90) 0 09 ac 10.90 Landscape 0.02 ac .10.25 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT [Sheet Smooth Surfaces.: 0.011 24.00 ft F -66% 0.0110 6.00 in 0.00 min Shallow Gutter 100.00 ft Poo/, ' 6.6100 F 1.46 min Directly Connected TC [ 1.65min Record Id: B-213 [ Design Method Rational IDF Table _ __ KmgCountylr Composite C Cale Description Pavement and roofs (n=0 90) Landscape Sub Sub c 10.15 ac 0.90 ......... �0.05 ac 10.25 Direct) Connected TC Cale [ Y � Type Description Length Slope Foeff Misc TT Sheet Smooth Surfaces.: 0.O11T 24.00 ft - 2.00% 0 0.0110 0.00 in 0.00 min I. Shallow Gutter 110.00 ft 0.50% 0.0100 F7- 1.61 min Directly Connected TC 1.76mm Record Id: B-3B Design Method Rational IDF Table: Composite C Cale Description -_ ----- Sub c KingCountyIr Pavement and roofs (n=0.90) 0.06 ac 0.90 Landscape 0.02 ac 0.25 Directly Connected TC Cale Type Description Length Slope Coeff 1<�isc TT Sheet _ Smooth Surfaces.: 0.011 24.00 ft I2.00% 0.0110 2.00 in _ 0.49 mm - - - Gutter *80.00 f '0.50%100 1.mShallow Directly Connected TC 1.42min', P3. A --.77 Record Id: B-3C ....... Design Method FRational IDF Table: KCt Ir _ I mgouny Directly Connected TC Cale -- - — -- - .... Type Description Len th , Sl�o e� Coeff M�sc TT Sheet !Smooth Surfaces.: 0.011 ��2--4.00��ft 2.00% L_w __I ] �7 0.0110 2.00 in ; 0.49 min Shallow 'Gutter 40.00 ft ' 0.50% 0.0100 0 58 min Directly Connected TC 0.95min Record Id: B-4A Design Method j�Rational IDF Table: KmgCountyIr l... - Design -------- - -1- _ __ _ _ ---- Composite C Cale Description 1SubArea Sub c Pavement and roofs (n=0.90) F6.64 ac lo.go Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet Surfaces_: 0.011 60.00 ft 2.00 /o i0.0110 ..-0 in 10.00 min _Smooth - Shallow 'Gutter _--. ........... _. _. - ....._... -----.. _. ..-_.... 125.00 ft ; I ..._, 0.50 /° 0.0100 1.83 min � t Directly Connected TC 2,47min Record Id: B-4B Method Rational IDF Table: Composite C Cale Description SubArea Sub c - _ -- ------ _ - .. _ _ ._.... -- - --- �� .--- _ Pavement and roofs (n=0.90) r0.04 ac 0 90 i Landscape �10 02 ac 0.25 KingCountyIr P3. 6 -;z� _ l Directly Connected TC Calc Type � Description Length i Slope Coeff D*F TT Sheet Smooth Surfaces.: 0.011 24.00 ft [2.00 0.0110 12.00 in 0.49 min Shallow jGutter j60. 0 j0.50 0.0100 �- 0.88 min Directly Connected TC 1 1.19min Record Id: B-5A �— Design Method Rational IDF Table: Composite C Calc Description LSubArea Sub c Pavement and roofs (n=0.90)0.29 ac 0.90 Landscape 0.03 ac 0.25 Directly Connected TC Calc Type _ tion Lien t�h Sl�o e� Coeff _DescriP Sheet Smooth Surfaces.: 0.011 i60.00 ft 2.000/, O.O 11 C -- Shallo) IGutter 125.00 ft 0.50% O.OIOC Directly Connected TC Record Id: B-513 Design Method Rational IDF Table: KingCountyIr Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) 0.10 ac 0 90 Directly Connected TC Calc TyeDescri tion — Length j Slope Coeff F Misc TT yp P __. _. Sheet Smooth Surfaces.: 0.011 60 00 ft [.2.00% 0.0110 2.00 in 71�_...___. 1 02 min _ __. _ _ _._...... Shallow Gutter 60� 00 ft^0.50% 0.0100 0.88 min Directly Connected TC J 1.71min Record Id: B-6 P9. -a9 _ .. ..... _. _. _ _ . Design Method IF Rational IDF Table KingCountyIr �— Composite C Calc Description SubArea Sub c Pavement and roofs (n=0.90) �0 c —' 0_90 — Directly Connected TC Cale Type Description Length Slope Coeff Misc -I_ TT Sheet Smooth Surfaces_ _0.011 115.00 ft 2.00% 0.0110 2.00 in 11.71 min 70.00 Oft 2.00% 0.0100 F^ 0.26 min Shallow Gutter --- Directly Connected TC 2.12min Record Id: B-7 Design Method FRational Description Pavement and roofs (n=090) IDF Table: F KingCountyIr Composite C Cale SubArea Sub c 1.12 ac 0.90 Directly Connected TC Cale .. _ th - -_---- I g I p fMisc_. ,TTTYpe Description [0^.Q110Sbeet SmootSurfa es.0.0110 00 fm.i _ Shallow ;Gutter — 150 00 ft 8.00% 0.0100 10.28 min' ___ �_ _ Channel (mterm) Concrete pipe (n=0_012) �45 0 uoo/ 0_0120 F 0.62 min Directly Connected TC - Y --_ _ _ _ 1 64min I Record Id: B-8A Design Method Rational IDF Table KingCountyIr Directly Connected TC Cale _ Type Description Length ' Slope Coeff Misc TT I Sheet Smooth Surfaces.: 0.011 `24. 