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HomeMy WebLinkAboutSWP272952(9) FLOW CONTROL STRUCTURE NOTES 5. REFER TO ORIFICE ELBOW DETAILS SHOWN ON WSDOT STD 10-0" - PLAN B-3. �p 1. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN ACCESS O NOTE 1 FOR VERTICAL PIPE SUPPORT(S). 6. PIPE SIZES AND SLOPES PER PLANS. REMOVABLEOPANEL F 7 2. REFER TO WSDOT STD PLAN 8-3 AND ASSOCIATED PLAN 7. OUTLET CAPACITY: 100 YEAR,24 HR STORM EVENT. NOTES 4,7,S.AND 9 FOR SHEAR GATE. 8. METAL PARTS: CORROSION RESISTANT.GALVANIZED WO DESIGN 3. REFER TO T STO PLAN B-3 AND ASSOCIATED PLAN PARTS TO HAVE ASPHALT TREATMENT 1. - NOTE 7 FORR LIFT HANDLE. -398.35 9. METAL OUTLET PIPE CONNECTS TO REINFORCED CONCRETE `o 4. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN PIPE. OUTLET PIPE TO HAVE SMOOTH OD EQUAL TO NOTE 1,2,3 AND 5 FOR VERTICAL CONCRETE PIPE 10 LESS 1/4". RESTRICTOR/SEPARATOR PIPE. AVERAGE V SEDIMENT 10. FRAME AND LTD PER WSDOT STD PLAN 8-25. STORAGE(FIRST CELL) n + 49-0. + 0.5%MIN,SLOPE TROWEL FINISH F r Cl�'SECTIO"N - WET VAULT � o I NOTE, I ACCESS OPENING ALL VAULT AREAS MUST I c 33'-9" BE WITHIN 50'OF AN WITH OSHA n ACCESS POINT - CONFINED SPACE C WARNING,TYP REMOVABLE C I nl I H BAFFLE _ 1`1 I VENTILATION PIPE, O12"MIN,TYP INLET PIPE `o - —————————— ——— —————— LADDER,TYP A F OW W B O+ SHAPED BOTTOM ---_,------------------- 'V^ 12'RCP OUTLET PIPE LAN - DETENTION VAULT 2ND CELL 1ST CELL seas 22'-6" 11"-3' ORIFICE ELBOW SEE NOTE 5,TYP FRAMES,GRATES AND ROUND SOLO , PLA - WET VAULT COVERS MARKED"DRAIN"WITH LOCKING FINISH GROUND DOLTS. SEE NOTE 10,TYP - 12"STAND PIPE SEE NOTES 1 &4 z RESTRICTOR 13 LF PLATE — = 12-RCP WITH ZOO"ORIFICE — c- EL-398.98 CUT ROUND IAND UFT HANDLE,SEE NOTE 3 7.7y' SMOOTH,EL97.75 DET DESGN WS=3'EL _ j ESI =98.35PIPE SUPT — RESTRICTOR PLATE WITH 050"ORIFICE,EL-396.75 z INLET I.E NESTANDARD GALVSEE NOTE _ CUT ROUND AND SMOOTH �a 5 L�� �P�25' 96.25 0 SHEAR GATE.8"0 MIN, �0 5TEPS,TYP z z OUTLET EL-394.67 SEE NOTE 2 WALL FLANGE,TYP n N SEE NOTE 9 6"SEDIMENT w 1 18"0 RE!TRICTOR/ STORAGE SEPARATOR PIPE, EL(NE)-397.25 SEE NOTE 4 z FLOOR GRATE VATH 2's2'HINGED ACCESS z b BOTTOM SLOPE 05-27G ODOR(1"xl/4" TOWARD INLET END GALVANIZd) BOTTOM SLOPE 0.5-25 METAL BARS) 4'-0'MIN o - TOWARDS OF SECOND CELL ET END FIRST CELL SIZED RESTRICRIFICE CUT TOR PLATE WITH 49'-0_ FOR 25%TO 35% AVERAGE SEDIMENT 0.50'O OF WETPOOL VOLUME STORAGE V MIN ROUND AND SMOOTH 4 SECTION - DETENTION VAULT e SECTION - WET VAULT a•=,-o• a=,-0 V• FED.ND NO.STP 1 I 93901 9THAVENUESOU 14 �As—N ' -' Y CITY OF NE SUNSET BOULEVARD(SR 900Y 5/a/o4 CALL 48 HOURS FEDRIAL WAY.WASHDIGTON REI�ITON DUVALL AVE NE INTERSECTION IMPROVEMENTS BEFORE YOU DIG "ffl p eeaDazmoD _ 1-800-424-5555 "` FAt r256)43t-= 1 MnN PI m1n9/Bu114Nq/'%Bbk Works Dspt DRAINAIE11.1 S -UT6 «q F F�00) 1- NO. REN90N BY MTE .WPR •^^- ren am.,we nr rs Susan Y rx ro.r rtl+�rY-aaal�Mnla.r'xwW�aa,.s sir 11 2e MGS FLOOD PROJECT REPORT Program Version: 2.2.5 Run Date: 08/12/2005 11:56 AM Yt4e9r*:t*x-x*�lc9crt*ict�/nr:tye**�YYe���r�t�kk�c,rr*9etiYeaHtiinr�c*�ricic***�rxic�r**:r**int�kt�,rinr*t�*Y Input File Name: SR900_Vault_WQ VOL 08_12_2005.fld Project Name SR 900/ Duvall-Ave-Intersection Analysis Title: SR900 Intersection Comments This analysis is to determine the size of the Detention Vault using the sty Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) i Page 2 *********Watershed Definition ********** I Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None Area(Acres) ------------- ------Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 0.000 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.360 0.000 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 0.360 0.000 SUBBASIN TOTAL 0.360 0.360 0.000 *** Subbasin Connection Summary *** Subbasin 1 --------------> Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 I i Page 3 Retention/Detention Facility Summary********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- Prismatic Pond Option Used Pond Floor Elevation 391.43 ft `__Riser _C.rest_El.e.vation_: 398.25 _ft_. Maximum Pond Elevation : 398.75 ft Maximum Storage Depth 6.82 ft Pond Bottom Length 49.0 ft Pond Bottom Width 20.0 ft Side Slope 0.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area 980. sq-ft Area at Riser Crest El 980. sq-ft 0.022 acres Volume at Riser Crest 6684. cu-ft 0.153 ac-ft Area at Max Elevation 980. sq-ft 0.022 acres Volume at Max Elevation: 7174. cu-ft 0.165 ac-ft ----------------- Riser Geometry ----------------- Riser Structure Type : Circular Riser Diameter : 18.00 in Common Length : 0.000 ft Riser Crest Elevation : 398.25 ft ---------- Hydraulic Structure Geometry --- --------- Number of Devices: 3 --- Device Number 1 --- Device Type Circular Orifice Invert Elevation 394.67 ft Diameter 0.50 in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice Invert Elevation 396.75 ft Diameter 0.50 in Orientation Vertical Elbow Yes I i --- Device Number 3 --- Device Type Circular Orifice Invert Elevation 397.75 ft Diameter 2.00 in i Orientation Vertical Elbow Yes I Page 4 Computed Pond Hydraulic Table Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 391.43 0.022 0.000 0.000 0.000 391.48 0.022 0.001 0.000 0.000 391.53 0.022 0.002 0.000 0.000 391.63 0.022 0.004 0.000 0.000 391.73 0.022 0.007 0.000 0.000 391.83 0.022 0.009 0:000 0.000 391.93 0.022 0.011 0.000 0.000 392.03 0.022 0.013 0.000 0.000 392.13 0.022 0.016 0.000 0.000 392.23 0.022 0.018 0.000 0.000 392.33 0.022 0.020 0.000 0.000 392.43 0.022 0.022 0.000 0.000 392.53 0.022 0.025 0.000 0.000 392.63 0.022 0.027 0.000 0.000 392.73 0.022 0.029 0.000 0.000 392.83 0.022 0.031 0.000 0.000 392.93 0.022 0.034 0.000 0.000 393.03 0.022 0.036 0.000 0.000 393.13 0.022 0.038 0.000 0.000 393.23 0.022 0.040 0.000 0.000 393.33 0.022 0.043 0.000 0.000 393.43 0.022 0.045 0.000 0.000 393.53 0.022 0.047 0.000 0.000 393.63 0.022 0.049 0.000 0.000 393.73 0.022 0.052 0.000 0.000 393.83 0.022 0.054 0.000 0.000 393.93 0.022 0.056 0.000 0.000 394.03 0.022 0.058 0.000 0.000 394.13 0.022 0.061 0.000 0.000 394.23 0.022 0.063 0.000 0.000 394.33 0.022 0.065 0.000 0.000 394.43 0.022 0.067 0.000 0.000 394.53 0.022 0.070 0.000 0.000 394.57 0.022 0.071 0.000 0.000 394.60 0.022 0.071 0.000 0.000 394.64 0.022 0.072 0.000 0.000 394.67 0.022 0.073 0.000 0.000 394.70 0.022 0.073 0.001 0.000 394.72 0.022 0.074 0.001 0.000 394.75 0.022 0.075 0.002 0.000 394.77 0.022 0.075 0.002 0.000 394.87 0.022 0.077 0.003 0.000 394.97 0.022 0.080 0.004 0.000 395.07 0.022 0.082 0.004 0.000 395.17 0.022 0.084 0.005 0.000 395.27 0.022 0.086 0.005 0.000 395.37 0.022 0.089 0.006 0.000 395.47 0.022 0.091 0.006 0.000 395.57 0.022 0.093 0.006 0.000 395.67 0.022 0.095 0.007 0.000 395.77 0.022 0.098 0.007 0.000 395.87 0.022 0.100 0.007 0.000 395.97 0.022 0.102 0.008 0.000 396.07 0.022 0.104 0.008 0.000 396.17 0.022 0.107 0.008 0.000 396.27 0.022 0.109 0.008 0.000 �1 396.37 0.022 0.111 0.009 0.000 I 396.47 0.022 0.113 0.009 0.000 I Page 5 396.57 0.022 0.116 0.009 0.000 396.62 0.022 0.117 0.009 0.000 396.66 0.022 0.118 0.009 0.000 396.71 0.022 0.119 0.010 0.000 396.75 0.022 0.120 0.010 0.000 396.78 0.022 0.120 0.010 0.000 396.80 0.022 0.121 0.011 0.000 396.83 0.022 0.121 0.011 0.000 396.85 0.022 0.122 0.012 0.000 396.95 0.022 0.124 0.013 0.000 397.05 0.022 0.126 0.014 0.000 397.15 0.022 0.129 0.014 0.000 397.25 0.022 0.131 0.015 0.000 397.35 0.022 0.133 0.016 0.000 397.45 0.022 0.135 0.016 0.000 397.55 0.022 0.138 0.017 0.000 397.60 0.022 0.139 0.017 0.000 397.65 0.022 0.140 0.017 0.000 397.70 0.022 0.141 0.018 0.000 397.75 0.022 0.142 0.018 0.000 397.78 0.022 0.143 0.019 0.000 397.80 0.022 0.143 0.021 0.000 397.83 0.022 0.144 0.025 0.000 397.85 0.022 0.144 0.031 0.000 397.95 0.022 0.147 0.054- 0.000 i 398.05 0.022 0.149 0.067 0.000 398.10 0.022 0.150 0.072 0.000 398.15 0.022 0.151 0.077 0.000 398.20 0.022 0.152 0.082 0.000 398.25 0.022 0.153 0.086 0.000 398.28 0.022 0.154 0.151 0.000 398.30 0.022 0.155 0.268 0.000 398.33 0.022 0.155 0.418 0.000 398.35 0.022 0.156 0.596 0.000 398.38 0.022 0.156 0.796 0.000 398.40 0.022 0.157 1.016 0.000 398.43 0.022 0.157 1.253 0.000 398.45 0.022 0.158 1.505 0.000 398.55 0.022 0.160 2.608 0.000 398.65 0.022 0.162 3.745 0.000 398.75 0.022 0.165 4.758 0.000 398.85 0.022 0.167 5.526 0.000 i i i F I i ,may i l i Page 6 Annual Maxima Flow Data ************** ******* 1 Landscape mitigated Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.020 11939 12 06 0.014 1941 09 02 0.016 11941 05 17 8.984E-03 1941 12 15 0.051 11941 11 13 9.156E-03 1942 11 14 0.013 11942 11 14 0.014 1944 01 22 0.011 i 1943 10 17 7.440E-03 1945 02 07 0.034 1 1945 02 07 0.018 1946 01 23 0.019 ( 1946 02 05 8.976E-03 1947 02 01 0.023 ( 1946 11 18 0.015 1948 03 21 0.038 11947 10 19 0.018 1948 11 27 0.023 11949 02 22 9.785E-03 1950 03 03 0.100 { 1950 01 20 0.014 1951 02 09 0.019 11951 02 09 0.018 1952 06 29 0.098 11952 06 29 8.368E-03 1953 09 30 0.015 ► 1953 01 11 0.012 1953 12 19 0.020 { 1954 01 22 0.011 1955 02 28 0.010 { 1954 11 05 8.873E-03 1956 03 04 0.016 ( 1956 01 06 0.014 1957 02 25 0.012 11957 02 25 0.014 1958 04 20 0.022 11958 01 16 9.481E-03 1959 01 12 0.019 11959 01 13 0.014 1960 01 28 0.027 { 1959 11 21 0.018 1961 02 14 0.026 11960 11 20 0.015 1962 07 05 0.015 { 1962 03 05 8.411E-03 1963 05 05 0.011 ( 1963 02 03 8.864E-03 1964 01 01 0.019 { 1964 01 01 9.012E-03 1965 02 26 0.016 11965 02 27 9.306E-03 / 1966 01 05 0.019 { 1966 04 11 9.472E-03 1966 11 13 0.038 11967 01 19 0.014 1968 08 23 0.026 11967 10 27 9.476E-03 1968 12 03 0.017 11968 12 03 9.162E-03 j 1970 01 13 0.019 11970 01 14 9.294E-03 1970 12 06 0.021 11970 12 06 0.014 1972 02 27 0.054 { 1972 02 28 0.026 1973 01 13 0.013 { 1972 12 23 0.014 1973 11 11 0.022 { 1974 01 16 0.010 1974 12 26 0.041 11974 12 27 0.015 1975 12 02 0.019 { 1975 12 04 0.013 1977 08 26 9.684E-03 11977 08 26 8.681E-03 1978 09 22 0.034 l 1977 12 15 0.014 1979 09 08 0.019 11979 03 05 8.345E-03 1979 12 14 0.038 11979 12 17 0.040 1980 11 21 0.030 11980 12 26 8.688E-03 1981 10 06 0.063 { 1981 10 06 0.099 1982 10 28 0.024 { 1983 01 05 0.014 1984 03 14 0.024 ! 1984 03 21 8.207E-03 1985 06 06 0.013 ► 1985 06 07 9.431E-03 1986 01 16 0.035 ► 1986 01 18 0.052 1986 11 24 0.034 ( 1986 11 24 0.075 1988 04 06 0.015 ► 1988 04 06 9.542E-03 f 1989 04 05 0.017 { 1989 04 05 9.568E-03 1990 01 09 0.090 { 1990 01 09 0.139 1990 11 24 0.079 { 1990 11 24 0.071 1992 01 27 0.022 11992 01 31 0.012 4 1993 06 09 0.015 i 1993 03 23 8.566E-03 } 1994 03 20 9.131E-03 ► 1994 04 08 7.926E-03 1995 02 19 0.016 { 1995 02 19 0.015 1996 02 08 0.050 i 1996 02 08 0.073 I Page 7 1997 01 02 0.038 ( 1997 01 02 0.039 1998 02 28 0.014 { 1997 10 30 9.136E-03 1998 11 04 0.091 11998 11 25 0.046 2000 02 05 0.021 12000 03 26 0.013 2001 05 05 0.015 12001 05 05 9.760E-03 2002 05 03 0.094 12001 11 15 9.437E-03 2003 06 24 0.033 12003 03 31 0.049 2004 01 01 0.014 12003 10 24 0.014 2005 02 05 0.034 ( 2005 02 07 9.012E-03 2006 02 27 0.018 12005 11 27 0.017 2006 12 14 0.020 { 2006 12 15 .9.405E-03 2008 03 21 0.037 ( 2008 01 07 0.016 2009 02 17 0.038 i 2009 02 17 0.031 2010 06 10 0.125 f 2010 01 10 0.015 2010 11 17 0.034 12010 11 17 0.058 2011 10 22 0.031 12011 10 02 0.018 2013 01 20 0.071 12013 01 20 0.070 2013 12 06 0.044 12014 02 13 0.012 2015 02 28 0.012 12015 03 30 8. 929E-03 2016 01 04 0.043 12016 01 04 0.021 2017 06 14 0.028 ( 2017 06 14 9.004E-03 2017 12 25 0.030 12018 01 31 0. 013 2018 11 12 0.023 12019 01 10 0.014 2019 12 12 0.016 12020 03 31 8.795E-03 2020 11 24 0.035 12021 02 10 0.028 2021 12 20 0.02B 12021 12 20 0.012 2023 02 02 0.038 12023 03 30 0.016 2024 01 19 0.018 12024 01 19 0.015 2024 12 22 0.039 12024 12 22 0.064 2026 03 09 0.017 12025 12 29 0.014 2027 03 15 0.016 12027 01 28 0.013 2028 02 18 0.021 { 2028 02 19 0.016 2029 06 26 0.031 12028 12 04 0.013 2029 11 04 0.031 12030 01 26 0.013 2031 03 11 0.018 12030 12 30 0.016 2032 01 20 0.030 12032 01 20 0.051 2032 12 23 0.010 12032 12 23 8.923E-03 2034 01 15 0.034 12034 01 16 0.051 2035 02 19 0.019 12035 02 19 9.509E-03 2035 12 04 0.030 12035 12 04 0.012 2037 05 15 8.274E-03 12037 08 24 7.927E-03 2037 11 24 0.028 12037 12 15 0.013 2039 02 07 0.012 12039 09 02 7.996E-03 2040 01 14 0.070 ( 2040 01 14 0.012 2040 12 25 0.020 12040 12 25 0.017 2042 02 20 0.026 12041 11 17 0.014 2043 03 31 0.054 { 2043 08 30 0.015 2044 05 01 0.016 12044 05 01 8.308E-03 2044 11 02 0.033 12044 11 02 0.014 I 2046 03 07 0.019 12046 02 17 0.013 2047 01 31 0.015 { 2047 02 01 8.818E-03 2047 12 02 0.020 12047 12 03 0.032 2049 03 16 0.014 ( 2048 11 25 8.395E-03 2049 12 04 0.029 12049 12 04 0.016 2051 02 02 0.024 ( 2051 05 17 9.031E-03 2052 04 16 0.012 { 2052 02 20 7.714E-03 2053 06 04 0.080 12052 12 10 9.433E-03 f 2053 12 08 0.011 12053 12 11 8.744E-03 2054 10 27 0.033 ► 2054 10 27 0.065 \ 2056 02 07 0.053 ( 2056 02 07 0.074 J 2056 11 19 0.069 12056 11 19 0.078 2058 01 24 0.041 12057 11 20 0.013 2058 11 25 0.034 12058 11 26 0.017 Page 8 2060 05 15 0.036 12060 05 27 8.710E-03 l 2060 10 23 0.028 12060 12 13 0.013 2062 02 03 0.114 12062 01 03 0.011 2062 12 29 0.015 12062 12 30 0.015 2064 09 30 0.029 12063 12 23 0.019 2064 11 29 0.024 12064 12 01 9.551E-03 2066 01 13 7.792E-03 { 2066 01 13 7.799E-03 2067 01 19 0.022 12066 11 28 9.521E-03 2068 01 18 0.039 { 2068 01 19 0.023 2069 01 04 9.242E-03 12069 09 23 8.689E-03 2070 04 09 0.013 12070 04 09 7.693E-03 2071 03 23 8.157E-03 12071 02 14 7.863E-03 2072 04 28 0.014 12072 07 12 0.014 2072 12 25 0.041 12072 12 25 0.084 2074 03 16 0.025 12073 12 15 0.014 2075 02 12 9.769E-03 12074 11 20 9.047E-03 2076 03 24 0.036 ► 2075 10 17 0.023 2077 08 24 0.015 ( 2077 08 25 7.751E-03 2077 11 25 0.017 12077 11 25 8.461E-03 2078 11 03 0.020 12079 02 25 9.081E-03 2079 12 17 0.050 12079 12 17 0.083 2081 02 17 0.029 2080 11 21 0.022 2082 02 18 0.025 12081 10 31 0.017 2083 03 29 0.021 12083 02 12 0.012 2083 11 26 0.021 12083 11 16 0.016 i 2085 03 23 0.014 12084 12 14 9.340E-03 2086 01 18 0.014 12086 01 18 0.013 2086 12 21 0.026 12086 11 23 0.014 2088 03 25 0.018 12088 01 14 9.072E-03 2088 11 05 0.051 12088 11 05 0.027 2089 11 03 0.014 12089 11 04 0.015 2091 08 30 0.018 12091 08 30 0.018 2092 04 28 0.071 12092 01 31 0.017 2093 06 15 0.014 12093 03 22 7.837E-03 2093 10 23 0.012 12093 10 23 9.484E-03 2094 11 29 0.012 12094 11 30 0.012 2095 11 10 0.015 12096 01 15 9.716E-03 2096 11 12 0.042 12097 03 19 0.017 i I _ l \ t Page 9 ****************** Ranked Annual Maxima Data******************* i Recurrence Interval Computed Using Gringorten Plotting Position Landscape mitigated Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 7.792E-03 { 1.00 7.440E-03 1.01 8.157E-03 I 1.01 7.693E-03 1.02 8.274E-03 I 1.02 7.714E-03 1.02 9.131E-03 I 1.02 7.751E-03 1.03 9.242E-03 I 1.03 7.799E-03 1.04 9.684E-03 1.04 7.837E-03 1.04 9.769E-03 1.04 7.863E-03 1.05 0.010 1 1.05 7.926E-03 1.06 0.010 I 1.06 7.927E-03 1.06 0.011 { 1.06 7. 996E-03 1.07 0.011 I 1.07 8.207E-03 1.08 0.011 I 1.08 8.308E-03 1.09 0.012 I 1.09 8.345E-03 1.09 0.012 1 1.09 8.368E-03 1.10 0.012 I 1.10 8.395E-03 1.11 0.012 i 1.11 8.411E-03 1.12 0.012 1 1.12 8.461E-03 1.12 0.012 I 1.12 8.566E-03 1.13 0.013 I 1.13 8.681E-03 1.14 0.013 { 1.14 8. 688E-03 1.15 0.013 { 1.15 8.689E-03 1.16 0.013 { 1.16 8.710E-03 1.17 0.014 { 1.17 8.744E-03 1.18 0.014 { 1.18 8.795E-03 1.18 0.014 I 1.18 8.818E-03 J 1.19 0.014 I 1.19 8.864E-03 1.20 0.014 I 1.20 8.873E-03 1.21 0.014 1 1.21 8.923E-03 1.22 0.014 1 1.22 B.929E-03 1.23 0.014 1 1.23 8.976E-03 1.24 0.015 1 1.24 8. 984E-03 1.25 0.015 { 1.25 9.004E-03 1.26 0.015 1 1.26 9.012E-03 1.27 0.015 { 1.27 9.012E-03 1.28 0.015 { 1.26 9.031E-03 1.29 0.015 I 1.29 9.047E-03 1.30 0.015 i 1.30 9.072E-03 1.31 0.015 { 1.31 9.081E-03 1.32 0.015 I 1.32 9.136E-03 1.33 0.016 1 1.33 9.156E-03 1.35 0.016 1 1.35 9.162E-03 1.36 0.016 l 1.36 9.294E-03 1.37 0.016 { 1.37 9.306E-03 1.38 0.016 i 1.38 9.340E-03 1.39 0.016 ( 1.39 9.405E-03 1.40 0.016 I 1.40 9.431E-03 1.42 0.017 { 1.42 9.433E-03 1.43 0.017 { 1.43 9.437E-03 1.44 0.017 I 1.44 9.472E-03 1.46 0.017 { 1.46 9.476E-03 1.47 0.018 1 1.47 9.481E-03 1.48 0.018 I 1.48 9.484E-03 1.50 0.018 i 1.50 9.509E-03 1.51 0.018 I 1.51 9.521E-03 1.53 0.018 ( 1.53 9.542E-03 I -03 1.54 0.019 1 1.54 9.551E Page 10 1.56 0.019 I 1.56 9.568E-03 1.57 0.019 ► 1.57 9.716E-03 1.59 0.019 I 1.59 9.760E-03 1.60 0.019 I 1.60 9.785E-03 1.62 0.019 I 1.62 0.010 1.64 0.019 I 1.64 0.011 1.65 0.019 I 1.65 0.011 1.67 0.019 I 1.67 0.012 1.69 0.019 I 1.69 0.012 1.71 0.020 I 1.71 0.012 1.73 0.020 I 1.73 0.012 1.75 0.020 I 1.75 0.012 1.77 0.020 I 1.77 0.012 1.79 0.020 I 1.79 0.012 1.81 0.020 I 1.81 0.012 1.83 0.021 I 1.83 0.013 1.85 0.021 I 1.85 0.013 1.87 0.021 I 1.87 0.013 1.89 0.021 I 1.89 0.013 1.92 0.021 i 1.92 0.013 1.94 0.022 I 1.94 0.013 1.96 0.022 I 1.96 0.013 1.99 0.022 I 1.99 0.013 2.01 0.022 I 2.01 0.013 2.04 0.023 I 2.04 0.013 2.07 0.023 I 2.07 0.013 2.09 0.023 I 2.09 0.014 2.12 0.024 I 2.12 0.014 2.15 0.024 I 2.15 0.014 2.18 0.024 I 2.18 0.014 2.21 0.024 I 2.21 0.014 2.24 0.025 I 2.24 0.014 2.27 0.025 I 2.27 0.014 2.31 0.026 2.31 0.014 2.34 0.026 I 2.34 0.014 2.38 0.026 I 2.38 0.014 2.41 0.026 I 2.41 0.014 2.45 0.027 I 2.45 0.014 2.49 0.028 I 2.49 0.014 2.53 0.028 ( 2.53 0.014 2.57 0.028 1 2.57 0.014 2.61 0.028 I 2.61 0.014 2.65 0.029 I 2.65 0.014 2.70 0.029 I 2.70 0.014 2.75 0.029 I 2.75 0.014 2.80 0.030 I 2.80 0.015 2.85 0.030 I 2.85 0.015 2.90 0.030 I 2.90 0.015 2.95 0.030 I 2.95 0.015 3.01 0.031 I 3.01 0.015 3.07 0.031 I 3.07 0.015 3.13 0.031 I 3.13 0.015 3.19 0.033 I 3.19 0.015 I 3.26 0.033 I 3.26 0.015 {� 3.32 0.033 I 3.32 0.016 3.40 0.034 I 3.40 0.016 3.47 0.034 I 3.47 0.016 3.55 0.034 I 3.55 0.016 3.63 0.034 I 3.63 0.016 \'\ 3.72 0.034 1 3.72 0.016 (� J 3.60 0.034 I 3.80 0.017 ( 3.90 0.034 I 3.90 0.017 I 4.00 0.035 1 4.00 0.017 Page 11 1 4.10 0.035 I 4.10 0.017 4.21 0.036 ► 4.21 0.017 4.32 0.036 ► 4.32 0.017 4.45 0.037 ► 4.45 0.018 4.58 0.038 I 4.58 0.018 4.71 0.038 ► 4.71 0.018 4.86 0.038 ► 4.86 0.018 5.01 0.038 ( 5.01 0.018 5.17 0.038 ► 5.17 0.018 5.35 0.038 I 5.35 0.019 5.54 0.039 ► 5.54 0.021 5.74 0.039 I 5.74 0.022 5.95 0.041 I 5.95 0.023 6.19 0.041 I 6.19 0.023 6.44 0.041 I 6.44 0.026 6.71 0.042 ► 6.71 0.027 7.01 0.043 I 7.01 0.028 7.33 0.044 ► 7.33 0.031 7.69 0.050 ► 7.69 0.032 8.08 0.050 I 8.08 0.039 8.52 0.051 ► 8.52 0.040 9.00 0.051 ► 9.00 0.046 9.55 0.053 ► 9.55 0.049 10.16 0.054 ► 10.16 0.051 10.86 0.054 ► 10.86 0.051 11.66 0.063 ► 11.66 0.052 12.59 0.069 ► 12.59 0.058 13.68 0.070 I 13.68 0.064 14.97 0.071 I 14.97 0.065 16.54 0.071 ► 16.54 0.070 } 18.47 0.079 ► 18.47 0.071 J. 20.92 0.080 I 20.92 0.073 24.10 0.090 I 24.10 0.074 28.44 0.091 I 28.44 0.075 34.68 0.094 I 34.68 0.078 44.42 0.098 I 44.42 0.063 61.77 0.100 ► 61.77 0.084 101.36 0.114 ► 101.36 0.099 282.36 0.125 ► 282.36 0.139 I Page 12 M ************* Flow Frequency Data for Selected Recurrence Intervals ************* 1 Landscape mitigatedLandscape mitigatedPond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.013 0.075 2-Year 0.023 0.097 0.013 5-Year 0.039 0.126 0.016 10-Year 0.052 0.147 0.050 25-Year 0.075 0.177 0.074 50-Year 0.096 0.202 0.083 100-Year 0.123 0.229 0.098 200-Year 0.156 0.259 0.125 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position f f i 1' I . i Page 13 ****************** Flow Duration Performance*************************** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 6.236E-04 2.7639E-01 6.933E-04 3.9498E-01 1.247E-03 1.9209E-01 1.387E-03 3.5262E-01 1.871E-03 1.3741E-01 2.080E-03 3.0140E-01 2.495E-03 9.8625E-02 2.773E-03 2.4788E-01 3.118E-03 7.1521E-02 3.467E-03 1.9841E-01 3.742E-03 5.2713E-02 4.160E-03 1.5248E-01 4.365E-03 3.9204E-02 4.853E-03 1.1107E-01 4.989E-03 2.9276E-02 5.546E-03 7.7564E-02 5.613E-03 2.1838E-02 6.455E-03 4.4291E-02 6.236E-03 1.6596E-02 6.933E-03 3.2019E-02 6.860E-03 1.2829E-02 7.626E-03 1.9729E-02 7.484E-03 1.0147E-02 8.320E-03 1.1720E-02 8.107E-03 7.9976E-03 9.013E-03 6.4966E-03 8.731E-03 6.4229E-03 9.706E-03 3.4620E-03 9.355E-03 5.1760E-03 0.010 3.2064E-03 9.978E-03 4.2396E-03 0.011 2.9775E-03 0.011 3.4967E-03 0.012 2.6411E-03 0.011 2.8866E-03 0.012 2.2851E-03 0.012 2.5800E-03 0.013 2.0510E-03 0.012 2.0144E-03 0.014 1.5501E-03 0.013 1.7046E-03 0.015 1.2476E-03 0.014 1.4556E-03 0.015 1.0072E-03 0.014 1.2455E-03 0.016 7.9492E-04 0.015 1.0650E-03 0.017 6.0215E-04 l 0.016 9.2200E-04 0.017 4.3537E-04 0.016 7.9781E-04 0.018 3.1042E-04 0.017 6.9529E-04 0.019 2.4620E-04 0.017 6.1153E-04 0.019 2.3465E-04 0.018 5.2273E-04 0.020 2.2165E-04 0.019 4.5269E-04 0.021 2.0794E-04 0.019 4.0504E-04 0.021 1.9566E-04 ` 0.020 3.6244E-04 0.022 1.8700E-04 0.021 3.1912E-04 0.023 1.7761E-04 0.021 2.8952E-04 0.024 1.6895E-04 0.022 2.6642E-04 0.024 1.6678E-04 0.022 2.4476E-04 0.025 1.6101E-04 0.023 2.1761E-04 0.026 1.5234E-04 0.024 2.0144E-04 0.026 1.4801E-04 0.024 1.8267E-04 0.027 1.4296E-04 0.025 1.6967E-04 0.028 1.3790E-04 0.026 1.5956E-04 0.028 1.3501E-04 0.026 1.4512E-04 0.029 1.2924E-04 0.027 1.3935E-04 0.030 1.2418E-04 0.027 1.3213E-04 0.031 1.2057E-04 0.028 1.2130E-04 0.031 1.1769E-04 f 0.029 1.1480E-04 0.032 1.1119E-04 11 0.029 1.0613E-04 0.033 1.0902E-04 0.030 9.7470E-05 0.033 1.0541E-04 0.031 9.2416E-05 0.034 1.0108E-04 0.031 8.7362E-05 0.035 1.0036E-04 0.032 8.0864E-05 0.035 9.8192E-05 0.032 7.7976E-05 0.036 9.6748E-05 0.033 7.4366E-05 0.037 9.3860E-05 { J 0.034 6.8590E-05 0.037 9.3138E-05 0.034 6.1370E-05 0.038 9.0972E-05 0.035 5.8482E-05 0.039 8.8806E-05 I i ji I Page 14 l 0.036 5.6316E-05 0.040 8.5918E-05 0.036 5.4672E-05 0.040 8.0864E-05 0.037 5.1984E-05 0.041 7.7976E-05 0.037 4.9818E-05 0.042 7.7254E-05 0.038 4.4764E-05 0.042 7.5088E-05 0.039 4.1329E-05 0.043 7.4366E-05 0.039 3.8968E-05 0.044 7.3644E-05 0.040 3.7544E-05 0.044 7.2200E-05 0.041 3.6822E-05 0.045 7.1478E-05 0.041 3.5378E-05 0.046 6.8590E-05 0.042 3.3934E-05 0.046 6.5702E-05 0.042 3.2490E-05 0.047 6.4256E-05 0.043 2.9602E-05 0.048 6.3536E-05 0.044 2.9602E-05 0.049 6.0648E-05 0.044 2.6714E-05 0.049 5.9204E-05 0.045 2.5270E-05 0.050 5.8482E-05 0.046 2.4548E-05 0.051 5.6316E-05 0.046 2.4548E-05 0.051 5.2706E-05 0.047 2.3826E-05 0.052 5.0540E-05 0.047 2.3104E-05 0.053 5.0540E-05 0.048 2.2382E-05 0.053 4.9818E-05 0.049 2.1660E-05 0.054 4.9096E-05 0.049 2.1660E-05 0.055 4.7652E-05 0.050 2.1660E-05 0.055 4.6930E-05 0.051 2.0216E-05 0.056 4.5486E-05 0.051 1.8050E-05 0.057 4.4042E-05 0.052 1.8050E-05 0.058 4.1676E-05 0.052 1.8050E-05 0.058 4.1154E-05 0.053 1.7328E-05 0.059 3.8988E-05 0.054 1.6606E-05 0.060 3.8988E-05 0.054 1.5162E-05 0.060 3.8266E-05 0.055 1.5162E-05 0.061 3.6822E-05 0.056 1.5162E-05 0.062 3.6100E-05 0.056 1.5162E-05 0.062 3.4656E-05 0.057 1.4440E-05 0.063 3.2490E-05 0.057 1.4440E-05 0.064 3.1046E-05 0.058 1.4440E-05 0.064 2.8158E-05 0.059 1.3718E-05 0.065 2. 6714E-05 0.059 1.3718E-05 0.066 2.5992E-05 0.060 1.3718E-05 0.067 2.4548E-05 0.060 1.3718E-05 0.067 2.3104E-05 0.061 1.3718E-05 0.068 2.3104E-05 0.062 1.2996E-05 0.069 2.1660E-05 0.062 1.2996E-05 0.069 2.0216E-05 0.063 1.2996E-05 0.070 1.9494E-05 0.064 1.2274E-05 0.071 1.8772E-05 0.064 1.1552E-05 0.071 1.8050E-05 0.065 1.1552E-05 0.072 1. 6606E-05 0.065 1.1552E-05 0.073 1.4440E-05 0.066 1.1552E-05 0.073 1.2996E-05 ' 0.067 1.1552E-05 0.074 1.1552E-05 i 0.067 1.1552E-05 0.075 1.0108E-05 0.068 1.1552E-05 0.076 8. 6640E-06 0.069 1.1552E-05 0.076 8.6640E-06 I 0.069 1.0830E-05 0.077 8.6640E-06 0.070 1.0830E-05 0.078 7.9420E-06 f 0.070 1.0108E-05 0.078 7.2200E-06 ' 0.071 1.0108E-05 0.079 7.2200E-06 0.072 8.6640E-06 0.080 6.4960E-06 0.072 8.6640E-06 0.080 6.4980E-06 0.073 8.6640E-06 0.081 5.0540E-06 0.074 8.6640E-06 0.082 5.0540E-06 i0.074 8.6640E-06 0.083 2.8880E-06 I y I Page 15 0.075 8.6640E-06 0.083 2.1655E-06 0.075 8.6640E-06 0.084 2.1660E-06 0.076 8.6640E-06 0.085 1.4440E-06 0.077 8.6640E-06 0.085 1.4440E-06 0.077 8.6640E-06 0.086 1.4440E-06 0.078 8.6640E-06 0.087 1.4440E-06 0.079 8.6640E-06 0.087 1.4440E-06 0.079 7.9420E-06 0.088 1.4440E-06 0.080 7.9420E-06 0.089 1.4440E-06 0.080 7.2200E-06 0.089 1.4440E-06 0.081 7.2200E-06 0.090 1.4440E-06 0.082 7.2200E-06 0.091 1.4440E-06 0.062 7.2200E-06 0.092 1.4440E-06 0.083 6.4980E-06 0.092 1.4440E-06 0.084 6.4980E-06 0.093 1.4440E-06 0.084 6.4980E-06 0.094 1.4440E-06 0.085 6.4980E-06 0.094 1.4440E-06 0.085 6.4980E-06 0.095 1.4440E-06 0.086 6.4980E-06 0.096 1.4440E-06 0.087 6.4980E-06 0.096 1.4440E-06 0.087 6.4980E-06 0.097 1.4440E-06 0.088 6.4960E-06 0.098 1.4440E-06 0.089 6.4980E-06 0.098 1.4440E-06 0.089 6.4980E-06 0.099 7.2200E-07 0.090 6.4980E-06 0.100 7.2200E-07 0.090 5.7760E-06 0.101 7.2200E-07 0.091 5.7760E-06 0.101 7.2200E-07 0.092 5.0540E-06 0.102 7.2200E-07 0.092 5.0540E-06 0.103 7.2200E-07 0.093 5.0540E-06 0.103 7.2200E-07 0.094 5.0540E-06 0.104 7.2200E-07 0.094 4.3320E-06 0.105 7.2200E-07 0.095 4.3320E-06 0.105 7.2200E-07 0.095 4.3320E-06 0.106 7.2200E-07 0.096 3.6100E-06 0.107 7.2200E-07 0.096 3.5551E-06 0.107 7.2200E-07 0.097 3.6100E-06 0.108 7.2200E-07 0.098 3.6100E-06 0.109 7.2200E-07 0.099 2.8880E-06 0.1-10 7.2200E-07 0.099 2.1660E-06 0.110 7.2200E-07 0.100 2.1660E-06 0.111 7.2200E-07 0.100 1.4440E-06 0.112 7.2200E-07 0.101 1.4440E-06 0.112 7.2200E-07 0.102 1.4440E-06 0.113 7.2200E-07 0.102 1.4440E-06 0.114 7.2200E-07 0.103 1.4440E-06 0.114 7.2200E-07 0.104 1.4440E-06 0.115 7.2200E-07 0.104 1.4440E-06 0.116 7.2200E-07 I 0.105 1.4440E-06 0.116 7.2200E-07 0.105 1.4440E-06 0.117 7.2200E-07 0.106 1.4440E-06 0.118 7.2200E-07 0.107 1.4440E-06 0.119 7.2200E-07 0.107 1.4440E-06 0.119 7.2200E-07 0.108 1.4440E-06 0.120 7.2200E-07 0.109 1.4440E-06 0.121 7.2200E-07 0.109 1.4440E-06 0.121 7.2200E-07 0.110 1.4440E-06 0.122 7.2200E-07 0.110 1.4440E-06 0.123 7.2200E-07 0.111 1.4440E-06 0.123 7.2200E-07 0.112 1.4440E-06 0.124 7.2200E-07 0.112 1.4440E-06 0.125 7.2200E-07 0.113 1.4440E-06 0.125 7.2200E-07 0.114 1.4440E-06 0.126 7.2200E-07 i 1 f i LO-aOOZZ'L 6£T'O LO-aOOZZ'L SZT'O LO-SOOZZ'L 8£T'O LO-SOOZZ'L bZT'0 LO-aOOZZ'L L£T'0 LO-aOOZZ'L £ZT'0 LO-aOOZZ'L L£T'0 LO-300ZZ'L £ZT'0 LO-300ZZ'L 9£T'0 LO-aOOZZ'L ZZT'0 LO-aOOZZ'L S£T'0 LO-aOOZZ'L ZZT'0 LO-300ZZ'L S£T'O LO-SOOZZ'L TZT'O LO-SOOZZ'L b£T'0 LO-SOOZZ'L OZT'O LO-aOOZZ'L ££T'O LO-aOOZZ'L OZT'0 LO-300ZZ'L Z£T'O LO-SOOZZ'L 6TT'O LO-EOOZZ'L Z£T'0 LO-SOOZZ'L 8TT'0 LO-aOOZZ'L T£T'0 LO-aOOZZ'L 8TT'0 LO-20OZZ'L 0£T'O LO-aOOZZ'L LTT'O LO-HOOZZ'L 0£T'0 LO-30OZZ'L LTT'O LO-SOOZZ'L 6ZT'0 LO-300ZZ'L 9TT'0 LO-200ZZ'L 8ZT'O LO-300ZZ'L STT'O LO-300ZZ'L 8ZT'0 LO-ZOOZZ'L STT'O j LO-aOOZZ'L LZT'0 90-30btV T bTT'O l 9T abed Page 17 Flow Duration Performance According to Dept. of Ecology Criteria Excursion at Predeveloped IiQ2 (Must be Less Than 0%) : 5.7% FAIL Maximum Excursion from '�Q2 to Q2 (Must be Less Than 0%) : 14.9% FAIL Maximum Excursion from Q2 to Q50 (Must be less than 10%) : 219.0% FAIL Percent Excursion from Q2 to Q50 (Must be less than 50%) : 67 .5% FAIL POND FAILS ONE OR MORE DURATION DESIGN CRITERIA: FAIL i !� 3v G;7 Page 18 Water Quality Facility Data 5 I (v, Basic Wet Pond Volume (91% Exceedance) : 169 -ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 254 u-ft 2-Year Stormwater Pond Discharge Rate: 0.013 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance) : 0.00 cfs Off-line Design Discharge Rate (91% Exceedance) : 0.00 cfs U TY UtiA Planning/Building/Public Works Department bA Transportation Systems Division 425-430-74 Fax: 425-430-7376 INV Municipal Building 1055 S. Grady Way, Renton, WA 98055 To: 86AjV(E 15ACJ9 n/l DATE: /I )n 0"r JOB NO. G- 03--/,-/ of r, Q Af Y o-T- (ZoAt) SV(-S, p14, RE: D,),69LL C-014L CREAK 20 I S . cJ c r 5,)A! S T r•J I»ni G MS : K SC- -rX- oZ¢Z ScA TT4.E t, l b v We are sending you B"-Attached ❑ Under separate cover via the following items: ❑ SHOP DRAWINGS ❑ PRINTS ❑ REPRODUCIBLE PLANS ❑ SPECIFICATIONS ❑ ORIGINALS ❑ COPY OF LETTER ❑ COPIES DATE NUMBER DESCRIPTION / REMARKS (i o FI NS P R4 c/i-t e: Ttc H 1d 1 v1f- 1 N Fo —n 0 Al (-Z6140(Z--" t� r, 17�5/G/vE/L ESIJdi✓.S� To C��t ME�Ts MESSAGE: These are transmitted as checked below: ❑ FOR APPROVAL ❑ APPROVED AS SUBMITTED ❑ RESUBMIT COPIES FOR APPROVAL (�FOR YOUR USE ❑ APPROVED AS NOTED ❑ SUBMIT COPIES FOR DISTRIBUTION ❑ AS REQUESTED ❑ RETURNED FOR CORRECTIONS ❑ RETURN CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ ❑ PRINTS RETURNED AFTER LOAN TO US Copies to: �'`'/ /!�t-� 7L LEs 6- iE �f1WND 7 From: �S RaA) s7R 4 K A 692Y �H(t-(,(rS, E(L,� �/QE5/'oNSESo.l�y� IF ENCLOSURES ARE NOT AS NOTED, KINDLY NOTIFY US AT ONCE. CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS MEMORANDUM DATE: July 22, 2005 f TO: James Wilhoit, Transportation Systems Engineer FROM: (�.AA Ron Straka, Surface Water Utility Supervisor(ext. 7248) Allen Quynn, Surface Water Utility Project Manager(ext 7247) SUBJECT: NE Sunset Boulevard/Duvall Ave NE Intersection Project 90% Design Plans and Drainage Report Review The following are the Surface Water Utility's review comments concerning the 90%Design Plans and Detention/Water quality sizing calculations: Drainage Report 1. Project proposes to increase the amount of impervious area by 0.19 acres. Detention and water quality treatment will be mitigated by treating and detaining an equivalent area (0.26 acres modeled) on the south half eastbound of Sunset Blvd. Based on the design location of the new catch basins in this area, we scaled off an area of 0.36 acres that will actually be treated/detained. Although this is acceptable since it exceeds the minimum area increase of 0.19 acres,the water quality volume provided in the vault assuming 0.19 acres will be too small, since volume sizing is based on total tributary area. The engineer will need to verify the area being captured by the detention/WQ vault. 2. The modeled water quality volume from the MGS Flood output is 1827 cf, which is based on the design criteria for a large wetpond. I assume a large wetvault is being used for enhanced WQ treatment based on traffic loading. Per the detail dimensions on sheet UT6,the volume provided is only 1208 cf. The engineer will need to reconcile the discrepancy between modeled and provided. 3. In determining the detention requirements for the project, the engineer modeled the area draining to the detention vault as grass under pre-developed conditions and assumed that this would reflect the mitigation required for the entire project. Although this seems reasonable in theory, we would like the drainage report to include the following: a. Show the pre-developed time series for the whole project. b. Show the post-developed time series bypass areas. c. Show that post-developed areas for bypass plus detained area to vault meets the level 2 duration standard for the pre-developed site runoff. Wilhoit/Duvall 90% July 22, 2005 Page 2 of 3 90% Plans 1. (Sheet UTl) Show proposed grade elevation on profile. 