0 �2.00 / 0.0110 ,O.Or 0 in 0.00 min ?J. 30 Shallow Gutter 50.00 ft 6.56%0 0.0100 F 0.73 min -- Directly Connected TC 1.07min ' Record Id: 13-813 Design Method I Rational IDF Table KingCountyIr Composite C Cale Description ISub c Pavement and roofs (n=0.90) ,10.04 ac 0.90 Landscape i0 O1 ac 0.25 Directly Connected TC Calc j Type ( Descri hon Length Slope Coeff I Misc TT 11 Sheet Smooth Surfaces.: 0.011 24.00 ff 2.00 / 0.0110 �0.00 0.00 min i _ __ -- __..._.__._._ Shallow 'Gutter �! 45.00 ft �0.50 0.0100 �— 0 66 min Directly Connected TC 1 OImin Record Id: B-9A Design Method Rational IDF fableFF KingCountyIr Composite C Cale Description Area Sub c — _ - Pavement and roofs (n=0.90) 0.08 ac 0.90 T .anrisnane 110.02 ac 10.25 Directly Connected TC Calc Type Description Length Slope Coeff Misc 'I TT 2.00% 0 0110 0.00 m 0.00 min Sheet Smooth Surfaces.: 0.011 24 00 ft 0100 F 0.45 min Shallow rGutter 1135 00 ft 2.46% ,�0 ........ ....__ __ .. _..___.....__.. _ 3 . ._... _ - . __-... 1---DirectlyConnected TC 1.20min Record Id: B-9B Design Method 1 Rational IDF Table: KingCountyIr Composite C Calc Pi. A -31 Description Pavement and roofs (n=0.90) Landscape jSub ISub c 0.15 ac 0.90 : 0.04 ac 0.25 Directly Connected TC Cale Type Description Length Slope Coeff M�sc TT Sheet 'Smooth Surfaces.: 0.011 60.00 ft �2.00% 0.0110 2.00 in 1 02 min Shallow Gutter 30.00 ft '�2. 6 10.0100 �— 0.10 min Directly Connected TC 1 1.18min Licensed to: Perteet Engineering, Inc - Everett Pg. A -3 z -6 P- A P- A CA t C A AL B P- B 7P B B -5 B CB p- B B P- B P- -4 P- B A P- B P - A CA A P- A A - 3 C A P- A P- C P-9A -2 P- A P 9 P 1 *et A-33 S-rMWDET, ?�wb-S-rPt(-,c- 1 CotivE-YAQCC. CAC U urn o� s 'p,(,u,£ A. ) S t>?,VASrtED ZG ScKA�T-'C, I I I off o o I I I I I I 01 I 0 0 Basin B-6 Total Area=0.47 Ac Impervious Are =0.47 SF Pervious Area7O Ac �o tter • (i1. 1 1 •Flown i' LEGEND Tc FLOWPATH SCALE 30 0 30 60 FEET RENTON Perteet Engineering, Inc. _\ Civil. Transportation and Su vcying Basin B-7 Total Area=1.12 AC Impervious Area=1.12 Ac Pervious Area=0.0 Ac Basin B-5B Total Area=0.10 Ac R Impervious Area= 0.10 Ac Pervious Area= 0 Ac ,70 LF Gutter Flow @2.0°0 Basin B-5A Total Area=0.32 Ac Impervious Area= 0.29 Ac Pervious Area=0.03 Ac 60 LF Gutter \ Flow @0.5% /--125 LF Gutter Flow @0.5% Basin B-4A Total Area=0.04Ac Impervious Area= 0.04 Ac 21 Pervious Area=0.0 Ac STRANDER BLVD.-STAGE 1 FIGURE A.2 CONVEYANCE BASIN MAP P5 • A - 34- i I Basin B-4B Total Area=0.06 Ac LEGEND Impervious Area= 0.04 Ac \ Tc FLOWPATH ` 60 LF Gutter Pervious Area=0.02 Ac I Flow @2.0% 5 24 LF Sheet Basin B-3B @224/LF Sheet Total Area=0.08 Ac SCALE o o �T \ 2 O /o Impervious Area= 0.06 Ac 30 0 FEET 30 60 G Pervious Area=0.02 Ac I �0CP o\^ o� ,� 24 LF Sheet 67ti �o�� o �rf @2.0% Basin B-213 ,. 9•G, '0 0 Total Area=0.20 Ac I I Q, Asprr�� \ o\ � Impervious Area= 0.15 Ac Pervious Area=0.05 Ac 24 LF Sheet 24 LF Sheet @2.0% @2.0% �p I s , °' I \ \ ° y,� Basin B-1 B I I Basin B-3A Total Area=0.14 Ac ` � ` I Total Area-0.10 Ac °o \ Impervious Area= 0.10 Ac I �� Pervious Area=0.04 Ac I I Impervious Area= 0.08 Ac \ �b Basin B-9B Pervious Area=0.02 Ac o Basin B-8B I I 45 LF Gutter Total Area=0.19 Ac �o Flow @0.5% Total Area=0.05 Ac \ s° \7 Impervious Area= 0.15 Ac I 24 LF Sheet Impervious Area= 0.04 Ac Pervious Area-0.04 Ac ° \ G' Flow @2.0% = I �1 Basin B-2A \ ,So Gft���,e� Pervious Area=0.01 Ac