2. (Sheet UT1) Engineer must verify existing downstream pipe at Sta 169+90 has capacity to convey the combined flow from the 12"bypass and the vault (backwater analysis required). 3. (Sheet UTl) Proposed storm pipe is labeled"12-in Schedule A". We are not familiar with this material. Acceptable materials for storm pipe are CPEP (N-12), concrete or ductile iron. 4. (Sheet UT1) The proposed relocation alignment of the telephone line and the proposed storm running along the south curb line between Sta 172+00 and Sta 174+00 appear to be in conflict. 5. (General Comment) Where can the structure notes be found that indicate the disposition of existing structures (i.e. to be abandoned, relocated, etc.)? There are several existing structures that are in conflict with proposed pipe that we assume will be removed but it's unclear from the plans. 6. (Sheet UT2) Show proposed grade elevation on profiles. 7. (Sheet UT2) Show on plan and/or profile, pipe size of existing storm that is connecting to existing CB 7 from the northeast. 8. (Sheet UT3) The plan view shows a proposed telephone line at Sta 178+45 that is not shown in profile. The engineer will need to verify there is no conflict. 9. (Sheet UT3) Show proposed grade elevation on profile. 10. (Sheet UT3) CB 2 should be shifted north (Sta 173+65) to intercept the existing storm crossing Duvall from the east. 11. (Sheet UT3) There are several catch basins(CB 2, 3, 5)that are called out as a Type I CB that should be called out as Type II. A Type I CB is too small to accommodate a 24 inch pipe. 12. (Sheet UT3) The existing CB at Sta 173+65 (connected to CB2) should be shown in profile. Also,the pipes connecting to this structure don't match what is shown on the inventory book. The engineer will need to pull the record drawings (City can assist) and vary the survey correctly to show the inverts and number of pipes entering this structure. 13. (Sheet UT3) The pipe segment between CB and ex. CB 5A should be a 24"pipe vs. 12" as shown on profile. 14. (Sheet UT3) E. CB 5A shows an existing sanitary pipe going through structure. The Wastewater Utility will need to determine if this is acceptable. The structure may need to be examined in the field to determine its condition and if it is being protected properly (i.e. casing pipe). H:\File Sys\SW P-Surface Water Projects\SWP 27-Transporation Projects(TIP)\Duvall Ave.Intersection Project\90%review.docWQtp W ilhoit/Duvall 90% July 22, 2005 Page 3 of 3 15. (Sheet UT3) The profile shows an apparent conflict between the existing 24" pipe and a proposed 24" pipe at Sta 176+00. However, we don't see the proposed 24" pipe at that location shown on the plan view. 16. (Sheet UT3) Portions of the existing 24"pipe between CB 11 and CB 2 are proposed to be replaced and some will remain. Why not replace all of it? What is the condition of the existing pipe? If it is concrete it probably doesn't need to be replaced. 17. (Sheet UT4) Show on plan and profile proposed storm pipe (from vault and bypass area) to be constructed as part of the Duvall Widening Project. 18. (Sheet UT5) Show Stationing and proposed grade on profiles. 19. (Sheet UT5) CB 3 should be a Type II, 48" MH. 20. (Sheet UT5) CB 4 can be a Type I vs. Type II shown. 21. (Sheet UT5) CB 5, 6 and 4 should be Type II,48" MHs. 22. (Sheet UT5) The 12"pipe between CB 4 and CB 3 looks like it was drawn as a 24"pipe. Engineer to revise to scale as 12". 23. (Sheet UT5) The N, S inverts from CB 3 scales as a 12"pipe but should be 24". Engineer to revise accordingly. 24. (Sheet UT6) The third stage orifice diameter shown in the detailed cross section for the control structure does not match the modeled. Conveyance Calculations The conveyance calculations have not been reviewed to determine if the pipe sizes are adequate for the site runoff as well as any offsite areas. Please call Allen Quynn, if you have any questions. cc: Lys Hornsby,Utility Systems Director H:\File Sys\SWP-Surface Water Projects\SWP 27-Transporation Projects(TIP)\Duvall Ave.Intersection Project\90%review.doc\AQtp Allen Quynn - RE: Duvall Ave/SR900 Review Page 2 Notice: This message (including any attachments) contains confidential information intended for a specific individual and purpose, and is protected bylaw. If you are not the intended recipient, you should delete this message, and any disclosure, copying, or distribution of this message, or the taking of any action based upon it, is prohibited. -----Original Message----- From: Allen Quynn [mailto:aquynn@ci.renton.wa.us] Sent: Monday, July 18, 2005 10:33 AM To: Selove, Naomi Cc: James Wilhoit Subject: RE: Duvall Ave/SR900 Review Naomi: In your calculation, please include a description of how you are meeting the City flow control and water quality standard including any proposal to bypass flows and/or treatment trades (i.e. water quality treatment for one area in exchange for bypassing another area). I'm also interested in how this project will be phased and connected in with the Duvall widening project. Thanks, Allen Quynn, Project Manager, P.E. City of Renton Surface Water Utility 425-430-7247 Allen >>> "Selove, Naomi" <Naomi.Selove@abam.com> 7/18/2005 8:10:03 AM >>> Good Morning James, I can provide calculations from the hydraulic program StormSHED2G by Wednesday afternoon for the conveyance system. I will also provide the calculations for the vaults from the hydraulic program MGSFIood. Naomi -----Original Message----- From: James Wilhoit[mailto:jwilhoit@ci.renton.wa.us] Sent: Friday, July 15, 2005 3:14 PM To: Selove, Naomi; Platt, Richard; Phillips, Gary Cc: Allen Quynn; Leslie Lahndt; Ronald Straka Subject: Duvall Ave/SR900 Review Dick & Naomi- Our Surface Water group section inquired as to whether there is a drainage report or calculations they can look at as part of reviewing the stormwater features in the project. Do we have something they can go over? James P. Wilhoit, PE Allen Quynn - RE: Duvall Ave/SR900 Review Page 3 Transportation Design City of Renton WA (425) 430-7319 (425) 430-7376 fax (206) 818-9357 cell CC: "Gary Phillips" <phillips@abam.com>, "Leslie Lahndt" <Laahndt@ci.renton.wa.us>, "Ronald Straka" <Rstraka@ci.renton.wa.us> _report.doc Page 1 Allen Quynn -StormSHED_conveyance --- -- - - Appended on: 11:42:51 Tuesday,July 19,2005 File Location: O:\2004\FAPWT-04- 031\ENGR\Civil\Drainage\StormSHED\Sunset_6_28_2005.wwk Layout Report: Sunset Existing Event Precip(in) 2 year 1.0000 other 2.1000 10 year 3.0000 25 year 3.6000 100 year 4.0000 Reach Records Record Id: R-EX#5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation Contributing Hyd DnNode EXMH#2 UpNode EX#5 Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 128.3800 ft Slope 1.33% Up Invert 403.9549 ft Dn Inert 402.2500 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_repo rt.d oc Allen Quynn-StormSHED_conveyance_report.doc Page 2 Conduit Constraints Min Vel Max Vel Min Slope Max Slope t Min Cover I 2.00 ft/s ' 15.00 ft/s 0.50'% 2.00% 3.00 ft Drop across MH 0.0800 ft Ex/Infil Rate 0.0000 in/hr Up Invert 402.2500 ft Dn Invert 403.9549 ft Hold up invert. Record Id: R-EX#6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 f Routing Method: Travel Time Translation Contributing Hyd DnNode EX#5 UpNode EX#6 Material Conc-Spun Size 12" Diam Ent Losses Groove End w/Headwall Length 86.0000 ft Slope 0.50% Up Invert 405.1800 ft Dn Invert 404.7500 ft i f O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc ', I' Allen Quynn -StormSHED_conveyance report.doc Page 3 1 F-- Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 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 404.7500 ft Dn Invert 405.1800 ft Match inverts. I Record I r • #7 ' d. R-E X Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation 'Contributing Hyd DnNode UT3-12 UpNode EX#7 Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 93.0600 ft Slope 2.66% Up Invert 408.8225 ft Dn Invert 406.3471 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSi lED_conveyance_report.doe Allen Quynn -StormSHED_conveyance_report.doc Page 4 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s ' 15.00 ft/s 0.50% 2.00% 3.00 ft Drop across MH 0.0800 ft ExAnfil Rate 0.0000 in/hr Up Invert 406.3471 ft Dn Invert 408.8225 ft Record Id: R-EX#9 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT4-3 UpNode EX#9 Material Smooth CDEP Size 24" Diam Ent Losses Groove End w/Headwall Length 27.0000 ft Slope 2.71% Up Invert 411.0700 ft Dn Invert 410.3383 ft f' O:\2004\FAPWT-04-031\ENGR\Civil\Drain age\StormSHED\StormSHED_conveyance_re po rt.d oc Allen Quynn-StormSHED_conveyance_report.doc Page 5 Conduit Constraints I Min Vel Max Vel Min Slope i Max Slope i Min Cover I 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0300 ft Ex/Infil Rate 0.0000 in/hr I Up Invert 410.3383 ft Dn Invert 411.0700 ft Hold up invert. Record Id: R-EXMH#2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-5 UpNode EXMH#2 Material Smooth CDEP Size 24" Diam Ent Losses Groove End w/Headwall Length 23.0000 ft Slope 1.000/, Up Invert 402.2500 ft Dn Invert 402.0200 ft O:\2004\FAPWT-04-031\ENGR\Civi KDrain age\StormSHED\StormSHED_conveyance_report.doc __ __._......... _} Allen Quynn -StormSHED_conveyance_report.doc Page 6 ' r Conduit Constraints Min Vel ' Max Vel Min Slope Max Slope ' Min Cover 2.00 ft/s 15.00 ft/S 0.50'%o 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 402.0200 ft Dn Invert 402.2500 ft Hold up invert. i Record Id: R-UT24 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-7 UpNode UT24 Material Smooth CDEP Size 18" Diam Ent Losses Groove End w/Headwall j Length 43.9400 ft Slope 1.00% Up Invert 403.8940 ft Dn Invert 403.4546 ft i 0:\2004TAPW T-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 7 I' Conduit Constraints Min Vel , Max Vel ' t' Min Slope I f Max Slope I; Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 403.4546 It Dn Invert 403.8940 ft Hold up invert. Record Id: R-UT2-5 (! Section Shape: Circular ' Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT24 UUpNode UT2-5 Material Smooth CDEP Size 18" Diam Ent Losses Groove End w/Headwall Length 39.0000 ft Slope 1.00% Up Invert 404.2840 It Dn Invert 403.8940 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc ' t is .... ..—..... _..._.__ ..._.._..._. ,,,..... .. _._. J. Allen Quynn -StormSHED conveyance_report.doc Page 8 Conduit Constraints _ Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 403.8940 ft Dn Invert 404.2840 ft Hold up invert. Record Id: R-UT2-6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT2-5 UpNode UT2-6 Material Smooth CDEP Size 18" Diam Ent Losses Groove End w/Headwall Length 94.6000 ft Slope 1.00% Up Invert 405.2300 ft Dn Invert 404.2840 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED conveyance_report.doc Page 9 Conduit Constraints Min Vel Max Vel ' Min Slope, Max Slope (� Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% ' e 2.00 ft ' Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 404.2840 ft Dn Invert 405.2300 ft Hold up invert. Record Id: R-UT2-8 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 ' Routing Method: Travel Time Translation Contributing Hyd DnNode UT24 UpNode UT2-8 Material Smooth CDEP Size 12" Diam p Ent Losses Groove End w/Headwall Length 77.0000 ft Slope 2.00% Up Invert 407.0000 ft Dn Invert 405.4600 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED conveyance_report.doe Allen Quynn -StormSHED_conveyance_report.doc Page 10 �I Conduit Constraints -_ Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.500% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 405.4600 ft Dn Invert 407.0000 ft Hold up invert. Record Id: R-UT3-10 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd , DnNode EX#5 UpNode UT3-10 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 18.9600 ft Slope 1.00% Up Invert 407.2300 ft Dn Invert 407.0404 ft 0:\2004\FAP W T-04-031\ENGR\Civi[\Drain age\StormSHED\.StormSHED_conveyance_report.doc Allen Quynn -StormSHED conveyance_report.doc Page 11 E Conduit Constraints Min Vel Max Vel Min Slope Max Slope ' Min Cover 2.00 ft/s 15.00 ft/s '' i 0.50% 2.000% r 2.00 ft f' k Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 407.0404 ft Dn Invert 407.2300 ft Match inverts. Record Id: R-UT3-11 Section Shape: Circular I Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-12 UpNode UT3-11 Material Smooth CDEP Size 12" Diam - Ent Losses Groove End w/Headwall Length 12.2500 ft Slope 1.00% Up Invert 409.0700 ft Dn Invert 408.9475 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_repo rt.doc Allen Quynn -StormSHED_conveyance_report.doc Page 12 Conduit Constraints i Min Vel I Max Vel Min Slope t Max Slope C Min Cover r 2.00 ft/s 15.00 ft/S f 0.50% ff l 2.00% f' f 2.00 ft f Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 408.9475 ft Dn Invert 409.0700 ft G' r Match inverts. Record Id: R-UT3-12 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode EX#5 UpNode UT3-12 Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 85.3200 ft Slope 2.71% Up Invert 406.3471 ft Dn Invert 404.0349 ft O:\2004\FAPW T-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_con veyance_repo rt.doc Alen Quynn -StormSHED conveyance report.doc Page 13 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s i 0.50% 10.00`% 2.00 ft Drop across MH 0.0000 ft Ex/Intil Rate 0.0000 in/hr Up Invert 404.0349 ft Dn Invert 406.3471 ft Record Id: R-UT3-13 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-12 UpNode UT3-13 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 62.2500 ft Slope 1.00% Up Invert 408.7500 ft Dn Invert 408.1275 ft i i O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc ...._.._ Allen Quynn -Storm SHE D conveyance—report.doc Page 14 f Conduit Constraints Min Vel Max Vel i Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.000% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 408.1275 ft Dn Invert 408.7500 ft Match inverts. f Record Id: R-UT3-3 gg t Section Shape: Circular I Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation ,Contributing Hyd DnNode UT3-2 UpNode UT3-3 Material Smooth CDEP Size 24" Diam ' Ent Losses Groove End w/Headwall Length 60.8400 ft Slope 1.50% Up Invert 400.5869 ft Dn Invert 399.6743 ft - k' E O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc I' Allen Quynn -StormSHED conveyance_report.doc Page 15 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 399.6743 ft Dn Invert 400.5869 ft Match inverts. Record Id: R-UT34 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-3 UpNode UT34 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 63.5000 ft Slope 1.00% Up Invert 401.8400 ft Dn Invert 401.2050 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance report.doc Page 16 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover I I 2.00 ft/s i 15.00 ft/s 0.50% 2.00% r. 2.00 ft F Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 401.2050 ft Dn Invert 401.8400 ft Match inverts. Record Id: R-UT3-5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-3 UpNode UT3-5 ' Material Smooth CDEP Size 24" Diam Ent Losses Groove End w/Headwall ' Length 95.5400 ft Slope 1.501% Up Invert 402.0200 ft Dn Invert 400.5869 ft " O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn-Storm SHED_conveyance_report.doc Page 17 Conduit Constraints _ Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 1.50 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 400.5869 ft Dn Invert 402.0200 It Match inverts. Record Id: R-UT3-6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd i DnNode UT3-5 UpNode UT3-6 Material Smooth CDEP Size 24" Diam Ent Losses Groove End w/Headwall Length 78.3000 ft Slope 1.00% Up Invert 402.8471 ft Dn Invert 402.0641 ft O:\2004TA PWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc __ . Allen Quynn - StormSHED_conveyance_report.doc Page 18 Conduit Constraints i Min Vel I Max Vel i Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% I" 2.00% '' 2.00 ft ' i Drop across MH 0.0000 It Ex/Infil Rate 0.0000 in/hr �i Up Invert 402.0641 It Dn Invert 402.8471 ft Match inverts. Record Id: R-UT3-7 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT3-6 UpNode UT3-7 Material Smooth CDEP Size 24" Diam t Ent Losses Groove End w/Headwall Length 40.5000 ft Slope 1.50% Up Invert 403.4546 ft Dn Invert 402.8471 ft 0:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 19 ' Conduit Constraints r, 4 Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 402.8471 It Dn Invert 403.4546 ft Match inverts. Record Id: R-UT4-2 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT4-3 UpNode UT4-2 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 8.3000 ft Slope 1.00%, i Up Invert 412.4000 ft Dn Invert 412.3170 ft I I O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc i i Allen Quynn -Storm SHE D conveyance_report.doc Page 20 Conduit Constraints Min Vel Max Vel Min Slope k f Max Slope k t Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.000% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 412.3170 ft Dn Invert 412.4000 ft Match inverts. Record Id: R-UT4-3 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation Contributing Hyd DnNode EX#7 UpNode UT4-3 k Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 57.0000 ft Slope 0.50% Up Invert 409.1875 ft Dn Invert 408.9025 ft O:\2004\FAPWT-04-031\ENGR\Civi I\Drainage\StormSHED\StormSHED_conveya nce_report.doc Allen Quynn - StormSHED_conveyance_report.doc Page 21 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 3.00 It Drop across MR 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 408.9025 ft Dn Invert 409.1875 ft Match inverts. Record Id: R-UT44 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT4-3 UpNode UT44 Material Conc-Spun Size 24" Diam Ent Losses Groove End w/Headwall Length 40.5000 ft Slope 0.50014 Up Invert 409.3900 ft Dn Invert 409.1875 ft - O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 22 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 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 409.1875 ft Dn Invert 409.3900 ft Match inverts. Node Records Record Id: EX#5 i Descrip: Increment 0.10 ft Start El. 403.9549 ft Max El. 410.3000 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: EX#6 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc (Allen Quynn -StormSHED_conveyance report.doc Page 23 Descrip: Increment 0.10 ft Start El. 405.1800 ft Max El. 411.8300 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: EX#7 Descrip: Increment 0.10 ft Start El. 408.8225 ft Max El. 414.5000 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing ff f t O:\2004\FAPWT-04-031\ENGR\Civil\Dra in age\StormSHED\StormSHED_conveyance_report.doc An Quynn -StormSHED_conveyance_report.doc Page 24 i Record Id: EX#9 Descrip: Increment 0.10 ft Start El. 411.0700 ft Max El. 416.6000 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: EXMH#2 Descrip: Increment 0.10 ft Start El. 402.2500 ft Max El. 406.9200 ft ! Classification Catch Basin Structure Type '',CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: UT24 Descrip: Increment 0.10 ft Start El. 403.8940 ft Max El. 408.6000 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT2-5 Descrip: Increment 0.10 ft Start El. 404.2840 ft Max El. 408.8000 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT2-6 I 0:\2004\FAP WT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 25 Descrip: Increment 0.10 ft Start El. 405.2300 ft Max El. 409.1500 ft Classification (Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT2-8 Descrip: Increment 0.10 ft Start El. 407.0000 ft Max El. 410.2500 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT3-10 Descrip: Prototype Record Increment 0.10 ft Start El. 407.2300 ft Max El. 410.2300 ft Classification Manhole Structure Type CB-TYPE 1-48 F Ent Ke Groove End w/Headwall Channelization 'Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing i Record Id: UT3-11 I _ Descrip: Increment 0.10 ft Start El. 409.0700 ft Max El. 412.0700 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT3-12 i Descrip: Increment 0.10 ft O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc i [Allen Quynn -StormSHED_conveyance^report.doc Page 26 Start El. 406.3471 ft Max El. 412.3200 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: UT3-13 Descrip: Increment 0.10 ft ' r Start El. 408.7500 ft Max El. 411.7500 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT3-2 Descrip: Increment 0.10 ft i Start El. 401.4800 ft Max El. 404.4800 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT3-3 Descrip: Increment 0.10 ft Start El. 400.5869 ft Max El. 417.2300 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT34 Descrip: Increment 0.10 ft Start El. 401.8400 ft Max El. 404.8400 ft O:\2004\FAPWT-04-031TNGR\Civil\Drainage\StormSHED\StormSHED— conveyance_report.doc I i Allen Quynn -StormSHED conveyance report.doc Page 27 Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization 'Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT3-5 Descrip: Increment 0.10 ft Start El. 402.0200 ft Max El. 406.1400 ft Classification 'Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf - Condition Existing Record Id: UT3-6 Descrip: Increment 0.10 ft Start El. 402.8471 ft Max El. 406.9300 ft Classification ;Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) i Catch 1.4160 ft Bottom Area 3.9700 sf i Condition Existing Record Id: UT3-7 (` Descrip: Increment 0.10 ft Start El. 403.4546 ft Max El. 408.1000 ft Classification ;Catch Basin Structure Type 'CB-TYPE 2-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: UT4-2 Descrip: Prototype Record Increment 0.10 ft Start E1. 412.4000 ft Max El. 415.4000 ft f Classification Manhole Structure Type CB-TYPE 1-48 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc I Allen Quynn -StormSHED_conveyance_report.doc Page 28 I Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 19.6350 sf Condition Existing i Record Id: UT4-3 Descrip: Increment 0.10 ft Start El. 409.1875 ft Max El. 415.5000 ft f Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector (ke=0.20) i Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing Record Id: UT44 Descrip: Increment 0.10 ft Start El. 409.3900 ft Max El. 416.7100 ft Classification Catch Basin Structure Type CB-TYPE 2-48 Ent Ke Groove End w/Headwall Channelization Curved or Deflector ' (ke=0.20) Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Contributing Drainage Areas Record Id: B-EX#6 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.34 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance—re port.doc Page 29 I Directly Connected TC Cale Type I Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 172.00 ft 1.00% 0.0110 1.00 in 4.41 min Directly Connected TC 4.41 m in Record Id: B-SUN 1 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c 6.0 Dwelling Units/Gross Acre(n=0.60) 0.25 ac 0.60 O:\2004\FAP WT-04-031\ENGR\Civil\Drainage\StormSH ED\StormSHED_conveya n ce_repo rt.doc Allen Quynn -StormSHED_conveyance_report.doc Page 30` i Directly Connected TC Cale Type Description Length Slope Coeff Mi c s TT i I Sheet IMP Smooth Surfaces.: 0.011 150.00 ft 0.63% 0.0110 2.50 in 3.01 min Directly Connected TC 3.01min Record Id: B-UT2-4 k Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.09 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drain age\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 31 i Directly Connected TC Calc Type Description j Length Slope i= Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 82.00 ft ' 1.00°/, 0.0110 1.00 in 2.44 min i r Directly Connected TC 2.44min r Record Id: B-UT2-8 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.10 ac 0.90 C 0:\2004\FAPWT-04-031\ENGR\Civil\Drain age\StormSHED\StormSHED_conveyance_report.doc Allen Quynn - Storm SHED_conveyance_report.doc Page 32 Directly Connected TC Cale Type Description f Length Slope f Coeff Misc TT ff' f Sheet IMP Smooth Surfaces.: 0.011 70.00 ft 1.00% 0.0110 1.00 in i 2.15 min f Directly Connected TC 2.15min I r F Record Id: B-UT3-10 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.08 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormS11 E:D\Storms[IED_conveyance_report.doc Allen Quynn-StormSHED_conveyance_report.doc Page 33 I Directly Connected TC Cale f' I Type Description Length Slope Coeff Misc ' TT ' Sheet IMP Smooth Surfaces.: 0.011 91.00 ft 1.00% 0.0110 1.00 in 2.65 min Directly Connected TC 2.65min Record Id: B-UT3-11 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.14 ac 0.90 i O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_convey ance_repo rt.d oc i i Allen Quynn -StormSHED_conveyance_report.doc Page 34 Directly Connected TC Calc Type Description 0 Length Slope ' Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 141.00 ft 1.00% 0.0110 1.00 in 3.76 min Directly Connected TC 3.76min Record Id: B-UT3-13 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.13 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 35 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 179.00 ft 1.00% 0.0110 1.00 in 4.56 min Directly Connected TC 4.56min Record Id: B-UT3-2 Design Method Rational IDF Table: Seattle Composite C Calc O:\2004\F APWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 36 I, i Description SubArea Sub c I' Pavement(n=0.90) 0.33 ac 0.90 ' Directly Connected TC Calc r I Type Description Length Slope Coeff Misc TT k Sheet IMP Smooth Surfaces.: 0.011 366.00 ft 1.00°/o 0.0110 ' 1.00 in 8.08 min Directly Connected TC 8.08min ' I 'r Record Id: B-UT3-3 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.07 ac 0.90 0:\2004\FAPWT-04-031\ENGR\Civi l\Drainage\StormSHED\StormSHED_conveyance_report.doc f Allen Quynn -Storm SHED_conveyance_report.doc Page 37 I` I` Directly Connected TC Calc I i Type Description r Length is Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 100.00 ft 1.00% 0.0110 1.00 in 2.86 min Directly Connected TC 2.86min Record Id: B-UT3-4 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.10 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doe Allen Quynn -StormSHED_conveyance_report.doc Page 38 Directly Connected TC Calc f Type Description Length ' Slope ' Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 143.00 ft 1.00% E 0.0110 II i 1.00 in i 3.81 min k I` Directly Connected TC 3.81min I t k Record Id: B-UT3-5 Design Method Rational IDF Table: Seattle L Composite C Cale i O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc (i i Allen Quynn -StormSHED_conveyance_report.doc Page 39 I Description SubArea Sub c Pavement(n=0.90) 0.15 ac 0.90 f Directly Connected TC Cale Type C Description Length 1 S ope Coeff Misc TT j Sheet IMP Smooth Surfaces.: 0.011 172.00 ft 1.00% 0.0110 1.00 in 4.41 min Directly Connected TC 4.41 m in Record Id: B-UT4-2 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.01 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc Allen Quynn -StormSHED_conveyance_report.doc Page 401 Directly Connected TC Cale Type Description Length Slope f Coeff Misc t TT k Sheet ' i IMP Smooth Surfaces.: 0.011 8.00 ft 0.80% 0.0110 1.00 in 0.41 min Directly Connected TC 0.41min 6 Record Id: B-fromDuvall Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 9.15 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civil\Drain age\StormSHED\StormSHED_conveyance_repo rt.d oc Allen Quynn -StormSHED conveyance_report.doc Page 41 DirectlyConnected TC Calc � ' Type Description Length Slope Coeff Misc TT 4 i Sheet I IMP Smooth Surfaces.: 0.011 1300.00 ft i 0.80% 0.0110 i 0 1.00 in I 24.34 min Directly Connected TC 24.34min Record Id: Dummy Basin Design Method Rational IDF Table: Seattle 0:\2004\FAPWT-04-031\ENGR\Civil\Dra inage\StormSHED\StormSHED_convcyance_report.doc Allen Quynn -StormSHED_conveyance_re port.doc Page 42 { k f Licensed to: BERGER/ABAM Engineers Inc. Appended on: 11:49:03 Tuesday,July 19,2005 ROUTEHYD [] THRU [Sunset Existing] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach ID Area TC Flow Full Q Full nDepth Size nVel fVel CBasin/ (ac) (min) (cfs) (cfs) 'ratio' (ft) (ft/s) (ft/s) Hyd R-UT34 0.1000 4.18 0.2604 3.8701 0.07 0.1753 12" 2.8145 4.9276 B-UT3-4 Diam R-UT2-8 0.1000 2.51 0.2604 5.4731 0.05 0.1484 12" 3.5795 6.9686 B-UT2-8 Diam R-UT2-6 0.4900 10.29 0.8840 11.4103 0.08 0.2823 18" 3.8326 6.4569 B-UT2-6 Diam B-UT2-7 B-UT2- NONE R-UT2-5 0.6700 10.45 1.1825 11.4103'0.10 0.3263 18" 4.1687 6.4569 B-SE-Gas ' Diam, Sta B-UT2-5 R-UT24 0.8600 10.61 1.5056 11.4103'0.13'0.3680 18" 4.4747 6.4569 B-UT2-4 Diam t C R-UT3-7 0.8600 10.75 1.4930 30.0964 0.05 0.3032 24" 4.9749 9.5800 Diam R-UT3-6 0.9800 11.04 1.6897 24.5736i 0.07 0.3550 24" 4.4839 7.8220 B-UT2-6 ;Diam B-UT3-6 R-EX#6 0.3400 4.90 0.8855 2.5261 0.35 0.4087 12" 2.9331 3.2163 B-EX#6 Diam R-UT3- 0.0800 2.77 0.2084 3.8701 0.05 0.1577 12" 2.6228 4.9276 B-UT3-10 10 Diam ' R-UT3- 0.1400 3.83 0.3646 3.5724 0.10 0.2153 12" 2.9343 4.5485 B-UT3-11 ' 11 Diam R-UT3- 0.1300 4.90 0.3386 3.8701 0.09 0.1997 12" 3.0341 4.9276 B-UT3-13 E 13 Diam' r R-UT44 0.0000 0.00 0.0000 17.37610.00 0.0000 24" 0.0000 5.5310 Dummy Diam Basin R-UT4-2 0.0100 0.51 0.0260 3.8701 0.01 0.0586 12" 1.4021 4.9276 B-UT4-2 Diam 0:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_conveyance_report.doc � ..... _..._._._ ---- _-. _ _ ..._-_ -- _ - --..._ _.---_ _ Allen Quynn -StormSHED_conveyance_report.doc Page 43 i R-EX#9 9.1500 24.38 10.1549 40.4532 0.25 0.6831 24" 10.714412.8767 B- Diam fromDuval 1 R-UT4-3 9.1600 24.56 10.156616.0395 0.63 1.1548 24" 5.4049 5.1055 Diam R-EX#7 9.4100 24.71 10.3014 36.9953 0.28 0.7217 24" 10.085311.7760 B-SUN 1 Diam R-UT3- 9.8100 24.8410.707140.4534 0.26 0.7026 24" 10.870712.8767 B-UT3-13 12 Diam R-EX#5 10.4800 25.1111.3207 26.1401 0.43 0.9204 24" 8.0187 8.3206 B-SUN 1 Diam R- 10.4800 25.1611.2557 24.5736 0.46 0.9502 24" 7.6505 7.8220 EXMH42 Diam R-UT3-5 11.6100 25.3312.4755 30.0964 0.41 0.8979 24" 9.1259 9.5800 B-UT3-5 Diam R-UT3-3 11.7800 25.44 12.6137 30.0964 0.42 0.9028 24" 9.1619 9.5800 B-UT3-3 Diam' From Node To Node Rch Loss App(ft) Bend Junct Loss HW Loss Elev Max El (ft) (ft) (ft) (ft) (ft) 400.9511 UT3-3 UT3-2 402.5256 1.2932 0.0278 0.0226 401.2828 417.2300 UT34 UT3-3 402.1191 ------ ------ ------ 402.1191 404.8400 I UT3-5 UT3-3 403.9438 0.9089 0.0078 0.1070 403.1498 406.1400 UT3-6 UT3-5 403.4477 0.3843 0.3432 ------ 403.4066 406.9300 j UT3-7 UT3-6 404.0118 0.3109 0.2355 ------ 403.9364 408.1000 UT24 UT3-7 404.5188 0.2698 0.0274 0.0451 404.3214 408.6000 I UT2-8 UT24 407.2741 ------ ------ ------ 407.2741 410.2500 j UT2-5 UT24 404.8315 0.2281 0.0008 ------ 404.6042 408.8000 UT2-6 UT2-5 405.6980 ------ ------ ------ 405.6980 409.1500 EXMH#2 UT3-5 404.0480 0.9984 0.0048 ------ 403.0543 406.9200 EX#5 EXMH#2 405.7566 1.8350 0.0213 0.1507 404.0936 410.3000 EX#6 EX#5 405.7490 ------ ------ ------ 405.7490 411.8300 UT3-10 EX#5 407.4779 ------ ------ ------ 407.4779 410.2300 1 UT3-12 EX#5 408.0690 1.5794 0.0145 0.0882 406.5923 412.3200 f 0:\2004\EAPWT-04-031\ENGR\Civil\Drainage\StormSHED\.StormSHED_conveyance_report.doc i Allen Quynn - Storm SHED_conveyance_report.doc Page 44 UT3-11 UT3-12 409.4043 ------ ------ ------ 409.4043 412.0700 UT3-13 UT3-12 409.0712 ------ ------ ------ 409.0712 411.7500 EX#7 UT3-12 410.5012 0.4536 0.0026 ------ 410.0502 414.5000 No approach losses at node EX#9 because inverts and/or crowns are offset. , UT4-3 EX#7 410.8866 --- ------ ------ 410.8866 415.5000 UT44 UT4-3 411.2129 ----- ------ ------ 411.2129 416.7100 f UT4-2 UT4-3 412.4827 ---- ------ ------ 412.4827 415.4000 f EX#9 UT4-3 412.7323 -----'-- ------ ------ 412.7323 416.6000 I Licensed to: BERGER/ABAM Engineers Inc. I, E II O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSt l ED_conveyance_report.doc i Allen Quynn -StormSHED^Vault_picture.doc Page 1 i k i UTl-Vl i2-U_TI-4 UTl-4 UTl-5 UTl-6 UT2-1 UT2-2 R-UT1-6 z. R UT2=1 - i —&•�f2-2 I i UTl-Vl 0% UTl-4 0% UTl-5 UTl-6 UT2-1 UT2-2 2.009 UTl-Vl %iam UTl-4 1 iamUTl-5 UT1-6 UT2-1 UT2-2 12"Diam UT1-VI 47.81 ft �UTI-4 i I ft UT1-5 UTl-6 UT2-1 UT2-2 -,,110.00ft Oft Oj22 Oft_ j i t I Allen Quynn -StormSHED_vault_report.doc Page 1 I' I Appended on: 14:22:34 Monday,July 18, 2005 File: O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\SLJNSET_6_28_2005.wwk C Layout Report: SunsetVault Event Precip(in) 2 year 1.0000 other 2.1000 r 10 year 3.0000 25 year 3.6000 100 year 4.0000 i Reach Records Record Id: R-UT1-4 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT1-V1 UpNode UT1-4 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 47.8100 ft Slope 3.00% Up Invert 397.6916 ft Dn Invert 396.2573 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% II 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr, Up Invert 396.2573 ft Dn Invert 397.6916 ft Hold up invert. I O:\2004\FAPWT-04-031\ENGR\CiviKDrainage\StormSHED\StormSHED_vaWt_report.doc Allen Quynn -StormSHED_vault_report.doc Page 2 E i r Record Id: R-UT1-5 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT14 UpNode UT1-5 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 41.7800 ft Slope 3.00% Up Invert 398.9450 ft Dn Invert 397.6916 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 397.6916 ft Dn Invert 398.9450 ft Hold up invert. Record Id: R-UT1-6 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation 'Contributing Hyd DnNode UT1-5 UpNode UT1-6 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 110.0000 ft Slope 2.00% Up Invert 401.1450 ft Dn Invert 398.9450 ft i O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_vault_report.doe Allen Quynn -StormSHED_vault_report.doc Page 3 r Conduit Constraints Min Vel Max Vel j Min Slope Max Slope I Min Cover ' i 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft I Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 398.9450 ft Dn Invert 401.1450 ft Hold up invert. I Record Id: R-UT2-1 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd DnNode UT1-6 UpNode UT2-1 j Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 65.0000 ft Slope 1.50% Up Invert 402.1200 ft Dn Invert 401.1450 ft Conduit Constraints i Min Vel Max Vel Min Slope Max Slope Min Cover i 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\.StormSHED\StormSHED_vault report.doc I Allen Quynn -StormSHED_vault_report.doc Page 4 I Up Invert 401.1450 ft Dn Invert 402.1200 ft Hold up invert. f Record Id: R-UT2-2 ' Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd ' DnNode UT2-1 UpNode UT2-2 Material Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length 122.0000 ft Slope 1.00% Up Invert 403.3400 ft Dn Invert 402.1200 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 402.1200 ft Dn Invert 403.3400 ft Hold up invert. Node Records Record Id: UT1-4 Descrip: Increment 0.10 ft Start El. 397.6916 ft Max El. 403.2500 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall'Channelization Curved or Deflector (ke=0.20) Catch 1.5000 ft Bottom Area 12.5664 sf Condition Existing O:\2004\FAPWT-04-031\ENGR\Civil\Drain age\StormSHED\StormSHED_va ult_report.doc Allen Quynn - StormSHED_vault_report.doc Page 5 Record Id: UT1-5 Descrip: Increment 0.10 ft Start El. 398.9450 ft Max El. 421.0700 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/HeadwallChannelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT1-6 Descrip: Increment 0.10 ft Start El. 401.1450 ft Max El. 405.2000 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/HeadwallChannelization Curved or Deflector (ke=0.20) Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing Record Id: UT1-V1 Descrip: Increment 0.10 ft Start El. 400.2500 ft Max El. 403.2500 ft Classification Catch Basin Structure Type CB-TYPE 1-48 Ent Ke Groove End w/HeadwallChannelization Curved or Deflector (ke=0.20) Catch 1.5000 It Bottom Area 12.5664 sf ' Condition Existing I Record Id: UT2-1 F Descrip: Increment 0.10 ft Start El. 402.1200 ft Max El. 406.2000 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/HeadwallChannelization Curved or Deflector (ke=0.20) C' Catch 1.4160 ft Bottom Area 3.9700 sf Condition Existing i O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_vault_report.doe i i I' Allen Quynn - StormSHED_vault_report.doc Page 6- Record Id: UT2-2 Descrip: Increment 0.10 ft Start El. 403.3400 ft Max El. 427.6700 ft Classification Catch Basin Structure Type CB-TYPE 1 Ent Ke Groove End w/HeadwallChannelization Curved or Deflector (ke=0.20) Catch 1.4160 It Bottom Area 3.9700 sf Condition Existing Contributing Drainage Areas Record Id: B-UT1-5 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement(n=0.90) 0.10 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 110.00 ft 0.80% 0.0110 1.00 in 3.37 min Directly Connected TC 3.37min Record Id: B-UT1-6 Design Method Rational IDF Table: Seattle O:\2004\FAPWT-04-031\ENG R\Civil\Drainage\StormSHED\StormSHED_va ult_report.doc Allen Quynn -StormSHED_vault_report.doc Page 7 ! i Composite C Calc Description SubArea Sub c Pavement (n=0.90) 0.06 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 65.00 ft 0.80% 0.0110 1.00 in 2.22 min Directly Connected TC 2.22min Record Id: B-UT2-1 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.11 ac 0.90 c r { O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\StormSHED\.StormSHED_vault_report.doc ' r i Allen Quynn -StormSHED_vault_report.doc Page 8 Directly Connected TC Calc Type Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 122.00 ft 0.80% 0.0110 1.00 in 3.67 min Directly Connected TC 3.67min Record Id: B-UT2-2 Design Method Rational IDF Table: Seattle Composite C Calc Description SubArea Sub c Pavement(n=0.90) 0.011 ac 0.90 O:\2004\FAPWT-04-031\ENGR\Civi I\Drainage\StormSHED\StormSHED_vauk_rc po rt.d oc Allen Quynn - StormSHED_vault_report.doc Page 9 i Directly Connected TC Cale Type Description Length Slope Coeff Misc i TT Sheet t IMP Smooth Surfaces.: 0.011 50.00 ft 1.00% 0.0110 1.00 in 1.64 min Directly Connected TC 1.64min Record Id: PROTOTYPE Design Method SCS Rainfall type TYPE2 Hyd Intv 10.00 min Peaking Factor 484.00 ' Abstraction Coeff 0.20 Pervious Area(AMC 2) 6.50 ac DCIA 0.00 ac Pervious CN 75.54 DC CN 0.00 Pervious TC 21.90 min DC TC 0.00 min i O:\2004\FAPWT-04-031\ENG R\Civil\Drain age\StormSHED\StormSHED_va ul t_re po rt.d oe Allen Quynn - StormSHED_vault_report.doc Page 10 f I Pervious CN Calc Description SubArea Sub cn Prototype subarea 3.00 ac 75.00 Farmsteads 2.00 ac 82.00 Closed-seeded legumes/Contoured &terraced (poor) 1.00 ac 63.00 Meadow or Pasture 0.50 ac 78.00 Pervious Composited CN(AMC 2) 75.54 r O:\2004TAMT-04-031\ENGR\Civil\Drainage\StormSHED\StormSHED_vault report.doc Allen Quynn -StormSHED_vault_report.doc Page 11 i II Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet something 350.00 ft s 1.25% 0.0500 3.15 in 13.48 min Shallow ', shallow 235.00 ft 0.90% 0.0600 7.72 min Shallow something 23.00 ft 3.00% 0.0400 0.28 min Shallow shallow 43.50 ft 3.50% 0.0350 0.42 min Pervious TC 21.90 min O:\2004\FAPWT-04-031\EN G R\Civil\Drainage\StormSHED\StormSHED_va W t_report.doc Allen n -Storm SHED_vault_report.doe Page 12 Licensed to: BERGER/ABAM Engineers Inc. f Appended on: 14:15:43 Monday,July 18,2005 ROUTEHYD [] THRU [SunsetVault] USING Seattle AND [25 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 R-UT2-0.0100 3.09 0.0260 3.8701 0.01 0.0586 12" 1.4021 4.9276 B-UT2-2 2 Diam R-UT2-0.1200 3.98 0.3125 4.7399 0.07 0.1743 12" 3.4047 6.0350 B-UT2-1 1 Diam R-UT1-0.1800 4.41 0.4688 5.4731 0.09 0.1978 12" 4.2606 6.9686 B-UTI-6 6 Diam R-UT1-0.2800 4.54 0.7292 6.7032 0.11 0.2231 12" 5.5785 8.5348 B-UT 1-5 5 Diam R-UT1-0.2800 4.68 0.7292 6.7032 0.11 0.2231 12" 5.5785 8.5348 4 Diam From To Rch Loss App Bend Junct Loss HW Loss Elev Max Ell Node Node (ft) (ft) (ft) (ft) (ft) (ft) 396.6137 UT1-4 UTI- 398.1707 0.4832 0.2480 ------ 397.9355 403.2500 V1 UT1-5 UT1-4 399.4241 0.2819 0.0029 ------ 399.1451 421.0700 UT1-6 UTl-5 401.5230 0.1800 0.0026 ------ 401.3456 405.2000 UT2-1 UT I-6 402.4252 0.0305 0.0003 ------ 402.3949 406.2000 UT2-2 UT2-1 403.4227 ------ ------ ------ 403.4227 427.6700 Licensed to: BERGER/ABAM Engineers Inc. O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\Sto rmSHED\StormSHED_va ul t_repo rt.doc Allen Quynn -MGSFlood_reportSR900.pdf Page 1 MGS FLOOD PROJECT REPORT Program Version: 2.2.5 Run Date: 07/18/2005 1:43 PM Input File Name: SR900_DET_Vault_06_23_2005D.fld Project Name . SR 900/ Duvall Ave Intersection Analysis Title: SR900 Intersection Comments This analysis is to determine the size of the Detention Vault using the sta Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used(Not Modified by User) Allen Quynn - MGSFlood_reportSR900.pdf Page 4 Page 4 'Computed Pond Hydraulic Fable""* * Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 391.43 0.022 0.000 0.000 0.000 391.48 0.022 0.001 0.000 0.000 391.53 0.022 0.002 0.000 0.000 391.63 0.022 0.004 0.000 0.000 391.73 0.022 0.007 0.000 0.000 391.83 0.022 0.009 0.000 0.000 391.93 0.022 0.011 0.000 0.000 392.03 0.022 0.013 0.000 0.000 392.13 0.022 0.016 0.000 0.000 392.23 0.022 0.018 0.000 0.000 392.33 0.022 0.020 0.000 0.000 392.43 0.022 '0.022 0.000 0.000 9. 9. 7. 25 000 .. CL0114 396.66 0.022 0.118 0.009 0.000 396.71 0.022 0.119 0.010 0.000 396.75 0.022 0.120 0.010 0.000 396.78 0.022 0.120 0.010 0.000 396.80 0.022 0.121 0.011 0.000 396.83 0.022 0.121 0.011 0.000 396.85 0.022 0.122 0.012 0.000 396.95 0.022 0.124 0.013 0.000 397.05 0.022 0.126 0.014 0.000 397.15 0.022 0.129 0.014 0.000 397.25 0.022 0.131 0.015 0.000 397.35 0.022 0.133 0.016 0.000 397.45 0.022 0.135 0.016 0.000 397.55 0.022 0.138 0.017 0.000 397.60 0.022 0.139 0.017 0.000 397.65 0.022 0.140 0.017 0.000 397.70 0.022 0.141 0.018 0.000 397.75 0.022 0.142 0.018 0.000 397.78 0.022 0.143 0.019 0.000 397.80 0.022 0.143 0.021 0.000 397.83 0.022 0.144 0.025 0.000 397.85 0.022 0.144 0.031 0.000 397.95 0.022 0.147 0.054 0.000 398.05 0.022 0.149 0.067 0.000 398.10 0.022 0.150 0.072 0.000 39B.15 0.022 0.151 0.077 0.000 398.20 0.022 0.152 0.082 0.000 398.25 0.022 0.153 0.086 0.000 398.28 0.022 0.154 0.151 0.000 398.30 0.022 0.155 0.268 0.000 398.33 0.022 0.155 0.418 0.000 398.35 0.022 0.156 0.596 0.000 398.38 0.022 0.156 0.796 0.000 398.40 0.022 0.157 1.016 0.000 -3J8.43 -0:6Z2 0.15/ 1:Z53 -0:600 398.45 0.022 0.158 1.505 0.000 398.55 0.022 0.160 2.608 0.000 398.65 0,022 0.162 3.745 0.000 398.75 0.022 0.165 4.758 0.000 398.85 0.022 0.167 5.526 0.000 Allen Quynn - MGSFlood_reportSR900.pdf Page 5 Page 5 396.57 0.022 0.116 0.009 0.000 396.62 0.022 0.117 0.009 0.000 396.66 0.022 0.118 0.009 0.000 396.71 0.022 0.119 0.010 0.000 396.75 0.022 0.120 0.010 0.000 396.78 0.022 0.120 0.010 0.000 396.80 0.022 0.121 0.011 0.000 396.83 0.022 0.121 0.011 0.000 396.85 0.022 0.122 0.012 0.000 396.95 0.022 0.124 0.013 0.000 397.05 0.022 0.126 0.014 0.000 397.15 0.022 0.129 0.014 0.000 397.25 0.022 0.131 0.015 0.000 397.35 0.022 0.133 0.016 0.000 397.45 0.022 0.135 0.016 0.000 397.55 0.022 0.138 0.017 0.000 397.60 0.022 0.139 0.017 0.000 397.65 0.022 0.140 0.017 0.000 397.70 0.022 0.141 0.018 0.000 397.75 0.022 0.142 0.018 0.000 397.78 0.022 0.143 0.019 0.000 397.80 0.022 0.143 0.021 0.000 397.83 0.022 0.144 0.025 0.000 397.85 0.022 0.144 0.031 0.000 397.95 0.022 0.147 0.054 0.000 398.05 0.022 0.149 0.067 0.000 398.10 0.022 0.150 0.072 0.000 398.15 0.022 0.151 0.077 0.000 398.20 0.022 0.152 0.082 0.000 398.25 0.022 0.153 0.086 0.000 398.28 0.022 0.154 0.151 0.000 398.30 0.022 0.155 0.268 0.000 398.33 0.022 0.155 0.418 0.000 398.35 0.022 0.156 0.596 0.000 398.38 0.022 0.156 0.796 0.000 398.40 0.022 0.157 1.016 0.000 398.43 0.022 0.157 1.253 0.000 398.45 0.022 0.158 1.505 0.000 398.55 0.022 0.160 2.608 0.000 398.65 0.022 0.162 3.745 0.000 398.75 0.022 0.165 4.758 0.000 398.85 0.022 0.167 5.526 0.000 Allen Quynn MGSFlood_reportSR9O0.pdf Page 6 Page 6 *** *''** ** Annual Maxima Flow Data*********************** Landscape mitigated Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.014 1939 12 07 8.633E-03 1941 09 02 0.012 1941 05 17 7.447E-03 1941 12 15 0.036 1941 11 13 7.497E-03 1942 11 14 9.570E-03 ( 1942 11 14 8.755E-03 1944 01 22 7.611E-03 1944 04 24 6.047E-03 1945 02 07 0.024 ( 1945 02 07 0.010 1946 01 23 0.014 1946 02 05 7.350E-03 1947 02 01 0.017 1946 11 18 B.821E-03 1948 03 21 0.027 ( 1947 10 19 9.544E-03 1948 11 27 0.016 1949 02 22 7.842E-03 1950 03 03 0.072 1950 03 04 8.719E-03 1951 02 09 0.013 1951 02 09 0.012 1952 06 29 0.070 1952 06 29 6.944E-03 1953 09 30 0.011 ( 1953 01 11 7.788E-03 1953 12 19 0.014 1954 01 22 8.025E-03 1955 02 28 7.341E-03 ( 1954 11 05 7.397E-03 1956 03 04 0.011 ( 1956 01 06 8.395E-03 1957 02 25 8.805E-03 1957 02 26 8.416E-03 1958 04 20 0.016 1958 01 16 7.594E-03 1959 01 12 0.013 1959 01 13 8.319E-03 1960 01 28 0.019 1959 11 21 0.012 1961 02 14 0.019 1960 11 20 8.723E-03 1962 07 05 0.011 1961 12 17 6.847E-03 1963 05 05 7.571E-03 1963 02 03 7.139E-03 1964 01 01 0.014 1964 01 01 7.448E-03 1965 02 26 0.012 1965 02 27 7.713E-03 1966 01 05 0.013 11966 04 11 7.809E-03 1966 11 13 0.027 1967 01 19 8.817E-03 1968 08 23 0.018 1967 10 27 7.826E-03 1968 12 03 0.012 1968 12 03 7.560E-03 1970 01 13 0.014 1 1970 01 14 7.629E-03 1970 12 06 0.015 1 1970 12 07 8.664E-03 1972 02 27 0.038 ( 1972 02 28 0.013 1973 01 13 9.664E-03 ( 1972 12 23 8.382E-03 1973 11 11 0.016 1973 10 06 7.853E-03 1974 12 26 0.029 1 1974 12 27 9.027E-03 1975 12 02 0.013 1975 12 04 8.282E-03 1977 08 26 6.940E-03 1977 05 31 6.923E-03 1978 09 22 0.024 197E 09 23 8.290E-03 1979 09 08 0.013 1979 03 05 6.893E-03 1979 12 14 0.027 ( 1979 12 17 0.015 1980 11 21 0.021 1980 11 21 7.027E-03 1981 10 06 0.045 1981 10 06 0.018 1982 10 28 0.017 1983 01 05 8.696E-03 1984 03 14 0.017 1964 03 20 6.702E-03 1985 06 06 9.108E-03 ( 1985 06 07 7.841E-03 1986 01 18 0.025 1986 01 18 0.015 1986 11 24 0.024 1 1986 11 24 0.017 1988 04 06 0.011 11988 04 06 7.721E-03 1989 04 05 0.013 11989 04 05 7.702E-03 1990 01 09 0.064 11990 01 09 0.017 1990 11 24 0.057 1991 04 05 0.01E 1992 01 27 0.015 1 1992 01 31 7.768E-03 1993 06 09 0.011 ( 1993 03 23 7.060E-03 1994 03 20 6.544E-03 1994 04 08 6.330E-03 1995 02 19 0.011 1995 02 19 8.806E-03 1996 02 08 0.036 1996 02 09 0.024 -- —....---- — - - -- - ---_ -- - --- :Nl n Quynn -MGSFIood_reportSR900.pdf _ Page 7 0.027 11997 01 02 0.014 0.010 1997 10 30 7.469E-03 Allen Quynn -MGSFlood_reportSR900.pdf Page 8 Page 8 2060 05 15 0.026 12060 05 27 7.061E-03 2060 10 23 0.020 12060 12 13 8.384E-03 2062 02 03 0.082 12062 01 03 7.993E-03 2062 12 29 0.011 12062 12 30 8.863E-03 2064 09 30 0.021 12063 12 23 0.010 2064 11 29 0.017 12064 11 30 7.825E-03 2066 01 13 5.584E-03 12066 01 13 6.293E-03 2067 01 19 0.016 12066 11 28 7.749E-03 2068 01 18 0.028 12068 01 19 0.012 2069 01 04 6.624E-03 12069 09 22 7.004E-03 2070 04 09 9.284E-03 12070 04 09 6.119E-03 2071 03 23 5.846E-03 12071 02 14 6.291E-03 2072 04 28 9.976E-03 12072 07 12 8.599E-03 2072 12 25 0.029 12072 12 25 0.027 2074 03 16 0.018 12073 12 15 8.505E-03 2075 02 12 7.001E-03 12074 11 20 7.418E-03 2076 03 24 0.026 12075 10 17 0.013 2077 08 24 0.011 12077 08 25 6.146E-03 2077 11 25 0.012 12077 11 25 7.078E-03 2078 11 03 0.015 12079 02 25 7.456E-03 2079 12 17 0.036 12079 12 17 0.023 2081 02 17 0.021 2080 11 21 0.011 2082 02 18 0.018 2081 10 31 0.010 2083 03 29 0.015 1 2083 02 12 7.926E-03 2083 11 26 0.015 12083 11 16 9.333E-03 2085 03 23 0.010 12084 12 14 7.458E-03 2086 01 18 0.010 12086 01 18 8.433E-03 2086 12 21 0.019 12086 12 21 8.568E-03 2088 03 25 0.013 12088 01 14 7.480E-03 2088 11 05 0.037 12088 11 05 0.012 2089 11 03 0.010 12089 11 04 9.064E-03 2091 08 30 0.013 12091 08 30 9.753E-03 2092 04 28 0.051 12092 01 31 9.494E-03 2093 06 15 0.010 12093 03 22 6.334E-03 2093 10 23 8.358E-03 12093 10 23 7.756E-03 2094 11 29 8.457E-03 ( 2094 11 30 8.125E-03 2095 11 10 0.011 12096 01 14 7.830E-03 2096 11 12 0.030 12097 03 19 9.552E-03 Allen Quynn -MGSFIood_reportSR9OO.pdf Page Page 9 Ranked Annual Maxima Data Recurrence Interval Computed Using Gringorten Plotting Position Landscape mitigated Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) 1.00 5.584E-03 1 1.00 6.047E-03 1.01 5.846E-03 1 1.01 6.119E-03 1.02 5.930E-03 1 1.02 6.146E-03 1.02 6.544E-03 1 1.02 6.185E-03 1.03 6.624E-03 1 1.03 6.291E-03 1.04 6.940E-03 1 1.04 6.293E-03 1.04 7.001E-03 1 1.04 6.330E-03 1.05 7.341E-03 1 1.05 6.334E-03 1.06 7.341E-03 1 1.06 6.561E-03 1.06 7.571E-03 1 1.06 6.606E-03 1.07 7.611E-03 1 1.07 6.651E-03 1.08 7.910E-03 1 1.08 6.702E-03 1.09 8.358E-03 1 1.09 6.807E-03 1.09 8.457E-03 1 1.09 6.842E-03 1.10 8.544E-03 i 1.10 6.847E-03 1.11 8.746E-03 1 1.11 6.853E-03 1.12 8.805E-03 1 1.12 6.893E-03 1.12 8:839E-03 1 1.12 6.923E-03 1.13 9.108E-03 1 1.13 6.944E-03 1.14 9.284E-03 1 1.14 6.970E-03 1.15 9.570E-03 1 1.15 7.004E-03 1.16 9.664E-03 1 1.16 7.027E-03 1.17 9.976E-03 1 1.17 7.060E-03 1.18 0.010 1 1.18 7.061E-03 1.18 0.010 1 1.18 7.078E-03 1.19 0.010 1 1.19 7.139E-03 1.20 0.010 1 1.20 7.173E-03 1.21 0.010 1 1.21 7.207E-03 1.22 0.010 1 1.22 7.241E-03 1.23 0.010 1 1.23 7.350E-03 1.24 0.010 1 1.24 7.397E-03 1.25 0.010 1 1.25 7.418E-03 1.26 0.011 1 1.26 7.432E-03 1.27 0.011 1 1.27 7.447E-03 1.28 0.011 ( 1.28 7.448E-03 1.29 0.011 1 1.29 7.456E-03 1.30 0.011 1 1.30 7.458E-03 1.31 0.011 1 1.31 7.469E-03 1.32 0.011 1 1.32 7.480E-03 1.33 0.011 1 1.33 7.488E-03 1.35 0.011 1 1.35 7.497E-03 1.36 0.011 1 1.36 7.560E-03 1.37 0.012 1 1.37 7.594E-03 1.38 0.012 1 1.38 7.614E-03 1.39 0.012 1 1.39 7.629E-03 1.40 0.012 1 1.40 7.702E-03 1.42 0.012 1 1.42 7.713E-03 1.43 0.012 1 1.43 7.713E-03 1.44 0.012 1 1.44 7.721E-03 1.46 0.013 1 1.46 7.749E-03 1.47 0.013 1 1.47 7.756E-03 1.48 0.013 1 1.48 7.768E-03 1.50 0.013 1 1.50 7.788E-03 1.51 0.013 1 1.51 7.790E-03 1.53 0.013 1 1.53 7.795E-03 1.54 0.013 1 1.54 7.809E-03 Allen Quynn - MGSFIood_reportSR900.pdf Page 10 Page 10 1.56 0.013 1 1.56 7.825E-03 1.57 0.013 1 1.57 7.826E-03 1.59 0.013 ( 1.59 7.830E-03 1.60 0.013 1 1.60 7.841E-03 1.62 0.013 ( 1.62 7.842E-03 1.64 0.013 1 1.64 7.853E-03 1.65 0.014 1 1.65 7.882E-03 1.67 0.014 1 1.67 7.926E-03 1.69 0.014 1 1.69 7.946E-03 1.71 0.014 1 1.71 7.947E-03 1.73 0.014 1 1.73 7.993E-03 1.75 0.014 1 1.75 8.025E-03 1.77 0.014 1 1.77 8.079E-03 1.79 0.015 1 1.79 8.121E-03 1.81 0.015 1 1.81 8.125E-03 1.83 0.015 1 1.83 8.127E-03 1.85 0.015 I 1.85 8.191E-03 1.87 0.015 1 1.87 8.205E-03 1.89 0.015 1 1.89 8.226E-03 1.92 0.015 1 1.92 8.282E-03 1.94 0.015 1 1.94 8.289E-03 1.96 0.016 1 1.96 8.290E-03 1.99 0.016 1 1.99 8.290E-03 2.01 0.016 1 2.01 8.319E-03 2.04 0.016 1 2.04 8.344E-03 2.07 0.017 1 2.07 8.380E-03 2.09 0.017 1 2.09 8.382E-03 2.12 0.017 1 2.12 8.384E-03 2.15 0.017 1 2.15 8.395E-03 2.18 0.017 1 2.18 8.400E-03 2.21 0.017 1 2.21 8.416E-03 2.24 0.018 1 2.24 8.433E-03 2.27 0.018 1 2.27 8.433E-03 2.31 0.018 1 2.31 8.499E-03 2.34 0.018 1 2.34 8.505E-03 2.38 0.019 1 2.38 8.516E-03 2.41 0.019 i 2.41 8.568E-03 2.45 0.019 1 2.45 8.598E-03 2.49 0.020 1 2.49 8.599E-03 2.53 0.020 1 2.53 8.630E-03 2.57 0.020 1 2.57 8.633E-03 2.61 0.020 1 2.61 8.664E-03 2.65 0.020 1 2.65 8.696E-03 2.70 0.021 1 2.70 8.719E-03 2.75 0.021 1 2.75 8.723E-03 2.80 0.021 1 2.80 8.755E-03 2.85 0.021 1 2.85 8.762E-03 2.90 0.021 1 2.90 8.774E-03 2.95 0.022 1 2.95 8.806E-03 3.01 0.022 1 3.01 8.817E-03 3.07 0.022 1 3.07 8.821E-03 3.13 0.022 1 3.13 8.863E-03 3.19 0.023 1 3.19 9.004E-03 3.26 0.024 1 3.26 9.027E-03 3.32 0.024 I 3.32 9.064E-03 3.40 0.024 i 3.40 9.107E-03 3.47 0.024 1 3.47 9.135E-03 3.55 0.024 1 3.55 9.262E-03 3.63 0.024 1 3.63 9.267E-03 3.72 0.024 1 3.72 9.326E-03 3.80 0.024 1 3.80 9.333E-03 3.90 0.025 1 3.90 9.427E-03 4.00 0.025 1 4.00 9.489E-03 Allen Quynn -MGSFlood reportSR900.pdf Page 11 l I i � I I � i ` ' A Q llen uynn - MGSFIood_reportSR900.pdf _ Page 12 -- - - - - Page 12 Flow Frequency Data for Selected Recurrence Intervals Landscape mitigatedLandscape mitigatedPond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 9.336E-03 0.054 2-Year 0.017 0.070 8.304E-03 ea 0.090 10-Year 0.105 ____ ❑-��S - ear 0.054 0.018 5 0.145 n�S 100-Year 0.088 0.164 0.034 200-Year 0.112 0.186 0.049 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position Allen Quynn-MGSFlood reportSR900.pdf Page 13 Page 13 Flow Duration Performance" Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 4.469E-04 2.7639E-01 2.857E-04 3.8286E-01 8.939E-04 1.9209E-01 5.715E-04 3.5347E-01 1.341E-03 1.3741E-01 8.572E-04 3.3482E-01 1.788E-03 9.8625E-02 1.143E-03 3.1602E-01 2.235E-03 7.1521E-02 1.429E-03 2.9115E-01 2.682E-03 5.2713E-02 1.714E-03 2.6606E-01 3.129E-03 3.9204E-02 2.000E-03 2.4168E-01 3.576E-03 2.9276E-02 2.286E-03 2.1543E-01 4.022E-03 2.1838E-02 2.572E-03 1.9081E-01 4.469E-03 1.6596E-02 2.857E-03 1.6923E-01 4.916E-03 1.2829E-02 3.143E-03 1.4775E-01 5.363E-03 1.0147E-02 3.429E-03 1.2696E-01 5.810E-03 7.9976E-03 3.715E-03 1.0861E-01 6.257E-03 6.4229E-03 4.000E-03 9.1283E-02 6.704E-03 5.1760E-03 4.148E-03 8.3284E-02 7.151E-03 4.2396E-03 4.572E-03 6.2853E-02 7.598E-03 3.4967E-03 4.857E-03 5.1134E-02 8.045E-03 2.8866E-03 5.143E-03 4.1238E-02 8.311E-03 2.5800E-03 5.429E-03 3.2671E-02 8.939E-03 2.0144E-03 5.715E-03 2.5796E-02 9.386E-03 1.7046E-03 6.000E-03 2.0198E-02 9.833E-03 1.4556E-03 6.286E-03 1.5866E-02 0.010 1.2455E-03 6.572E-03 1.2538E-02 0.011 1.0650E-03 6.858E-03 9.7968E-03 0.011 9.2200E-04 7.143E-03 7.5716E-03 0.012 7.9781E-04 7.429E-03 5.8432E-03 0.012 6.9529E-04 7.715E-03 4.4208E-03 0.013 6.1153E-04 8.001E-03 3.4425E-03 0.013 5.2273E-04 8.296E-03 2.5931E-03 0.013 4.5269E-04 8.572E-03 2.0007E-03 0.014 4.0504E-04 8.856E-03 1.5205E-03 0.014 3.6244E-04 9.143E-03 1.1841E-03 0.015 3.1912E-04 9.429E-03 9.1839E-04 0.015 2.8952E-04 9.715E-03 7.2561E-04 0.016 2.6642E-04 0.010 6.9240E-04 0.016 2.4476E-04 0.010 6.6203E-04 0.017 2.1761E-04 0.011 6.5197E-04 0.017 2.0144E-04 0.011 6.3031E-04 0.017 1.8267E-04 0.011 5.9926E-04 0.018 1.6967E-04 0.011 5.7977E-04 0.018 1.5956E-04 0.012 5.3861E-04 0.019 1.4512E-04 0.012 5.0684E-04 0.019 1.3935E-04 0.012 4.6786E-04 0.020 1.3213E-04 0.013 4.3681E-04 0.020 1.2130E-04 0.013 4.0865E-04 0.021 1.1480E-04 0.013 3.6822E-04 0.021 1.0613E-04 0.013 3.3717E-04 0.021 9.7470E-05 0.014 3.1407E-04 0.022 9.2416E-05 0.014 2.8302E-04 0.022 8.7362E-05 0.014 2.5414E-04 0.023 8.0864E-05 0.015 2.2960E-04 0.023 7.7976E-05 0.015 2.1227E-04 0.024 7.4366E-05 0.015 1.8844E-04 0.024 6.8590E-05 0.015 1.6823E-04 0.025 6.1370E-05 0.016 1.4512E-04 0.025 5.8482E-05 0.016 1.1841E-04 Allen Quynn -MGSFlood_reportSR900 pdf Page 14 Page 14 0.025 5.6316E-05 0.016 9.4582E-05 0.026 5.4872E-05 0.017 8.0142E-05 0.026 5.1984E-05 0.017 6.2814E-05 0.027 4.981BE-05 0.017 5.0540E-05 0.027 4.4764E-05 0.017 3.9710E-05 0.028 4.1329E-05 0.018 3.2490E-05 0.028 3.8988E-05 0.018 1.9494E-05 0.029 3.7544E-05 0.018 1.7328E-05 0.029 3.6822E-05 0.019 1.5884E-05 0.029 3.5376E-05 0.019 1.4440E-05 0.030 3.3934E-05 0.019 1.3718E-05 0.030 3.2490E-05 0.019 1.3718E-05 0.031 2.9602E-05 0.020 1.2996E-05 0.031 2.9602E-05 0.020 1.2274E-05 0.032 2.6714E-05 0.020 1.1552E-05 0.032 2.5270E-05 0.021 1.1552E-05 0.033 2.4548E-05 0.021 1.1552E-05 0.033 2.4548E-05 0.021 1.1552E-05 0.034 2.3826E-05 0-021 1.0108E-05 0.034 2.3104E-05 0.022 9.3860E-06 0.034 2.2382E-05 0.022 8.6640E-06 0.035 2.1660E-05 0.022 8.6640E-06 0.035 2.1660E-05 0.023 8.6640E-06 0.036 2.1660E-05 0.023 7.9420E-06 0.036 2.0216E-05 0.023 7.9420E-06 0.037 1.8050E-05 0.023 7.9420E-06 0.037 1.8050E-05 0.024 7.2200E-06 0.038 1.8050E-05 0.024 7.2200E-06 0.038 1.7328E-05 0.024 7.2184E-06 0.038 1.6606E-05 0.025 7.2200E-06 0.039 1.5162E-05 0.025 7.2200E-06 0.039 1.5162E-05 0.025 7.2200E-06 0.040 1.5162E-05 0.025 6.49BOE-06 0.040 1.5162E-05 0.026 6.4980E-06 0.041 1.4440E-05 0.026 6.4980E-06 0.041 1.4440E-05 0.026 6.4980E-06 0.042 1.4440E-05 0.027 6.4980E-06 0.042 1.3718E-05 0.027 6.4980E-06 0.042 1.3718E-05 0.027 5.7760E-06 0.043 1.3718E-05 0.027 4.3320E-06 0.043 1.3718E-05 0.028 3.6100E-06 0.044 1.3718E-05 0.028 3.6100E-06 0.044 1.2996E-05 0.028 3.6100E-06 0.045 1.2996E-05 0.029 3.6100E-06 0.045 1.2996E-05 0.029 3.6100E-06 0.046 1.2274E-05 0.029 3.6100E-06 0.046 1.1552E-05 0.029 3.6100E-06 0.046 1.1552E-05 0.030 3.6100E-06 0.047 1.1552E-05 0.030 3.6100E-06 0.047 1.1552E-05 0.030 3.6100E-06 0.048 1.1552E-05 0.031 3.6100E-06 0.048 1.1552E-05 0.031 3.6100E-06 0.049 1.1552E-05 0.031 3.6100E-06 0.049 1.1552E-05 0.031 3.6100E-06 0.050 1.0830E-05 0.032 3.6100E-06 0.050 1.0830E-05 0.032 3.6100E-06 0.051 1.0108E-05 0.032 2.8880E-06 0.051 1.0108E-05 0.033 2.8880E-06 0.051 8.6640E-06 0.033 2.8880E-06 0.052 8.6640E-06 0.033 2.8880E-06 0.052 8.6640E-06 0.033 2.8880E-06 0.053 8.6640E-06 0.034 2.8880E-06 0.053 8.6640E-06 0.034 2.8880E-06 Allen Quynn -MGSFlood_reportSR900.pdf Page 15 Page 15 0.054 8.6640E-06 0.034 2.8880E-06 0.054 8.6640E-06 0.035 2.1660E-06 0.055 8.6640E-06 0.035 2.1660E-06 0.055 8.6640E-06 0.035 2.1660E-06 0.055 8.6640E-06 0.035 2.1660E-06 0.056 8.6640E-06 0.036 2.1660E-06 0.056 8.6640E-06 0.036 2.1660E-06 0.057 7.9420E-06 0.036 2.1660E-06 0.057 7.9420E-06 0.037 2.1660E-06 0.058 7.2200E-06 0.037 2.1660E-06 0.058 7.2200E-06 0.037 2.1660E-06 0.059 7.2200E-06 0.037 2.1660E-06 0.059 7.2200E-06 0.038 2.1660E-06 0.059 6.4980E-06 0.038 2.1660E-06 0.060 6.4980E-06 0.038 2.1660E-06 0.060 6.4980E-06 0.039 2.1660E-06 0.061 6.4980E-06 0.039 2.1660E-06 0.061 6.4980E-06 0.039 2.1660E-06 0.062 6.4980E-06 0.039 2.1660E-06 0.062 6.4980E-06 0.040 2.1660E-06 0.063 6.4980E-06 0.040 2.1660E-06 0.063 6.4980E-06 0.040 2.1660E-06 0.063 6.4980E-06 0.041 2.1660E-06 0.064 6.4980E-06 0.041 1.4440E-06 0.064 6.4980E-06 0.041 1.4440E-06 0.065 5.7760E-06 0.041 1.4440E-06 0.065 5.7760E-06 0.042 1.4440E-06 0.066 5.0540E-06 0.042 1.4440E-06 0.066 5.0540E-06 0.042 1.4440E706 0.067 5.0540E-06 0.043 1.4440E-06 0.067 5.0540E-06 0.043 1.4440E-06 0.067 4.3320E-06 0.043 1.4440E-06' 0.068 4.3320E-06 0.043 1.4440E-06 0.068 4.3320E-06 0.044 1.4440E-06 0.069 3.6100E-06 0.044 1.4440E-06 0.069 3.5551E-06 0.044 1.4440E-06 0.070 3.6100E-06 0.045 1.4440E-06 0.070 3.6100E-06 0.045 1.4440E-06 0.071 2.8880E-06 0.045 1.4440E-06 0.071 2.1660E-06 0.045 1.4440E-06 0.072 2.1660E-06 0.046 1.4440E-06 0.072 1.4440E-06 0.046 1.4440E-06 0.072 1.4440E-06 0.046 1.4440E-06 0.073 1.4440E-06 0.047 1.4440E-06 0.073 1.4440E-06 0.047 1.4440E-06 0.074 1.4440E-06 0.047 1.4440E-06 0.074 1.4440E-06 0.047 1.4440E-06 0.075 1.4440E-06 0.048 1.4440E-06 0.075 1.4440E-06 0.048 1.4440E-06 0.076 1.4440E-06 0.048 1.4440E-06 0.076 1.4440E-06 0.049 1.4440E-06 0.076 1.4440E-06 0.049 1.4440E-06 0.077 1.4440E-06 0.049 1.4440E-06 0.077 1.4440E-06 0.049 1.4440E-06 0.078 1.4440E-06 0.050 1.4440E-06 0.078 1.4440E-06 0.050 1.4440E-06 0.079 1.4440E-06 0.050 1.4440E-06 0.079 1.4440E-06 0.051 1.4440E-06 0.080 1.4440E-06 0.051 1.4440E-06 0.080 1.4440E-06 0.051 1.4440E-06 0.080 1.4440E-06 0.051 1.4440E-06 0.081 1.4440E-06 0.052 7.2200E-07 0.081 1.4440E-06 0.052 7.2200E-07 Allen Quynn -MGSFlood_reportSR900.pdf Page 16 Page 16 0.082 1.4440E-06 0.052 7.2200E-07 0.082 7.2200E-07 0.053 7.2200E-07 0.083 7.2200E-07 0.053 7.2200E-07 0.083 7.2200E-07 0.053 7.2200E-07 0.084 7.2200E-07 0.053 7.2200E-07 0.084 7.2200E-07 0.054 7.2200E-07 0.084 7.2200E-07 0.054 7.2200E-07 0.085 7.2200E-07 0.054 7.2200E-07 0.085 7.2200E-07 0.055 7.2200E-07 0.086 7.2200E-07 0.055 7.2200E-07 0.086 7.2200E-07 0.055 7.2200E-07 0.087 7.2200E-07 0.055 7.2200E-07 0.087 7.2200E-07 0.056 7.2200E-07 0.088 7.2200E-07 0.056 7.2200E-07 0.088 7.2200E-07 0.056 7.2200E-07 0.088 7.2200E-07 0.057 7.2200E-07 0.089 7.2200E-07 0.057 7.2200E-07 0.089 7.2200E-07 0.057 7.2200E-07 NE Sunset Blvd (SR 900)/Duvall Intersection Improvements Project No. STPH-0900(0121) Agreement Avenue No. LA-5528 Final Design Review Project Manager, _James P. Wilhoit Phone # (425) 430-7319 7/11/05 Sheet or Para. Or Reviewer Page No. Detail Initials Comments Designer Response (if applicable) H:ADIVISION.S\TRANSPOR.TAT\DESIGN.ENGJwiIhoit\duvalAHES IS\review\duvhesrvcmt.doc Allen Quynn - MGSFlood_reportSR900.pdf Page 2 Page 2 **Watershed Definition********** Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres) ------------- ------Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 0.000 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.258 0.000 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 0.258 0.000 SUBBASIN TOTAL 0.258 0.258 0.000 *** Subbasin Connection Summary *** Subbasin l --------------> Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 D' cu pal 3 Sheet:Sunset Areas Page 1 of 1 X go PROJECT AREA(Basin D2-two jurisditions) EXISTING PROPOSED (increase/NE decrease) o 0 IMPERVIOUS AREA(sidewalk) 0.36 acre 0.41 acre 0.05 acre increase D I-- o IMPERVIOUS AREA(roadway) 3.05 acre 3.19 acre 0.14 acre increase v I(n PERVIOUS AREA 0.77 acre 0.58 acre 0.19 acre decrease Cn TOTAL IMPERVIOUS AREA 3.41 acres 3.60 acres 0.19 acres increase o l TOTAL PERVIOUS AREA 0.77 acres 0.58 acres 0.19 acres decrease a', TOTAL PROJECT AREA 4.18 acres 4.18 acres I I I I 7/18/2005 Sunset Areas O:\2004\FAPWT-04-031\ENGR\Civil\Drainage\Drainage_Areas_for_TIR.xls 1:47 PM o� c 1 (D i Allen Quynn - Exist& Prop_Areas_SR900.pdf Page 2 Project FAPWT-04-031 WSDOT 182.273 182,273 SF Basin D2-New Sidewalks WSDOT West Side East Side 2,269 2,526 2,834 2,776 1.331 2,722 608 - 2,964 - 10,006 8,025 18,031 SF Basin D1--New ACP WSDOT 138,931 Basin Area minus Landscaping area minus sidewalk area 138,931 SF Basin D2-New Landscaping WSDOT West Side East Side 3,529 1,092 889 609 3.529 11,804 1,649 - 2,210 - 11,807 13,506 25,312 SF Basin D2-Old Sidewalks WSDOT West Side East Side 4,675 2,211 1,974 2,889 451 2,792 972 - 8,072 7,822 15,894 SF Basin D2--Old ACP WSDOT 132,824 Basin Area minus Landscaping area minus sidewalk area 132,824 SF Basin D2--Old Landscaping WSDOT West Side East Side 2,704 2,781 4,138 856 7,510 11,804 1,170 _ 2,593 _ 18,115 15.440 33,555 SF 7118=5 SD Basis Sunset 0:120001FAPJJT-04-03tXENGRIGviRDrainagelDrelnege_Areas_for TIR.wf IA7 PM Allen Quynn -MGSFlood_reportSR9OO.pdf Page 18 Page 18 Water Quality Facility Data*****t********* Basic Wet Pond Volume (91% Exceedance) : 1218. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 1827. cu-ft 2-Year Stormwater Pond Discharge Rate: 0.008 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance) : 0.00 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs Allen Quynn - RE: Duvall Ave/SR900 Review Page 1 From: "Selove, Naomi" <Naomi.Selove@abam.com> To: "Allen Quynn" <aquynn@ci.renton.wa.us>, "James Wilhoit" <jwilhoit@ci.renton.wa.us> Date: 7/20/2005 7:59:31 AM Subject: RE: Duvall Ave/SR900 Review The drainage area for the intersection project is approximately 4.18 6 acres. The project will increase the impervious area by approx 0.19 acres. (See attached Exist&Prop_Areas_SR900.pdf for existing/proposed surface quantities.) The increase in impervious area occurs on each of the four corners of the Sunset/Duvall intersection and on the south side of the west leg of Sunset. We will treat an equivalent sized area located on the south side of the west leg of Sunset Blvd. By locating the detention/water quality facilities in this location we were able to maintain the natural drainage patterns and treat an area that has the greatest potential to pollute the storm system. The wet vault was sized so that 91% of the annual average runoff is treated (See MGSFlood_reportSR900.pdf). The detention vault was designed using a Level 2 flow control standard. Along Duvall Ave (for the intersection project), we have tied in the new catch basins to the existing main trunk line (located approximately 31' left of the centerline). For Duvall widening project, the new main trunkline, that conveys both offsite and untreated onsite stormwater, will be tied into structure number four(new) located on sheet UT4. Structure number four ties into the existing main trunkline. The old trunkline, north of structure#4, will eventually be abandoned/removed. There is also a trunk line located approx. 22' left of the centerline of Duvall Ave that turns west onto Sunset at the intersection to eventually tie into structure number 2 on sheet UT1. This trunkline will convey the treated stormwater for the vaults (Widening project) to be located on SE 107th Place. This trunkline needs to be constructed as part of the intersection project to avoid tearing up the new roadway. From the profiles, you can see that it was not possible, due to differences in elevation, to tie the 107th Place vault into the existing trunkline (offset 31' left). Please phone me if you need further clarification of how the two systems will be connected. I have attached the StormSHED and MGSFlood calculations. Naomi ------------------------------------------------------------------------ Naomi Selove-Schneider Engineer Voice 206-431-2279 Fax 206-431-2250 Email Naomi.Selove@abam.com BERGER/ABAM Engineers Inc. 33301 9th Ave S, Suite 300 Federal Way, WA 98003-2600 http://www.abam.com Allen Quynn -MGSFlood_reportSR900.pdf Page 17 Page 17 'r""` Flow Duration Performance According to Dept. of Ecology Criteria*** Excursion at Predeveloped '�,42 (Must be Less Than 0%) : -0.3% PASS Maximum Excursion from ',42 to Q2 (Must be Less Than 0t): -24.6% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -71.3% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) : 0.0% PASS POND MEETS ALL DURATION DESIGN CRITERIA: PASS AID le uynn -MGSFIood_reportSR900.pdf Page 19 Page 19 Flow Duration Plot-Vault D1 (detention only) at and Duration Performance Excursion at 172'02:-0.3%PASS I]NJ x Excursion U2 i22to 02:-24.8Y.PASS 0 x Excursion 02 to 050:-71.3%PASS - �J 'i Pos Excursion 02 to G50:O.D%PASS x Pond WSEI During Sim:397.08 U50 __7- jj-.'pjjfl--� I I L on i 1 J 0 Q2Iij om tntar� tne�nfi tm-0s the-0r. the-❑:+ tne-az sm-0i tne� Exceedance Probability ,/-Predeveloped /'Postdeveloped Allen Quynn MGSFIood_reportSR900.pdf Page 3 Page 3 Retention/Detention Facility Summary**" " Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- Prismatic Pond Option Used ' Pond Floor Elevation 391.43 ft Riser Crest Elevation 398.25 ft Maximum Pond Elevation 398.75 ft Maximum Storage Depth 6.82 ft Pond Bottom Length 49.0 ft Pond Bottom Width 20.0 ft Side Slope 0.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area 9B0. sq-ft %/ Area at Riser Crest E1 980. sq-ft 0.022 acres Volume at Riser Crest 66B4. cu-ft 0.153 ac-ft Area at Max Elevation 980. sq-ft 0.022 acres Volume at Max Elevation: 7174. cu-ft 0.165 ac-ft ----------------- Riser Geometry ----------------- Riser Structure Type Circular Riser Diameter 18.00v.� in Common Length 0.000 ft Riser Crest Elevation 398.25 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 3 --- Device Number 1 --- Device Type Circular Orifice. Invert Elevation 394.67 JC ft Diameter 0.50 ✓ in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice Invert Elevation 396.75 ft Diameter 0.50 in Orientation Vertical Elbow Yes Sews �.S --- Device Number 3 --- �P `1 Device Type CD7.7 Orifice Invert Elevation ft Diameter Orientation Ve Elbow Yes r A PORTION OF SW 1 /4 , SEC. 3 , T. 23 N . , R. 5E . , W. M . 0 CITY OP RENTON NE SUNSET BOULEVARD (SR 900 )/ DUVALL AVENUE NE INTERSECTION IMPROVEMENT PROJECT FED. AID NO. STPH-0900(21) DRAWING INDEX � sf ae st � sE a6m st N NEWCASTLE �+>- ® �,Nq'u o� . °1, 1. � I�r j E ¢ �--S—E �> PORT s a 11 1 Index and Vicinity Map N 31m St 'b ua 1 � ANGELES Al 2 Alignment Plan SE stet St >K E L1 3 Legend,Abbreviations and General Notes s Rt 4 Typical Roadway Section-Sheet 1 of 2 b? o PROJECT R2 5 Typicai Roadway Section-Sheet 2 of 2 NE 31st St UQ1 6 Drainage Quantities N,a, a N LOCATION UT1 7 Drainage&Utility Plan-Sheet 1 of 4 UT2 8 Drainage&Utility Plan-Sheet 2 of 4 g < g y�ry Rd UT3 9 Drainage&Utility Plan-Sheet 3 of 4 b N 28th St S SE 95th PI gs' - EN UT4 10 Drainage&Utility Plan-Sheet 4 of 4 'A` SE 95m IW $ R RT W RE 27th SL 'bj UT5 11 Drainage laterals ^ UT6 12 Drainage Details SE RENTON PV1 13 Paving Plan-Sheet 1 of 2 g < W 25m p NE 26m 4�b SHELTON p PV2 14 Paving Plan-Sheet 2 of 2 $ 25m fX s A \IyI D1 15 Typical Details 1tE z4m sti HE urn t SE room s< Q HE 23rd PI rNE 21m NE 24th loolh \ ABERDEEN CH1 16 Channelization Plan-Sheet 1 of 3 N 24m SE 101st st OL PIA s CH2 17 Charmelization Plan-Sheet 2 of 3 < �� SE 102nd 11E 22M �a NE 23rd n 73rid NE CH3 18 Channelization Plan-Sheet 3 of 3 FHE 21s1 St z 1a$( NE ,,d St I �PI NEztA QTt 19 Quantity Tabulation-Channelization r TS1 20 Traffic Signed Plan NE ZOIh st S NE 201h p �s 21d CENTRALIA TS2 21 ITraffic Signal Standard Plan s y a > NE lain CHEHALIS TS3 22 Traffic Signal Wire Terminations y < < O <NE t V 191h Y SG1 23 Signing Plan-Sheet 1 of 3 SG2 24 Signing Plan-Sheet 2 of 3 16th 17m A ;❑ WN ; HE NTM St s SG3 25 Signing Plan-Sheet 3 of 3 1 um a 94 HE um st S sK 4 KELSO NE 12m st p ❑ —® WE 12th St AREA MAP _ o HE tOm zi a Al NE IOm B. !r 0 ' s q, NE loth PI PROJECT AREA PI. -9 a NE IOm ln, m lOm St 101H St 16 6t NE IOth SE c3 ® ~VV ®St %St t k L�J VU IUI � SE 118m tlE Bm Po. S Mff9C NE 9m Cl. VICINITY MAP 33301 9TH AVENUE SOUTH SAS SHOWN MY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 CALL 48 HOURS FEDERAL WAY,WASHtNGTON DUVALL AVE NE INTERSECTION �i BEFORE YOU DIG BEBGEK/Ag"98003-2600 'd RENTON lgWy" E E E I X E E R E I M C.VOICE:(206)431-2300 vm� � DATUM 1-800-424-5555 Planning/Building/Public woks Dept. INDEX AND VICINITY MAP IXPgIFS AMIt[]1 15,2aU6 '" FAX: (206)431-2250 NO. REVISION BY DATE APPR """tea` 1 '25 r A PORTION OF SW 1 /4 , SEC . -3 , ,- T. 23 N . , R. 5E. , W. M . ..o a � A—LINE CURVE DATA PI DELTA RADIUS TANGENT LENGTH 176+44.16 11-30'00- 1432.39 144.23 287.50 END PROJECT B STA 180+00.00 END PROJECT A STA 182+46.40 MP 14.43 ,6y+0( y ,67+�D 169+00 169++00 17G+00 rt 17 y1+00 —172++00 y 173 00_74+00- 175+00 176+00 / A--LINEN 64'55'57"E r7 t79+pp n— h —— — 0) '�7 n ''� lap+00 (` / -181 / w 00 NE SUNSET BLVD (SR 900) / w E N 76 25 57�82=°p to FQ / \ / Z Ir ^xv / _� r T�NE SUNSET E +pp taa+00 L` � B o/ EXISTING ROW \\ \ 2� all / / L SR 9 _ /Q BEGIN PROJECT \ A STA 168+50.00 J o \ \ / / EXISTING ROW / / MP 14.16 BEGIN PROJECT B STA 173+33.40 ^ry A LINE STA 176+40.39 / / =6 LINE STA 176+40.39 / OVERALL ALIGNMENT PLAN SURVEY NOTES: BASIS OF BEARINGS 1. FIELD MEASUREMENTS FOR THIS MAP WERE PERFORMED WITH A WILD 1010 TOTAL STATION INSTRUMENT BY THE BASIS OF BEARINGS FOR THIS PROJECT IS N04'55'34"E BETWEEN CITY OF RENTON TRAVERSE METHODS, AND MEET OR EXCEED A LINEAR CLOSURE OF 1:15000. MONUMENT #1844 AND CITY OF RENTON MONUMENT #1996. 2. ALL PRIMARY MEASUREMENT EQUIPMENT UTILIZED HAS BEEN COMPARED AND ADJUSTED TO A NATIONAL GEODETIC SURVEY CALIBRATED BASELINE WITHIN THE LAST YEAR. CITY OF RENTON MONUMENT #1844 IS A 1/2" IRON PIPE WITH TACK IN MONUMENT CASE AT THE INTERSECTION OF S.R. 900 (SUNSET BLVD.) AND DUVALL AVE. NE, FOUND 7/16/02. 3. UTILITY INFORMATION SHOWN ON THIS MAP IS BASED ON VISIBLE SURFACE FEATURES, AND -4. THE UNDERGROUND INS SHOWN HEREON HAVE BEEN LOCATED FROM FIELD SURVEY OBSERVABLE FEATURES AND SUPPLEMENTED W A CITY OF RENTON MONUMENT #1996 IS A 2- BRASS DISK IN MONUMENT CASE AT THE WITH INFORMATION FROM PAINT MARKS BY OTHERS AND AS—BUILT DRAWINGS INTERSECTION OF NE 19TH STREET AND DUVALL AVE. NE, FOUND 7/16/02. PROVIDED BY THE CITY OF RENTON. THE SURVEYOR MAKES NO GUARANTEE THAT THE UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREA, EITHER IN SERVICE OR ABANDONED. THE SURVEYOR FURTHER COORDINATES PUBLISHED IN NAD 1983/91 METERS AND NAVD 1988 METERS ARE AS FOLLOWS: DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES ARE IN THE EXACT LOCATION INDICATED, BUT ARE LOCATED AS ACCURATELY AS POSSIBLE FROM THE INFORMATION AVAILABLE. C.O.R. 1844: NORTHING 57084.790 EASTING 400322.536 ELEV. 124.779 SCALE FACTOR C.O.R. 1996: NORTHING 57513.068 EASTING 400359.450 ELEV. 129.971 STATE PLANE COORDINATES HAVE BEEN CONVERTED TO GROUND COORDINATES USING A COMBINED FACTOR OF 0.9999748954 (FOR EXAMPLE: STATE PLANE NORTHING COMBINED FACTOR = GROUND NORTHING) 100 0 100 200 A L.Pg7C scale feet 33301 9TH AVENUE SOUTH srlowN p ^' b NE SUNSET BOULEVARD(SR 900)! 5/4/04 CALL 48 HOURS CTTY OF FEDERAL WAY,WASHINGTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGERIABAM 98003-26M — `` RENTON E X 6 I N E E X t 1 N C.VOICE: 2� 31-230D I DATUM 1-800-424-5555 - Planning/Building/Public Works Dept. ALIGNMENT PLAN o Al iF ES MlacH 1s. 5556 FAX: (206)431-2250 NO. REVISION BY DATE APPR 2 �25 UTILITIES LIST OF ABBREVIATIONS LEGEND . T- o SEWER OTHER UTILITIES ABAN ABANDONED SYMBOL SYMBOL _I CITY OF RENTON ACP ASPHALT CONCRETE PAVEMENT GAS / POWER BVCE BEGIN VERTICAL CURVE ELEVATION EXISTING PROPOSED DESCRIPTION EXISTING PROPOSED DESCRIPTION JOHN HOBSON 425-430-7279 PUGET SOUND ENERGY BVCS BEGIN VERTICAL CURVE STATION JOE JA I NGA 206-224-2 120, -- —D——D— STORM DRAIN PIPE KING COUNTY 206-604-5662 CB CATCH BASIN BUS BUS STOP EARL FISHER 206-296-6576 CL CENTERLINE GUARD RAIL COAL CREEK UTILITY DISTRICT QWEST CMP CORRUGATED METAL PIPE O BOLLARD LARRY JONES 425-235-9200 MELANIE WHEELER 206-345-4055 CONC CONCRETE 0 ■ CATCH BASIN, TYPE 1 AERIAL POW CONDUIT CORR CORRUGATED 0 CATCH BASIN TYPE 2 P�/ry W/ ELEPH NE AND TV WATER COMCAST COR CITY OF RENTON a CABLE TV RISER 0 POWER LINE CITY OF RENTON JIM NIES 253-288-7531 D.I. DUCTILE IRON 0 CABLE TV VAULT ABOOUO GRENTO 425-430-7210 360 NETWORK DIA DIAMETER T —T— TELEPHONE LINE DROP DROP INLET ® CABLE U VAULT KING COUNTY WILL DRONEN 206-920-0248 DWY DRIVEWAY b DOWN GUY x FENCE LINE EARL FISHER 206-296-6576 E EAST tS FIRE HYDRANT EL ELEVATION FOUND TACK IN LEAD BUILDING COAL CREEK UTILITY DISTRICT OTHER AGENCIES ELEV ELEVATION GAS METER 20 5' INIERVALS LARRY JONES 425-235-9200 METRO EOP EDGE OF PAVEMENT GAS VALVE CONTOUR LINE ( ) ESAL EQUIVALENT SINGLE AXLE LOAD RICHARD GARCIA 206-684-2732 INVERT/CULVERT EVCE END VERTICAL CURVE ELEVATION — - i-- ---- CONTOUR LINE (1' INTERVALS STORMWATER JIM ROSS 206 684-2785 EVCS END VERTICAL CURVE STATION ❑1CB IRRIGATION CONTROL BOX CITY OF RENTON EX EXISTING 91Icv RONALD STRAKA 425-430-7248 EXIST EXISTING IRRIGATION CONTROL VALVE —S— —g— SANITARY SEWER HMA HOT MIX ASPHALT � � MAILBOX —G— GAS LINE IE INVERT ELEVATION ® MONITOR WELL —P/T/c TELECOMMUNICATIONS BANK KCRS KING COUNTY ROAD STANDARD MONUMENT —W— WATER LINE GENERAL NOTES: LF LINEAL FEET O MANHOLE (TYPE UNKNOWN) —P— UNDERGROUND POWER LT LEFT mPJB POWER JUNCTION BOX — — — APPROX. RIGHT-OF-WAY MH MANHOLE ID I'm POWER METER 1. FOR CATCH BASINS AND YARD DRAINS, STATION MAX MAXIMUM ❑0 POWER TRANSFORMER XXXXX STREET ADDRESS NUMBER AND OFFSET REFER TO CENTER POINT OF GRATE. MIN MINIMUM FOR MANHOLES, STATION AND OFFSET REFER TO NDCBU NEIGHBORHOOD DELIVERY AND COLLECTION BOX UNIT © POWER VAULT DUVALL AVE NE, UNLESS CENTER POINT OF MANHOLE. N NORTH OPR POWER RISER OTHERWISE NOTED) NE NORTHEAST o TELEPHONE RISER 2. CONTRACTOR SHALL COORDINATE WITH PUGET NW NORTHWEST R.P.M. RAISED PAVEMENT MARKERS SOUND ENERGY FOR RELOCATING POWER LINES, PI POINT OF HORIZONTAL INTERSECTION REMOVING LUMINAIRES, AND CONNECTING TO PROP PROPOSED POWER VAULT. POWER LINES SHALL BE NTS NOT TO SCALE 00:30 ROCK FACING RELOCATED PRIOR TO CURB, GUTTER. AND PVI POINT OF VERTICAL INTERSECTION ® ® ROCK WALL SIDEWALK INSTALLATION. R RANGE • 3. CONTRACTOR SHALL COORDINATE WITH THE RCP REINFORCED CONCRETE PIPE © O SANITARY SEWER MANHOLE TELEPHONE COMPANY FOR ADJUSTING TELEPHONE R/W RIGHT-OF-WAY Oco SANITARY SEWER CLEANOUT RISERS AND MANHOLES TO GRADE. ROW RIGHT-OF-WAY ? SHRUB RT RIGHT a i SIGN POST 4. CONTRACTOR SHALL COORDINATE WITH ENGINEER S SLOPE FOR RELOCATION OF SIGNS OUTSIDE OF SE SOUTHEAST sv® SPRINKLER VALVE RIGHT-OF-WAY. CONTRACTOR SHALL SUBMIT SEC SECTION O STORM SEWER MANHOLE PLANS FOR RELOCATION TO ENGINEER FOR SHLDR SHOULDER D STORM DRAINAGE VAULT APPROVAL. SSMH SANITARY SEWER MANHOLE STREET LIGHT ST STORM SEWER SLCB STREET LIGHT CONTROL BOX 5. CONTRACTOR SHALL BE RESPONSIBLE FOR STA STATION [�TB TELEPHONE JUNCTION BOX ASSURING ALL WORK IS DONE TO THE STD STANDARD ALIGNMENTS, GRADES, AND ELEVATIONS CALLED SW SOUTHWEST O TELEPHONE MANHOLE FOR IN THE PLANS. CONTRACTOR IS TELE TELEPHONE ON TELEPHONE MARKER RESPONSIBLE FOR ALL CONSTRUCTION SURVEYING. T TOWNSHIP OTR TELEPHONE RISER CONTRACTOR SHALL PROVIDE THE ENGINEER WITH TV TELEVISION T 1 TELEPHONE VAULT AS-BUILT SURVEY DATA FOR ALL ELEVATIONS. TYP TYPICAL VC VERTICAL CURVE �ry TV RISER 6. CONTRACTOR SHALL COORDINATE WITH THE W WEST m TV JUNCTION BOX APPROPRIATE WATER COMPANY FOR WSDOT WASHINGTON STATE DEPARTMENT OTSCB ❑TSCB TRAFFIC SIGNAL CONTROL BOX RELOCATING/ADJUSTING/RESETTING WATER OF TRANSPORTATION —D TRAFFIC SIGNAL LIGHT METERS FIRE HYDRANTS, VALVE BOXES AND VALVE MANHOLES. SEE THIS SHEET FOR NAMES W.M. WO MERIDIAN WP WORK TRAFFIC SIGNAL POLE AND PHONE NUMBERS. WORK POINT PN --o WATER BLOWOFF VALVE 7. ALL CONSTRUCTION MUST COMPLY TO CITY OF ® WATER MANHOLE RENTON ROAD & BRIDGE CONSTRUCTION ® a WATER METER STANDARDS UNLESS OTHERWISE NOTES ON WATER SPIGOT PLANS. D4 WATER VALVE o WOOD POLE 8, REPLACE OR ADJUST DISTURBED MONUMENTS PER WSDOT STANDARD PLAN H-7. . Af TREE, CONIFEROUS 9. CONTRACTOR SHALL BE RESPONSIBLE FOR TREE, DECIDUOUS TRAFFIC CONTROL PLANS. CONTRACTOR SHALL SUBMIT PLANS TO ENGINEER FOR APPROVAL. a 33301 9TN AVENUE SOUTH CITY OF NE SUNSET BOULEVARD(SR900)/ 6/5/05 CALL 48 HOURS `s FEDERAL WAY,WASHINGTON DUVALL AVE NE INTERSECTION N LON BEFORE YOU DIG BERGEle/ABAA4 98003-2600 HAS u�.0 DATUM 1-800-424-5555 E""1 "E ERA 1■ VOICE:(206}131-2300 p > w Planning/Building/Public Works Dept LEGEND,ABBREVIATIONS AND GENERAL NOTES L-01 : .. '� FAX: (206)431-2250 NO. REVISION BY DATE APPR ixv APPROX SR900 (A—LINE) APPROX NOTES EXIST ROW EXIST ROW O I 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. EXIST 5' VARIES VARIES 11'—O" VARIES VARIES 4'-0" 2. HMA TEST REQUIREMENTS (JANUARY 5, 2004), SECTION 9-03.8(2) IS SUPPLEMENTED i WITH THE FOLLOWING: SIDEWALK 12'-0" TO 15'-0" 13'-0" TO 17'-0" LANE 11'-0" TO 0'-0" 11'-0" TO 0'-0" SHLDR ESAL'S THE NUMBER OF ESAL'S FOR THE DESIGN AND ACCEPTANCE OF THE HMA SHALL BE 1 2 3.8 MINIMUM. _MATCH EXISTING SLOPE MATCH EXISTING SLOPE --- 4:1 SLOPE, TYP ------_ _ _ _ LEGEND -----T-- — —_i�PROFILE _-- _--_EXISTING PAVEMENT -- L------------------------ GRADE O7 HMA CLASS t/2 PG 64-22, 0.15' TRICK OVERLAY. 3 5 & PIVOT POINT 6 O PRELEVEL WITH ASPHALT CONCRETE PAVEMENT, HMA CLASS 1/2" 1 R1 4 O EXISTING ACP, CLASS G. 0.08' EXISTING FULL DEPTH ROADWAY PROP ROADWAY WIDENING O EXISTING ACP, CLASS B. 0.40' MILL AND OVERLAY (TRANSITION ENDS AT A STA 179+45) O EXISTING ATB, 0.66' NE SUNSET BLVD (SR900) - ROADWAY SECTION OASPHALT CONCRETE PAVEMENT, HMA CLASS 1/2" GRADATION MATERIAL, 1.0' THICK. A STA 179+10.56 TO A STA 182+41.86 OCEMENT CONCRETE TRAFFIC CURB AND GUTTER, SEE WSDOT STANDARD PLAN F-1. SR900 (A—LINE) OS 4" CEMENT CONCRETE SIDEWALK (ADJACENT TO CURB). APPROX APPROX SEE WSDOT STANDARD PLAN F-3. EXIST I ROW i EXIST ROW O 9 NEW CEMENT CONCRETE CURB AND GUTTER (A STA 176+40.02 TO A STA 177+96.27). SEE WSDOT STANDARD PLAN F-1. SIDEWALK 12'-0" VARIES VARIES 11'—O" 13'—O" PROP 6' EXISTING CONCRETE CURB AND GUTTER (A STA 177+96.27 TO A STA 179+10.02). LANE 16'-0" TO 17'-0" 17'-0" TO 11'—O" LANE LANE SIDEWALK 10 NEW CEMENT CONCRETE SIDEWALK (A STA 175+37.34 TO A STA 177+96.27). --- SEE WSDOT STANDARD PLAN F-1. 1 2 4:1 SLOPE, TYP MATCH EXISTING SIDEWALK (A STA 177+96.27). _ MATCH EXISTING SLOPE MATCH EXISTING SLOPE 2�_j;2 __ — -- — — --- --_----_-- _------=----T ----- ' EXISTING PAVEMENT -- 7 10L---------------- 3 — —PROFILE GRADE 8 4' 1 5 8E PIVOT POINT 6 ACP HMA CLASS 1/2" 1 R1 4 OVERLAY EXISTING FULL DEPTH ROADWAY PROPOSED ROADWAY — L MILL AND OVERLAY WIDENING I _ _ _ _ _ _ — — — — — — — — — — �Ll L_ — — EXISTING ROADWAY I NE SUNSET BLVD (SR900) - ROADWAY SECTION ;� - A STA 176+40.39 TO A STA 179+10.56 NOTES: 1.) A STA 177+96.27 CURB/GUTTER EXISTING ASPHALT CONCRETE PAVEMENT TO BE PLANED END LEFT SIDE CURB/GUTTER, SIDEWALK 2.) A STA 178+41.06 END RIGHT SIDE CURB/GUTTER, SIDEWALK , CURB PLANING DETAIL APPROX APPROX R1 SCALE: NTS EXIST ROW yl SR900 (A—LINE) EXIST ROW EXIST 5' VARIES (6'-18' 11'—O" 13'-0" ' PROP 6' 12'-0" 11'-0" 6'-0" ) SIDEWALK LANE LANE LANE LANE LANE SIDEWALK ——— 1 2 1 4:1 SLOPE, TYP MATCH EXISTING SLOPE ——————MATCH EXISTING SLOPE—————————————— 2% -----c===j — --� ---------------- --_—_ ___________ -----T----_._------------- -- -------- --EXISTING PAVEMENT ---_------ L------ ---------- — 7 3 PROFILE GRADE 8 5 & PIVOT-POINT 6 i R1 4 EXISTING FULL DEPTH ROADWAY PROPOSED ROADWAY MILL AND OVERLAY WIDENING NE SUNSET BLVD (SR900) - ROADWAY SECTION A STA 168+68.54 TO A STA 176+40.39 5 0 5 10 *NOTES: 1.) 28' ROADWAY REPLACEMENT AND WIDENING FROM A STA 1"=5' L,p 170+25.00 TO A STA 171+35.00 scale feet cs�. gN 33301 9TH AVENUE SOUTH AS SHOWN "' 16 CITY OF NE SUNSET BOULEVARD(SR 900)! 5/4/04 CALL 48 HOURS FEDERAL WAY,WASHINGTON REION DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGER/ABAM 98003-2600 I� DATUM 1-800-424-5555 E R R 1 R E E R E I R VOICE:(206)131-2300 Planning/Building/Public Works Dept. TYPICAL ROADWAY SECTION R� MARCH�,ZOD6 ' 'i FAX: (20631-2250 ND. REVISION BY GATE APPR �"'�01°°a' SHEET 1 OF 2 4 l-25 sY.k56Kr7M�._•... VARIES VARIES 4'-0" TO 0'-0" BIKE LANE DUVALL (B-LINE) 4'-0" TO 0'-0" BIKE LANE NOTES Co APPROX EXISTAPPROX 1. ALL DEPTHS SHOWN ARE COMPACTED DEPTHS. EXIST ROW PROP 6' VARIES VARIES 11'-0" 6'-0" 6'-0" 11'-O" VARIES PROP 6' I 2. HMA TEST REQUIREMENTS (JANUARY 5, 2004), SECTION 9-03.8(2) i SIDEWALK 12'-0" TO 0'-0" 11'-0" TO EXISTING LANE LANE LANE LANE 11'-0" TO EXISTING SIDEWALK IS SUPPLEMENTED WITH THE FOLLOWING: ESAL°S 4SLOPE. 1 2 I THE NUMBER OF ESAL'S FOR THE DESIGN AND ACCEPTANCE 7 MATCH EXISTING SLOPE MATCH EXISTING SLOPE 2% 4:1 SLOPE, TYP OF THE HMA SHALL BE 3.8 MINIMUM_ ----------- ------ - -------------- ----------------------- 4YP PROFILE GRADE 8 ' 3 5 & PIVOT POINT 6 I LEGEND 6 O1 HMA CLASS 1/2% PG 64-22. 0.15' THICK OVERLAY. 4 PROPOSED ROADWAY EXISTING FULL DEPTH ROADWAY (VARIES) O PRELEVEL WITH ASPHALT CONCRETE PAVEMENT, HMA CLASS 1/2" WIDENING MILL AND OVERLAY GRADATION MATERIAL DUVALL AVENUE NE - ROADWAY SECTION PROPOSED ROADWAY OEXISTING ACP, CLASS G, 0.08' 6 STA 178+88.94 TO B STA 179+94.18 WIDENING O4 EXISTING ACP, CLASS B, 0.40' NOTES: 1.) B STA 178+88.94 TO B STA 179+50.00 O EXISTING ATB, 0.66' END LEFT SIDE CURB/GUTTER, SIDEWALK 2.) B STA 179+61.62 TO B STA 179+80.10 O ASPHALT CONCRETE PAVEMENT, HMA CLASS 1/2" GRADATION MATERIAL, END RIGHT SIDE CURB/GUTTER, SIDEWALK 1.0' THICK. DUVALL (B-LINE) O7 CEMENT CONCRETE TRAFFIC CURB AND GUTTER, SEE WSDOT APPROX STANDARD PLAN F-1. EXIST ROWEXIST ROW PROP 6' 12'-0" 4'-0" 11'-O" 11'-0" 6'-0" 6'-0" 11'-0" 11'-0" 5'-0" PROP 6' I O8 4" CEMENT CONCRETE SIDEWALK (ADJACENT TO CURB). SIDEWALK TURN LANE BIKE LANE LANE LANE LANE LANE LANE BIKE SIDEWALK SEE WSDOT STANDARD PLAN F-3. LANE LANE 8 2q, 7 1 2 _MATCH EXISTING SLOPE MATCH EXISTING SLOPE � 2%^ q 4:1 SLOPE, TYP ------ --- V5—)—: --------- --- -4:1 SLOPE, TYP PROFILE GRADE3 & PIVOT POINT 6 _ 6 4 PROPOSED ROADWAY EXISTING FULL DEPTH ROADWAY (VARIES) WIDENING MILL AND OVERLAY PROPOSED ROADWAY WIDENING DUVALL AVENUE NE - ROADWAY SECTION B STA 176+40.49 TO B STA 178+88.94 VARIES 5'-0" TO 6'-0" DUVALL (B-LINE) APPROX PROPOSED SIDEWALK APPROX EXISTIROW EXIST ROW VARIES 11'-0" 11'-0" 6'-0" 6'-0" 11'-0" 11'-O" VARIES PROP 6' j 0'-0" LANE LANE LANE 0'-0" TO SIDEWALK 8 TO 5,-0" 5'-0" 2� 1 2 MATCH EXISTING SLOPE MATCH EXISTING SLOPE_ 2% , 4:1 SLOPE, TYP ------- ------------------- --- ---------- 7 4:1 SLOPE, TYP 7 ---`- PROFILE GRADE 8 3 5 & PIVOT POINT 6 6 4 EXISTING FULL DEPTH ROADWAY (VARIES) MILL AND OVERLAY PROPOSED ROADWAY PROPOSED ROADWAY WIDENING WIDENING DUVALL AVENUE NE - ROADWAY SECTION B STA 173+48.45 TO B STA 176+40.49 5 0 5 10 1"=5' L P *��tL� scale feet _ 33301 9TH AVENUE SOUTH AS SHOWN "°"�°" A CITY OF NE SUNSET BOULEVARD(SR 900)/ b/a/oa ��' CALL 48 HOURS FEDERAL WAY,WASHINGTON 1 „� RENTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGERIAB" 98DD3-28oa F—� Plan ildin Public Works Da t. TYPICAL ROADWAY SECTION �"R�L E N 0 1 M E E R/ 1 N a VOICE:(206)131-2300 O°°� - 1-800-424-5555 e/ e/ P ExMRFS nMRCH 15.zDd6 ; FAX: (20"31-2250 NO. REVISION EY DATE APPR s"`tea° \ SHEET 2 OF 2 »e 5 �25 I QUANTITY TABULATION - STORM DRAINAGE O 2 � J J O O m 4 U H U K 2 y p q W q Q h O 10 ¢ Q 2 h q 2 2 O +�eE ti 2 2 2 SHEET STRUC STATION OFFSET EQ ` G� W W W 2 2 O 2 O W J NOTES NO. o Q J 44 a C kl W Q 2 q J 2 2 m ''C. 4 k i q r m ° +� h q r c w a Q Q 2 2 2 ? Q� u'S 0 Tu wo 40 co to J Q m� J C7 J J J O CT 2 V m� . 0 S' C.) J a y � y oj o EA CY CY SF LF LF LF EA EA EA EA EA EA EA EA CY EA CY LF UT-1 Ui1-1 169+91.92 8.�RT 7 30 172 23 1 1 SAWCUT EXISTING PPE,INSTALL NEW TYPE 2 CB,REMOVE EXISTING PPE TO THE SOUTH OF NEW STRUCTURE UT-1 UTt-2 169+91.92 31.38'RT 5 1 1 INSTALL NEW TYPE 2 CB,CONNECT EXISTING PPE TO THE SOUTHEAST UT-1 UT13 171+0623 34.76 RT 29 83 616 115 1 UT-1 U171-6 V172+1523 41.00 RT 28 65 480 110 1 UT-1 UTt5 37.68'RT 11 31 214 42UT-1 UT1-4 20.66 RT 12 41 278 42UT4 DV 25.00'RT 13 50 385 42 UT-1 UT17 10.69'RT 62 224 1690 251UT-1 UT1-8 2B.68'RT 1 1 1 302 REMOVE STRUCTURE AND PPE ui 1 UT14A 28.99 RT 1 REMOVE STRUCTURE Ur-2 I UT2-1 173+90.08 41 AO'RTI 16 37 265 65 1 ui 2 UT2-9 177+34.90 23.68'RT 1 1 UT-2 UT2-10 177+34.92 29.1 O'RT 1 1 UT-2 UT2-11 177+44.77 38.36RT 1 1 UT-2 UT2-12 177+25.91 29.491T 1 1 UT-2 UT2-13 177+19.00 39.59'LT 1 1 UT-2 UT2-14 177+28.04 43.15LT 1 1 UT-2 I UT2-2 175+12-40 40.70'RT 30 1 65 122 1 uT-2 I UT23 174+4327 122T RTI 194 1451 200 1 1 1 UT-2 I UT24 177+05.50 40.88'RT 14 32 206 44 1 UT-2 I UT25 175+35.44 40.87 RT 12 28 1 180 39 1 uT-2 I UT26 178+41.08 37.15'RT 29 58 400 95 1 UT-2 UT2-7 178448.11 33.1 O'RT 3 5 18 1 1 1 1 REMOVE PPE TO THE EAST,PLUG EAST SIDE OF CB,ADJUST CB TO GRADE UT-2 UT2-8 177+39.25 28.5T LT 20 43 78 1 UT-3 UT3,8 176+16.16 22.WLT 41 195 1455 166 1 1 UT-3 UT3.9 178+25.00 22-W LT 1 52 288 2160 209 1 1 U7173 UT3-11 177+67.80 4275'LT 3 8 15 1 UT-3 UT3.12 177+59.93 30.49 LT 1 1 SAWCl1T EXISTING RCP,INSTALL NE-W TYPE 2 CB UT-3 UT3-13 177+60.06 31.75 RT 16 32 62 1 UT3 UT310 176+8723 4275 LT 5 10 19 1 2 UT-3 I UT3-10a 176+73.21 30.80'LT 1 1 1 JADJUST MANHOLE TO GRADE,REPLACE WITH SOLD LOCKING LID,PLUG NE SIDE Ur-3 UT3-7 176+05.14 37.63 RT 17 32 173 41 1 UT3 UT3-6 175+65.03 31.54'RT 32 53 78 1 Ufa UT3-5A 175+42.02 33.6W LT 10 17 102 23 1 179 REMOVE EXISTTNG RCP TO THE SOUTH UT3 UT3-5 175+19.00 31.91'LT 39 64 97 1 UT3 U133 174+23.61 31.87 LT 31 46 76 1 UT-3 UT3.4 174+23.66 31.71'RT 16 29 64 1 Ufa UT3-2 173+63.03 29.63'LT 3 6 6 1 1 CONNECT DOWNSTREAM PPE TO EXISTING SD MH uT3 uT3-2 A 173463.03 29.63'LT 1 6 REMOVE EXISTING CB r UT3-7A 176+2121 43.33'RT 1 `50 UT3-6B 175+72.18 46.70'RT 16 PLUG WESTAND NORTH SIDES OF CB UT3-6A 175+70.90 29.81'RT UT3-0A 174+48.61 28.94'RT UT3-0B 174+48.89 47.28 RT 1 1 PLUG WEST SIDE OF CB UT3-14 177+27.57 36.09 RT 1 1 PLUG NORTHEAST SIDE OF CB U UT3-15 177+29.98 28.1 W RT 1 1 1 UT-3 UT3-09 176469.78 49.52'LT 1 1 19 1 IREMOVE MANHOLE AND 12-RCP UTA UT4-5 180+11.18 17.76 LT 46 312 2333 186 t 1 UT-4 uT4-4 179+35.65 1.68'RT 11 41 278 41 1 1 Uf-4 UT4-2 179+09.98 38.1 V LT 3 8 39 8 1 UT-4 UT4-3 179+09-98 26.76 LT 24 61 337 57 1 1 1 57 UT-4 UT4-5 1178+51.591 30.07LT 1 1 CONNECT PPE TO EXISTING CB#7 L P SHEETTOTALS 1 8 16861 2193 13214 1837 209 378 18 12 i 0 11 1 f-0=1 12 8 1 0 1 12 0 652 2 �. of w L�A + �N S E SUNSET BOULEVARD(SR _ 33301 9TH AVENUE SOUTH AS SHOWN °°w^�^' CITY OF N DUVALL AVE NE INTERSECCTIONION . 7 �s/4/o+ CALL 48 HOURS it FEDERAL WAY,WASHINGTON �� RENTON BEFORE YOU DIG BERGERIABAM 98003-2600� (��(WAL E w E l w E E w E i w E.VOICE:(206)431-2300 1 Planning/Building/Public Works Dept. DRAINAGE QUANTITIES �FUQ 1-800-424-5555 iil_ FAX: 206 31-2250 pcpiREs MsacH ts,zaDS ___ ( � N0. REVISION BY DATE APPR � 6 ­25 A PORTION OF SW 1 /4 , SEC . 3 , T. 23 N . , R. 5E., W.M . _ J ot / • -I do a a -§" o � g T~ T 7 T. ` T T ' T T T T T T — T T T o T� T T © q g Q q rw w 5 w r 3 + A-LINE I 3 3 (nN a W� 169+00 0170+00 - /F 171+00 ~ 172+00 173+00 I3-k- i SD SD Z IT r SD SD SD SD—SD 59—SD �� � �8D SD ---� ' y 1 _- 4 u 1 DETENTION VAULT YrEI - SD 5r 6 r NOTE LEGEND: VAULT --T„ T ° T o T o T T ° r,�—T ,` r r— i OX DENOTES PROPOSED STRUCTURE, T T T" - SEE THIS PLAN OR LATERAL /1 ex.s ss _ PROFILE SHEETS. s s s s ss S s s s s s s s —s— - - - - 5 2 3 i � 1 O DENOTES EXISTING STRUCTURE TO 2 5 0 �� BE MODIFIED, SEE STRUCTURE J �P NOTES. - - - - - - p)'_y $° ) < DENOTES EXISTING STRUCTURE TO � e BE REMOVED, SEE STRUCTURE ,v42'��: I NOTES. 1 �� L 1 'fits Q1 RELOCATE HYDRANT ASSEMBLY PER CITY OF RENTON STANDARD PLAN DRAINAGE & UTILITY PLAN ' } ` ��� �) BR-24. €.i- RELOCATE WATER MAIN METER PER YJ� - SCALE: 1"=20'-0" ;i: CITY OF RENTON STANDARD PLAN BR-42A. ❑1 SEWER MANHOLE TO BE ADJUSTED } TO GRADE. I 4 ❑3 ADJUST WATER VALVE BOX/MANHOLE TO GRADE. 430 .... ......... ......... ......... ......... ......... .......r. ......... ......... ........- ......... ......... ......... .. - ..-. 430 D BY 4 HYDRANT MARKER, INSTALLED......... ......... ......... ......... ......... .. ... .. . . HYDRA E LLE ... ......... ......... ......... ......... ......... ....:.... ......... ......... ..... .. ........ ......... .. ... .. ......... ......... .. ... .. ......... ........: :..:::.:: ::.. ... ... ....... ... ... RENTON FIRE DEPARTMENT. :: :::: ::::::: :::::: ::.:: ::::::: :::::: ::::::CB TYPE:2:: 8"::.::2: ':::CB:T. .E:2':48" : ::1:: : :::CB: E:T::::: ::3::' ....: ::: ::::::: ::CB:.... 2�:48": A TA 16 ;97' Ut1 A ST :T69k92: 8 0Tt A:STA -171+05.2 l)T1 = - = ::A:STA: 72k43:t8 UT1 .... CONSTRUCT FOUNDATION AND ...... ......... ... ::: ::::::::: :::: :: .::: (31 38':R1.:: :::::.::: 5.69' RT'::::: ::-:::.:: :: 34.7 ':R..::::: :: "..: :::::: ::::::: ::::::: ::: ::.1O.fi9': T'::::.. :...:.: RELOCATE STREET LIGHT AND 420 .... ......... ......... ......... ......... ......... ......... ..... IM 400.12.. ......... ... _ �.• ........ .. _ .....-. - ... ...... 420 JUNCTION BOX PER CITY OF ..... :.......: .... -. .....: ::::: . ......... ......... ......... ......... ......... .. I.E. NW 392. 7:...... ....I: t1 SE_.... ::::::::: :: I.E. S 398.80 :::::... ........ ......-.. .-......: ::......: ::I:E:NE W=398:1 :...-.. ..... ......... ..... ... .. .... ........ E... ....)..... ......... .. ...{.. ).......-- ........ ... ....... ....(..•. .)....... ........ ...... RENTON STANDARD PLANS JR-06 I.E.. SE =397; 7: :::" SS 1=396.94 ...... ....... ...... ....... ..... ....... ....... & JR-35. ......... .. ...... ......... ........ . ......... ......... ......... ..... I.E. NE =396: 2........ .. ...... ......... . .- ...._.. 410 .... ......... ......... ......... ......... ......... ......... ..... = .4, ......... ......... ......... ......... .. ...... ..... ....... 