Total Area=0.11 Ac 24 LF Sheet Flow @2.0% \ tf S, 24 LF Sheet Impervious Area= 0.09 Ac Flow @2.0% o / Pervious Area=0.02 Ac 4,�os\ II II II II II II II II II II 3.0 LF Gutter Basin B-1A 24 LF Sheet _ _ Flow CcD.2.46% Flow @2.0% - 135 LF u er ow ° o - t y` _ _ 4 -� _ - ,9 °° Total Area=0.11 Ac 50 LF Gutter - - @2 6/° J _ _ Impervious Area= 0.09 Ac Flow @0.5% - - - - - - - - Pervious Area=0.02 Ac Basin B-8A 0 0- - Total Area=0.04 Ac 24 LF Sheet 24 LF Sheet III II II II II II II II II II Impervious Area= 0.03 Ac Flow @2.0% Flow @2.0% RENT O N Basin B-9A AimADOf,wF(37AVG Pervious Area=0.01 Ac Total Area=0.10 Ac Perteet Engineering, Inc. a g Civil. TranspurlatiunandSurvcying Impervious Area= 0.08 Ac STRANDER BLVD.-STAGE 1 Pervious Area=0.01 Ac FIGURE A.3 CONVEYANCE BASIN MAP P5 • rf -35 STA 132+51.5 (5'LT) ■ 01 T. 23 _ N., R. 4 E., W.M. CONSTRUCTION NOTES Qi x v7 w CL z z ,0 U vJ 3 z a w X w j m w 0 z L7 30 25 20 o -0 J I+� O I.E. 12.40 (N) PROVIDE KNOCKOUT FOR 12' I.E. 12.50t (S) FILL — FILL7 FILL -- - --- o ----- 300' V.C. FILL AND C MPACT ROADWAY TO 0 _ `" rn FINISH GRACE BEFORE CAVATION N n m a r FOR INST TION OF N WATER ri EXISTING GE ' MA) QaOVE LINE (TYPI FOR ALL UFD NNW 99 P OPOSED G E AREAS) a. a -0.50 0.50% - .I. SD 183 LF �O-1.Z8X- _ - 181' D.I. SO 10 LF p 0.5 o CBf STA 4+50 (18 CB TYPE 2-48'9c , NEW 12 SS NEW 12- W R MAIN B/ 6 CB/ G.E. F8.49 I.E. �3.95 3 4�� W A 26+38 18'R STA 7+50 18'R C 4 I.E. (S) B TYPE 2- CB E 2-48" STA 28+90 (1 'ITT) 25 YR WS24M E. 23.50 1 G.E- F2.94 CS TYPE 2-5 100 7 WS: 24.41 20.20 1 YR WS: 2L13 I.E. 119.66 102 GJE ) 23.64 19.00 ( 0 YR S 100 T �2 L( 20.00 (N,S) -YR-M&-21 100 YR MIS110 25+00 26+00 zPerteet.- Q2 252-77W]1-5-c 2I07 COb, A"nu•. SuM 900 N0. GENERAL NOTES 1. THE LOCATION OF ALL CATCH BASINS, INLETS AND STORM MANHOLES SHOWN IN THE PLANS ARE MEASURED TO THE CENTER OF FRAME AND GRATE UNLESS OTHERWISE NOTED. 2. ALL STORM SEWER PIPE TO BE SCHEDULE A STORM SEWER PIPE 12- DIA, UNLESS OTHERWISE NOTED. 3. THE ELEVATION OF ALL CATCH BASINS AND INLETS SHOWN IN THE PLANS ARE MEASURED AT THE FLOW LINE. ALL MANHOLE COVER ELEVATIONS SHOWN ARE AT CENTER OF FRAME AND COVER. 4. ALL CATCH BASINS AND INLETS TO HAVE VANED CRATE. 5. THE CONTRACTOR IS TO POTHOLE ALL UTILITY CROSSINGS PRIOR TO STARTING CONSTRUCTION OF THE PIPE RUN. 0 0 30 C14 Q U) 25 Ld z J 20 U Q SCALE 20 0 20 40 27+00 28+00 29+00 �--' FEET F _ /6-A 4 — A. CITY OF CITY OFRENTON 2-1-05 ap -� RENTON STRANDER BLVD EXTENSION - STAGE 1 o.... YJS f °" •'—� DATUM Planning/Building/Public Works Dept. STA 24+50 TO STA 29+00 HGL 1 REVISION BY DATE APPR HGL PLAN PJ• -36i A-NNNNA� SEC. 25, T. 23 N., R. 4 E., W.M. ■ ■ CL CL 0- 0 V Cn w z w a F- x w 0 J m Iz w 0 z m I- U) O O rnD CV 0 30 + a Cal 25 1-- (A LLJ z 20 J U 15 ~ Q o 0 - — � N y< W OR o N + O d N W 1 pR0 OSED GRAD FILL AND COMPACT FINISH GRADE ROADWAY TO BEFORE EXCAVATION < n m N wW w o ( FOR INSTA14ATION OF N WATER 9 4' MIN. COVER LINE (TYPI FOR ALL FILLED o_ AREAS) EXISTING GRADE d w o -0.50% 0.50% 0YR -- -- ---- - - - - - - - - _ J - 24' SD 145 LF O Q.5X 24' SO 115 LF 0.5% 24" SO 104 LF 0.5% C / 3 LNEW I?- WATER W IN NSITA Sl'f� 30+35 (1 'RT) +50 (18'R k1 CB TYPE 2-5 E 2-54' $TA 32+50 ( C6 TYPE 2-5.' 8'RT)G.. 23.66 23.50 G.E. GrE. 24.16 5.28-(K (N � 172-(E 25 YR WS 21 I.E. 1 .24 () It 19.740-(N) 1 YR WS` 22.00 25 YR WS 21AS I.. 17.20 (S)25 100 YR W5: 21 YR WS21.34 1 fQ YR WS 1.81 29+00 30+00 31+00 Perteet- --nl.noa i i-eooaIseero T)0)Copy Mem�.,SW Y00 e»wx, ww.npw� ee�oi NO. REVISION 32+00 mmmm© i V) T cMV 30 ' J Q Ln 25 LLJ z J 20 U f— Q 15 1--20' ,� CITY OF .R RENTON �� DATUM Planning/Building/Public Works Dept. CONSTRUCTION NOTES 0 x GENERAL NOTES 1. THE LOCATION OF ALL CATCH BASINS, INLETS AND STORM MANHOLES SHOWN IN THE PLANS ARE MEASURED TO THE CENTER OF FRAME AND GRATE UNLESS OTHERWISE NOTED. 2. ALL STORM SEWER PIPE TO BE SCHEDULE A STORM SEWER PIPE 12- DIA., UNLESS OTHERWISE NOTED. 3. THE ELEVATION OF ALL CATCH BASINS AND INLETS SHOWN IN THE PLANS ARE MEASURED AT THE FLOW LINE. ALL MANHOLE COVER ELEVATIONS SHOWN ARE AT CENTER OF FRAME AND COVER. 4. ALL CATCH BASINS AND INLETS TO HAVE VANED GRATE. 5. THE CONTRACTOR IS TO POTHOLE ALL UTILTTY CROSSINGS PRIOR TO STARTING CONSTRUCTION OF THE PIPE RUN. SCALE 20 0 20 40 FEET Y-,&. A, 5 CITY OF RENTON 2-1-05 STRANDER BLVD EXTENSION - STAGE 1 STA 29+00 TO STA 32+50 HGL 2 HGL PLAN p5. A-31 NNNNA� ,� L. ILCL /� LL J `J •go-,, JO p V co Flu z 0U) C` Lu �C/ 6,11T Jco �\ ccLLl — � z cr OP v 09 30 0 lil�) T C� 25 Q f— 20 LLJ Z J 15 = U Q FRB POND SEC. 25, T. 23 N., R. 4 E., W.M. v� 5 ov£ N �3 _ W— FILL _ P-88 STRANQER-BL D_ FILL —mow 8A _ Sfl—Ps°g FILL FILL FILL - J� A U')? i O _ �Ln OP LLIND COMPAC tFFnNIS4GRADE BE OR INSTALLATION (TYPICAL FO ROADWAY TO1 RE E%CAVAPON OF NEW WATERNE ALL FILLEDREAS) � 0 + u~i xIST1NC GRA DE 4' MIN. COVER II > w P POSED GRADE I 0.SO% -2. 12" WATER MAIM 6S 67 --- --i--_-�2s --- —L-NEW II - YR ---- 12 SD 196 LF --- ® 0.5% -- -- ---- o ---- -- it" SO 159 LF00.5% ._� -- -- 8 STA 34 TYPE (18'RT) I 2-48" a�N 180. V.C. cCB ceca G.E LE. 9 35+87 (18'T)ST TYPE z-4e' Oa8 � N 5 w G.E. 24.91 LE 18A0 (W,))E) 24.07 18.98 (W,N) LE YR 20 WS (21 35 25 100 YR WS: Y1A2 YR WS I 100 YR W& 21.82 _FT_ - - I I I - I 33+00 34+00 ® Perteet - �25i5,->,d011A00815b900 WMrylm ppt01 N0. REVISION 35+00 36+00 30 CD Ln CD 25 Q 20 Ld Z J = 15 U Q CITY OF RENTON I..� DATUM Planning/Building/Public Works Dept. CONSTRUCTION NOTES Oi x GENERAL NOTES 1. THE LOCATION OF ALL CATCH BASINS, INLETS AND STORM MANHOLES SHOWN IN THE PLANS ARE MEASURED TO THE CENTER OF FRAME AND GRATE UNLESS OTHERWISE NOTED. 2. ALL STORM SEWER PIPE TO BE SCHEDULE A STORM SEWER PIPE 12- DIA., UNLESS OTHERWISE NOTED. 3. THE ELEVATION OF ALL CATCH BASINS AND INLETS SHOWN IN THE PLANS ARE MEASURED AT THE FLOW LINE. ALL MANHOLE COVER ELEVATIONS SHOWN ARE AT CENTER OF FRAME AND COVER. 4. ALL CATCH BASINS AND INLETS TO HAVE VANED GRATE. 5. THE CONTRACTOR IS TO POTHOLE ALL UTILITY CROSSINGS PRIOR TO STARTING CONSTRUCTION OF THE PIPE RUN. SCALE 20 0 20 40 FEET &. A, CITY OF RENTON STRANDER BLVD EXTENSION - STAGE 1 STA 32+50 TO STA 36+50 HGL PLAN 2-1-05 HGL 3 pq. A•39 a-r L a- z z O w U) z a w F- X w J m w a z Q Ef) go ❑ 1 Ira u❑ ❑ - SD — ­ - -� 0 , LLB M or F- Z N � 37+00 LLJ Q- Z LLI (W OP _-- Q n 25 r� Q U, 20 LL z 15 2 Q 10 — FILL FILL SEC. 25, T. 23 N., R. 4 E., W.M. 3 JERSEY �1 BARRIER 05 g ❑ ❑o Z SD e• B OCR I t SO SP—A LL__ � L FILL FI / I ._ l WETLAND 270 l WE /> BOLLARDS TRAFFIC, - v o o l` TtAFF JI 1 _07_ L9 I = CONCRETE SJDEWALR �7 'BRASS Di C y( W W 12' W x I ----- W m I 1SS SS SS NDER BLVD1 8+00 I s-3,9110-0_4 40+00 SS 5 41- e-r - � 89'2 '05' E mx - — j - N 3 S 88'24'32" Eo � 568-10-02 N 3 N - I 1 SO __;I 3 SO m .I - G G G G "1 � 3 B7 BT BT BT_ �T � 1. BT .r, LL FILL w f- I VEIEVE If° a I la! z / 1 QI� WETLAND 27D ' N w ; z O W + t I-V Z 160' V.C. n FILL AND I.OMPACT RO WAY TO o FINISH GRADE BEFORE IEXCAVATION o + Y r^ FOR INSTALLATION OF NEW WATER n � uS `v LINE (TYPICAL FOR AW FILLED w v1 Z m AREAS) g PR OPOSED E 4' MIN. OVER �- M EXISTING G E �W -- ----� ---------- - -- ---- ----- ---- --- --- — - -- - — ~ - -- - -0.50R — — — — ---- ----- ---- -2.46x 0.49R o m i i M CI NEW 1'2' WATER N ^+ wt CONNECT TO EXISTI G EXISTING 12' WATER MAN) g w 12" WATER CONSTRUCTION NOTES Oi x GENERAL NOTES 1. THE LOCATION OF ALL CATCH BASINS, INLETS AND STORM MANHOLES SHOWN IN THE PLANS ARE MEASURED TO THE CENTER OF FRAME AND GRATE UNLESS OTHERWISE NOTED. 2. ALL STORM SEWER PIPE TO BE SCHEDULE A STORM SEWER PIPE 12- DIA.. UNLESS OTHERWISE NOTED. 