410 6 ADJUST MONUMENT CASE AND .... ......... ......... ......... ......... ......... ......... ..... ... ❑ DOT ..... ... ......... ......... ......... ......... ........: :: :....: :.......: :.......: :....... .....-. .. ....... ....... ....... EX 8' li7ER COVER TO GRADE PER WS 7 ......... :: :::::: ::::::::X :: n: :: :::: STANDARD PLAN H-7. .. ......... ....SLOP :=:1.75� : :: :::: .. ..-... .......E. 3.5..7E ....... ......... ......... .. ...... . 400 - - ..- .. .... .. ... ..... . ......... ......... ......... . ....... .- ......... ......... ......... ... . 390 .... ......... ..... ... ......... ......... ......... ......... .... EX. 2fr1 LF...... .._.... 200 LF ...-.... 390 ........ ......... ......... ......... ......... ......... ......... ......... ......12 SCHEDUL .A....... ......-.- .-.....-. 12" SC DULE..A. . ........ ......... ......... ......... ......... ......... ......... ......... ......... S ... UL :A::::.._ ......... ....._... ........: ......... ......A. . ... ......... ........ ....... :::: _ ..... .... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ..... ......... ......... ......... . 380 .... ......... ......... ......... ......... ......... ......... ......... ...... ... 380 10 0 10 20 169+00 170+00 171+00 172+00 173+00 1"=10' VERT scale feet 20 0 20 40 1"=20' q o PfULt HORIZ scale feet // 333019TH AVENUE SOUTH SAS SHOWN � j CTTY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 'ISn2 CALL 48 HOURS r' FEDERAL WAY,WASHINGTON "�'�� RENTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG IIERGER/AH" 98003-26M �Q'lAL E M•r I N E E N I, I N C.VOICE: 208 31-2300 � DATUM ��� N0. REVISION 8Y DATE APPR SHEET 1 OF 4 1-800-424-5555 ( Planning/Building/Public Works Dept. DRAINAGE&UTILITY PLAN 7 �25 IXPIRES MARCH t5.2Dn6 '_ ��� FAX: (208)131-2250 � �"`"t°'r'a' A PORTION OF SW 1 /4 , SEC. 3 , T. 23 N . , R. 5F.... , W. M . e4" — "— I ��/�1 O ❑ I 13 q s / S_�-5 5 T— $ NOTE LEGEND: T-� P P OX DENOTES PROPOSED STRUCTURE, 12-D. !- SEE THIS PLAN OR LATERAL L Es -mow 17 � PROFILE SHEETS. ' 12 —• ��po- 3 A-LINE 1t� OX DEN ES EXISTING STRUCTURE TO ! 8 A-LINE 3 WtZii B I SEE RE /DO — 1— 4 �I S.R. SUNSET BLVD. �^ 175+00 _— - -��W NOTE : lr _ 9001 Gf - na+oo DENO EXI G STRUCTURE TO 1� gam- ---___ �3 / =5p NOTE 0 SEE STRUCTURES.R. 900/SUNSET B� a t7i 2 3 JU WATER VALVE z 4 /4� 0 5 11 —s �- Z ��_r�9D� � BOX NHOLE TO GRADE. :)? ° I- S 6 s ��s W / vwo T�� B�TP T MARKER, INSTALLED BY �TJ r--v P� a II t l ° RENTON FIRE DEPARTMENT. °~ T P, T o aCONSTRUCT FOUNDATION AND — — — —� RELOCATE STREET LIGHT AND t ' — _ _ eg / JUNCTION BOX PER CITY OF 10 2 — 5 RENTON STANDARD PLANS JR-06 & JR-35. ADJUST MONUMENT CASE AND COVER TO GRADE PER WSDOT e� / y / STANDARD PLAN H-7. Q m} a/ ' R= �f .,'?d' • i� ooq��y Nf Q�o o e DRAINAGE & UTILITY PLAN — SCALE: 1"=20'—O" CB TYPE 1 4 CB TYPE 1 5 CB TYPE 1 6 EXIST TYPE 1 CB 7 A STA 177+05.50 UT2 A STA 177+45.34 UT2 A STA 178+41.08 UT2 A STA 178+48.10 UT2 40.88' RT 40.82' RT 37.15' RT 33.10' RT 430 .... ......... ......... ......... ......... :::::::: ::::::::: ::::::::: ::::.RIM. 408;6�::: ::::::::: ::::::::: :::RNv1=4 8;80::::: IM=409;1 ::::::::: ::::: RI. =409.06: ::::::'t: ':::':l.. 430 ...... ......... ......... ......... ......... ......... ......... ......... ... I:E.SN/tdE =h04: 8.:::::: .L:(SW;NE) .405:23:: i.f. - ..... . :: .. .. I;E: 1N�-403:8 _ _ .. .... 3.. CB.TYPE 2 .t(8.... ......... :.. ... ..... ........ ......... ......... ......... ......... ......... ......... ......... ......... ......... .....I:E:. E=:4:05:4 :::::..:: :.:::.:.: :::IE.:SE -405.16:: :. : I;E. NE)..405. 1:::.:::: :. ...... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .... ....... _ UT2- :A:STA 1 4+43,27. ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... :..:.I:E:� E;=A03:8 :....:.:: :. ..... 1.:�. W).-40 .2 :(A-BAND. N):.....: ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... .. 420 .... ......... ......... .RIM= 0....... :::::: :.::::: :: ......... ......... ......... ......... ......... ... ...... ........ .. .. ..... .... ... ..... I:E. NE,6 =399:17 ......... ......... ......... ......... ......... ......... ......... : ..... .... ......... ......... ...(..... )........ ......... ......... ......... ......... :::::::: ::::::::: ::::::::: ::::::::: ::::::::: EX 3.5'::TECE .: ....... ....... :.. :. ... ......... ... ... ... ..... ... ....... ......... ......... ......... ......... ......... .. .... ......... ......... ......... ..... E. .... TE: ::::::::: ......... ......... .. E WATER ' 4 410 ....... ....... ... ... ::.:': ::::':: ... ......... ......... ......... ......... ......... ......... ......... ......... ....... 1.00% ........ ........ ......... ....... .... ......... ......... ......... ......... ... . 507.: ... ......... ......... ......... ......... .. 400 _ ::::: .. ... .. .. .. ... ... ..... .... ... . ... . 44 LF:' ... ... 78" SCHEDIIL -A 39'LF... 9S-LF'_ 8 .: .. . 200 LF 90 390 16f3 LF- .. 3 12" SCHEDUL A.:': 12 SCHEDULE A SE :SHEET'U ..5. 18":SCHE ULE:A 18" .SCFI OULE'A. 7 SCHEDULE:A. . .. ....SEE SHEET... -1.... ...::SEE SHEET:.: .3::':::: ..... ... ......... ........: . .. "::. ..... ... .. .. ... ... . ........ .-.. 380 380 174+00 175+00 176+00 177+00 778+00 179+00 10 0 10 20 20 0 20 40 1"=10' 1.=20' �.pJ VERT scale feet HORIZ scale feet 33301 9TH AVENUE SOUTH SAS SHOWN OQ 8 CITY OF NE SUNSET BOULEVARD( 5/4/04 Q CALL 48 HOURS FEDERAL WAY,WASHfNGTON RENTON DUVALL AVE NE INTERSECTION ON BEFORE YOU DIG BERGER/ABAM 98003-2600T f(Npy 4St' ENIINEER t 1 M c.VOICE:(206)'431-2300 1 Planning/Building/Public Works Dept. DRAINAGE&UTILITY PLAN U 1 2 1-800-424-5555 FAX: 2os 31-zzso ,. ,� ups MARCH g,2DD6 ( NO REVISION BY DATE APPR SHEET 2 OF 4 � 8 ��25 A PORTION OF SW 1 /4 , SEC . 3 , T, 23 ,N , R. 5E . , W. M .a ° x I `�•' a / *� J/ \ \ 5169700122 ROOUSCLLCST I - \\ 06IAT@1UllIGWIIfA)S PLAZA s \ - - - PRaPERnEs - , WV 4500050 I1RAL HIGHLANDS PLAZA - - — a— [3 T !p E E i 2 3 4 5 \ " 5A 8 - U-) 12 �� I a0o '�` 6 1 D {. 3 -LINE = B-LINE } DUVALL AVE. NE �\ II I� I I THAr-TTc oETEcraR Loafs\ 176+00 O ` 00 111 W m NOTE LEGEND: 173+00 \ 174+00 �-_- - 175+00 _ _ h F - - - --- ---�----fi-- ---�Z -- F- ----- ---F--- - -1 —F----- —•� �G 3 I? OX DENOTES PROPOSED STRUCTURE, \ �s A-LINE "\r Tz oI __W t�1 SEE THIS PLAN OR LATERAL 6A \ a z PROFILE SHEETS. p 4A .� ( 15% g I �j 4 6 \ 7 7A 03o /= 14 13 I<iA OX DENOTES EXISTING STRUCTURE TO � \ JJ / \ �r o BE MODIFIED, SEE STRUCTURE O\ Drse o 3 ° - NOTES. ®� s s ° < DENOTES EXISTING STRUCTURE TO 0.8'STEEL mM BE REMOVED, SEE STRUCTURE L— p p MLED W/CONCRETE NOTES. 2-02—e•H1 1 ` �1 ASPHALT -° B1e o's`£"� ® 6B / ° / �1 RELOCATE HYDRANT ASSEMBLY PER 57697ao0 46 0 0. /�'(Ik� \ O / / I CITY OF RENTON STANDARD PLAN UC&YIQffEMPWARMNTs I -sou O \ JN� Z � / BR-24. ASPHALT ° 9.2 HIGH O �(. ® 0 s��vos o �c � f°T `f �� \• I �2 RELOCATE WATER MAIN METER PER \\ I ® z oEar.PVC� �•/�Pt � i7 w ° a I CITY OF RENTON STANDARD PLAN PIPE IN BR-42A. { �a aox olf. aA. O \ / j' t TVP.)a� ' `/ 1 L R"7� °` �1 SEWER MANHOLE TO BE ADJUSTED oDIA / I TO GRADE. 1 DRAINAGE & UTILITY PLAN d ❑3 ADJUST WATER VALVE - SCALE: 1"=20'-O" BOX/MANHOLE TO GRADE. 440 ......... ......... ......... .........r77 .j. ..t...... ......... ... :':: :: :::::: 40 RENTON FIRE MARKER, DEPARTMENT.INSTALLED BY ........ ......... ....... -- .. ... ... ....... .... 2:: ... 3:. G6 TYPE: 8:: :... :. t2: ::CB TYP :2:: g.....::: :....... . .. C$ TYP ::::: :: . ... ..... Q CONSTRUCT FOUNDATION AND . . B•STA_47 +1:6.16 T3.::::: T3.::8: TA •1.77+ 9:93:::.. ........:: 8S73._ 3::. UT3 6:STA �4+23.64 ::.UT3 : ::::::::: ::::::::: :::::.... :::::'.:: RELOCATE STREET LIGHT AND ... 3182 LT ...... .... 22.00' 48':LT..: .. 30 N BOX PER CITY OF :.430 :: RIM ::: ......... . RIM=40 ;84:::::: ::::::::: ::::::::: :::::::'> :'::::::: :::'::::: ::::::::: ::::':::' ':::::' : RIM=4408.: t:::::::: :::::':: :':: :::::RI. =474-..: ::':...: :'::... RENTON STANDARD PLANS JR-06 t.E:('h1:S =40D.6:2: ::::::: ::::: ::::::::: ::::::::: ::::::: : I:E..N)-4 36: :::: ::::::::: :: :::1£. N:S)=406 35::::::: :: & JR-35. ..: 4S 1 S1f.(S) :24: : :::: t.E:(E)= R1:.20//"v .':: -::::::: ::::: :`:: ::::::::: :: :::..: :....... I:E. SW)=: 0.00 ..... ....... ::. :1.£. W)=408:9 ' :::: ::::::: :::::a.:: 5.. TYPE. ......... ......... .. ..... :::. ... ....... ....... 1 E. E =408a :... ... 6 ADJUST MONUMENT CASE AND ......... PROF':SS :.::.:.:: :. :. ).. ... 420 ......... ......... .....:... .. ...... ......... P::::.. ...... ......... UT -STA -175 19.03... ::::::::: .... 20 COVER TO GRADE PER WSDOT ......... ....... ......... r.... .. STANDARD PLAN H-7( 1:9i'. T) ......... ......... 13;1:tf:.: :. ... :P. P:SD:.: :....... 92:L M=406:.1. :........ ......... ::::::::: EX:24":R :ti _:.: ....... ..:EX:2 ".:RCP:- :: .... .... ......... ........ EX:8":SS 12" 1NA . ..: :.' T1=R. .. TO OE.. ...... ..PRO ... ..... P 24" S0. :' ::EX't2 :SD" PROP't2 X 3:5.. LE'::::I. '�NE)=40 .06:::::: 4...... ......... . ....... ......... ......... ......... ......... ABANDON EX 'S,5" IELE 410 ......... .. ...... .. ...... 2:67% ........ 10 ......... ......... ......... ......... ......... ......... ....... ......... .... . .. .. ....... .. ......... ...... ........ ......... ......... ....... .........o ..... ... ......... ......... ...0+50 . ......... ......... ......... ...... .. ......... ......... ....... :: :1.509 :::::.::: ::::::::: 0.50 :: :. 050 ::. .... ... ....... - .. ....... ......... . o....... ::::::::: ......... .... .. ....... ... 400 ......... ....... ....... ......... ......... ......... .... 00 ......... ......... ........ .. .... 3:5 :7ELE 209 5 D F. 2.':'� Y2" S EDULE . . .G.... ..:LL. ...... X S '::E: :07 5v T �E 2 G8 �•40A ::. . EX 12":RCP :::.': .: :::::::': :::'':24" SCHEDUL .A.:::24" SCHEDUL :A .. 1 CHEDULE A..::.::: 'B. ..... . ......... J5TA o 5+2 0 L 166 LF...::.. L T). 7 90 T EE EET 11T4 390 ...... 1.. SCHEDULE :A...:.RI A-410.30: ..... .. ........ �. 1:?: 3.?�.... UT3::'. S RIM-406 92::::::: ......... ......SEE SHEET:V 2::::::IE 12":RCP: W.-404:6 TO:BE: ANDOIVE t _ ...-. .. ........ ......... ......... ......... ......... ......... ......... ........ E;:24": GP:(E)-. 02;25:::: :. .....:IE 24 RCP: S) 403;9 ........ ......... ......... ......... ......... ......... ..._.... TOP 'O- :Q2 25:.: .... 380 r)t - 3B0 10 0 10 20 173+00 174+00 175+00 6+00 177+00 VERT VERT scale feet 20 0 20 40 1"=20' L.Pal HORIZ scale feet zq� `}N k; 33301 9THAVENUESOUTH SAS SHOWN " "' A CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 �zszlz CALL 48 HOURS FEDERAL WAY,WASHINGTON '�+�� RENTON DUVALL AVE NE INTERSECTION s BEFORE YOU DIG BERGER/ABAM 98003-2600 '' _JJ DATUM Tgy,V, E X O I M E E R i x c.VOICE:(208)<131-2300 Planning/Building/Public Works Dept. DRAINAGE&UTILITY PLAN UT3 1-800-424-5555 1 -T;-- 9 :25 FAX: (208)131-2250 • FUMES ts,ma6 ;:_- N0. REVISION BY DATE APPR SHEET 3 OF 4 A PORTION OF SW 1 /4 SEC. 3 , T. 23 N . , R. 5E . , W. M . .� z 1 1 \2 SiDRY ��f♦ _ \ I ^ tl N KlNG COUN7_Jr — rsrn I N T T 3 4 1 SA� ei 4 5 : r, I DUVALL AVE. NE -a 48tOO / I n9+00 4 18o+00 tet+DD NOTE LEGEND: z t -I--- - --+F--- ----ffl---- -+---- +-- - --t---- -'" - - - OX DENOTES PROPOSED STRUCTURE, SEE THIS PLAN OR LATERAL W wV\ —T— w�w I2"DI w w w w w w w w w w---�_2. PROFILE SHEETS. QI FOIMD 1�2� BAR \ £ a a 0 0 0 a 0 a a- Vl w�cAP78 aasrAD7 7 T T 7 --T��T T T T T O DENOTES EXISTING STRUCTURE TO 0 0 a 0 0 a 0 0 0 0 a 0 BE MODIFIED, SEE STRUCTURE 0 v v v v— NOTES. �r r T r r OX DENOTES EXISTING STRUCTURE TO FOUND TACK s� _ O _ _�_ _ _ _ _ _ _ _ _ _ _ — _ — — — — — BE REMOVED, SEE STRUCTURE I/ a- NOTES. 0. STM O ' P Q1 RELOCATE HYDRANT ASSEMBLY PER v O � CITY OF RENTON STANDARD PLAN O I \��\ BR-24. O t �qtt I FXLED W%CONCRETE Rim \ �0,yA+WcUyN�,r(RIIII ' / 1 s1TARr ® HYDRANT MARKER, INSTALLED BY TMCu cOL �.�.,• I BLDc. i RENTON FIRE DEPARTMENT. a `\ sil, I y DRAINAGE & UTILITY PLAN SCALE: 1"=20'-O" 440 ... ... ......... ......... ...... .. ....... ......... .... . .. 40 :CB:TYPE 2':48"::: :.3 : :CB:.T-Y E:2':4g. B:STA T 8+:25 T30: :-:::.:t)y ' :B:STA 479+09:9 .. ::::::::: :::::::EX CB: 9::T E:2:CB: ::::::CB: ..PEA`: ::5 2.0(1': :::: :':::.. : 26.78' L7:::::: ::: :: ::::::: ::':::B TA:179+: 9:86::::: T4 ::::'':: { :J2 ) 430 .. RIM=414. 4 ::::::: :RIM:4:1 5.78::::: ........ ....... ::.2 .s6' {:T : :.1:7 :5:Lfi.::: 430 1:E. N,S 402:42 :::I,E..N. 4i0:33:: :. .RI =41G.56 .RIM 41-7.01 I;E.I W 492.31... .... :::: id:I:E. :I:E. :24"E =409.2. :::: :::: :::: :::: ::::::::: I.E. :24".:RCP (3)_'411:0 :::: :::: ......... ......EX 6".:WATER ::::::::: ::: :18".:RCP (E)=471.0 ......:..... ......... ......6'7 LF:.. ........ :. . .... . ......... 420 .. 2. X........ ..... 2h :SCHEA. .. ....... 420 4: TELE:.... ::::::::: .... ::::: ...... .... ..*..... Ex: :WA . EX: TELE.... ........ ....... :: - ::: 1.2 :. 2.43�: 410 2:67r .... .... ....... .. . . . ... ... . ... .. 10 . 4 . .. ...... ..... ... ......... ...0:5fl9 ...... EX: #.:RCP:: .... .. . .... . .. . 400 .. ...... .... .. ......... ..... ... ......... ......... :: ::::: EX CB. O..TYPE-. .CB... ...... .. 00 SS .: 92 LF. 'X: B' 7::T PE..2:CB. :5.: ..:: .. :::: :: B:SW IT +39 18 EX 24":P P': B S A '178+51 59 UT4 '186:LF _ _ (20.31'.R ) 1 - - RIM=41fi. .. .. .: 12"� SCHEDULE fk RIM 414 b5 - . 390 .... .. 90 2" SCH DULE A SEE SHEET.0 i:E. 4 :RCP 408.91 I.E..:(NW)=41.1.33.:' ..... —4 1:62::::: ::::::::: ......... ......... :. I:E. :(L�= (t1NABLE: O:DETER INE:PIPE: ICE ::::: :: .. AND:TYPE W/O EN- F21NG):::: :::.... 10 0 10 20 .... 380 178+00 179+00 180+00 181+00 380 VERT VERT scale feet 20 0 20 40 1"=20' y.PIS HORIZ scale feet w�w », NE SUNSET BOULEVARD(SR 900)/ �5/4/04 33301 9TH AVENUE SOUTH AS SHOWN CITY OF em is CALL 48 HOURS F r FEDERAL WAY,WASHINGTON e HR RENTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGERIA94M e803-26M kl:NA1, x a t x E E E' E . Planning/Building/Public Works Dept. DATUM 1-800-424-5555 t i x cVOICE:(206)431-2300 t u auc 1 DRAINAGE&UTILITY PLANUT4 D�PRfS A�PRrif �� r FAX: (208)431-2250 N0. REVISION BY DATE APPR 'O1E"'"'"'n' SHEET 4 OF 4 "�" 10—25 L 9 430 430 ~ CE TYPE 2 8" 4 CB PE 1 5 CB E 1 6 CB YPE 1 1 2 CB TYPE 1 A TA 171+ 6.63 UT AST 172+15. 3 UTt A STA 173+25.3 UT1 A S A 173+9 .OS UT2 UT2 A S A 175+1'.40 (2 _65' RT) (37.6 RT) (41.00 RT) (41. 0' RT) (40. 0' RT) 420 Rif 4=403. = 0 RIM= 5. 406. 0 1 7 420 LE(SE,SW)= 97.68 I.E.(N ,W)=398. 4 I.E.(NE SW)=401.14 LE.( E,SW)=4 .12 I.E.( W)=403. 4 EX POWER] PROP S PRO SS 410 410 EX POWER EX 3.5" TELE--,,. .00 1.5 % 1-00% I I 3 `2 0�% 400 \�4 400 TO WET ULT EX 8" WATER 110 LF 65 LF POSSI LE EX SEE UT6 12" SCHE ULE A 12" SCHEDU A EX PO R POWER VAULT 390 2 X 3.5" LE 390 EX 12" SD 48 LF To BE REMOVED 12" SCHE ULE A 42 LF 122 LF 380 12" SCHEDU A 12" SCHEDU A lik 380 CB TYPE 1 2 CB TYPE 2 48" 3 CB TYPE 2 48" 4 CB TYPE 1 11 CB TYPE 2 48" 12 CB TYPE 1 13 CB TYPE 1 10 EXT CB 5 TYP 2 CB 10A EX CB - B STA 179+09.98 UT4 B STA 179+09.98 UT4 B STA 179+35.65 UT4 B STA 177+67.80 UT3 B STA 177+59.93 UT3 B STA 177+60.06 UT3 B STA 176+87.93 UT3 B STA 176+73.21 2T3 B STA 177+27.66 UT3 430 38.11' LT 26.78' LT (1. 8' RT 42.75' LT 30.48' LT 31.75' RT 42.75' LT 30.80' LT 36.00' RT 430 RIM= 15.40 RIM=415 78 RI =416.71 RIM= 12.07 RIM=412. 2 RIM=411.75 RIM=410. 3 RIM 470.30 RIM=411 63 I.E.( =412.40 LE.(N)= 0.33 I.E SW)=409 39 LE.(E =409.07 1E.(N,S) 406.35 LE.(W)= 08.75 LE.(SE)= 7.23 LE. N)=404.0 LE. SW) 405.113 (t CONC) I.E. W= 12.31 E. W)= 8.93 LE. S)=403.9 LE NE) 405.21 1 " CONC) I.E. NE,S =409.20 I.E. E)=4 8.12 I.E. NW)=407. 4 I.E. NW) 405.83 ( ""CONC) 420 POSSIBL EX I.E.(NW) 408.45 (12- CPP ABANDON) 420 3.5" TE E .50% 1' EX 12" WATER 1.00% 1. 0% 4107 EX 3.5" TELE 0 410 8 F BE 12 SCHEDU A 41 LF 15 LF BY OTH S) CATE SL PE = 1.0 % 41 SCHEDULE A 12" SCHEDU A E 12" WA R 400 400 19 LF 8" SS 4" WATEF 12 SCHEDULE A 86 LF 2„ TELE 12' 12" SD L62 SCHEDU A EX TELE 12" EXIST CO C PIPE 390 390 Nk \ l\ 380 380 CB TYPE 5 CB TYPE,4"' CB TYPE 2 48" 7 CB TYPEOC 4 t B STA 1 5+19.15 UT3 B STA 1 5+65.03 UT3 B STA 176+05.14 UT3 A STA 177+05.50 UT2 430 31.91' L 31.54' RT 37.63' RT 40.88' RT ' 430 RIM= 06.14 RIM=406. 3 RIM 408.10 RIM=40 .60 LE. N S)=402.0 I.E.(SW,N )=402.84 I.E. W,NE)=4 3.45 LE. SW) 403.89 CB E 1 8 CB TYP 3 CB T E 4 I.E. N )=402.06 I.E. NE 405.46 A STA 177+39.2 UT2 B STA 74+23.61 UT3 B STA174+23. 6 UT3 I_E. S=402.26 I.E. NE; 403.89 (28.55 LT) (31.82' LT) (31.7 ' RT) 420 EX 18" S RIM=4 0.25 RIM=40 .84 RIM= 04.84 420 TO BE _ - E. N,S =400.62 I.E.(W=401.84 EX 8" WATER ABANDON D) EX 3/ " TELE I.E. E)= 01.20 F- 410 1.00% 410 1.00% 1.50% 1.00% o 1.00% 0 400 EX 12 WATER 400 EX 8, S EX 8' SS (TO BE 64 LF 77 LF 12" SC EDULE A EX SS (T0 ABANDO ED) 12" SC EDULE A 390 ABAN ONED 390 78 LF 41 LF 44 LF EX 8" SS 24" SC EDULE A 24" SCHE ULE A 18" SCH DULE A 380 380 pP 4 W L1 333019TH AVENUE SOUTH AS SHOWN CITY OF® NE SUNSET BOULEVARD(SR 900)/ 5/4/04 CALL 48 HOURS � I FEOEw+LWAY,wASHINCTON RENTON DUVALL AVE NE INTERSECTION _ BEFORE YOU DIG BERGERIAHAM 98003-26M I ' `` ��4UL E X 4 I N E E A E L i t w t.VOICE:(206)431-2300 DA7UM Planning/Building/Public Works Dept. DRAINAGE � UTS IXVigFS rnaxcti ts,zatM 1-800-424-5555 � FAX: (206)rt31-2250 NO. REVISION BY DATE APPR - - 'r""601p'�' �� 11'25 I I FLOW CONTROL STRUCTURE NOTES: 5. REFER TO ORIFICE ELBOW DETAILS SHOWN ON WSDOT STD PLAN B-3. co 1. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN ACCESS DOORS OR o NOTE 1 FOR VERTICAL PIPE SUPPORT(S). 6. PIPE SIZES AND SLOPES PER PLANS_ REMOVABLE PANEL 2. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN 7. OUTLET CAPACITY: 100 YEAR, 24 HR STORM EVENT. NOTES 4, 7, 8, AND 9 FOR SHEAR GATE. 8. METAL PARTS: CORROSION RESISTANT. GALVANIZED PARTS WO DESIGN WS 3. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN TO HAVE ASPHALT TREATMENT 1 PER WSDOT STD SPEC. = 398.35 NOTE 7 FOR LIFT HANDLE. 9. METAL OUTLET PIPE CONNECTS TO REINFORCED CONCRETE o 4. REFER TO WSDOT STD PLAN B-3 AND ASSOCIATED PLAN PIPE. OUTLET PIPE TO HAVE SMOOTH OD EQUAL TO 1 NOTE 1, 2, 3 AND 5 FOR VERTICAL CONCRETE PIPE ID LESS 1/4". a0 RESTRICTOR/SEPARATOR PIPE. AVERAGE V SEDIMENT 10. FRAME AND LID PER WSDOT STD PLAN B-25. STORAGE (FIRST CELL) r7 M + 49'-0" + 0.5% MIN, SLOPE TROWEL FINISH a Q a c SECTION — WET VAULT SCALE: 1/4"=1'-0" — — — — — — — — — — — — — — — — — NOTE- I ACCESS OPENING o N ALL VAULT AREAS MUST I WITH OSHA + 23-3" + BE POINT p V41T IN5r0' OF AN CONFINED SPACE ^ ACCESS WARNING, TYP Q C Q N REMOVABLE N BAFFLE a VENTILATION PIPE, 12" MIN, TYP N O ,M1 I INLET PIPE E + 0 O LADDER A FLOW FLOW B co �— "V" SHAPED BOTTOM 12" RCP OUTLET PIPE �` , PLAN — DETENTION VAULT OUTLET PIPE 1ST CELL 2ND CELL SCALE: 1/4"=1'-0" 7'-6" 15'-9" ORIFICE ELBOW SEE NOTE 5, TYP FRAMES, GRATES AND ROUND SOLID , PLAN — WET VAULT COVERS MARKED "DRAIN" WITH LOCKING SCALE: 1/4"=V-0" FINISH GROUND BOLTS. SEE NOTE 10, TYP .12" STAND PIPE SEE NOTES 1 & 4 z 13 LF RalR PLATE i n m 12" RCP WRIRCE � o EL = 398.98 C h1' 7 7%A DET DESIGN WS = 398.25 0 �� WO DESIGN WS PIPE SUPPORT LIFT HANDLE, SEE NOTE 3 - = 398.35 z z —INLET LE (NE) SEE NOTE 1 o SHEAR GATE, 8"0 MIN, w STANDARD GALV - WETPOOL = 396.25 FLOW �a STEEL LADDER/ o DEPTH 5.25' SEE NOTE 2 ,) w o STEPS, TYP z z ® RESTRICTOR PLATE ��� ^ 1n N o WALL FANGE, TYP o Z OUTLET EL=394.67 WITH 0.50" ORIFICE 04 -1 SEE NOTE 9 e CUT ROUND AND SMOOTH - N _ _ - \�EL (NE)=397.25_- ,, .. =35% AVERACE - 18'0 RESTRICTOR/SEPARATOR FLOOR GRATE WITH PIPE, SEE NOTE 4 2'x2' HINGED ACCESS Z BOTTOM SLOPE 0.5-2% DOOR (1"x1/4" BOTTOM SLOPE 0.5-2% TOWARD INLET END GALVANIZED TOWARDS OUTLET END METAL BARS) 4'-0" MIN o OF SECOND CELL FIR N 49'-0" FO SEDIMENT RESTRICTOR PLATE OF WETPOOL VOLUME STORAGE i' MIN WITH 0.50" ORIFICE CUT ROUND OTH A SECTION — DETENTION VAULT a SECTION — WET VAULT U. \ - SCALE: 1/4-=1'-0" - SCALE: 1/4"=1'-0" cs. �N 33301 9TH AVENUE SOUTH AS SHOWN "° '"(I R CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 ��Z CALL 48 HOURS FEDERAL WAY,WASHINGTON A RE1�tTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGER/ABAM 980133-2600 DATUM �WA1 EN1E 1 N E E E E 1 N e.VOICE:(206)431-2300 v� Planning/Building/Public Works Dept. DRAINAGE DETAILS "UT6 1-800-424-5555 FAX: (206)431-2250 NO. REVISION BY DATE APPR DIPRU MARCH 9,2DD6 -, nr "�' 12-25 A PORTION OF SW 1 /4 , SEC. 3, T. 23 N . R. 5E . , W.M . IL LEGEND Z 1 / / w / IW PLANING ASPHALT PAVEMENT o < / / ly � OVERLAY PAVEMENT FULL DEPTH PAVING O 166+00 167+00 A-LINE 166+00 N NE SUNSET BLVD (SR 900) mw z / > 2 3 3 N toLd Li NEW 6' SIDEWALK 4 a / I= O / 1 36>/ f < EXISTING ROW, I� a TYP F- PAVING PLAN__ SCALE: 1"=50'-0" PAVING KEYED NOTES CODE STATION/OFFSET DESCRIPTION A LINE STA 168+68.52 BEGIN PLANING/BEGIN OVERLAY, MATCH EXISTING (28.05' LT, 28.00' RT) OA LINE STA 168+68.52 BEGIN 40:1 TAPER (28.98' RT) BEGIN CURB/GUTTER/SIDEWALK, MATCH EXISTING OA LINE STA 168+99.62 END PLANING, MATCH EXISTING (28.05' LT, 28.00' RT) A LINE STA 170+25.00 TO FULL PAVEMENT SECTION TO ROAD WIDENING STA 170+97.60 (7.0' RT) 36 A LINE STA 170+97.60 TO FULL PAVEMENT SECTION TO ROAD WIDENING STA 171+35.00 (12.0' RT) O A LINE STA 170+78.75 (L OF 47.8' WIDE NEW DRIVEWAY, MATCH EXISTING (35.00' RT) SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 A L.PI 1"=50' 50 0 50 100 A 33301 9TH AVENUE SOUTH AS SHOWN "�° " CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 � """'� S �E�lY CALL 48 HOURS ' ' FEDERAL WAY,WASMNGTON REN•LON DUVALL AVE NE INTERSECTION sr� I BEFORE YOU DIG BERGER/ABAM 98003-2600 $ DnruM QYAL 1-800-424-5555 E■E 1 M E E A 1 1 +`VOICE:(206)431-2300 Planning/Building/Public Works Dept. PAVING PLAN or.cPV1 { �.[xraEs AMRCH ts,zaa6 1 FAX: (206)131-2250 NO. REVISION BY DATE APPR SHEET 1 OF 2 — 13- A PORTION OF SW 1 /4, SEC. 3 PAVING KEYED NOTES DESCRIPTION DESCRIPTiON CODE F T N 9 O A LINE STA 173+08.51 END 40:1 TAPER 18 A LINE STA 177+10.45 (L SIDEWALK RAMP, TYPE 1A. p 42.0, RT 46.56' LT SEE WSDOT STANDARD PLAN F-3A T■ 23 N ■ R.■ 5E . 6 A LINE STA 173+48.68 CL OF 40.26' WIDE DRIVEWAY, MATCH EXISTING 19 A LINE STA 177+75.66 (L OF 29.5' WIDE DRIVEWAY, MATCH EXISTING 9 �W. m . O (42.0' RT) SEE CITY OF RENTON STANDARD PLAN F006, ALTERNATIVE 2 O 28.90' LT SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 � O A LINE STA 174+71.18 BEGIN SIDEWALK TAPER Q A LINE STA 177+90.28 END SIDEWALK TAPER 48.50' RT (35.42' LT) SIMON ��, ® A LINE STA 175+24.15 END SIDEWALK TAPER 21 A LINE STA 177+97.39 (F OF 32' WIDE DRIVEWAY, MATCH EXISTING S 50.39' RT (40.88' RT) SEE CITY FO RENTON STANDARD PLAN F-4, TYPE 1 1��X o Og A LINE STA 175+48.07 BEGIN SIDEWALK TAPER Q A LINE STA 178+41.10 END CURB/GUTTER/SIDEWALK 87.61' RT 38.41, RT 10 A LINE STA 175+53.70 (L SIDEWALK RAMP, TYPE 1A, 0 A LINE STA 178+41.19 BEGIN 40:1 TAPER C,�P \ (58.53' RT) SEE WSDOT STANDARD PLAN, F-3A 40.41' RT r1� 0A LINE STA 175+37.35 BEGIN CURB/GUTTER/SIDEWALK 4 A LINE STA 179+43.30 END 40:1 TAPER v� EXISTING ROW, TYP (29.00- LT) © 35.53' R A LINE STA 175+37.39 BEGIN SIDEWALK TAPER 5 A LINE STA 179+50.00 BEGIN PLANING, MATCH EXISTING (35.58' LT) © 28.20' LT TO 34.47' RT 5 12 5 13 A LINE STA 175+72.92 END SIDEWALK TAPER 26 A LINE STA 179+80.00 END PLANING/END OVERLAY, MATCH EXISTING i ` EXIST BUS SHEL R 37.50' LT 28.28' LT TO 34.47' RT 6 TO REMAIN 14 A LINE STA 175+86.43 Q_SIDEWALK RAMP, TYPE 28. @ B LINE STA 173+48.45 BEGIN PLANING/END OVERLAY, MATCH EXISTING _l \ 30.82' LT SEE WSDOT STANDARD PLAN, F-3B 29.50' LT TO 29.00' RT A LINE STA 176+91.80 Q SIDEWALK RAMP, TYPE 28, 8 B LINE STA 173+48.45 15 BEGIN TAPER/BEGIN CURB, GUTTER, SIDEWALK 6' SIDEWALK (45.42' RT) SEE WSDOT STANDARD PLAN, F-38 29.00' RT MATCH EXISTING \ 16 A LINE STA 177+15.18 BEGIN SIDEWALK TAPER 29 B LINE STA 173+78.45 END PLANING, MATCH EXISTING (75.15. LT 29.50' LT TO 29.00' RT \ 17 A LINE STA 177+37.62 BEGIN SIDEWALK TAPER 30 B LINE STA 174+23.65 END SIDEWALK TAPER 7 t3 (38.36' LT) O (33.00' LT) 11 B LINE STA 174+23.65 END TAPER i 12 14 ' ' 31 l (33.00' RT)A LINE STA 176+40.39 6' SIDEWALK B LINE STA 174+80.94 (L OF 30.5' WIDE DRIVEWAY, MATCH EXISTING =Bt LINE STA 176+40.39 I ( 0 (33.00' RT) SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 e 1 UO 3 B LINE STA 175+16.93 BEGIN SIDEWALK TAPER 3 40 /51 © (39.50' RT) B LINE STA 175+66.93 END SIDEWALK TAPER - - --0---�- - -- - --� Rw (41.49') 6 35 B LINE STA 175+76.06 BEGIN SIDEWALK TAPER DUVALL AVE NE 172+Do 173+00 tgt}OD 36 B LINE STA 175+77.90 CL SIDEWALK RAMP, TYPE 2B. '-'1`-'-� O (33.72' RT) SEE WSDOT STANDARD PLAN, F-313 50 D VACL�AVE NE 0 B LINE STA 176+16.67 END SIDEWALK TAPER R (67.35' RT) O B LINE STA 176+72.29 CL SIDEWALK RAMP, TYPE 26. 2 ° / 48 38 (46.47' LT) SEE WSDOT STANDARD PLAN, F-38 ' 0 1 3 3 3 36 �\ _ I B LINE STA 176+85.91 BEGIN SIDEWALK TAPER 16 10 1 46 l� ° ,mm 39 (52.50' LT) I B LINE STA 177+35.91 END SIDEWALK TAPER 6' 6' SIDEWALK , /35 / 15 SIDEWALKL17 � 40 (50.50' LT) O B LINE STA 178+88.94 BEGIN TAPER 19 to 47 (44.00' LT) 6' SIDEWALK 0 Q B LINE STA 179+38.94 END TAPER (33.00' LT)21 i `� 43 B LINE STA 179+50.00 END CURB, GUTTER, SIDEWALK (33.00' LT) 44 8 LINE STA 177+89.44 END SIDEWALK TAPER (39.50' RT) LEGEND 45 B LINE STA 178+03.05 (L OF 30' WIDE DRIVEWAY, MATCH EXISTING (33.50' RT) SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 B LINE STA 179+46.52 (_OF 29' WIDE DRIVEWAY, MATCH EXISTING PLANING ASPHALT PAVEMENT \\\\ \ \l 46 (33.50' RT) SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 ® OVERLAY PAVEMENT \\\ \�\\ I ? -_ 47 B LIN(3STA 3.0 RT)61.62 BEGIN TAPER B LINE STA 179+80.10 END TAPER ® FULL DEPTH PAVING \ 48 (28.93') \ B LINE STA 179+64.18 BEGIN PLANING, MATCH EXISTING 20.97' LT TO 27.96' RT) l B LINE STA 179+94.18 END PLANING/END OVERLAY, MATCH EXISTING 26 0 50 (19.85' LT TO 27.91' RT) 51 B LINE STA 178+25.88 (L OF 40' WIDE DRIVEWAY, MATCH EXISTING (44.00' LT) SEE CITY OF RENTON STANDARD PLAN F-4, TYPE 1 PAVING PLAN SCALE: I"=50'-O" 50 0 50 100 scale feet 33301 9TH AVENUE SOUTH AS SHOWN " CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 slElE CALL 48 HOURS f.' FEDERAL WAY,WASHINGTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG EERGEB/,4BAM aeoo3-2600 RENTON 24YAL 1-800-424-5555 E N R I N E E R l I N c.VOICE:(206)431-2300 uR� -i DATUM PV2 FAX: (toe 31-2250 Planning/building/Public works Dept. PAVING PLAN ExPYtES bW TH 15.20D6 NO. REVISION BY DATE APPR - �""®'�a' SHEET 2 OF 2 14 25 9 A PORTION OF SW 1 /4 , SEC . 3 , T. 23 N . , R. 5E . , W. M . U A STA 168+35.36, 16.95' RT BEGIN PROJECT BEGIN STRIPING A STA 168+50.00 z WHITE LANE STRIPE D O DOUBLE YTRIPE CENTER STRIPE A STA 170+12.21, 6.01' LT g BEGIN STRIPING —� -- e J. �� n —� — - - - -SA AA—nI _ TI _ W(j Z 168+00 9+00 170+ I-3 ! i o _ - NE SUNSET BLVD SR900- --1_� w — — — — — Ch CLjj - - --- - / I I � w of YELLOW TWO AY OLEFT TURN STRIPE --_l Q Al z OMITE LANE STRIPE \ A STA 168+41.40 17.09' RT BEGIN STRIPING OYELLOW TWO WA- BEGIN STA 168+68.54, 28.98' RT LEFT TURN STRIPE BEGIN 40:1 ROAD WIDENING TAPER TRAFFIC ARROW OO A STA 169+42.18 6.04' RT DOUBLE YELLOW O MATCH EXIST STRIPING CENTER STRIPE 9 TYPE C TRAFFIC CURB LEGEND 12 QUANTITY TABULATION ITEM # 50 0 50 100 p. scale feet 33301 9TH AVENUE SOUTH SAS SHOWN ~ A CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/4/04 CALL 48 HOURS FEDERAL WAY,WASHINGTON DUVALL AVE NE INTERSECTION _ BEFORE YOU DIG BERGMIAHAM 98003-2M ''�� RENTON �owb E R Y I R E E R i R c.VOICE:(208)131-2300 DATUM Planning/Building/Public Works De L CHANNELIZATION PLAN NCH 1-800-424-5555 _ FAX: (206)431-gyp v D(MRES�MPRGH 15,20D6 �.�; N0. REVISION 8Y DATE APPR ,..,om s""�' SHEET 1 OF 3 NAOF SW 1 /4 SEC . 3 T. 23 N . R. 5E . , W. M . o PORTION , U E`x� � ��� .01 A-LINE (SR-900) -PtRSTIC TRAFFIC-0O ��tQE�r RROW PLASTIC BIKE 46 DOUBLE WHITE 3 SYMBOL \ `` \ CENTER STRIPE PLASTIC TRAFFIC 43 ,�( \ \ �( \ WHITELANE 4 ARROW & LETTER z Q \ O 5 WHITE BIKE 41 42 PLASTIC TRAFFIC LANE STRIPE kRROW 5 6 PLASTIC BIKE 47 A STA 173+08.51 42.00' RT \ d" ��'�\ % \ TYPE C TRAFFIC 7 SYMBOL a CURB PLASTIC TRAFFIC END 40:1 ROAD WIDENING TAPER 44 ARROW & LETTER WHITE BIKE _— — — PLASTIC TRAFFIC 8 O WHITE GORE 55 LANE STRIPE PRROW STRIPE.11 B STA 174+23.64 33.00' LT WHITE LANE ? , PLASTIC 10 PLASTIC BIKE 48 BEGIN BIKE LANE TAPER 24 TURN MARKERS , o\ CROSSWALK SYMBOL DOUBLE YELLOW PLASTIC BIKE �\ YELLOW LANE B STA 179+88.94 44.00' LT 31 CENTER STRIPE 34 35 SYMBOL \ ti` TURN MARKERS 25 BEGIN BIKE LANE TAPER B STA 179+ 94.18 19.85' LT PLASTIC TRAFFIC � PLASTIC NE 5 END BIKE LANE TAPER 36 ^• CROSSWALK 40 TRAFFIC LRROWMATCH EXISTING PAVEMENT ARROW \B STA 173+48.45 30.35' LT STRIP54 YELLOW GOREEND BIKE LANE TAPER, MATCH EXIST. \ STRIPE B STA 172+70.58 17.00' LT BEGIN PROJECT /MATCH EXIST STRIPING B STA 173+33.40 w w BSTA 180+00.00, 4.15' LT LMATCH EXIST STRIPING B STA 172+70.58 6.22' LT MATCH EXIST STRIPING _ _ ����♦♦♦� , I END PROJECT STA 180+50.00 E^V N _. - - - � - - - - - = 6a.e3• R=55�-- — — — - — DUVA L A 7�o t tat+oo;,. R=35' - — — — — — — — B-LINE N — — (DUVALL) _ R=50'\ m 1 8 STA 180+25 7.. 0' RT 27 WHITE LANE o END TAPER, MATCH EXIST. 8 STA 172+70.58 17.00' RT OSTRIPE ` o `,/ 39 PLASTIC \. PLAS I p" 52 I...,a MATCH EXIST STRIPING �� � OCROSSWALK SYMBOL t B STA 179BEGIN :1 T RT ' / BEGIN 50:1 TAPER PLASTIC 12 PLASTIC TRAF C B STA 173+48.45 29.91 RT 11 ��a 49 5 E TA CURB GU.T4, 3AND D CROSSWALK , ARROW `` EN CURB, GUTTER, AND SIDEWALK END BIKE LANE TAPER, MATCH EXIST. STA 176+4A9 = WHITE GORE 16 STRIPE TWHITEEGORE \ �Z \ B\STA 176+40.39 8 STA 179+80.10 28.93' RT 28 STRIPE \ 51 PLASTIC TRAFFIC END BIKE LANE TAPER, MATCH EXIST. B STA 174+23.64 33.00' R 19 20 PLASTIC TRAFFIC \ \ 1 /, ARROW PLASTIC BIKE BEGIN 179+61.61 BIKE LANE TAPER, RT BEGIN BIKE LANE TAPER ARROW 32 PLASTIC PLASTIC TRAFFIC \ 53 SYMBOL DOUBLE YELLOW BIKE SYMBOL 22 ARROW _ \ \ \ WHITE GORE 17 CENTER STRIPE 56 PLASTIC TRAFFIC PLASTIR \ STRIPE WHITE LANE 37 ARROW 21 ARROC FIC _ WHITE LANE aSTRIPE 57 WHITE BIKE LANE STRIPE \ \ STRIPE WHITE BIKE 58 29 LANE STRIPE 13 WHITE ' \ STA 179+10.55 6.68' RT LANE STRIPE O PLASTIC TRAFFIC ANGLE PT. 33 PLASTIC 23 ARROW ' \ \ (� DOUBLE YELLOW 15 PLASTIC SYMBOL • LENTER STRIPE LEGEND 38 ARROW PLASTIC TRAFFIC 14 CENTER STRIPE- ——DOUBLE YELLOW \ — 1 \ 12 QUANTITY TABULATION ITEM # A STA 179+71.73 30.15' RT- START 40:1 ACCELERATION LANE TAPER 12 WHITE EDGE O STRIPE CHANNELIZATION PLAN 50 0 50 700 - SCALE: 1"=50' scale Feet �'1m oe"syi,�to `P NE SUNSET BOULEVARD(SR 900)/ 5/4/04 33301 9TH AVENUE SOUTH AS SHOWN "�`" "' CITY OF DUVALL AVE NE INTERSECTION _ vaztz CALL 48 HOURS ,*¢ iI FEDERAL WAY.WASHINGTON ON BEFORE YOU DIG BERGER/ABAM 9E003-2600 w=—{ ��M Plonnin Buildin Public Works Dept. CHANNELIZATION PLANpC.H`Z Qygt, E N■ 1 M E E N t I X o.VOICE:(206)431-2300 9/ 9/ P 1-800-424-5555 a` IXPIRES FAX: (206)431-2250 MPxcH ts,ma6 �' N0. REVISION BY DATE APPR -� SHEET 2 OF 3 17�26 0 A PORTION OF SW 1 /4 , SEC . 