3. THE ELEVATION OF ALL CATCH BASINS AND INLETS SHOWN IN THE PLANS ARE MEASURED AT THE FLOW LINE. ALL MANHOLE COVER ELEVATIONS SHOWN ARE AT CENTER OF FRAME AND COVER. 4. ALL CATCH BASINS AND INLETS TO HAVE VANED GRATE. 5. THE CONTRACTOR IS TO POTHOLE ALL UTILITY CROSSINGS PRIOR TO STARTING CONSTRUCTION OF THE PIPE RUN. 25 20 15 10 SCALE 37+00 38+00 39+00 40+00 41 +00 20 0 FEET 20 40 G.. ��-- Pi-6 - Ar / �f Perteet ,n �35-351-)]00112008159900 �� " " ,`,%,� CITY OF °P RENTON an..e IIA CITY OF RENTON 2-1-05 STRANDER BLVD EXTENSION -STAGE 1 _ 270)CobyA .SUA. e»non. w..Anpnm gexo+ NO. L� DATUM RI .0yt l Planning/Building/Public Works Dept. REVISION BY DATE APPR "ems �" "�"� STA 36+50 TO STA 41+00 HGL 4 HGL PLAN pq. A-59 A-NNNNA� SEC. 25, T. 23 N., R. 4 E., W.M. n a_ z O U ll)�_//�� O z ¢ UJ x w 0 m cc w 0 z Q 30 25 20 15 30 25 20 15 30 25 20 15 CBS 18 30 2+50 (29'U - B BA CBS 88 3.22 STA STA 1+50 (29'L) G.E. STA 34+00 CB TYPE 1 (29'LT) CB E 1 W/ I.E. 25 1.97 WS: 21.35 12' SD 36 LF 12' SD 11 LF 12' SO 3 9 0.5% LF 1 SO 11 LF 0.5% C.E. 23.9 LF OPE CURB INL 1 1 1 w Z1 O .5% O 0.5% I.E. 20.7 12' SO 1 LF 25 G.E. 2.72 O 5% O 0.5% 2S YR WS: 1.42 - I.E. 1,9,47 I l i 100 YR 21.d2 25 YR WS: 21.47 i ( 100 YR WS: 21 HGL I I I 25 YR I 12' D.1� SD 51 LF 0.5% II I 20 1_I ry F I ---- J II L 010 IVY 12•D.I. WA kl R 12 I. WATER I 12 D 1. WATER I IS (29'RT) C CBS M 12" M. WA R 15 1 CB/ 31 50 (7 RT) CB 1 W/ 4STA1+50 18'R STA 3 CB 50 (7'RT)3STA STA 12+50 CB 18'R B TYPE ( RT) STA 34+00 18'RT CB/ STA 9B 36+25 (29' E 1 ) CB% 9A STA 35+ 7 (7'RT) STA 35 CB 9 87 18'R E 1 4.69 C8 8 21.54 OPEN URB INLET - C.E. 2J.94 I.E. 1979 RE. 20.54 REE. CB G.E. C TYPE1 22.28 5-22 G.E. .3 25 YR 11S 2 00-YR-WS- IIA2 I.E. 100 9.30 WS'.-21- WS: 21. G.EI.E. 23.15 YR w 25 ttt : 21.�3 1.43 25 YR 21.48 100 MIS: 21AS21.94 WSc221� 7 ®Perteet.k. �ii25}.)100I ,.ppp.,SABW ]]01 Coby Marxr, 5uM 90U NO. REVISION CITY OF RENTON �� OATUM Planning/Building/Public Works Dept. rNt /2lllb�ap'Y T;a. A.8 CITY OF RENTON STRANDER BLVD EXTENSION - STAGE 1 STA 32+50 TO STA 36+50 HGL PLAN 2-1-05 HGL 5 STORMWATER SITE PLAN FEDERAL RESERVE BANK OF SAN FRANCISCO AND SW 27T" STREET - PHASE 1, SEGMENT 1 LONGACRES OFFICE PARK TRACT D POND By: NRC KPFF Consulting Engineers 111 SW Fifth Ave, Suite 2500 Portland, OR 97204 Date: April 12, 2005 KPFF Project No. 303211 The following is a summary of the pond volumes and elevations: Cell #1 Cell #2 Combined Detention cf 161,472 cf total cell #1 and #2 161,472 cf Water Quality 19,440 cf 27,175 cf 46,615 cf Top of detention elevation 21.68 21.68 Bottom of detention elevation 17.18 17.18 Bottom of water quality elevation 13.18 16.18 to 15.28 Bottom of sediment storage 12.18 Not re uired Note: The elevations provided above are using the NAVD 88 datum. VI. Conveyance System Design and Analysis .a-- U6EU Fog Ic o e- TAlt.wbTE-R There are no existing conveyance pipes or structures within the site. The proposed FRBSF conveyance system sizing will be done using the Rational Method and Manning's equation for the 25-year developed conditions. The rational method (Q=ciA) will be used to determine the peak conveyance flowrate in accordance with 1990 King County manual section 4.3.3 since the 2001 DOE manual does not address conveyance. Conveyance pipe sizing will be determined using Manning's equation and King County stormwater management manual section 4.3.4. A minimum velocity of 3 feet/second will be provided per Table 4.3.4.A of the King County storm drainage manual. The FRBSF conveyance calculations will be submitted with the second FRBSF storm drainage report. Backwater calculations have been performed to ensure that the elevation of the 25-year storm event is 6-inches below the rim of the catch basins on the FRBSF