3, T. 23 N . , R. 5E . , W. M . U A STA 180+84.62 1.86' LT N END *40:1 TAPER, BEGIN 4:1 TAPER A STA 181+27.98 12.74' LT Z I I I END 4:1 TAPER PCSTA 182+ . 0 13.11' L a ' MA�.6RAD�IUS (+ I St A STA 182+40.00 :3 180}00 182+00 -- 183+00 —184+00 (SR900) NE SUN T BLVD ALINE� -� N wjj � I ( t �—-- — A STA 182+26.00 0' RT T I PT 6.55 RADIUS I I , .. I I I MATCH EXIST � SHOULDER VARIES FROM 4' AT I , / A STA. 179+11.82, 33.05' RT TO 23' AT A STA. 182+27.23, 11.40' RT A STA 181+33.04 0.00' RT ANGLE PT. A STA. 182+27.23 11.40' RT END *40:1 ACCELERATION LANE TAPER MATCH EXIST. CHANNELIZATION PLAN SCALE: 1"=50' * 40:1 TAPER IS RELATIVE TO EASTBOUND DOUBLE YELLOW CENTERLINE LOCATION 50 0 50 100 scale feet V.Pl �N _`- 33301 9TH AVENUE SOUTH p.xn� SAS SHOWN �1 CITY OF NE SUNSET BOULEVARD(SR 900)/ s/+/oa y� Y CALL 48 HOURS ` s FEDERAL WAY,WASHINGTONM_ -7^ RENTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGERIAB" 98003-2600 DATUM _• ' lgt,V,4T�' E x x i x E E x_r 1 x`VOICE:(206)431-2300 � Planning/Building/Public Works Dept CHANNELIZATION PLAN -CH3 1-800-424-5555 rxPi�s MAC�,T77_j t FAX: (206)431-2250 N0. REVISION BY DATE APPR Q°""°r SHEET 3 OF 3 ° �8°25 T Q QUANTITY TABULATION - CHANNELIZATION m ca J U J LL ¢wn pLL �m ¢� U mui J ~Q U U u W N� U co LL 0 cO LL� W W LL LL 1L<¢ Ii �d W OOf 0 O UJ a OLL Qr U ~ 0K a a p o O LL Ul ul � � gg�� k WZnK Wy� WEnQ� UU W w� i � 'O a0m "' w ¢w Q9 a aa a G- U) aNi a a a SHT# REM# LOCATION LF SF LF EACH EACH EACH HUND HUND LF SHT# ITEM# LOCATION LF SF LF EACH EACH EACH HUND HUND LF STATE ROUTE 900(A LINE) DUVALL AVENUE NE(B-LINE) CH-1 1 A STA 168+41.40(RT 17.09)TO A STA 175+55.23(RT 29.00') 1.04 0.16 CH 2 26 B STA 172+70.58(LT 17.OD)TO B STA 175+52.06(LT 17.00) 0.42 0.07 07 CH-1 2 A STA 169+42-16(RT 6.03)TO A STA 170+1218(RT 5.94) 1.24 0.16 CH-2 27 B STA 172+70.58 RT 17.00)TO B STA 175+63.28 LT 17.00') 1.1 0.14 CH-1 3 A STA 170+121(RT 6.11)TO A STA 171+89.18(RT 5.87) 0.72 0.1 CH-2 28 B STA 173+77.44(RT 6.83)TO B STA 175+59.76(RT 5.83) 1.1 0.14 CH-1 4 A STA 170+12.21(LT 6.01 TO A STA 171+98.21(LT 6.11 0.78 0.1 CH-2 29 B STA 174+23.65(RT 28.00)TO B STA 175+66.90(RT 28.00) 143 CH-1 5 A STA 172+03.50(RT 5.46)TO A STA 175+68.27(RT 6.00) 2.12 0.26 CH-2 30 B STA 174+23.65 LT 28.00)TO B STA 175+23.08(LT 28.00) 99 CH 1 6 A STA 168+35.36(LT 16.95)TO A STA 175+7221(LT 17.00) 1.08 0.16 CH-2 31 B STA 172+70.58(LT 5.91 TO B STA 175+55.80(LT 5.83) 1.72 0.22 CH-1 7 A STA 170+40.84 RT 256) 1 CH-2 32 B STA 174+30.02(RT 29.99) ; CH-1 8 A STA 170+58.61(LT 2.56) 1 CH-2 33 B STA 175+11-92(RT 29.941 1 CH-1 9 A STA 171+89.21(LT 5.95)TO A STA 173+19.21(LT 6.00) 30 CH-2 34 B STA 174+33.70 LT 30.341 CH-2 1 A STA 173+78-93 RT 2 1 CH-2 35 B STA 175+17.68(LT 29.86) 1 1 CH-2 2 A STA 173+78.93(LT 14.131 1 CH-2 36 B STA 173+76.51(RT 243) CH-2 3 A STA 173+08.51(RT 18.33)TO A STA 175+59.40(RT 18.33) 1.52 0.2 CH-2 37 B STA 174+52.40(RT 2.43) 1 CH-2 4 A STA 173+08.51 RT 6.00 TO A STA 175+63.90(RT 6.00) 0.76 0.01 PCH,2 38 B STA 175+32.77(RT 243) 1 CH 2 5 A STA 174+59.69(RT 277) 1 39 B STA 175+53-44(LT 42.37)TO B STA 175+77.68(RT 31.65) 193 CH-2 6 A STA 174+59.69(RT 14.33) 1 40 B STA 176+7299(LT 4234)TO B STA 177+06.46(RT 38.30) 207 CH 2 7 A STA 173+49.21(LT 6.00 TO 175+37.34 LT 6. 188 41 8 STA 176+87.71 LT 3200)TO B STA 178+88.94 LT 32. 402 CH 2 8 A STA 170+58.82(LT 0.99) 1 42 B STA 176+89.37 LT 28.00 TO B STA 178+88.94 LT 28. 200 CH-2 9 A STA 175+36.24(RT 14.12) 1 43 B STA 177+1257(LT 35.14) CH-2 10 A STA 175+57.14 RT 50.00)TO A STA 175+85.29 LT 27.3 200 44 B STA 178+0225(LT 35.14) CH-2 11 A STA 176+91.98 RT 40.0 TO A STA 177+08.82(LT 40.38) 193 CH 2 45 B STA 176+91.88 LT 3 .05) t CH-2 12 A STA 178+41.00(RT 36.42)TO A STA 182+27.23(RT 11.40) 348 CH-2 46 B STA 17 +95. (LT 30. ) 1 CH-2 13 A STA 177+04.00(RT 29.11)TO A STA 179+11.29(RT 22.06) 0.3 0.06 CH-2 47 B STA 177+83.55(LT 29.87) 1 CH-2 14 A STA 177+06.36 RT 17.81)TO A STA 182+25.00 LT 0. 3.26 0.4 6F2 48 B STA t 78+83.55 LT 29.87) 1 CH-2 15 JA STA 177+06.56(RT 16.85)TO A STA 182+26.00(LT 13.11) 3.26 0.38 CH-2 49 1 B STA 177+28.56(LT 2.35) 1 CH-2 16 JA STA 177+08.97(RT 4.83)TO A STA 179+10.02(LT 5.62) 1.22 0.16 CH-2 50 B STA 178+04.65(LT 235) 1 CH-2 17 A STA 177+11.23 LT 5.6B)TO A STA 179+10.02(LT 5. 1.2 0.16 CH-2 5t B STA 178+80.74(LT 2.35) 1 CH-2 18 1 A STA 177+13.41(LT 17,00)TO A STA 181+08.16(LT 17.11) 0 0.5 0.08 CH-2 52 B STA 177+96.21(RT 30.00) 1 CH-2 19 A STA 177+33.43(RT 8.79) 1 CH 2 53 B STA 178+96.37(RT 30.00) 1 CH-2 20 A STA 177+98.59 RT 4.90 1 CH-2 54 B STA 176+93.94(LT 17.00)TO B STA 179+39.05(LT 17.00) 0.36 0.06 CH-2 21 A STA 178+63.41(LT 0.00) 1 CH-2 55 B STA 176+98.58(LT 5.46)TO B STA 178+85.97(LT 5.83) 1.12 0.14 CH 2 22 A STA 178+40.67(RT 36.85) 1 CH-2 56 B STA 177+03.15 RT 5.83 TO B STA 179+80.15(RT 5.16) 1.78 0.22 CH-2 23 A STA 178+40.67 T 36.85) 1 CH-2 57 B STA 177+08.06(FIT 17.00)TO B STA 180+00.00(RT 17.00) 0.44 0.07 CH-2 24 A STA 175+86.90(LT 6.20)TO A STA 176+64.31(LT 41.10) 0.24 CH-2 58 B STA 177+46.39(RT 28.00)TO B STA 179+61.62(RT 2B.00) 215 CH-2 25 A STA 175+82.66(RT 5.90)TO A STA 176+76.40(LT 41.00) 0.2 CH-2 59 8 STA 179+90.97(LT 4.86)TO B STA 180+00.00 LT 4.65) P TOTAL THIS COLUMN 400 0 9 2 9 r7.38 �3'�201 TOTAL THIS COLUMN 348 393 0 13 0 0 19.24 2.39 218 TOTAL 793 0 22 2 9 26.82=riAs sHowN CI j Y�F NE SUNSET BOULEVARD(SR 900)/ s/a/oa s 33301 9TH AVENUE SOUTH j�N I ON DUVALL AVE NE INTERSECTION z9zie CALL 48 HOURS 1 FEDERAL WAY,WASHINGTON BEFORE YOU DIG BERGER/ABAA7 98003-2600 DATUM rQVAL 0s' E N. I N E E N. 1 N c.VOICE:(206)431-2300 1 Y ' Planning/Building/Public works Dept. QUANTITY TABULATION OT 1 1-800-424-5555 b FAX: (206)431-2250 EX50 MARC14 E6,206 -=gy NO. REVISION BY DATE APPR CHANNELIZATION 19 25 c' LEGEND WIRING SCHEDULE I I T^� n -� VEHICLE SIGNAL HEAD CONTROLLER CABINET I ` ; ® SERVICE CABINET _ LYIMMlCILRS I �++► PEDESTRIAN SIGNAL HEAD- - Y CX1110V�T DOVOIA,T lflMLTE pBrygN AEaURXS 1 , 1 a� ti — SIGNAL STANDARD, TYPE III O1 SIGNAL STANDARD NO. RLN 97E £VP READS NEAOS VIANAWN VIDEO POWR - G Aj .TCS 2lS J ® PED. HEAD STANDARD, TYPE PS j J. 1 2 2 m TYPE 1 JUNCTION BOX- J015, J016 O CONSTRUCTION NOTE i . 2 2" 2 I 0 TYPE 2 JUNCTION BOX - J015, J016 3 J. 1 2 2 1 I 1 TYPE 3 JUNCTION BOX - J015, Jo16 1 HARE NOTE `� ^ 4 J, 2 4 4 1 2 I ' PREEMPTION DETECTOR (EVP) O EXISTING STANDARD OR POST I GYM _ 6 3" 1 J 2 1 I SIGNAL STANDARD-MOUNTED { ,i 7 2' 1 I� { C TRAFFIC SIGN 8 3' 1 2 1 1 CONDUIT 9 3" 1 2 2 1 10 J" 4 9 8 4 1 1 Z fz SPARE 11 3/5 POxEx 1 Q L 1 S£RWOF a 1 13 fz •� 1J 2 1 Q I I 4101 8 1 8 �' `J00 1 �31 81 D 82 7 if 27 I ' 3 3 8 13 3 13 2.2 12 2 `r 61 a CONSTRUCTION NOTES J l 51 C 62 ' �� ram' Sl �f s� O1 CONSTRUCT FOUNDATION AND INSTALL TYPE III SIGNAL STANDARD WITH 55' MAST ARM. FOUR / I 8 ;�^ VEHICLE SIGNAL HEADS, EVP DETECTOR, TWO PEDESTRIAN SIGNAL HEADS, ONE STREET SIGN, TERMINAL CABINET, ONE TRAFFIC SIGN, AND 250 WATT HPS M-C-111 LUMINAIRE AT 35' MOUNTING 5 i HEIGHT ON 16' ARM. 13 1 - 0 ,1 .. \'SCONSTRUCT SIGNAL FOUNDATION AND INSTALL TYPE III SIGNAL STANDARD WITH 55' MAST ARM. FOUR VEHICLE SIGNAL HEADS, EVP DETECTOR, TWO PEDESTRIAN SIGNAL HEADS, ONE STREET SIGN, �� 67 �\�� 1 1 �P/ TERMINAL CABINET, ONE TRAFFIC SIGN, AND 250 WATT HPS M-C-III LUMINAIRE AT 35' MOUNTING /•/ �/ / 9 13 HEIGHT ON 16' ARM. nn 5 13 ^--�4\ a ® OCONSTRUCT FOUNDATION AND RELOCATE IoJ TYPE 111 SIGNAL STANDARD WITH 45' MAST ARM. THREE \ �1 VEHICLE SIGNAL HEADS, EVP DETECTOR, O E PEDESTRIAN SIGNAL HEAD, ONE STREET SIGN, R 12"(LED) CJt !2'(LEO) R 12'(Lm) / A TERMINAL CABINET, ONE TRAFFIC SIGN, AND 250 WATT HPS M-C-III LUMINAIRE AT 35' MOUNTING / 1 6 HEIGHT ON 16' ARM. 6 13 I / `6 O 12(LED) Cri 12"(L£O) �Y 12"(Lf0) y ate-- - A �I� �� A2 �6 O4 CONSTRUCT FOUNDATION AND RELOCATE�TYPE III SIGNAL STANDARD WITH 40' MAST ARM. THREE / G 12(LED) (CGS)12"(LED) 121(LED) VEHICLE SIGNAL HEADS, EVP DETECTOR, ONE PEDESTRIAN SIGNAL HEADS, TWO STREET SIGN, / 4 9 q7/ql 42 ,8 41 "y f \l_t/ TERMINAL CABINET, THREE TRAFFIC SIGNS, AND 250 WATT HPS M-C-III LUMINAIRE AT 35' ' I l � HEAD j6I,62,41,47, HEAD(11,IZ,71, MOUNTING HEIGHT ON 16' ARM.�j 01 ,;' �J , � 27,22,81,82 51.JI �J 07 OCONSTRUCT FOUNDATION AND RELOCATEOTYPE PBB PRO HEAD STANDARD WITH ONE PEDESTRIAN / 6' I HEAD 14J/A] SIGNAL HEAD. VEHICLE SIGNAL HEADS �I O 10 2 6 CONSTRUCT FOUNDATION AND RELOCAIEOTYPE PBB PRD HEAD STANDARD WITH ONE PEDESTRIAN H,4 1 1 \ �+ SIGNAL HEAD. 1 / I OCONSTRUCT FOUNDATION AND TYPE PS PRD HEAD STANDARD WITH ONE PEDESTRIAN SIGNAL HEAD. 2 12 O- r` PROTECTED MOVEMENT / 10 LUNAR W117E PORTLAND ORANGE / �� C#� PEDESTRIAN VO"ENT / - 13 I i _ (LED) - - , �� OVERLAPPED RIGHT - OSIGNALL HEAD.OUNDATION AND RELOCATE TYPE PBB PRD HEAD STANDARD WITH-ONE PEDESTRIAN /,. HEAD/87,86,66,47, 46,27,26,87 TURN MOVEMENT PEDESTRIAN SIGNAL HEADS ODRSLL 1 INCH DIAMETER HOLEVIDE IN THE BOTTOM L LUMINAIRE ARM O FROM LUMINARIES HEAD. INSTALL CITY-SUPPLIED VIDEO AND POWER CABLE(S) FROM CONTROLLER CABINET TO LUMINAIRE SIGNAL PHASING ARM. COIL OF CABLES) AT LUMINAIRE ARM AND 10' AT CONTROLLER CABINET. INSTALL 1. ALL VEHICLE SIGNAL HEADS SHALL BE /�,-• r�;6""� �� � I 1 �. CONVENT10NAL HEADS WITH RED, RUBBER GROMMET AND SEAL HOLE ON LUMINAIRE ARM WITH CAULKING. CITY TO PROVIDE AND YELLOW AND GREEN LED INDICATIONS, INSTALL CAMERA AND RELATED EQUIPMENT REQUIRED FOR COMPLETE VIDEO DETECTION SYSTEM- BACKPLATES AND TUNNEL VISORS. ALL PRE-EMPTION PHASES 0 VEHICLE SIGNAL HEADS SHALL USING 10 CONSTRUCT FOUNDATION AT SUNSET BLVD NE (SR 900) STA 174+92.66, 51.65' RT. PER STANDARD DEVICE SIGNAL PHASES PLAN J028. RELOCATE NEMA TIDE P TRAFFIC SIGNAL CONTROLLER CABINET. NEMA TRAFFIC SIGNAL MOUNTING TYPE M. USE CDR STANDARD PLANS J019 AND J02AUXILIARYA T+S CONTROLLER AND AUXILIARY EQUIPMENT. 1 r 2. ALL PEDESTRIAN SIGNAL HEADS SHALL 8 4+7 11 CONSTRUCT FOUNDATION AT SUNSET BLVD NE (SR 900) STA 174+87.66, 51.66' RT. PER STANDARD HAVE LED SYMBOLIC LEGEND AND 'Z' G 8+1 PLAN JOIO. RELOCATE 120/240 VOLT SINGLE PHASE ELECTRICAL CABINET, COORDINATE WITH PUGET CRATE VISORS. PEDESTRIAN SIGNAL D 8+3 SOUND ENERGY FOR SERVICE CONNECTION. y P I 1 S HEADS SHALL USE CLAM SHELL TYPE E MOUNTS. NE SUNSET BOULEVARD(SR 900)/ s/a/oa ' 33301 9TH AVENUE SOUTH AS SHOWN "' �6 CITY OF DUVALL AVE NE INTERSECTION q Z CALL 48 HOURS r FEDERAL WAY,WASHINGTON '•+j� RENTON BEFORE YOU DIG BERGERIAR4M 98003-2600 �� DATUM plannin Buildin Public woEl�s Dept. TRAFFIC SIGNAL PLAN TS 1 qyu, E X! I N E E X E 1 X c.VOICE:(206)431-2300 1-800-424-5555 FAX: (zos)a31-2250 9/ 9 P EXPMES � �� _ N0. REVISION BY DATE APPR nm 20�25 PO-� ORIENTATION C�He SIGNAL STANDARD IDENTIFICATION TAG DETAIL FOUNDATION DEPTH TABLE lr< PLE cV XYZ (CUBIC FEET) �, STD. NO. XX SIGNAL STANDARD NO. STD. NO. 02 C ALLOWABLE LATERAL FOUNDATION (n BEARING PRESSURE TYPE TYPE 11,111 AND SD MAST ARM STANDARDS ��� SRXXX, MP XXX.XX STATE ROUTE AND SR97, MP 069.09 F- (psf) O ATTACHMENT MANUFACTURER MILE POST N0. MANUFACTURER F 600 900 1.200 1.500 1.900 Z300 V S ROUND 10' 1o' 11' 11' 13' 15, 180' POINT APPROVED DWG. XXXXXX APPROVED DRAWING N0. APPROVED DWG. AB 12345 1,000 3' SQUARE 8' e' s' 9' 10. 11' FAB. X/XX/XXXX FABRICATION DATE FAB. 6/14/2002 D D 4' ROUND 8' 8' 9' 9' 10' 11' W *90•r ALL HANDHOLES AT 180' FROM E1 S ROUND 8' 8' s' 11' 13' 15' � NOTE: CORROSION RESISTANT METAL TAG SECURED WITH (2) 0.125" RIVETS AS FOLLOWS: POLE SHAFT - LOCATED 1.500 S SQUARE 7' 7' 7 8' e' 9'.. _ o _ - WITHIN 6 ABOVE HAND HOLE, SIGNAL AND LUMINAIRE MAST ARM - LOCATED WITHIN 6" OF THE POLE SHAFT - - - 4'ROUNo 7 T 7 8' a. s' - 90 270' • IF Et OR E2 SIGNAL ARM IS CONNECTION POINT. TEXT SHALL BE A MINIMUM OF 3/16" HIGH, STAMPED OR EMBOSED. S ROUND 6' 6' 7 11' 13, 15, f- NOT NINETY DEGREES TO THE 2.500 3' SQUARE 6' 6' 6' 6' 7 7' Z E1 ANCHOR BOLT PLATE THEN 4' ROUND 6' 6' 6' 6' 7 7 'pO , SPECIAL DESIGN POLE 1 1 THIS TABLE BASED ON AO/ VALUE OF 26% FOR DOUBLE MAST ARM STANDARDS 0' 2 1 WITH 90- BETWEEN ARMS, USE THE LARGER XYZ VALUE FOR FOUNDATION Y DEPTH SELECTION. A SPECIAL FOUNDATION DESIGN IS REQUIRED FOR DOUBLE yv> ANCHOR BOLT PLATE LOCATION STATION B1 B5 2 2 1 ARM STANDARDS IF THE ANGLE IS NOT 90'. "yob � gB B3 B4 D B6 B7 B9 h i B B10 811 A B B O B 3/4" CHAMFER PLASTIC DRAIN TUBE �h POLE ORIENTATION ANGLE ( FFSE� A POLE ORIENTATION DEGREES CLOCKWISE FROM OFFSET A LINE TO POLE ORIENTATION UNE 2 E N GROUT PAD THICKNESS= LINE (SETS ANCHOR BOLT ORIENTATION) SIGNAL DISPLAY VERTICAL CLEARANCE (FEET) FROM STOP LINE N a I NUT HT. +1" MAX POLE ORIENTATION AND 40' 45' 50' 1 53'-15V _ PAVED ATTACHMENT POINT DETAIL MIN. MAX. MIN. MAX. MIN, MAX. MIN. MAX. N SURFACE 3 SECTION 1Y 16.5 ns 1ss 19.2' 16.5zos' 16.522.0' F A F UNPAD OR SURFACE A __4'-SECTION 12 16.5 17.0' 16.5 18.0 16.5 19.7' 16.5 20.8' B 2 B 5 SECTION 12' 16.5 17.0' 16.5 17.5' 16.5 18.5, 16.5 19.6' HIL H h 0 Z G G G c G G NOTES ALTERNATE NOTE 1 G G G a cJi FOR TYPE N MOUNT ONLY 2 TO1 MOUNTING COUPLING INSTALLED DRILL 1" HOLE IN MAST ARM AND CLASS 3000 41 0 2 2 AT OFFSET DISTANCE INDICATED I i CONCRETE N Z o INSTALL PLASTIC SPLIT BUSHING I o � of IN CHART I H * 1 p FOR CABLE ENTRANCE. h H N 8 NO. 8 BARS _ o O2 FIELD INSTALLED. o = EQUALLY SPACED I 1 I I I 1 1 11 1 �•- 2 2t" CL 2 LIMITS OF VERTICAL CLEARANCE REQUIREMENT I _ #4 HOOPS, RD. OR SQ. ROADWAY .-o" � AT 1'-O" APPROX. CTRS. MIN. 3' SQ. OR RD., OR 4' RD. TYPE PPB TYPE PS TYPE 1 TYPE 11 TYPE ill TYPE IV TYPE V CURB OR EDGE OF SHOULDER PED. POST PED. HEAD VEHICLE HEAD MAST ARM COMBINATION LIGHTING STRAIN POLE COMBINATION LIGHTING FOUNDATION DETAIL STANDARD STANDARD SIGNAL STANDARD AND MAST ARM STANDARD AND STRAIN TYPE SD SIGNAL STANDARD POLE STANDARD SPECIAL DESIGN STANDARD SIGNAL STANDARD DETAIL CHART LEGEND STD. TYPE SIGNAL MAST ARM DATA LUMINAIRE FOUNDATION SR SR FIELD LOCATION HEIGHT(FT) OFFSET DISTANCES (FT) (Z)(POLE rL TO ATTACHMENT POINT) WINDLOAD AREAS (FT)2 X Y (X)(YXZ) ARM(FT) POLE ATTACHMENT POINT ANGLES (deg) DEPTHS(FT) REMARKS MILEA. VEHICLE DISPLAY No. POST STATION OFFSET Li.RT. P.O.A. At A2 Bt 62 83 85 B6 69 Btl Bt 82 83 B6 89 811 TOTAL(FT)3 C C D E1 E2 G1 G2 H I7 12 Ro. r sv. s'R0. B. SIGN 1 900 176+71.85 55.80 15 111 19 35 54.50 50.25 46.00 40.00 34.25 21.50 10.00 9.20 7.50 9.20 9.20 9.20 9.00 2005 16.0 0 0 110 200 150 11 8 C. LUMINAIRE ARM D. PRE-EMPT DETECTOR 2 900 175+43.05 64.88 355 111 19 35 54.50 50.00 45.50 40.00 34.25 19.00 10.00 9.20 7.50 9.20 9.20 9.20 9.00 1875 16.0 0 0 70 260 160 0 270 11 8 E. SIGNAL MAST ARM F. LUMINAIRE G. PEDESTRIAN DISPLAY 3 900 175+84.40 41.14 15 111 19 35 *44.50 *29.25 23.50 17.50 moo 9.20 9.20 9.20 9.00 930 16.0 0 0 90 15 9 7 RELOCATED EXIST. H. CABINET STANDARD B I. PPB-M 4 900 177+19.74 52.66 0 111 19 35 **39.50 **31.00 25.25 **19.75 10.00 9.20 9.20 9.20 9.00 916 16.0 0 0 90 250 0 8 7 RELOCATED EXIST. J. HANOHOLE STANDARD A 5 900 176+92.54 49.00 PBB 0 1.5 RELOCATED EXIST. - STANDARD C - -- - 270 1.5 RELOCATED EXIST. 6 900 176+53.70 74.40 PBB STANDARD D 7 900 176+05.90 54.00 5<_ L 210 280 3 0 270 1.5 8 900 177+20.70 53.33 PBB *EXISTING SIGNAL HEAD LOCATION ON RELOCATED MAST B **EXISTING SIGNAL HEAD LOCATION ON RELOCATED MAST A PIT7t, N 33301 9TH AVENUE SOUTH AS SHOWN �� �'�" CITY OF NE SUNSET BOULEVARD(SR 900)! s/a/oa CALL 48 HOURS FEDERAL WAY.WASHINGTON ) ON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGER/ABAM 9800-12600 DATUM �CIQL sa E 916 1 N E E N N 1 N C-VOICE:(206)431-2300 �� Planning/Building/Public Works Dept. TRAFFIC SIGNAL STANDARD PLAN "TS2 1-800-424-5555 FAX: (206)431-225D ,ter O-M MARCH 15,M £+'`� NO. REVISION BY OATI_ APPR - 21 25 FIELD WIRE TERMINATIONS co CONTROLLER CABINET 0 WIRE TERMINATIONS ~ SIGNAL HEAD 51 SIGNAL HEAD 21 E.V.P. C SIGNAL HEAD 22 SIGNAL HEAD 31 SIGNAL HEAD 81 E.V.P. D SIGNAL HEAD 82 TERMINAL CABINET 1 TERMINAL CABINET 1 nL6 51 R R 621 SC1 O R 621 R R 631 R R 681 SDt O R 681 R 52 O Y 622 5C2 Y Y 622 O R 621 R Y 632 O Y 682 5D2 Y Y 682 0 R 681 R53 G G 623 5C3 L G 623 G O 622 p G 633 G G 683 5D3 L G fi83 g 682 0 911 1 e26 654 B 624 624 g G 623 G 634 B 684 684 G 683 G -SF1 3-912 EV.P. C 827 655 W 625 W - 625 W B 625 B 635 W 685 W - 685 yy B 685 B s 2 2 e2s 2 0 E.V.P. A 836 F PED. HEAD 46 R PED. HEAD 26 L s 2 837 3 0 651 R R 631 R 933 E.V.P. D z 839 ao 741 R O 652 721 R 0 632 D sat F 847 4 742 G �' 722 G G 633 G Y 942 E.v P. 8 866 743 W B 654 B 653 G- 723 B B 634 B TO 957 w 867 6 744 B W 655 TO 1N 635 95z 6 a6a 745 O CONTROLLER 0 LCONTROLLER o si E.V.P. A a 869 CABINET R 721 R 6 PED. HEAD 87 Y 962 PED. HEAD 27 W 743 W 781 R W 723 W L 9711 E V.P. c RO R ' 782 G B 724 B 972 E v.7 B G B 744 8 783 W O 725 0 R- V sat VIDEO W 0 745 O R 721 R VIDEO 0 R 781 R VEHICLE s983 E.V P. D EHICLE G 782 G O POLE N0. 3 G 722 G DETECTOR ®3 O4 POLE NO. 4 W 783 W DETECTOR R 611 711 HAND w 723 w B 724 B B 784 B G 613 71 715 N0-612 712 EUTRAL 16 1 O 725 O O7 O P.P.B. 26 Q 785 0 B 614 12 716 DETECTOR 17 724 B W 915 1 717 DETECTOR N 725 0 616 < R 721 HAND 917 < O 722 MAN 618 a G 725 NEUTRAL 27 2 679 rn B 726 DETECTOR P.P.B. 27 R 621 727 DETECTOR O 622 732 HAND 724 B G 623 22 732 MAN 36 P.P.B. 87 B 624 735 NEUTRAL 37 3 rn 725 O W 625 2 736 DETECTOR z 784 B 626 737 DETECTOR 0 OPOLE NO. 7 785 O 627 R 741 HAND O O O POLE NO. 8 629IR G 745 NEUTRAL 47 4 < R 631 B 746 DETECTOR �O 632 W 747 DETECTOR z O G 633 31 751 HAND O B 635 752 MAN rn 5 W 535 3 755 NEUTRAL 57 5 w 636 756 DETECTOR = 637 757 DETECTOR o 638 w R 761 HAND w 639 m O 762 MAN a_ R 641 G 765 NEUTRAL 66 6 SIGNAL HEAD 11 SIGNAL HEAD 12 E.V.P. A SIGNAL HEAD 62 o 42 41 o e 76 DETECTOR 67 G 643 < w 767 DETECTOR SIGNAL HEAD 61 TERMINAL CABINET 1 B s44 42 i nt HAND SIGNAL HE R 611 R R 611 R SA1 0 661 R 661 R R 661 R w 645 4 < 772 MAN 76 Y 612 O Y 612 0 5A2 Y 662 Y 662 O 662 sas < z 775 NEUTRAL 77 7 R 641 O O 647 : 776 DETECTOR SIGNAL HEAD 71 SIGNAL HEAD 41 E.V.P. B SV641 42 Y 642 TERMINAL CABINET 1 G 613 G G 613 G 5A3 L 663 G 663 G G 663 G 648 a 777 DETECTOR jffG R R 641 561 O G 6430] 644 - -- 614 B 614 g 664 664 g g 664 g 649 M R 781 HAND 678 G 643 563 BL 645 W 0 642 p 615 W 615 W 665 665 yy 665 c ss3 57 G-785 B 786 DETECTOR7R 651 O 782 MANB 644 Y 6A2 R 661 RB 654 W 787 NDETECTOR8 G 643 GW- 645 W G 6A3 L B 644 B TO=662 0 w 655 s VF 645 PED. HEAD 67 G 663 G 656 65-7 < L 511 R 671 R 761 R B 664 B H N w 513 W (Y z 0 Y/(9^ 762 G 665 W TO R 661 w 515 Z G 673 G 763 B CONTROLLER o 662 61 w 516 0 B 674 B O R 761 R CABINET e 664 62 6 cr z W 675 TO PED. HEAD 86 G 762 G w 666 W 763 -W - TO 781 R B 764 B 668 w WE) 96A5 R0 CABINET 783 W 669 PED. HEAD 66 G O 765 0 B VIDEO o 672 w sD2 q74 R W p R 781 R VEHICLE G 673 71 a G G 782 G DETECTORS s74 7 W 783 W w 675 W R 761 R Oi POLE NO. 1 B 784 B 6-7 O W 763 W O 785 0 67s va P.P.B. 67 PED. HEAD 47 B=764 g R 681 741 R O 765 O 767 G ss3 Bt 743 W R 741 R VEHICLE O POLE NO. 6 742 G- — VIDEOw 665 az 6 744 B G 742 G DETECTOR P.P.B. 86 687 745 O B 744 B 786 B 6a N 2O POLE NO_ 2 0 7a5 0 787 0 O POLE NO. 5 y.Prf�t CS N - 333019THAVENUESOUTH � AS S11owN '�`�"�'^ 8 CITY OF NE SUNSET BOULEVARD(SR 900)/ �5/4/04 CALL 48 HOURS �" FEDERAL WAY,WASHINGTON RENTON DUVALL AVE NE INTERSECTION " '� �eszte r 1 _ _ _. _ _ BEFORE YOU DIG BERGER/ABAM 98003-2600 DATUM IQreL 4a' E x a 1 x E E� 1 x e.VOICE:(206)431-2300 �� Planning/Building/Public Works Dept TRAFFIC SIGNAL WIRE TERMINATIONS TS3 1-800-424-5555 FAX: (206)431-2250 NO. REVISION BY DATE APPR - � 22—25 T A PORTION OF SW 1 /4 SEC. 3 T. 23 N . , R. 5E . , W. M . z w O /% /X11IR3 \ z �� B- LEGEND Miffil nUffliffli _ EXISTING SIGN & POST n N 4 PROPOSDED SIGN & POST is as 16718a 1ss+oor I-- a,00 1�0+0 �� PROPOSED SIGN MOUNTED ON LUMINAIRE A-LINE - ------ i NE SUNSET BLVD SR900_ i XX PROPOSED SIGN INSTALLATION NOTE I' i7f �X SIGN RELOCATION NOTE `t 1 z o \ \ \\\ X ; SIGN REMOVAL NOTE 7 i ! d� 2 o / R3-9B W20-901 \ 1 . U Q Z Q 50 0 50 100 y p 1"=50' A at""ffivtl� scale feet 33301 9TH AVENUE SOUTH SAS SHOWN d'9^ CITY OF NE SUNSET BOULEVARD(SR 900)/ s/a/o< •.� pY9Z�P �y CALL 48 HOURS FEDERAL WAY, PENTON DUVALL AVE NE INTERSECTION BEFORE YOU DIG BERGER/ABAM 96003-2600 DATUM lq,E,V,4r' E x a i x E E x& i n c'VOICE:(206p131-2300 .*.u7 1 Planning/Building/Public Works Dept. SIGNING PLAN �SG i 1-800-424-5555 FAX: (206}131-2250 EXPoR6 AVdcH K.ZpD6 - - NO. REVISION BY DATE APPR - '""m"�a' SHEET 1 OF 3 _ _. � 23 625 N A PORTION OF SW 1 /4 , SEC . 3 , T. 23 N . , R. 5E . , W. M . 0 x� 22 �►� � R3-2 DRIVEWAY G� \� 24 23 R3-2 R3_2 25 HELP KEEP RENTON r- 'gym R3-2 LITTER FREE L 3 J ` !L HELP KEEP RENTON ` 26 UTTER FREE r- w P ✓ 27 5 NE SUNSET BLVD NE SUNSET BLVD�4� �� i900 D3-301 k 6 1DUVALL AVE NE R3-7R a �'. MOD 19 a ( 4 D3 301 \\ x9 e / 10 :R3-71R 4 17 R4-4I R2-1 RMOD6 MOD /� MB-101R R -2 DRIVEW R3-16 MOD18BEGIN PROJECTB SA.1Z3+33.40 END PROJECT _ -- ---- l I B TA 180+50 I \$ r 2-1 RIGHT LANE ENDS 176+00 --1701M �179+00 1 181+00 ER PAD DUVALL AVE NE — — — — _ B-UNE DUVALL AVE NE 5 6 11 13 t BUS SHELTER W - 2g - _ R3-5A 1 R3-2 W9- DRIVEWSAYQ3 � v S 16 / 9 1 �` 15 2 _ 1 20 21 I , 1 `R3-16 MOD !' DRIVEWAY M8-101R ,V 1 L 7 J R3-2 \ j R3-16 R3-98 I ' W20-901 I 28 NE SUNSET BLVD\ 1 MOD LT -, D3-301 MOD \ DRIVEWAY BUS STOP I 1 DRIVEWAY 1 / 3 \ RIGHT LANE +$ NE SUNSET BLVDr 8� / pt s � O I 2 CITY ORIDINANCE ENDS AHEAD 1 R3-2 DUVALL AVE NEB 9 i 3 NO PARKING CL DRIVEWA 31 1 R3-2 LEGEND d EXISTING SIGN & POST ' 3 / 4 PROPOSDED SIGN & POST PROPOSED SIGN MOUNTED ON LUMINAIRE _ /L Env XX PROPOSED SIGN INSTALLATION NOTE a SIGN RELOCATION NOTE X SIGN REMOVAL NOTE E---' 50 0 50 100 > PH�L scale feet oQ'�lle AS SHOWN b CITY OF NE SUNSET BOULEVARD(SR 900)/ s/a/oa - ,, 33301 9TH AVENUE SOUTH DUVALL AVE NE INTERSECTION q e,Z�Z CALL 48 HOURS ,- FEDERAL WAY,WASHINGTON .B RENTQN BEFORE YOU DIG BERGER/,48AM 9MM3-2600 anTUM $NAL G' E M e 1 0 E E R I x c VOICE:(208k131-23W .*�w+F I Planning/Building/Public Works Dept. SIGNING PLAN FSG2 1-800-424-5555 y FAX: 206 31-2250 ,�E SHEET 2 OF 3 IXPIRFS naccH>5,zaa6 ( NO. REVISION BY DATE APPR 24�25 W. M . _ c A PORTION OF SW 1 /4 SEC. 3, T. 23 Ill R. 5E. ) 0 N La / W20-901 I� LEGEND EXISTING SIGN & POST • � �� �----_ _ H / � PROPOSDED SIGN & POST ---- -- � � PROPOSED SIGN MOUNTED ON LUMINAIRE Z -� _ \ ��+ao t taz+oo t +oo taafoo � _ _ ""�-•---.�� ` XX PROPOSED SIGN INSTALLATION NOTE (SR900) NE SUNSET BLVD --- - ------ -----� SIGN RELOCATION NOTE SIGN REMOVAL NOTE 1ti 1 R2-1 50 0 50 100 1"=50' L.P scale feet .p 33301 9TH AVENUE SOUTH As sr+owN "®"�" "' a CITY OF NE SUNSET BOULEVARD(SR 900)/ 5/a/oa g pE9212 CALL 48 HOURS lT; FEDERAL WAY,WASHINGTON RENTON DUVALL AVE NE INTERSECTION °" BEFORE YOU DIG BERGERIABAM 98003-2600 �� DATUM Z Baru E M.' .E E w E ' M c.VOICE:(206)431-2300 Planning/Building/Public Works Dept- SIGNING PLAN SG3 a.�� 1-800-424-5555 *K' F FAX: (206 31.2z5o SHEET 3 OF 3 "II' 25"25 rDU4RESNO- REVISION BY DATE APPR �� CITY OF RENTON }- SUNSET INTERCEPTOR , PHASE 3 SANITARY SEWER SYSTEM IMPROVEMENTS SHEETINDEX SH.NO. DESCRIPTION 1 COVER SHEET 2 SHEET INDEX 3 SEWER PLAN AND PROFILE-NE SUNSET BLVD 4 SEWER PLAN AND PROFILE-NE SUNSET BLVD 5 SEWER PLAN AND PROFILE-NE SUNSET BLVD 6 SEWER PLAN AND PROFILE-DUVALL AVE NE GENERAL SCOPE OF WORK 7 MANHOLE DETAILS&TESC DETAILS UPSIZE EXISTING SANITARY SEWER ON NE SUNSET 8 DETAILS BOULEVARD FROM ANACORTES AVENUE NE TO Roth Hill Engineering Partners , LLC APPROXIMATELY 300' EAST OF DUVALL AVE NE, MISCELLANEOUS SANITARY SEWER MODIFICATIONS ON DUVALL AVENUE AT THE INTERSECTION OF NE 2600116th Avenue NE#100 SUNSET BOULEVARD, SEWER MODIRCAT10N ON DUVALL AVENUE AT NE 21ST STREET, AND Bellevue,Washington 98004 EXTENSION OF THE SANITARY SEWER ON DUVALL gAVENUE NE FROM NE 23RD STREEET TO NE 24THRothHill STREET _ Tel 425.869.9448 Fax 425.869.1190 CITY OF RENTON PROJECT 1055 SOUTH GRADY WAY LOCATION RENTON, WASHINGTON 98055 CITY OF RENTON CONTACT PERSONNEL PROJECT LOCATION CITY COUNCIL MAYOR JOHN HOBSON,PE PROJECT ENGINEER (425)430-7279 DON PERSSON,PRESIDENT KATHY KEOLKER-WHEELER DAVE CHRISTENSEN,PE WASTEWATER UTILITY < a MANAGER TERRY BRIERE,PRESIDENT PRO TEM CHIEF ADMINISTRATIVE OFFICER T SEATTLE PUBLIC UTILITIES ONI NELSON JAY COVINGTON �I PUGET SOUND ENERGY PROJECT DAN CLAWSON PLANNING/BUILDING/PUBLIC COMCAST CABLE RANDY CORMAN WORKS ADMINISTRATOR QWEST tiFSG LOCATION DENIS LAW GREGG ZIMMERMAN MARCIE PALMER 360 NETWORKS ale UTILITY SYSTEMS DIRECTOR LEVEL 3 LYS HORNSBY TIME WARNER XO COMMUNICATIONS V C ITY AP EMERGENCY 911 ONE CALL 1-800-424-5555 FF Ll o ` LEGEND ' tXIS I IN(i �r } FOUND TACK IN LEAD o BOLLARD ❑ TYPE I CATCH BASIN ❑4 POWER TRANSFORMER - -EL TRAFFIC SIGN AS NOTED Bn TV RISER TELEPHONE MANHOLE m TV JUNCTION BOX STREET LIGHT eus BUS STOP SIGN - - - T� YARD LIGHT mra TELEPHONE JUNCTION BOX - I a� STREET LIGHT CONTROL BOX ® CABLE TV VAULT - - IDa POWER METER ® CABLE TV VAULT m� POWER JUNCTION BOX WATER BLOWOFE VALVE ® WATER METER O TRAFFIC DETECTOR LOOP (TYPICAL) + 0 WATER VALVE m GAS VALVE CONIFEROUS TREE, SIZE AND SPECIES ASNOTED: -...—... GE07EG1 BORING —_ - -- C=CEDAR, D=DEODORA, F=FIR,H=HOLLY, HM=HEMLOCK, J=JUNIPER, M=MADRONA,P=PINE, S=SPRUCE DITCH _ _ - O DECIDUOUS TREE, SIZE AND SPECIES AS NOTED: —•/r/w— AERIAL POWER LINE W/TELEPHONE A=ALDER, AP=APPLE, B=BIRCH, C=CHERRY, CW=COTTONWOOD, I CN=CHESTNUT, O=DECIDUOUS, DW=DOGWOOD, H=HAWTHORN, ---P— POWER LINE P=PLUM, PP=POPLAR, W=WILLOW � GAS — o MAILBOX -r— TELEPHONE LINE g ® MONITOR V41L ------ FIBER OPTICS LINE WATER SPIGOT STORM LINE SEWER MANHOLE -------- SANITARY SEWER LINE _I- - WATER LINE I _ TRAFFIC SIGNAL POLE - - RIGHT-OF-WAY _ T TELEPHONE VAULT _ P POWER VAULT RFENCE UNEWAY CENTERLINE , UTSLS TRAFFIC SIGNAL CONTROL BOX CROSSWALK SIGNAL BUILDING � ® FOUND MONUMENT AS NOTED � CONTOUR LINE (5' INTERVALS) anm TELEPHONE RISER ' ' •M• ' uw TELEPHONE MARKER CONTOUR LINE (10- INTERVALS) Ch. _ ❑e POWER TRANSFORMER a ( SHRUB PROPOSED COA CITY OF RENTON i R.P.M. RAISED PAVEMENT MARKERS SANITARY SEWER LINE POWER RISER - ®. FIBER OPTIC MANHOLE - O� SEWER MANHOLE - oW SEWER CLEANOUT g � � I It i g Roth Hill Engineering Partners, LLC wL SUNSET INTERCEPTOR a/Is/zoos ��, CITY OF /1 2°°"6'A"°'" NE#100 WWIKM �■` RENTON PHASE3 R o t h H i I I Tel e� �" -'PR DA,UM Planning/Building/Public Works Dept. INDEX SHEET&LEGEND a Fe:125.BtM.1790 NO. REVISION BY D 2 OYv 0-40-U THEME OPARINGS WEREW ARED PTOM A TOPOORMM08URVEY tOlcL BY ROM IDL URDIEB NFORMION BNOAN IS BASED UPON PECOfOS RECEIVED PROA THE AEPECIIVE UMITYIN ENDREEIPIM(SASED UPOIE A MOECT DATUM V*M COORDINATES YVERE PROVDED BY TIE OEI'RCIOF BT EIRPTEKSFO NOBMEW CATCH ASINSEAPE THAT C Bti�UI9l1 FIELD 5ERGEPoABAII ENUM MMM )AND A TOPOrGNPIN:auRVEI'PEREOi®BY BERDaMMAII N 4iHDlD(.ATNOOFIDEtIiWdEPORf10tB OF THOSE UR1IE3�fNAT�oF THE BIWVEY OF NVHifHPMTIpIB FDRAOMCP/T CATpIBABIB NT6ETlNr KtlaIATgN19 ROTE-WNfPAC1OR 81WLDEVH OP BEMHiBYPAB9 .NOTE:CITY"ITO•GEVr I LV�K\TIVI� EXPECMD LOCATIONS OF THE Mr!"N FIELD IOCATND VNB NOT POSSIBLE MQ:IAON ENGM 3MNGORTIe C0N%LTAM.ROINIl1881NVEY U8I8 ARE(EIETWLY IVE:4T OF BTATON - AVAEANEBOIMPROF"IANtli�5�i9MEN CEPMAen® PnIBALLORIERITY -RAN NTF)I COMIMNDl°FXIBIM1BAHfARY kQ.ao AND FAST OF erAT10N w.naNSRNeET BDIz>:vArID.NTrMIraTIDE TIE BANDARr W"`H DERMAIgPIOVLANDSO MLOCAIONS RE NOT SHOFROYBTBBHVARETwyCo"L"Nc N tyuesloe N TIEWMArmanw-ATECONfI OEPMSAU SEREPMSMILEF MOF BEwsIPPfsANDlwalolEs OF SIDE SEWERS IEVNOIE38EnV3M M ML"1 NojmM T80N MOW e0LLEVMtD*ID METWEM STATIONS DERMAL E MAYBENNCEIDfiTTIDIBN3WRM01M1E18WY UTEIJOEMAAND CROM yOltlflpgMIAT1Ha 11E 7lE GOXMACfOR 9HNL BE RF9F01ltiBlE PoRYHOFYMi 1TAMBANO]D ONDA,PLLAVEMI THE DRATMM RECEIVED FROM 8ERGERMAM NCUOE THNAK NOTSAFYAYpEMSEDIMA UME9VE1TW T1EpMOWAY.ElDEit l7.E OR IBAlID01E0, T/E ATONBOFUTLnYCfiO88NO8PPoORMCONSIR11C1 MaK-OF1YAMPItOBMBOLR"EEEORTIEENREPROECfUrS.MK/ROMNLLM TINT AIE NOf&qMi gI7FEHE tlUN1NOS 1 REFLELTMO W THESE GRAWNfi4 0„Looms �,E� �i3 y516970-o115 \ T 1 j (8'DIAM)TYFICAL UJ i i ii p IW / ; TL#516970-0115 II 328 / \\` E' �� ) , 1L/0.72305-9282 � J SW e- _______—_______________5_`____________________________________ W13 �i�ii "a 7EI55 243 I l I iii�s / //0 ♦ p\y�q'yq� I ii tR ° DRIVEWAY- - __ / - - - - - - 1 ------- a=_ 1 _ N 1 T INSER'GICE- - - p 1 P FLJ -per® ` (APPRO)L 1 _ D 1 --- ----- -------------------------- - ---_=--- ----__ - ------ --- ----------------- - ----- --- SSMH 92 -- EX 1Y QI w----------- -------- --- -- —r_� ---- ----m---_—_----------------- ----- _ _ ---- -- —_----_-- _ — _ 1 ---- .4•AC w� LocL PRr�- r --�--- ------ ------- -----------------r--------------- SSAiH -------=— --- — ----- - r---- (LrR P OP.SSMH 90B 10 PROP.5511H 90C 900 Z F7eER-OARC CONDUI -1" 2• �•) �pDD��Bed 8�fDD��B888M DDT���DDDM�8888M Mi DDT DDT���D� DDD�D�D�DDT�D!•���D•��DDD���m 1 ENREC110N1AL-DR CTION I I _OOIIBLP YELLOW R.P.NSEWER IN . \ eA •-� —� :171+00 --� 172+00 CASING 1tOa 169+00 7 = CROSSING PER RECORD 1 ABAND.6•W \ I POSSIBLE\\\ � mR 1 LOCATION'UNKNOWN. 41IL a 9ANiNa ACS TRACTOR O POTHOLE. 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Roth Hiii Engineering Partners, LLC SUNSET INTERCEPTOR 7/s/2Dos SCALE 1L1 1"=20 �� d: CITY OF PHASE 3 �.