site. These calculations will be submitted with the second pond report. The conveyance calculations and backwater analysis for SW 271" Street will be performed by Perteet Engineering, Inc. and submitted separately from this Storm Drainage Report. Federal Reserve Bank/Longacres Office Park'" Tract D Pond �y y A - 1/.2b U.41-1 U.U41 U.U42 17.38 0.422 0.083 0.060 17.48 0.432 0.125 0.073 17.58 0.441 0.169 0.085 17.68 0.451 0.214 0.095 17.78 0.461 0.259 0.104 17.88 0.471 0.306 0.112 17.98 0.481 0.353 0.120 18.08 0.491 0.402 0.127 18.18 0.501 0.451 0.134 18.28 0.511 0.502 0.141 18.38 0.521 0.554 0.147 18.48 0.531 0.606 0.153 18.58 0.542 0.660 0.159 18.68 0.552 0.715 0.164 18.78 0.563 0.770 0.170 18.88 0.573 0.827 0.175 18.98 0.584 0.885 0.180 19.08 0.595 0.944 0.185 19.18 0.606 1.004 0.190 19.28 0.617 1.065 0.194 19.38 0.628 1.127 0.199 19.48 0.639 1.191 0.203 19.58 0.650 1.255 0.208 19.68 0.661 1.321 0.212 19.78 0.673 1.387 0.216 19.88 0.684 1.455 0.220 19.98 0.696 1.524 0.224 20.08 0.707 1.594 0.228 20.18 0.719 1.666 0.232 20.28 0.731 1.738 0.236 20.38 0.743 1.812 0.240 20.48 0.755 1.887 0.244 20.58 0.767 1.963 0.247 20.68 0.779 2.040 0.251 20.78 0.791 2.119 0.255 20.88 0.803 2.198 0.258 20.98 0.816 2.279 0.261 21.08 0.828 2.361 0.265 21.18 0.841 2.445 0.268 21.28 0.853 2.529 0.607 21.38 0.866 2.615 0.749 21.48 0.879 2.703 0.858 21.58 0.891 2.791 0.951 21.68 0.904 2.881 1.033 21.78 0.917 2.972 1.570 21.88 0.930 3.064 2.483 21.98 0.944 3.158 3.642 22.08 0.957 3.253 4.997 22.18 0.970 3.350 6.524 22.28 0.984 3.447 8.203 22.38 0.997 3.546 10.02 AMALYSZS RESULTS U.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0. 0 0 0 a �2 2y� p ce dove 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000�2sy�-�e�d 0.000� c c,�vel��p2�1 0.0 0 0 41W ,� - 0.000 0.000 a�ch�od�i.� 0.000 lA5,-�,6euMU) /- Sokc 0.000 0.000 7 0.000 0.000 0.000 0.000 0.000 Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.446905 5 year 0.63052 10 year 0.760588 25 year 0.934425 50 year 1.070779 100 year 1.212989 Flow Frequency Return Periods for Return Period Flow(cfs) 2 year 2.248774 5 year 2.790426 Developed Unmitigated pie-dcvC�oped oA \.b° e� : P� A-- 43 { 1u year .3. 14Ouz 25 year 3.595035 50 year 3.930639 100 year 4.268037 Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.270586 5 year 0.367422 10 year 0.442848 25 year 0.552 k 50 year 0.644086 100 year 0.746047 Yearly Peaks for Predeveloped and Developed -Mitigated Year Predeveloped Developed 1949 0.551 0.253 1950 0.983 0.309 1; 1951 0.840 0.669 1952 0.388 0.211 1953 0.292 0.240 1954 0.410 0.234 1955 0.588 0.262 1956 0.578 0.294 1957 0.532 0.278 9' 1958 0.443 0.259 1959 0.356 0.234 1960 0.618 0.335 1961 0.386 0.290 1962 0.264 0.197 1963 0.377 0.242 1964 0.439 0.239 1965 0.333 0.268 1966 0.395 0.240 1967 0.661 0.278 1968 0.422 0.262 1969 0.420 0.234 1970 0.405 0.234 1971 0.368 0.267 1972 0.765 0.333 1973 0.374 0.271 1974 0.383 0.245 1975 0.650 0.291 1976 0.421 0.241 1977 0.256 0.260 1978 0.404 0.279 1979 0.328 0.193 1980 0.471 0.637 1981 0.383 0.264 1982 0.704 0.394 1983 0.460 0.259 1984 0.390 0.213 1985 0.242 0.220 1986 0.742 0.312 1987 0.676 0.340 1988 0.302 0.220 1989 0.229 0.231 1990 1.048 0.395 1991 0.925 0.363 1992 0.414 0.246 1993 0.343 0.207 1994 0.189 0.191 1995 0.457 0.268 1996 0.865 0.728 1997 0.761 0.987 1998 0.287 0.250 D3 A-44- Ranked Yearly Peaks for Predeveloped and Developed -Mitigated Rank Predeveloped Developed Appendix B GUTTER FL O W/INLET SPA CING CAL CULA TIONS Gutter Hydraulic Calculations Calculations reference drainage subbasin map Project: Strander Boulevard Design Storm Return Interval: 25 yr Prof. No: 22044 By: EME Pr: 34 Date: 4/18/05 ar. 2.66 br: 0 65 Continuous Grades Area Noles STA I STA A A Tc I C' Om Bypass O Ororw SL Sr d Zo GW Q' V Zo ID scan end SF Acres Min in/hr CIS Source CFS CFS FI Ft Ft CFS f s avowed 1;' Intersection 24+50 26+37.67 0.47 6.3 2.73 0.90 0.25 We 1.16 1.41 0.0200 0.0200 0.14 7.05 1.67 0.68 3.49 12' 2 26+37.67 27+00 0.10 6.3 2.73 0.90 0.68 1 0.25 0.93 0.0050 0.0200 0.16 7.82 1.67 0.49 1.Be 12' 5 29+50 29+15 0.04 6.3 2.73 0.90 0.00 n/a 0.10 0.10 0.0050 0.0200 0.07 3.37 1.67 0.02 0.97 12' 4 29+50 28+90 0.06 6.3 2.73 0.68 0.00 n/a 0.11 0.11 0.0050 0.0200 0.07 3.53 1.67 0.02 1.01 12' 3 27+00 28+50 0.32 6.3 2.73 0,84 0.53 2,4,5 0.73 1.26 See Sump Conditions Below 9 34+50 34+00 0.05 6.3 2.73 0.77 0.00 n1a 0.11 0.11 0.0050 0.0200 0.07 3.46 1.67 0.02 1.00 12' a 34+00 32+50 0.14 6.3 2.73 0.71 0.02 9 0.27 0.29 0.0050 0.0200 0.10 5.05 1.67 0.10 1.35 12' 6 29+50 30+35 0.08 6.3 2.73 0.74 0.00 n/a 0.16 0.16 0,0050 0.0200 0.08 4.06 1.67 0.04 1_14 12' 7 34+00 29+50 0.42 6.3 2.73 0.73 0.14 6,8 0.84 0.98 See Sump Conditions Below 13 34.50 34+00 0.04 6.3 2.73 0.74 0.00 n/a 0.08 0.08 0.0050 0.0200 0.06 3.13 1.67 0 01 0.92 12' 12 34+00 32+50 0.11 6.3 2.73 0.78 0.01 13 0.23 0.25 0.0050 0,0200 0.09 4.75 1.67 0.08 1.29 12' 11 32+00 30+95 0.11 6.3 2.73 0.78 0.08 12 0.23 0.31 See Sump Conditions Below 10 29+50 30+95 0,10 6.3 2.73 0.77 0.00 We 0.21 0.21 See Sump Conditions Below 15 34+50 35+87 0.10 6.3 2.73 0.77 0.00 We 0.21 0.21 0.0246 0.0200 0.07 3.32 1.67 003 214 12' 14 34+50 36+25 0,19 6.3 2.73 0.76 0.03 15 0.39 0.43 0.0246 0.0200 0.09 4.34 1.67 012 2.66 12' 16 36+25 37+53 0.12 6.3 2.73 0.85 0.12 14 0.28 0.40 0.0246 0,0200 0.08 4.21 1.67 0.10 2.60 12' 18 37+53 39+00 0.15 6.3 2.73 0.86 0.10 16 0.35 0.46 See Sump Conditions Below 17 36+25 37+53 0.09 6.3 2.73 0.90 0.00 We 0.22 0.22 0,0246 0.0200 0.07 3.39 1.67 0.04 2.17 12' 19 37+53 39+00 0.14 6.3 2.73 0.90 0.04 17 0.34 0.38 See Sump Conditions Below 'C Values Include Landscape Areas. See C-Value Calculations " QBP inflow to Basin 1 is set at 0.25 efs to account for runoff from Stage 3 Construction 7 31+50 Lt 0.02 12.0 11 Transition 31+50 Rl 0.01 12.0 10 29+95 RI 0.02 12.0 18 38+33 Ll 0.02 12.0 19 38+26 Lt 0.02 12.0 I' No reduction for clogging included due to use of curb inlets. Z4 Allowable- 1 lane width Formulas Used (From WSOOT-Section 24, 54, 53) 1• P,,„ O=CIA 0.24 0.98 3.88 0.12 0.31 3.88 0.24 0.21 3.88 0.24 0.46 3.88 0.24 0.38 3.88 d.r OS 318 3,00 1.37 0.12 0.00 3,00 0.48 0.06 0.00 3.00 1.37 0.00 0.00 3.00 1.37 0.00 0.00 3.00 1.37 0.00 0.00 1.37 0,48 1.37 1.37 1,37 Zo' d QaP'OrfZ.-GW,) 813 Sr I` Z Gutter Hydraulic Calculations Calculations reference drainage subbasin map Project: Strander Boulevard Design Storm Return Interval. 100 yr Proj. No: 22044 By: EME Pr: 3.95 Date: 4/18/05 ar. 2.61 br 0.63 Continuous Grades Area Notes STA STA A A Tc 1 C' O"' Bypass G Ororu Sr Sr d 2e GW Os. V Ze ID start end SF Acres Min in81r CFS Source CFS CFS Ft Ft Ft CFS fps allowed 1" Intersection 24+50 26+37.67 0.47 6.3 3.23 0.90 0.25 n1a 1.37 1.62 0.0200 0.0200 0.15 7,42 1.67 0.82 3.62 12' 2 26+37.67 27+00 0.10 6.3 3.23 0.90 0.82 1 0.29 1.11 0.0050 0.02D0 0.17 a.36 1.67 0.61 1.98 12' 5 29+50 29+15 0.04 6.3 3.23 0.90 0.00 n1a 0.12 0.12 0.D050 0.0200 0.07 3.59 1.67 0.02 1.03 12' 4 29+50 28+90 0.06 6.3 3.23 0.68 0.00 n/a 0.13 0.13 0.0050 0.0200 0.08 3.76 1.67 0.03 1.07 12' 3 27+00 28+50 0.32 6.3 3.23 0.84 0.66 2,4,5 0.87 1.53 See Sump Conditions Below 9 34+50 34+00 0.05 6.3 3.23 0.77 O.DO n/a 0.12 0.12 0.0050 0.0200 0.07 3.68 1.67 0.02 1.05 12' 8 34+00 32+50 OA4 6.3 3.23 0.71 0.02 9 0.32 0.35 0.0050 0.0200 0.11 5.40 1.67 0.13 1.42 12, 6 29+50 30+35 0.08 6.3 3.23 0.74 0.00 Wit 0.19 0.19 0.0050 0.0200 0.09 4.32 1.67 0.05 1.20 12' 7 34+00 29+50 0.42 6.3 3.23 0,73 0.18 6,8 0.99 1.17 See Sump Conditions Below 13 34+50 34+00 0.04 6.3 3.23 0.74 0.00 n/a 0.10 0.10 0.0050 0.0200 0.07 3.33 1.67 0.02 0.97 12' 12 34+00 32+50 0.11 6.3 3.23 0.78 0.02 13 0.28 0.29 0.0050 0,0200 0.10 3.07 1.67 0.10 1.36 12' 11 32+00 30+95 0.11 6.3 3.23 0.78 0.10 12 0.28 0.38 See Sump Conditions Below 10 29+50 30+95 0.10 6.3 3.23 0.77 0.00 n/a 0.25 0.25 See Sump Conditions Below 15 34+50 35+87 0.10 6.3 3.23 D.77 0.00 n/a 0.25 0.25 0.0246 0.0200 0.07 3.54 1.67 0.05 2.25 12' 14 34+50 36+25 0.19 6.3 3.23 0.76 0.05 15 0.47 0.51 0,0246 0.0200 0.09 4.64 1.67 0.16 2.80 12' 16 36+25 37+53 0.12 6.3 3.23 0.85 0.16 14 0.33 OA9 0.0246 0.0200 0.09 4.55 1.67 0.14 2.76 12' 18 37+53 39+00 0.15 6.3 3.23 0.86 0 1 ♦ 16 0.42 0.56 See Sump Conditions Below 17 36.25 37+53 0.09 6.3 3.23 0.90 0.00 n/a 0.26 0.26 0.0246 0.0200 0.07 3.61 1.67 0.05 2.29 12' 19 37+53 39+00 0.14 6,3 3.23 0.90 005 17 0.41 OAS See Sump Conditions Below 'C Values Include Landscape Areas. See C-Value Calculations " OBP inflow to Basin 1 is set at 0.25 cfs to account for runoff from Stage 3 Construction Area 10 I Notes I STA Loc I Lt I Rt I ST Wit I All- if I I S fl p l AC I P I I Cµ I Sump I CIS Flit. ft I Flank c l Capacity QstOual 3 27+50 Rl 0.02 13.0 0.26 1.53 3.88 3.00 1.54 0.13 0.00 1.54 7 31+50 Ll 0.02 12.0 0.24 1,17 3.88 3.00 1.37 0.12 0.00 1.37 11 Transition 31+50 Fit 0.01 12.0 0.12 0.38 3.88 3.00 0.48 0.06 0.00 0.48 10 29+95 Rl 0.02 12.0 0.24 0.25 3.88 3.00 1,37 0.00 0.00 1.37 18 38+33 Lt 0.02 12.0 0.24 0.56 3.88 3.00 1.37 0.00 0.00 1.37 19 38+26 Lt 0.02 12.0 0.24 0,46 3.88 3.00 1.37 0.00 0.00 1.37 No reduction for clogging included due to use of curb inlets. ds allowable- 0.5' Formulas Used (From WSOOT-Section 24, 54, 53) I� PsiR O=CIA d-r OS, 318 Z, d Oe.'OIr2,•GW118/3 37(S1) ST L Zs J iR` (aR)T�^(-bn) C Value Calculation Project: Strander Boulevard Proj. No: 22044 By: EME Date: 2/18/05 Area ID Impervious Area C Landscape Area C Total Area Prorated C 1 0.47 0.9 0 0.25 0.47 0.90 2 0.10 0.9 0 0.25 0.10 0.90 5 0.04 0.9 0 0.25 0.04 0.90 4 0.04 0.9 0.02 0.25 0.06 0.68 3 0.29 0.9 0.03 0.25 0.32 0.84 9 0.04 0.9 0.01 0.25 0.05 0.77 6 0.06 0.9 0.02 0.25 0.08 0.74 8 0.10 0.9 0.04 0.25 0.14 0.71 7 0.15 0.9 0.05 0.25 0.20 0.74 13 0.03 0.9 0.01 0.25 0.04 0.74 12 0.09 0.9 0.02 0.25 0.11 0.78 11 0.09 0.9 0.02 0.25 0.11 0.78 10 0.08 0.9 0.02 0.25 0.10 0.77 15 0.08 0.9 0.02 0.25 0.10 0.77 14 0.15 0.9 0.04 0.25 0.19 0.76 16 0.11 0.9 0.01 0.25 0.12 0.85 18 0.14 0.9 0.01 0.25 0.15 0.86 17 0.09 0.9 0 0.25 0.09 0.90 19 0.14 0.9 0 0.25 0.14 0.90 Strander Boulevard- Stage 1 Definition of Gutter Hydraulic Calculation Variables Zd = Top width of flow prism. d = Flow depth at curb. GW = Gross width of the grate inlet perpendicular to the flow direction. QBP = Portion of flow outside of the width of the grate (flow bypassing the grate) St = Transverse road slope. SL = Longitudinal road slope. C = Rational method runoff coefficient. T, = Time of concentration. I = Rainfall Intensity. V = Gutter flow velocity. dB = Gutter depth at the sump location. P = Effective grate perimeter subject to weir flow. C,,, = Weir coefficient. a. F2 G FUTURE CONSTRUCTION 0.25 CFS BYPASS FLOW ASSUMED I Area=0.10 Ac. Ac. Area=0.47 c. 23+00 24+00 25+00 , 26+00 O o rS �r a=10. Ac. Area=0.06 Ac.' 4 I Ij Area=0.08 Ac. ; I 6 Area=0.04 Ac. I \O ' I T 9c I 'I d\\ O i .- y � + Area=0.14 Ac. I ; S so } E - - - - Area =0.05 Ac. r. O- 14 Area=0.19 Ac. Area=0.17AcAtrea�&15- cS 6 1 6 37+00 ® 39 00 40+00 1 _ Area=0. Tb Area=0.09 Ac. Area=0.14 c. Area=0.04 Ac. 17 19 ��rii �r i SCALE 0 I I�f 100 0 100 200 fit} j a FEET , i= 'I I •I L LEGEND g ® BASIN # ti J Ir 1 'I I� 11 E � Perteet Inc. o,— a, oo„ $heel No. SCALE BLVD EXTENSION- STAGE 1 Norii 425-252-770011.800-615-9900 ve.r 2707 Colby Avenue, Suits 900 EUE 7- as-o5 ' Everett, Washington 98201 •oi« r 22044 FIGURE B.1 GUTTER FLOW BASIN MAP of Too