� 2aO011ftAenuNNEi10a 20 D 20 40 �""� RENTON RothHili lW ��' �._ Tda25.069.9448 (FEET? _ L Planning/Building/Public woil� Dept SEWER PLAN AND PROFILE `� FYa2se1s,190 IINCN = 20 FT NO REVISION BY DATE APPR ,� ��"�� NE SUNSET BOULEVARD 'Q—4 -a ovv rcra tlflnE3 NiOPMATpN&IOM16 flA8®tlf'ON RECORDS AECOY®FIRM THE IVf317Y 1l�piAWNfiB WERE PREPARED FROM ATOPOORAROC BIRNET CONDUCTED BY ROIt11Y1 TIE0�1160F 3f01e1 PaE OmS99169 A10Wp IN THE PROFILE ARE CNGlAI®BA9m18O11 FIELD ENONEEI NG(BASED UPON A PROJECT WHOSE COORONATES WERE PROVIDED BY PROVa6i5,LOCATIONS U1COF7 U�E1ifWAHEPORfplb OF THOSESNOT POSSIBLE EAN U ON ASLRVEY VARABOF►N9RflEVATtlH9 PoRAOIA®if GTgIfil1N4W5BiE THAT INFORMATION BEf�i ABNIENOY�tB.NGINO A760SRAPISC SUNEY PEAfUM®SY BEPo�BABNI L(X-A IEDlDf`wilONBGTEOFOOOP AEREPHOIDCIONOMAl9 NOT P089l GMESMIN CROSSR NTHEPFt RYGRANORD69AT ARESiIOWN ATABSAEOO�IFB.ALLOnet[tY ENOM�49,NCOR O9 CONSULTANT.ROTNfl198UNEY'lLSiB ARE OBEfV11YWF8rG 8TATON GENERA-, PROYl]®NTEICE LOCAPNCSRENOT SHM^ B@Ci WNERE HEYC8tQ MC N CROS410,4 LATHE PROfiE ARE9OWN ATM CONTRA�MSALLBEREPMSERE DORM 182P88 AND H9f G STATION NIG78 p19A8ET SOOIFMR0.NTf NLIJAET£SWTARY SEMT3t OEMETV�UTERAL AIASERVILE IDfiVgNSAP1E NOT 9110N'l1,EJS8TYABETNEY OOLLDSE yMgpIDBEINT�l8Uil0lB1l2MYAND/�T4ON9Ul�f lOLLEVAIQINO�IWE$18UTg16 CROS9A NOfg1MNNATT6971E THE OCONnU)MWiBE PF�ON98EFORVHNY1q �RHEQ TIBIE WYSE AOOIigNA4.OTSffi<E WITIN TIE PI)AO.YAY,EONERINE ORABAtOONFD, 11A+UBAM mMro ONDWNLAYEME.THE ORAWIIOS RECFJY®FAOY BEROERNBA1181r11�E �_ TIE HP/ATIdL9G VRTfY Cid)gYKi9 PRgRro WN31RUCNaN _. t WlT ARE NOf 81tlNT1 ON T E9E UG1N1[i4 • Po(Wf-0FYMYANp PPOPERfY BOIAS]AI�FgiIHE ENfSE PROELT WIA YAfI.1RO1N 11LL C3 RER.FCIIRi d 111EBE OMW NOS. ASPHALT W I / vJ i � NOTE:caNmAaaasHUL oeAs�aEwEA erPwss � � PC'� wANWHe+eo�scsrwo ro EAiSTNO SANOAN'/ -- anietP�Aw�wanFa C— 4v NOTE:CITY TO VERIFY LOCATION OF SIDE SEWERS TH'I , ` ;�� �•o �q/ W LJ ftuft Z — 178+00 A w RP1 'avo ��NH,�Rl�`G_ UNIONS 179"0 10 EX.SSMH 16 __ _T_ n" "'EkArpAf. _¢EX.SSMH 174 4 4 I R \ - c RY SA�R�iQZ A?1D�ifi<�E+YVEE 1N'•5 tt�� Ttb`516s708 scArr . 46 a D ' i � 5 ! 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SMH 21SA ., ........ ..... - .. .. ......... - _. , .y. - _ .. ... . .. ......... ......... ..1 +'46 '11, ......... ......... ......... ......... ......... iE=403.0& wE)...... ....... ....... - .. .. . :. .. - - ......... ......... ......... ......... ......... .:: :.: . b ......... ...IL— . t ......... ......... ......... ......... ......... :: ......... ......... ......... ......... ......... ......... :. . ......... .IE=401. 3..18.E .. ......... ......... ......... ......... ..... W) ... .. a ::. PLUG&'A 1 ..... ......... ......... ......... ......... ......... ......... ......... ......... ......::: :........ .:::::::: : IE=401: 3:]S.W :: :. ...::: fALUG 2c DON.... ......... ......... ......... ......... ......... ......... ......... . ......... ......... .I....... ......... ......... ......... ......... ...:::::: ,E=aos.os: ex.Ks ::: ::....... . ...... . . ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... : _ ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ......... ........ ........ ......... ......... ......... ......... . 8 Roth Hill Engineering Partners, LLC SCALE KIL '"� ~ ^ CITY OF SUNSET INTERCEPTOR 7/5/2005 280017&h Avefwe NEf100 20 0 20 40 NAP" 1 =2D _ ,�� RENTON PHASE Roth H_i I I W � ' �'epw Teia25-BM9 a FEET� F==� OANM Planning/Building/Public Works Dept SEWER PLAN AND PROFILE A�.N F - 1 INCH = 20 FT • ^s 1°' o �cI25B69.1190 NO. REVISION BY DATE APPR NE SUNSET BOULEVARD s- ovv .rcu-u THESE DRAWINGS WERE PREPARED FROM A TOPOGRAPHIC SURVEY CONDUCTED BY ROTH HILL ENGINEERING(BASED UPON A PROJECT DATUM WHOSE COORDINATES WERE PROVIDED BY UTILITIES INFORMATION SHOWN IS BASED UPON RECORDS RECEIVED FROM THE RESPECTIVE UnUTY BERGE7IABAM ENGINEERS,INC)AND A TOPOGRAPHIC SURVEY PERFORMED BY SERGERIABAM PROVIDERS,FIELD LOCATING OF IDENTIFIABLE PORTIONS OF THOSE UTILITIES,ESTIMATES OF THE TIC DEPTM OF SrOM p Cl wMSHOM W TIE ROFLr, cx TM ynM u �sn - ENGINEERS.INC OR ITS CONSULTANT.ROTH HN.L'S SURVEY UNITS ARE GENERALLY WEST OF STATION EXPECTED LOCATIONS OF THE UTILITIES WHERE FIELD LOCATING WAS NOT POSE_ Alm UPON SkW OF WERT HEVATICWS FOR AnucarT CAC SA9N9YRHE E TNT WORM"IM e i(12+BOAND EAST OF STATION 189+75 ON SUNSET BOULEVARD,BUT WC1.l1DE THE SANITARY SEWER LOCATIONS PROVIDED N THE TOPOGRAPHIC SURVEY FILES FROM BERGERIABAM ENGINEERS.INC. N �aNDv IN THE PROWEARE rorr>�ATASSL®0ERMS.ACTU OEM OP Y1 EUIY� MANHOLES BETWEEN STATIONS 162+60 AND 199+75 ON SUNSET BOULEVARD AND BETWEEN STATIONS GENERAL,LATERAL AND SERVICE LOCATIONS ARE NOT SHOWN,EXCEPT WHERE THEY COULD BE CROSSPOS IB WtXNDMNATTMS TfME.THE COM ACTUR MALL SE rE E FORVER*YY+D 174+00 AND 200+00 ON DUVALL AVENUE THE DRAWINGS RECEIVED FROM BERGS RIABAM INCLUDE IDENTIFIED.THERE MAY BE ADDITIONAL UTILITIES WITHIN THE ROADWAY,EITHER LIVE OR ABANDONED, THE 9EVATIOM OF Ur CROSSMS PRIER TO COH MUCTIDN RIGHT-OF-WAY AND PROPERTY BOUNDARIES FOR THE ENTIRE PROJECT LIMITS,WHICH ROTH HILL is THAT ARE NOT SHOWN ON THESE DRAWINGS. REFLECTING ON THESE DRAWINGS. NOTE CONIRACIOR SK LDefi C SEWER BYPASS -PtANWA WMECINDTa EOBTYAISVRTARY SETTER PFE.9 AND&VJ*K1FS yelp a ♦� i I g +us �. Orb I I c 1 I X + 1 NX I ( N I :� � .42 I it E 4 I 1 P O I �II I I 1 �+ 01 ; E 42 I �? 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Roth Hill Engineering Partners, LLC _ 280011MA� NE#100 20 o SCALE20 40 MI Y� 1'=20' °!°"�" 1L } CITY OF SUNSET INTERCEPTOR 7/5/2005 I> 'W h,W" REIN TON PHASE3 ePw/Imc Roth Hill �- _ TRN 425.8f%.9446 �Fir� uYvaa FL- + V F.425.669.1190 - i INCH = 20 FT NO. REVISION BY DATE APPR m v ,a,-1 Planning/Buiiding/Public Works Dept SEWER PLAN AND VE NE FILE p 6 -8 3 _ 54'0 MH 54'0 MH b FILL IN E R EX 10'BOND.IN I i I I-REP PEGAST y X NEW PRECAST i i�U)C At ABANDON ` MANHOLE I I AFTER PROP.SEWER IN SERVICE MANHOLE SECTION MANHOLE I I I uANHO.E SECTION CHANNEL(TYP) u ` � 48'0 MH EX MH-0 UNKNOWN �`\I 24TP ,` 24eTYP XMN i L• I It x RECHANNEL EX Hit I u x MH TO ACCOMMODATE Y5 i � NEW FLOW ` ZEX. DIRECTION (TYP) b NEW COUPLING EX 8"BOND.IN (TYPICAL) ExSTINc SEVER PAIN 4-I'COMPACTED 12'CON C OUT '� `� BEDDING MATERIAL A.C.COLLAR MH ADAPTER FOR PVC PPE ONLY(TYP) ELEVATION 3 EX. MANHOLE 90 DETAIL 4 _MANHOLE 87A DETAIL NSTALLATION PROCEDURE& O MANHOLE NTS WILLPOR 90A DETAIL O MANHOLE N9OB DETAIL 10 TS NIS 1O NTS I. CONTRACTOR W TEMARILY PLUG LINE AT UPSTREAM MANHOLE 2 EXPOSE AND REMOVE EXISTING PPE 3. PLACE EXISTING PPE WIN NEW AC COLLARS THROUGH NEW MANHOLE BASE SECTION. ,,—EX 10"QQNC.INF CUT PPE SECTION CONTAINS A PIPE BELL REPLACE PPE WTH A NEW STRAIGHT SECTION OF PIPE, OR AS ORECRD BY THE DMTICT. --EX8'PVC IN PE: IN4. SFr MANHOLE AND P PLACE TO PROPER ALIGNMENT AND GRADE = i CJ 54'0 MH /mot IRI lI 5. RECONNECT PPE WTH COUPLINGS (ROUAC. NJ SLEEVE OR PVC Sip COUPLING). "iraj ^` �``� -_t \ '`-J' �•'o i i EX. MH-0 UNKNOYRI I. CHANNEL MANHOLE PER Cm STANDuroS. _ '�EXB'PVC(ABANDONED) I 1 "`AAA 7. REMOVE PIPE INSIDE MANHOLE. EX.PIPE-UNKNOWN 0-/` 1 `EX 10'CONC. IN , INACTIVE CONNECTION MANHOLE CUT-IN DETAIL 15'Q� L . .2 R NOT To SCALE RECHANNEL EX MH TO y MANHOLE / RECHANNEL EX. l ACCOMMODATE CHANNEL(TYP) EX8'PVC OUT� NEW FLOW ACCOMMODATE DIRECTION (TYP) T5 %' E.MH-0 UNKNOWN i 1 4L NEW FLOW 't - �' DIRECTION (TYP) v c �R 11 EX 10'CoNC OUT 1� EX8'PVC IN ALL IN EX MANHOLE CHANNEL(TYP) ( S MANHOLE 87B DETAIL (-6'�EX. MANHOLE 92 DETAIL (MEX. MANHOLE 87 DETAIL 10 NTS 10 NTS 10 NTS g L,'') � EXS'PVC EX 48'0 MH 48 IMH 8" ROMAC •' 0 EX 54'/MH THIS IL -. h ` . TRANS. EX8"PVC I $ t. CPLG. RECHANNEL EX. '— ``��� b MH TO "I, 12 _ ACCOMMODATE �.�\ - ' , S NEW FLOW = , i - DIRECTION (TIP) �EX8"PVC IN I - - I-- - ` RECHANNEL EX.MH TO NOTES: i PVc OUT ---' C- ACCOMMODATE NEW FLOW 1. ALL MANHOLES SHALL BE CONSTRUCTE DIRECTION (TYP) _ t :RLL IN EX SPECS.UNLESS OTHERWISE NOTED. MANHOLE ` 2. THE MINIMUM CHANNEL DEPTH IN MANH Q� t WHEN NEW 15'SEWER : CHANNEL(TYP) ; ` BE 314 THE INSIDE DIAMETER Of THE LAI �h _t IS READY FOR , i SERVICE. RECHANNEL i ��EX.8 PVC OUT - R , 3. CORE DRILL ALL NEW INLETS/OUTLETS I MH TO ACCOMMODATE _ , _ _ _ i MANHOLES !) NEW FLOW DIRECTION L ��EXB"PVC OUT ( (TYP) \!? 8 MANHOLE 86B DETAIL MANHOLE 72 DETAILX. ��X. MANHOLE 216 DETAIL 10E 1 O NTS 10 NTS 1 O NTS SEWER MANHOLE CHANNELING DETAILS ( Roth Hill Engineering Partners, LLC i� I 2BDOITBI'A`a KE#100 CITY OF SUNSET INTERCEPTOR �6/200s RENTON PHASE 3 R o t h H i l l T ,wawm m / Td 425.869.9418 =i DATUM planning/Building/Public Works Dept. SEWER MANHOLE DETAILS o V F=425.889.1190 - NO. REVISION 8Y DATE ApPR a 7 �9 L MANHOLE FRAME AND COVER 6' SE DRAwNG BR29 N� (SP PAGE B074) 24'.6'FRAME AND LIP �T Poa�T 12'MA 7 —24' ADJUSTMENT(4'MIN.) PER CRAVING BfR29,SP PACE 6074. NOTE: CITY TO VERIFY TYPE OF PAVEMENT WITHIN —T CONE PROJECT LIMITS ON NE SUNSET BLVD & DUVALL AVE NE ro RUBBER GASKETED JOINTS IN ACCORDANCE VATH ASTM C-443 1C.T RMSED PADS ASHM.T oonaelc NIYETaAY SAr N31T SNAL W VERl1r�4 4.MIN.TO T I@t AND N STRANifi I11E5 AS 'C "F 12'YAK m T OtY�IN HE SPEv1C??- STEPS-3/4'DEFORMED BM ,y•?. •'..F:f.-:' TETROYE IDos7en TTaN cDHa[IE N]FSiNG wNaflc STEPS SHALL BE INCLUDED .;,ti:y ..:t:� ,x• _ Is ASI'NMLT YTRTWNLY PA— CONCRETE RISER BY PIPE INC., 24' Y MIN. OR APPROVED EQUAL o ? —12 IV— ]/4bIA%IY LOW 0010 EPNDCY rOA1FD p0YE1 BARS 14' VAR"I."ON CENTER (..Nr Itl ON ALL FOUR SIDES m E1�TVW wm eAs• MAY PIPE 512E-'C 12•(GYP) 2 z_ w+••.< Cia= :„->.`�. lY LADDER-STD.ALUMINUM p I x' COIIPAOTm TRETNON eAO0E1 - COIPAN:IED 'Im SIISAPID p PER 9'FDlLA11nn5 TOP OmNs P'FR SPE61u1%]NS OR GALVANIZED STEEL MORTAR FLLEi CONCRETE SHELF 4 FN�-� ''K•PRECAST BASE SECTION •*.' !• 11' OR CAST IN SHELF. ..� 12 IV•• CUT AND PANEL REPLACEMENT DETERMINATION: A••"r .j;,• .•• fig' FULL CEMENT CONCRETE PANEL REPLACEMENT' FOR CEMENT CONCRETE SURFACE STREETS THE MINIMUMr /���.p I.TN5 HEMROUTS CLEF TOW USED FOUIW RESTORATION SHALL BE FULL PMtl REPLACEMENT.F ONE 0R MORE OF THE LS•MIl Y.,r) x,-o- AT TT OR v THE fiiY v FOIDWNC CONDITIONS E7DST: d CLkZ 3000 2-TARS aFANOUT IS QEY TO SI I'M"FOR LED U—tN"(10)Yn dd TA"00)Yn a Wdr LL 'DRY 3EIIER IRES THAT MAY W EX1F#m N TIE FUTURE ITS PURPOSE 'A C D 1--0' 6 TO A1111W TIE INMREFR TO DERTpNE �R��A'.ItAaut No N. THE NVERT ET.EVATION 6 THE PPE FOR 48"MH 48' 8 MIN. 5 N 24 MIN. 21 I.O. fUIIRE OE9Q/S ALL TM'IR/ES 9RAL Tw Yw 54'MH 54' e'MIN. 5.5E MN. 24"MN. 24-I.D. NOTES: t1Y STAlOA/b OCTAL eWld& PACE IDRa R—tL=W Aaa..aNN BY. RNuta 60"MH 1 80" B MIN. 1 6 MIN. 1 42 MN.I 30'I.D. FEEn.Io"r i N Lw PNOWD AREAS POUR 1'd TNKx 1. STEPS TO BE 3/4-0 DEFORMED BM GALVANIZED SAFETY STEPS OR EQUAL p C Y-d SANE CONfIEIE,BASS 3= W—tbn(AA Y. Yw �°A���b.Ymd 2. STEPS ARE TO BE N PLAC&BEFORE MANHOLE SECTIONS ARE INSTALLED. PAD AHOI7f0 RRW ATW co•An N S"..t. th.w.b.1— +O a CASING TO BE PER DR.AwNC BR29. 1. 51Ers TO W 3/4'.vFaum IMP 9ALVANaD—STE's w mAL 4. MANHOLE SECTIONS TO 1 OF REINFORCED PRECAST CONCRETE AYs. SOIL RNnmd Yw Yw PPE WIFAAL AS SPfSIFlFD GIEAIIpJT REIG NO COVER A9 z --.m N ftA'Z®ORE YAA.RIE SECIIOMS AAE P6TAtlEII 5, OPENING SHOULD BE ON DOWNSTREAM SIB. 1TE � 6IR3SP P�BOI ANOARO OCTAL E.crlNlt CN.dtim 3 ro s�•wuVRNa eay. 6. ALL JOINTS SHALL BE G ROUTEO. (Nwl-dwtrMefM Yw Yw a Yn.tnc xcINOFNs To W v Rwaaan FWmr COYocIE 7. SANITARY SEVER MANHOLES SHALL RAVE ALL INTERIOR SURFACES.INCLUDINGINCLUDINGtwlM) a ALL.oNn auLL NE amUTD m—w.RRTwNr SFk a pAmf——MMN¢ES$NALL NAVE ALL NmgR 5U6A7<S/allORc fHANE1NG. CHANNELING,COATED(SEALED)wTIN A HICK SOLIDS URETHANE COATING: COATED(SAL)WTH A IIW SOLIDS UEMME NXMTNC 1M9SA YC AR09EID OP WASSER MC-AROS HELD OR APPROVED EQUAL; COLOR OF COATING SHALL BE WHITE Prin.4.1.MNna, Y.a If t—tyf—(24) Y.a U t—tY-f—(24) RUBBER GASRETD JOINTS SHALL IN CONFORMANCE WTH AS14 G-443. � �„®^^d .wm•f«t^r m^^.F NIVv.r«tam o/ T. RI®t GA9RlED JDNIS 9U11 W N W6gi1MIR ITN ASHY G--M1 m Pm�t wM tD w a n1AnYl N RT sRAll W A I M v 3µ TIE II—C MAIETFIf OF W TAR tsT FOIE 9. CHANNEL HEIGHT SHALL BE A MINIMUM OF 3/4 THE INSIDE DIAMETER OF THE �� and as bu.—t. m-yp-w nw.tow �y a NYIlIIECIIa6 TO MANILA[—W MAOE Vend Nsx AwNaA wN-M-Wu RDors m LARGEST PIPE �PWC TO BE SEAL tcn.d 1a MAMIQES t>�K v Mo .EA—EDAM m FEET DC.,SHALL HAVE A SR.EmAO�CAmNG 10. CONNECTIONS TO MANHOLE SHALL BE MACE USING GPI(ADAPTOR.KCR-RI-SERVE MAINSEIN SAME MANNER AS AND FALL PtaR1TiM srsDM NsrAum. BOOTS OR APPROVED EQUAL :A `CDF BACKFILL MAY BE USED INLIEU OF RESTORING E)OSTNC RIGID BASF AT THE DISCRETION OF THE ENCNEENGWEER. SANITARY MANHOLE TYPICAL DETAIL SANITARY SHALLOWMANHOLE TYPE B TYPICAL PATCH FOR RIGID PAVEMENT NOT TO SCALE NOT TO SCALE 8" CLEANOUT FOR "DRY" SEWER PAVEMENT PATCHING AND RESTORATION DETAIL NOT TO SCALE NOT TO SCALE ' 1' t' F 2.5E 1' 1MIN MIN MIN MINIMIN ..... LANE UN Q a O Q O MARKING 7-a" "SEWER'nQ a Q a Q aoao -LETTERING 6.5E MIN. STMOARD VEHICLE YI/En PAIN g --{ MIN MIN MIN I MINIMIN MIN. '�' "N E AFPROVD W TIE OlY.YARZ TM . •. .. . . . ... ... 2" CLASS 8""` .... . . FACE OF CURB OR ................................................. $ EDGE OF PAVEMENT +' +' ACP NZAss a 1iN. NN. '='OR'B" 2" CLASS '8' TOP COURSE ACP CLASS 'E' OR 'B' 2'CLASS'S' I 2'SAWCUT AND REMOVE EDGE OF PAVEMENT, Ew " CRUSHED OR GRNO,SEAL— EDGE OF CURB a GUTTER, 2" TO 6" URFACING TOP COURSE EQUAL AR4000W OR APPROVED I OR CENTER OF LANE LANE -12!'I- CLASS 'E' CENTER LINE OR "�MIN. 2. CRUSHED ROCK, OR LANE LINE CRUSHED ROCK.FLOW ABIE FILL CLASS 'B' FLOWABLE FILL OR AS REQUIRED BY ENGINEER OR AS REQUIRED BY ENGINEER Z MNMUM ALP CLASS'E'a Tt'THIC101M SHALL 8E: Ne PRINOPAL/MNOR/COLLECTOR MTERIAL STREETS a INDUSTRIAL ACCESS STREETS-a'ARX aA55 Y OR'e' RESIDENTIAL ACCESS STREETS-2'ACP CLASS'C OR'W NOTE UPON REQUEST OF ENGINEER,NEW ROADWAY PAVEMENT SECTION MAY BE DESIGNED USING AN APPROVED METHOD FOR 1.ALL SHALL BE LOCKING LID PER INLAND FOUNDRY CO.INC 6.5� MIN. TYPICAL PATCH FOR FLEXIBLE PAVEMENT DETERMINING PAVEMENT TH1004ESS. Na 1117"CIONG)OR EQUAL WHEN PERPENDICULAR TO ROADWAY CENTERLINE ( 2 USE FRAME AND COVER FOR SANITARY(LABEL-SEWS R-). 2" DEPTH OF NOT TO SCALE TYPICAL LONGITUDINAL PATCH AND GRIND OR SAWCUT AND REMOVE OVERLAY FOR FLEXIBLE PAVEMENT MANHOLE FRAME AND COVER NOT TO SCALE NOT TO SCALE T Roth Hill Engineering Partners, LLC Ze00118th AYaNe NE E700 MJL �''�" CITY OF SUNSETINTERCEPTOR 6/2005 R E N TO N RdIN�Ie�WasfuNt)n 9eow i O h H i " Te1425.869.9R46 "`�`BPW �.--� DATUM Planning/Building/Public Works Dept. DETAILS oF.425.869.1190 NO. REVISION BY OATE APPIR a 6 a.9 P0.OP'FAIY,uE lER FABRIC MATERIAL!O"WOE ROLLS. t L-0" U�CA%ES WRE RINGS TO ATTA04 WI IX SDE Y BY 2'14 GA. RE B'BULONG SEMEN PIPE Q SHYER FAtWOC lx2 EIOWV. 3� SEIM r 70 O SIDE ' FABRIC BOTTOM OF FABC FILTER FABRIC GRAZE TEE WIN Ir WE OtnIET g1E1t HYMN COIlPu1G31k1l I 2•I-0- MATERIAL IN BY lY TREND/ 8'MAY NOTE MAY ONLY BE USED WHERE PONONC OF WATER ABOVE CB WILL NOT CAUSE TRAFFIC PROBLEMS AND OVERFLOWMl NOT RESAT WRAY PLAIN AND PONFORCED CONCREIE.N�AND IN EROSION OF SLOPES. P Y MNS NW 10 DRILLED FILTER FABRIC MATERIAL Ir 2'BY T'BY 14 GA. /—(MATE MIFF FABRIC OF EOUV. 8U'ALLOWABLE MAIL Y_O• FOR CAST ROH PIPE OR DUCTILE RON PIPE. t PROVIDE J/4'—1.5'WASHED S'—O' GRAVEL BACKFI L N TRENCH AND 1 .- OVERFLOW 1:3:5 Wx t. ON BOTH SEES OF FLIER FENCE .. CONCRETE FABRIC ON THE SLT6ALL �`•. ONCRBLOCKET 15 �V,ty" ar MIN. GO NSERT ,i,: R7ENL MEDIA _27L HOPo20NTAL Y BY 4'WOOD POST �:ro POROUS 8`SIDE OUTLET TEE ALT-.STEEL FENCE POSTS. �' BOTTOM .: B'MIN. SEWER MAW SEW"MAIN BRUSH BARRIER GTO1 e NTS INSERT SHALL HAVE 0.5 C.F.WN STORAGE cINlYLF7F�OIXM6 ANGLE Tl'PI AJ FVADON +. VOLUME THE MEANS TO DEWATER SPORED SEDIMENT.AN OVERFLOW.AND BE EASILY OF 7EE AT MAv OVER 25 DEGREES r-- MANTANED. ELEVATION NOTES 1. FOR BEET RNIFF CR FCLOY"DISCHARGE FROM A S TIE TRDKH SHALL BE BACI01LLED■TN 3/4-MNWAM SEDIMENT TRAP OR POND. DIAMETER WASHED GRAVEL 2 MAxMUN SDPE SiFF3RS4 PE pEmDICU AR TO FENCE uE L FLIIR FABRIC FUMCES SHALL L BE WOXM WHEN TREY CATCH BASIN INLET PROTECTION DETAIL As t:t. ����HAS ��TL NOT TO SCALE 3. MAIo•IIM SETT OR OVERLAND FLOE PAIK LEDN TO DE Km: FENCE OF$Do FL 7. FILTER FAE IC FENDS SFA L BE 94WWFE➢WWEMAIELY UNLESS 07HER1WSE SHOWN ON PLAN.SIDE SEWER SHALL HAVE AFTER EACH RAINFALL AND AT LEAST DAILY OUWD A MINIMUM 2_S'COVER AT PROPERTY LINE OR 3—S LOWER 4, IF SOX OR LESS OF THE SOL.BY WEIGHT.IS FIE PRMM40M RANFAU-ANY REPAIRS SHALL BE MADE THAN THE LOWEST HOUSE ELEVATION.WHICHEVER IS LOWER. PA"CLES SMALLER MAN THE U. STANDARD SEVE ND. IMMEDIATELY. 000,THE EOS SH0.RD BE FOUAL TO OR SMALLER THAN THE SIEVE SE THAT BST OF 1NE SOL CAN PASS MVMG1. A I IN TA ATl FILTER FABRIC FENCE DETAIL SEWER MAIN TO PROPERTY UNE Nor TO SCALE NOT ro SCALE T 0 Exlsnnc Q wATFIt MAN Ti5 s O � is MIN.VERTICAL SEPARATION OR J SLEEVE REWIRED z 6 PVC SAN SEWER LINE n D�01-40 CALVE STEEL 2 CENTEREDSLE - 0'-0'LENGTH CENTERED UNDER WATER MAIN.END REEAI OR - PROVIDE PROTECTIVE SIEVE. TYPICAL CROSS SECTION OF SEWER SERVICE LINE UNDER WATER MAIN NOT TO SCALE Roth Hill Engineering Partners, LLC iuL �6/2005 SUNSET INTERCEPTOR^ 2WO 1T&h Av NE E100 CITY OF� "- PHASE 3 R o t h H i I 1 BHA We>�f,98 RENTON P BPW � �' DATUM / 7d425.B89.9448 ' Plannin Buildin Public Works Dept. DETAILS o v Fu42SAM.1190 NO. REVISION BY DATE APPR g "9 a Volume Page Heading Paragraph Reviewer Comment Designer Response 1 v Background and Project 2 JPW last sentence-road is a MINOR arterial not principal arterial Done. Description 1 v Background and Project 4 JPW Insert"The intersection project is not art of the scope of this project." We deleted an text relating to the intersection project from the report. Description p p p P Y 9 P J P 1 vi Ri h -of-Way 1 KRW Insert 120.00'instead of 119.50'for proposed ROW 119.5'has been replaced with 120' in the design report. 1 vi Environment 2 JPW Are the wetlands accurate or does it need to be updated? This whole section was updated to reflect the Wetland Report. 1 1-4 Study Funding 1 JPW Delete", including federal rants". Deleted, this was relating to the intersection project. 1 1-5 Figure 1-2 -- JPW Does this need a legend for the different colors? We have changed the bars on the figure to all one color so a legend is not needed. 1 2-1 Table 2-1 -- JPW Change "Principal"to "minor" Done. 1 2-2 Unsignalized Intersections 7 JPW Change "Northeast"to"Southeast"and "24th"to"100th St" Done. 1 2-4 Surfacewater 1 JPW Insert"(south of the limits of the intersection project)" Done, but revised slightly 1 2-4 Wetlands 1 JPW Do we know that there are no jurisdictional wetlands? Updated to reflect Wetland Report. 1 2-4 May Creek 3 JPW comment-Need map or plan showing streams here or with appendix C. Approximate location of stream P9 has been added to Figure 2-1 (drainage basins map). A reference to figure 2-1 has been made in this section. 1 2-5 Honev Creek 2 JPW Add "(south of project limits)"to end of last sentence Done. 1 2-5 Basin Descriptions bullet#2 &#3 JPW Show/identify stream P9 Reference to Stream P9 was added on page 2-4 under"May Creek". 1 3-1 Design Criteria 1 &2 JPW Delete information about intersection We deleted any text relating to the intersection project from the report. 1 3-1 Classification -- JPW -Change to"minor arterial in City of Renton" Done We will not be showing the luminaire poles on Figures 3-1 or 3-2. The 2' is 1 3-3 Figure 3-1 -- RHC Width of standard luminaire pole pad is 3'. Section shows 2'. showing the"typical" ROW from back of the sidewalk.We will use a 3' luminaire pole pad in locations where there are luminaire poles. 1 3-4 Deviations for Intersection 1 JPW This is for the intersection. We deleted any text relating to the intersection project from the report. 1 3-4 Channelization 1 JPW This is for the intersection. We deleted any text relating to the intersection project from the report. 1 3-5 Entering Sight Distance 1 JPW Still need to say that we can't meet standard requirement This is under the deviation section. We are saying that by saying we need a variance. 1 3-7 Driveway Approaches 1 JPW Inside the City of Renton use STD Plan F-4 and select appropriate type We will be using City of Renton Std Plan F-4 Type 1. Text updated to reflect this 1 3-7 Driveway Approaches 1 JPW If this was supposed to be WSDOT STD Plan F-4, type 4 was probably We will be using City of Renton Std Plan F-4 Type 1. Text updated to reflect wrong type as it is for no sidewalk. this 1 3-9 Table 3-2 __ Renton-Surface 1. The May Creek table should be titled "May Creek-B1". Done. Water 2. Table 3-3, three of the flow and precip. values run together to form 1 3-10 Table 3-3 Renton-Surface one line. The 100-yr PRE precip. should be 4.0. The 2-yr, 10-yr, and 100- Done. Water yr POST flows should be corrected to read 0.68, 1.094, and 1.845 accordingly. 1 3-11 Wet Ponds Renton-Surface 3. Page 3-11, last paragraph, two options are mentioned, only one is Done. Water given. Update to reflect options from latest memo. Renton-Surface 4. Page 3-12, 2nd and 3rd paragraphs refer to flow bypass structures. 1 3-12 Basin D1 &Basin B1 2 &3 No discussion on the design is included in volumes 1 or 2. No details are We are no longer using by-pass structures. Any drainage details will be Water included in the plan set. Please include. provided in the 60% submittal. 1 3-12 Basin D1 1 Renton-Surface 5. Page 3-12, Basin D1 paragraph, "south of B STA 194+50" should Not changed, the off site flows of Basin D1 is south of B STA 194+50 Water read"north of B STA 194+50". Renton-Surface 6. Page 3-12, Basin 131 paragraph, further investigation needs to be The downstream analysis will be included in the Hydraulic Technical 1 3-12 Basin B1 1 Water completed to determine the overall effect this will have on the stream. Information Report that will be distributed for review in the next few weeks. Parcel Please complete investigation and include discussion in report. 1 4-1 (Bales)3295400120 1 JPW Bales property will not be possible to use, need to delete. Done, deleted text out of report and drawings have been updated. 1 6-1 Topography 1 JPW change "location"to "located" Done, changed text. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 1 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 1 6-5 Air Quality 1 JPW TIR or TIP Done, changed text to TIP. The section that is being referred to is saying that we do not need a hydraulic 1 6-8 Comments 1 JPW Does saying that we don't need a hydraulic approval contradict what we approval from any tribal agencies. The hydraulic approval that we do need on are saying on the previous page? the previous page will come from Washington Department of Fish and Wildlife WDFW . Need some mention of the transit routes and facilities (both existing and to be-built)within the report. KC Metro Transit provides transit services directly(via Rt 114 and 240)on Duvall and Coal Creek, but also facilities 1 -- -- -- NJ too (bus stops, landing pads, benches, shelters, etc.). Need some mention Text added to design report in executive summary and into section 3 regarding within the report of what steps during the construction process will be the bus routes and stops. done to mitigate the inconvenience (if any)to transit users and vehicles. If a detour or change of stops will be required, coordination with Metro now rather than in the future would be recommended. 1 vi -- -- KRW Duvall/Sunset intersection will be designed with WSDOT standards, taking The intersection is not a part of this project. We have deleted any text that precedence over City design standards? referred to the intersection. Summary of Proposed First sentence-Change eastbound to northbound and change southbound Any information about the intersection was deleted. The first sentence was v Improvements 1 J. London to westbound deleted out of the report. v Summary of Proposed 1 J. London Last sentence-Need to address streams and water quality. Done. Improvements 1 vi ROW 1 J. London Rename section to Property Acquisition Done. 1 vi ROW 1 J. London Getting rid of 1/2 foot of ROW? 119.5' has been replaced with 120' in the design report. 1 vi Utilities 1 J. London Change 2nd "television"to cable Done 1 vi Environment 1 J. London 2nd sentence-insert streams &trees Added "streams"to text. Consider trees to be grouped under"biological resources". 1 vi Environment 1 J. London Also cultural resources?Air quality? Done. 1 vi Environment 2 J. London Contradictory wording on whether wetlands are jurisdictional Changed text. 1 vi Environment general J. London Is a Stream report, cultural resources report, project level air quality Yes, text changed to reflect this. conformity analysis needed too? 1 vii Traffic During Construction 1 J. London What about traffic during corridor construction? Revised, text for the intersection has been deleted. 1 vii Traffic During Construction 2 J. London Delete "Coal Creek Parkway SE" Not done. Revised paragraph to include "Coal Creek Parkway SE". 1 vii Proj Implementation & 1 J. London Insert"King County"in second sentence Done Cost 1 vii Proj Implementation & general J. London Clarify that Federal Grants are only for intersection project We have deleted any text relating to the intersection project from the report. Cost This included deleting "including federal grants"from the first sentence. Proj Implementation & Linking the 2 projects in report would make Duvall Ave Project linked to Done. We have deleted any text relating to the intersection project from the 1 vii Cost concern J. London Federal Funding report. 1 1-2 Figure 1-1 general J. London Show all roads This figure is in color, when copied from a copy the roads disappear, we will darken the color on the figure. 1 1-2 Figure 1-1 general J. London Nice to see connections at both ends to I-405 We have changed the Vicinity Map into two figures. See Figure 1-2. The vicinity of the project in respect to 1-405 is now clearer. 1 1-3 Proposed Improvements 2 J. London Design Speed is 40 mph, says 35 mph Done. We have corrected this to reflect a design speed of 40 MPH. Comment-What is the difference between predesign and preliminary Pre-design involves determining the scope of the project, standards, 1 1-3 Scope of work 1 J. London design stakeholders, background info, etc. Preliminary design is the process when all the predesign decisions are implemented and an actual design is begun. 1 1-4 Scope of work bullet-#9 J. London project manual or Special Provisions Changed to "specialprovisions". 1 1-4 Scope of work bullet-#11 J. London Need project level air quality conformity analysis Done, added text 1 1-4 Scope of work bullet-#11 J. London Are they not applying for state/fed permits as per contract Yes we are. 1 1-4 Study Funding 1 J. London Insert King County in second sentence Done, inserted text. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 2 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response Comment 2nd sentence-Is it possible to do final design w/o preliminary Preliminary design takes the design to approximately a 30% level. Final design 1 1-4 Study Funding 1 J. London design and what about intermediate design submittal? takes it to a 100% level. We will have a 60%and 90% intermediate design submittal. 1 1-6 Figure 1-3 -- J. London Why is KC construction admin so much more than Renton's KC construction admin changed to approx 10% of construction cost This figure is in color, when copied from a copy the roads disappear, we will 1 1-6 Figure 1-3 -- J. London Show all Roads on Map darken the color on the figure. 1 2-1 Unsignalized Intersections 1 J. London Which is correct SE 107th Street or SE 107th Place Both are correct. These are two different roads, both on west side of Duvall Ave. Conflicting info between this statement and Existing land use paragraph Paragraph 2 is discussing that the residential developments (off the side 1 2-3 Traffic Operations 2 J. London streets of Duvall Ave) are fully developed. The paragraph under"Existing Land on same page. Use" is discussing that the area (Renton/Newcastle) is rapidly developing. Geotechnical There are no erosion or landslide areas in the project footprint(King County 1 2 3 Considerations 1 J. London There are erosion and landslide hazard areas. IMAP-Sensitive Areas). There are some landslide areas near the bridge in the Newcastle area. 1 2-4 Figure 2-1 J. London Add Stream to this figure Done 1 2-4 Figure 2-2 J. London Add Wetlands to this figure Due to the scale, wetlands would not be able to be seen on this figure. We have added the Wetland report to Volume 2 1 2-4 Figure 2-2 J. London Add existing culvert to this figure The culvert was not added to this figure but is now included in Volume 3 (plans). We will be keeping the "B STA"protocol. Some of the drainage systems will tie Comment applies throughout: The"B STA" protocol is not good, into the existing system along Sunset Blvd. We have used "A STA"for Sunset 1 2-4 Surfacewater 1 J. London potentially confusing. and "B STA"for Duvall to avoid confusion.Also the sewer system will have upgrades along Sunset and will need to tie in the sewer system along Duvall Ave. 1 2-4 Surfacewater 2 J. London What about stream @ north end east side? Added text. 1 2-4 Wetlands 1 J. London Who says there are no jurisdictional wetlands, not determined according Done, Updated to reflect Wetland Report findings. Also references Section 6, to section 6. 1 2-4 Wetlands 1 J. London Is the project footprint w/in any wetland or stream buffer? 1 2-4 May Creek 3 J. London Is it a ditch or stream that flows overland Not changed, at this point it is considered a ditch due to fluoride being present in the water. Where is the head of stream P9-Janel thought that when we were out The head of the stream is northeast of the culvert outfall. When we conducted 1 2-4 May Creek 3 J. London there Erick indicated it was a stream as far up as top of ravine the field visit,we were thinking it was higher on the premise that the ditch was a stream. 1 2-5 Basin Descriptions bullet#2 J. London Sub-basin A2- It is to the north and south of 100th St Done. Text added to reflect that Sub-basin A2 has flows from both the north and the south of SE 100th Street. NE 22nd Place is not a through street therefore it does not show up in the 1 2-5 Basin Descriptions bullet#3 J. London Sub-basin A3- Is between NE 22nd Place and the north side of NE 24th plans. This is why we did not use it as a reference point. It could be potentially St. confusing to say that flow comes from north of NE 24th Street because the majority of this area is in Sub-basin Al. 1 2-6 Figure 2-1 -- J. London Sub-basin A4-Conveyed to May Creek via Stream P9 Stream P9 now on figure 2-1 1 2-6 Figure 2-1 -- J. London Can't distinguish May Creek onsite and offsite legend when zeroxed We have updated this figure. 1 2-6 Figure 2-1 -- J. London show stream P9 Done Figure 2-1 -- J. London show Wetlands Wetlands are so small that they would not even be able to be seen. If a mitigation plan is warranted, they will be included in the 60% plans This figure is to demonstrate the areas of the basins not the existing drainage 1 2-6 Figure 2-1 -- J. London Show culvert @ stations 208+00 features. If we were to add the culvert then we would also need to put in all the other drainage features. This would take away from the simplicity of the figure. We have added the existing culvert to our drainage plans. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 3 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response Sub basin B1- Should be split between what enters stream P9 and what Sub-basin B1 is the onsite water. The Hydraulic Technical Information Report 1 2-7 Basin Descriptions Bullet J. London doesn't will be distributed in the next few week. In this report we will analyze the full impact of removing the existing roadway water. 1 2-7 Basin Descriptions general J. London Did not review basins C1-D2 OK, Ronald Straka will be doing this. 1 3-1 Design Standards general J. London add King County Code, including 21A.24 to be revised Added King County Code to the Bibliography 1 3-4 Deviations for Duvall 1 J. London Delete "()" This is our standard formatting. Avenue..... 1 3-4 Design Standards general J. London Insert"standard"between the and 45 mph Done. Text added. 1 3-5 Roadway Geometry general J. London Where is the analysis?? Do you mean you want us to include calculations? CBR tests were performed by GeoEngineers along the corridor. This test is to determine the resistance of the subgrade to deformation from vehicle loading. 1 3-6 Pavement general J. London Why is there a difference between the two mixes? The higher the CBR value the stronger the subgrade. The City of Renton and King County had CBR values of 10 and 25 respectively. Therefore the King County segment needs a thicker pavement section due to the weaker subgrade. (see Geotech Report Volume 2) Some of the pocket lengths may have been modified from the 95th percentile 1 3-7 Intersection Channelization 2 J. London What does it mean that the total pocket lengths may have been modified? length determined by Synchro to accommodate project specifics, new lengths based on engineering judgments. (Reference-Traffic Analysis Report pg 24) 1 3-7 Pedestrian and Bicycle 1 J. London Figure 3.2 shows 5' In the King County segment, north of NE 24th St, the sidewalk is 5'wide. This Facilities was a result of the VE. Text in the document has been changed to clarify this. 1 3-7 Pedestrian and Bicycle 1 J. London What about a crosswalk near park entrance Currently, this is only park property but there is no actual park. In the future Facilities when the park is developed a crosswalk can be constructed. 1 3-8 Maintenance during 2 J. London Is there more than one intersection No,the text on the intersection has been deleted. Construction 1 3-8 Maintenance during 2 J. London What about along Duvall Ave corridor The text has been modified to only mention the corridor. Construction 1 3-8 Stormwater Management 1 J. London What else is there besides new and replaced impervious surfaces. There are also existing impervious surfaces that were existing and will not be altered. This section and the analysis for basin B1 has been revised. 1 3-8 Stormwater Management 1 J. London Can a report make a recommendation or is it the author? Grammar error, the text has been modified. We were trying to clarify that this area was not a portion of the intersection 1 3-9 Stormwater Management 3 J. London "(For this project only)",what other project is there? project. We have deleted all information relating to the intersection so we have also deleted this text. Not sure of the exact question.The majority of the existing impervious 1 3-12 Basin D1-Onsite 1 J. London Is all the "existing impervious areas"all off road surfaces for basin 131 will be replaced. A small portion of the existing impervious surfaces will be converted to pervious areas. 1 3-12 Basin 131-Onsite 1 J. London Is this all off-road/offsite? Don't exist impervious surfaces need to be Yes, the analysis has been revised to include these. detained and treated too? 1 3-12 Basin B1-Offsite 1 J. London 1st sentence- Is this the exist culvert that crosses under the road Yes, text has been added to make this clearer. 1 3-13 Downstream Analysis 1 J. London Why is a downstream analysis not needed? Doesn't KC SWDM require it? Yes a downstream analysis will be done and included in the Hydraulic Technical Information Report. 1 4-1 Existing Conditions 1 J. London 2nd sentence-What is the ROW width it is not 100 feet? The text has been updated. The ROW width is 164 feet at the end of the roect limits. 1 4-1 Table 4-1 general J. London What is the point of this table if huge lengths of corridor are noted as Table updated to give the range of ROW width. Two of these locations are in "varies"? intersections (Duvall/Sunset&Duvall/SE 95th) so it is difficult to quantify width. 1 4-2 Parcel 03223059116 2 J. London Aren't some of the existing width 120'not the 119.50' as stated? 119.5 has been replaced with 120' in the design report. Brant 1 6-1 Introduction 1 J. London Also: streams, air quality, cultural resources etc Added: Streams, sensitive species (ESA), air and water quality, historic, cultural and archaeological resources. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments ReceivedWBAM Comment_MASTER.As Page 4 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 1 6-2 Cultural 1 J. London What is the report that is mentioned, sounds like Janel has not heard of Revised: The consultant will coordinate consultation with the Washington State this before? OAHP and a cultural resources report will be conducted if required. 1 6-4 Wetlands general J. London Refer to comments on Wetland Delineation Report before finalizing this Hold for comments on Wetland Delineation Report. section 1 6-4 Wetlands 1 J. London What other waters, "extent of waters"? Deleted: "extent of waters" 1 6-4 Wetlands 2 J. London Last sentence-Table does not show any info related to this sentence Deleted: see Table 6-1). As discussed with Janel 10/26/04. 1 6-4 Wetlands Table 6-1 J. London Update table Added to table: ""Based on proposed 2004 King County COA(subject to revision). At the time of investigation (August 2004), water was observed to be flowing 1 6-4 Wetlands 4 J. London Is the groundwater seepage confirmed or was it just water line leak? north in the open ditch and the source of some of this water was determined to be a leaking water supply line, confirmed by water samples containing chlorine. 1 6-4 Wetlands 6 J. London Confusing to bring this street name into the mix when not used elsewhere Revised: Coal Creek Parkway SE. in report. Based on the data collected, Wetlands A, B, C, and E meet all three wetland parameters as defined by the Corps of Engineers 1987 Wetlands Delineation Manual and the Washington State Wetlands Delineation Manual. Wetlands A, Comment-The only wetlands not jurisdictional are "isolated"wetlands- B and C are jurisdictional under the USACE regulations but are non- 1 6-5 Wetlands 8 J. London none of these fit that definition jurisdictional per the King County CAO and the Renton and Newcastle Municipal Codes. Wetland E is an isolated wetland and therefore not regulated but the Corps of Engineers. Isolated wetlands are not exempt from King County, Renton or Newcastle codes; however, Wetland E is not expected to be impacted by the proposed project activities. 1 6-5 Air Quality 1 J. London Isproject-level air quality conformity analysis needed? Yes, it is required by the TIB 1 6-6 Environmental Review Table J. London Where did this &the following lists/tables come from? No chan e: Discussed with Janel 10/26/04 1 6-7 Comments 1 J. London "No In-water work"-What about stream or wetlands in ditches? Revised: CZM Permit"Maybe" required for stream relocation 1 6-7 Comments 2 J. London This alone culvert replacement)does not trigger HPA Revised: In-water work will require an HPA. 1 6-8 Comments #5 J. London Silt dams and fences control sediment but do not minimize erosion Deleted: Silt damns and fences Added: the use of erosion control blankets/measures. 1 6-9 Air -- J. London How do you know air quality will be low? This will be addressed when the air quality analysis is done. 1 6-9 Air-comments #1 J. London What about cars emitting air pollution post construction? This will be addressed when the air quality analysis is done. Revised impact: Low 1 6-9 Water J. London What about stream relocation Revised Comments: The project involves stream relocation which will involve fill below ordinary high water. Revised impact: Low 1 6-9 Water -- J. London Is there a possibility of turbidity during construction Revised Comments: Short-term impacts to surface water quality is possible during construction. 1 6-10 Water Comments #3 J. London What does this comment explain? Deleted. The intention of this comment was to clarify that May Creek was located outside (north) of the project area. It was deleted to avoid confusion. No change to impact: Low We do not feel that it is if there are wetlands in the roadside ditch, then tight lining will cover hydric appropriate to change this as we are not saying that we are having 'no'impact 1 6-10 Wetlands -- J. London soils. but that the impact is relatively'low'(approx 0.18 acres). If upon further review KC and the City of Renton still want this changed, we would be happy to obli e. No change to impact: Low 1 6-10 Wetlands -- J. London What about removal of 12% of flow at culvert crossing Total alteration of hydrology is considered to be a small percentage overall. If upon further review KC and the City of Renton still want this changed, we would be happy to oblige. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 5 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response No change to impact: Low Overall net increase of fuel use in the metro area is not anticipated as a result 1 6-11 Natural Resources All J. London What about increasing capacity therefore increasing traffic&fossil fuel of increasing capacity. Although the project may result in an increase in the Comments use? number of vehicles using the project area, it will only be attracting vehicles from other roadways as opposed to causing people to go out and buy more cars. What about increasing capacity therefore increasing traffic&fossil fuel No change to impact: Low 1 6-11 Energy Comments All J. London use? Overall net increase of fuel use in the metro area is not anticipated as a result of increasing capacity. As above Revised impact: Medium 1 6-12 Aesthetic Comments All J. London What about having the roadway closer to some homes? Revised Comment: Proximity to the roadway will increase for some homes and could affect their aesthetic environment by bringing the road closer, removing vegetation, removing lawn/open space. 1 6-13 Socioeconomic J. London How do you know that it will not affect racial, ethnic, religious, minority, Revised:....this impact will be assessed when the EJ analysis is undertaken. -- elderly or low-income groups? Revised impact: High 1 6-14 Transportation/Circulation -- J. London Low? Isn't this a capacity project?? Revised Comment: The project will improve the circulation of traffic by increasing vehicle capacities. 1 6-15 Utilities -- J. London Why is power or natural gas a higher impact than other utilities? Revised impact: Low Should not be different to the other utilities. 1 6-15 Environment 1 J. London What about streams, air quality, soils and cultural resources Added: Streams, sensitive species (ESA), air and water quality, historic, cultural and archaeological resources. 1 6-15 Environment 2 J. London First and second sentences are contradictory Hold for comments on Wetland Delineation Report. 1 6-16 Environment 5 J. London Due to TESC measures? Yes, added to document. 1 7-1 Summary of Preliminary Table 7-1 J. London Should be construction not name of project Added word "construction" after"roadway" Cost Allocations Y 1 7-1 Identified Sources bullet#1 J. London for intersection only OK, intersection to be deleted out of report. 1 8-1 Plans and Reports J. London This report did not identify any wetlands-wrong reference Will update to reference new report 1 3-1 Design Standards bullet#5 King Co. Put date on King County Standards Done 1 3-1 Design Standards -King Co. Reference standard that is not covered OK 1 3-1 Desi n Standards bullet#11 King Co. Delete "green book", change to 2001 Done 1 3-2 Figure 3-2 King Co. Li ht pole typically at sidewalk grade OK The sidewalk in King County, north of NE 24th, is 5.0 feet wide. This was from 1 3-2 Figure 3-2 King Co. 6.5' sidewalk a recommendation from the VE Study. See text section 3 "Pedestrian and Bic cle Facilities". 1 3-2 Fi ure 3-2 Kinq Co. Is this fencing on top of wall ? Yes but chan ed depiction in figure. 1 3-2 Figure 3-2 King Co. Is the 2' needed behind sidewalk? 2 ft is required for slopes steeper than 4H:1 V when transition back to existing ground, but is not required for cases where there is a wall. Figure modified. 1 3-2 Figure 3-2 King Co. What fill material will be used? To be determined at 60% 1 3-5 Desi n Speed bullet#2 King Co. FYI Ali nment meets 2001 AASHTO 40 mph Just a comment 1 3-5 Desi n Speed bullet#2 King Co. Comment low accident history, environmental impacts Just a comment 1 3-5 Entering Sight Distance 1 King Co. Does not meet 1993-KCRS or 2001 AASHTO Proposed entering sight distances are better than existing entering sight distances. Have been accepted with design speed deviation. Reduction of median width while keeping right edge of pavement at same 1 3-5 Horizontal Alignment 1 King Co. last sentence-527' altered from original submittal?? location changed radius of second horizontal curve, critical radius of traveled way remains the same 509' 1 3-5 Vertical Alignment 1 King Co. Meets AASHTO 2001 40m h Just a comment 1 3-8 Illumination 1 King Co. K.C. portion per KCRS 5.05 Updated text to reflect that illumination will also be consistent with KCRS 5.05. 1 4-1 ROW 2 King Co. Comment: Widening Nothing changed, just a comment. 1 4-2 Parcel 0323059116 (brunt) bullet#1 King Co. Comment: Significant ROW take Nothing changed,just a comment. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments ReceivedWBAM Comment_MASTER.As Page 6 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 1 4-3 Parcel 0323059116 (brunt) bullet#3 King Co. Downstream most logical Nothing changed,just a comment. 1. The report is missing the following 1998 KCSWDM standard sections: erosion/sedimentation control design; a conditions and requirements summary; offsite/downstream analysis; special reports and 1 -- -- -- Mark Wilgus studies; other permits (listing other permits and any more restrictive These will be provided in the Hydraulic Technical Information Report to be drainage requirements); bond quantities (may be responded to as"N/A" distributed for review in the next few weeks. given that this is a KC facility); and Operations and Maintenance Manual for privately maintained facilities-(may be responded to as"N/A" since KC will operate the facilities). 2. The report is missing the following figures: soil map (for upstream, site These will be provided in the Hydraulic Technical Information Report to be 1 -- -- -- Mark Wilgus area, and downstream area); TIR worksheet; and map, figure or plan distributed for review in the next few weeks. sheet showing the existing, proposed, and replaced impervious areas. 1 vi Environment 5 Mark Wilgus 3. Clarify that water quality facilities will be designed, etc. according to Done. the"2001" WSDOESMMW. 1 1-1 Figure 1-1 Mark Wilgus 4. Show the approximate location of the King County/City of Renton line This has been added to Figures 1-4 &made clearer in figure 2-1. on the vicinity ma 5. Regarding the plugged catch basin on the northeast corner of NE 100th Street at approximate station 204+75: Is the top of the catch basin plugged or is the outlet pipe plugged? Where would overflows convey to? 1 2-4 May Creek 2 Mark Wilgus Would they cause problems? Has maintenance been alerted to this Bernie is still investigating this. problem? Generally, have drainage complaints been researched for the project and downstream areas? This needs further investigation. 1 2-4 May Creek 4 Mark Wilgus 6. In the last paragraph, "Northeast 95th Way" is referred to, but the plan Changed to southeast. sheets show Southeast 95th Way. Please clarify. 7. In the last paragraph, there is mention of the stormwater outfalls on These will be provided in the Hydraulic Technical Information Report to be 1 2-4 May Creek 4 Mark Wilgus the east and west sides of Duvall Avenue. Has the downstream been investigated for the existingcondition and problems? distributed for review in the next few weeks. 8. For"Subbasin AS', Stream P9 is mentioned. Please show stream P9 Done, added to figure 2-1, text added. This is not a classified or mapped 1 2-5 Basin Descriptions bullet#2 &#3 Mark Wilgus on figure 2-1 and describe the stream in the text. Is this a mapped, classified stream? stream. 9. For"Subbasin 131", there appear to be 2 distinct discharge We will now only have one discharge from pond B1. You will notice that we points/outfalls for this basin. Do the drainage paths recombine within a'/ have not reconfigured pond B1 to include the new analysis that includes the 1 2-7 Subbasin B1 1 Mark Wilgus mile? Are they separate threshold discharge areas or a single threshold existing impervious surfaces. This is due to the City of Newcastle possibly not discharge area? Approximately how much area drains to each discharge relocating SE 95th Way.This will change the configuration of pond B1. We did point? input the existing areas into MGSFIood. These calculations can be found in appendix B. 10. Design Standards: Please add"2001"to the WSDOE manual and 1 3-1 Design Standards bullets Mark Wilgus °1998"to the Kin Count Surface Water Design Manual text. text added 11. Stormwater Management: The tables on page 3-9 indicate that the project will be adding 50% new impervious to the existing impervious surfaces—the text indicates that this is not true. Please correct. Also, You will notice that we have not reconfigured pond 131 to include the new note that given that the project will be adding 50% new impervious to the analysis that includes the existing impervious surfaces. This is due to the City 1 3-8 Stormwater Management 2 Mark Wilgus existing impervious surfaces, following the 2001 DOE manual, the project of Newcastle possibly not relocating SE 95th Way. This will change the must comply with requirements 1-10 (notably flow control and water configuration of pond B1. We did input the existing areas into MGSFIood. quality treatment)for the new and the replaced impervious surfaces (2001 These calculations can be found in appendix B. DOE manual figure 2.3). Please evaluate and correct the text for this section. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.xis Page 7 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 12. Table 3-1: The title for this table implies that it is for new and replaced surfaces, but the header text indicates new impervious surface and converted pervious surfaces. Again, please note that since the project will be adding 50% new impervious to the existing impervious surfaces, following the 2001 DOE manual, the project must comply with 1 3-9 -- Table 3-1 Mark Wilgus requirements 1-10 (notably flow control and water quality treatment)for The title has been changed to "Summary of Treated Surfaces". the new and the replaced impervious surfaces. Converted pervious and replaced impervious surfaces are not interchangeable. Treatment and flow control of converted pervious is required if the new impervious surfaces are less than 50% of the existing impervious surfaces, which does not appear to be the case with area numbers shown. Please clarify and correct. 13.Table 3-2: For May Creek, the new impervious surfaces (1.95 acres) 1 3-9 -- Table 3-2 Mark Wilgus does not match the new impervious surface for May Creek shown in Table Table changed. 3-1 2.18 acres), Please reassess and correct. 1 3-9 Flow Control general Mark Wilgus 14. Flow control section: Please provide documentation that MGSFlood is OK, We will provide this in the TIR. in accordance with requirements of the 2001 DOE manual. 15. The text indicates that peak rates are matched up to the 100-year design flow. Is this required for this project? It is in excess of what is required by 2001 DOE or 1998 KCSWDM unless downstream conditions especially warrant. Please assess and explain. Also, clarify in the text 1 3-9 Flow Control 2 Mark Wilgus that discharges shall match developed discharge durations to Done, changed. predeveloped forest condition durations for the range of predeveloped discharge rates form 50% of the 2-year peak flow up to the full 50-year peak flow. Also, discuss if a volumetric factor of safety is applied to the facility. 16. Water Quality: The text mentions that the water quality design standards are the minimums required by the 1998 KCSWDM and that facilities would be designed to treat the new impervious areas containing roadway runoff. However, for this project, it was decided that the 1 3-10 Water Quality 1 Mark Wilgus standards of the 2001 DOE manual would be applied to both flow control Done and water quality treatment. Please correct the text to reflect this decision. Please use the 2001 DOE manual to determine water quality treatment requirements. Also, please note that the facility should be designed to treat all new and replaced pollution generating impervious surfaces as discussed earlier. 17. , Wet Ponds: Note that since the water quality treatment should be per the 2001 DOE manual, a wetpond facility alone will not suffice for After we obtain information about the SE 95th/Duvall Intersection from 1 3-11 Wet Ponds general Mark Wilgus treatment. Please select facility type from 2001 DOE manual Volume V, Newcastle, we will redesign Pond B1. This will include a stormwater wetland section 3.4. A constructed treatment wetland seems a viable option. pond. We have added text to the report to reflect this change. Please reassess and redesign. 18. Wet Ponds: The text mentions 2 options for facility outfall locations. 1 3-11 Wet Ponds general Mark Wilgus Onlyone option is listed. Please correct. Done 19. Proposed System for On-Site Runoff: Please note that the conveyance design flow calculation method is not consistent with Section 3.2 the 1998 Proposed System for On- KCSWDM for acreage less than 10 acres in size. Please consult 1998 Reanalyzed using Rational Method. A backwater analysis will be included in 1 3-12 general Mark Wilgus KCSWDM Section 3.2 for proper selection of computation method. Also, site Runoff note that once the preliminary sizing and layout is completed, a backwater the TIR. analysis should be performed on the conveyance system to demonstrate compliance. 20. Proposed System for On-Site Runoff, Basin 131: The text mentions Proposed System for On- "converted pervious areas"to be treated for water quality. This project will If the converted pervious surfaces combines with the PGIS then the converted 1 3-12 general Mark Wilgus be providing water quality treatment for new and replaced pollution pervious surfaces must be treated. This occurs the majority of the time on the site Runoff generating impervious surfaces, not converted pervious areas (see 2001 project. DOE manual figure 2.3). Please correct. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.xis Page 8 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 21. Proposed System for Off-Site Runoff, Basin B1: Stream P9 is mentioned. Please show stream P9 on figure 2-1 and describe the stream 1 3-12 Proposed System for Off- Mark Wilgus in the text. Is this a mapped, classified stream? Clarify if the 12% Done, added to figure 2-1, text added. This is not a classified or mapped site Runoff reduction of contributory area to Stream H9 is relative to the total basin stream. contributing to Stream P9 or relative to the road basin or other subbasin. 22. Downstream Analysis: A downstream analysis is required for all 1 3-13 Downstream Analysis general Mark Wilgus Projects unless they meet the exemption language in the 1998 KCSWDM. This will be provided in the Hydraulic Technical Information Report to be Please perform downstream analysis per that manual or make exemption distributed for review in the next few weeks. argument per that manual. 2 Appendix Table B-1 JPW Take out, this is the intersection Done. 2 Appendix Table B-1 JPW Lane Width, is 11'for through lanes Deleted B-1. 2 Appendix Table B-1 JPW See Transp plan-KW comment Deleted B-1. 2 Appendix Table B-2 JPW Both the existing and proposed design class should be minor Done. 2 Appendix Table B-3 JPW ADT Existing should be 14,900 not 14.900 Done. 2 C Appendix General Water Renton-Surface 1. Include design of flow bypass structures as mentioned above. Appendix Renton-Surface 2. It appears water quality volumes are based on large wet pond In SMMWW it says to size the stormwater treatment wetland for the 6 month 2 C General Water volumes which are not an approved enhanced treatment feature. 24 hour storm. This will produce the same volumes. Recommend looking into utilizing a stormwater treatment wetland. Appendix Renton-Surface 3. Why is the DOE manual requirements for redevelopment used for 2 C General Water storm analysis (?)and the King County manual used for water quality This has been changed to use only DOE —design? 2 Appendix Table B-3 King County Maximum vertical grade is 9% Done It is understood that these plans are preliminary(30%), the following will 3 ALL General Renton-Surface be general comments. For specifics, please see the red-lined plan set. We have added a legend on pertinent sheets. A single legend that will cover Water 1. Include a legend sheet with defined line types and symbols. the whole set will be integrated into the 60% plans Renton-Surface 2. Label all new catch basins, include the CB#for easier identification 3 ALL General -- between plan and profile views and lateral detail sheets. There are catch Done Water basins missing between plan and profile views. 3 ALL General Renton-Surface 3.The line type for the Pond D1 outfall system needs to be bolded Changed to a vault but same comment applies. The vault will discharge to a Water assuming it is a new system. Where does this system discharge? Is it manhole located along Sunset. See section 3. Conveyance. possible to discharge into the existing parallel system since it is detained? 3 ALL General Renton-Surface 4. Show all storm and sewer crossings in profile view. This will be done in 60% plans Water 5. The drainage sheets have two sets of scales, only the ones on the plan 3 ALL General __ Renton-Surface and profile views are necessary. The scale bars are needed so that if the plans get copied at a different scale Water the scale can be determined. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 9 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 ALL General __ Renton-Surface 6. Include details on rip rap pads and riser/orifice structures. This will be done in 60% plans. The calculations for the orifice structures are Water provide in the hydraulic calculations in the report. 3 ALL General Renton-Surface 7. Include the total volume, dead storage volume, and live storage volume Done. Water on the pond detail sheets. 3 ALL General Renton-Surface 8. The ponds should be fenced, show on plans and include details. This will be done in 60% plans, including details. Water 3 ALL General Renton-Surface 9. Label all pipes with length, slope, and diameter. Done Water Renton-Surface 10. Provide call outs (rim elevation, inverts, pipe sizes, and CB types)for 3 ALL General " Water existing storm structures. This will be done in 60% plans 11. On sections of roadway with parallel storm systems, look into 3 ALL General __ Renton-Surface providing one trunk system with laterals. Done Water Renton-Surface 12. Verify proper catch basin spacing and ensure CBs are located at 3 ALL General Water street intersection curb returns to prevent runoff from flowing down the See gutter analysis with the Hydraulic Calculations side street, driveway, etc. We will replace any catch basins not in the gutter line with solid lids. To 3 ALL General Renton-Surface 13. Existing catch basins that will not be located in the proposed gutter replace these structures with Type 2 CBs is not within the scope of the Water line shall be replaced with Type II and solid lids. project. When redesigning the storm system for Basin D1 we will be eliminating/abandoning a lot of these lines&structures. 14. Storm systems conveying off-site flows outside of the street and The structures for the off site flows will remain behind the sidewalk.This was 3 ALL General Renton-Surface sidewalk cross sections should be minimized as much as possible to limit decided in a meeting between the ABAM, Renton and Newcastle. See James Water maintenance access issues. Wilhoit for a copy of the meeting minutes. 3 ALL general JPW Change sheet numbering system from Fig-XX to either sheet or other This seems like a good suggestion, will discuss and review prior to 60% naming system submittal 3 Fi -1 Vicinity Map JPW Shorten shading area on vicinity map Shortened to include project area only 3 Fig-2 JPW Is it ok to have 2:1 slopes? Changed to 3:1, Can be 2:1 if approved by city 3 Fig-2 JPW What is the fill material? Need to have in legend. Fill material called out on legend, type to be called out at 60% 3 Fig-2 general JPW Change pavement section depths in legend to match King County's Not done, it was decided that the City of Renton will not match King County's pavement sections. And use CSTC not CSBC pavement section. Using CSTC 3 Fig-3 JPW Top section-"Duvall Avenue NE/Coal Creek Parkway SE" add Done 3 Fig-3 JPW Middle section -"Duvall Avenue NE/Coal Creek Parkway SE" add Done 3 Fig-3 JPW Middle section -change stationing Revised 3 Fig-3 general JPW Change pavement section depths in legend to match King County's Not done, it was decided that the City of Renton will not match King County's pavement sections. And use CSTC not CSBC pavement section. Using CSTC 3 Fig-4 JPW Top section -"Coal Creek Parkway SE"only, not Duvall Ave NE Done 3 Fig-4 JPW Bottom section -"Coal Creek Parkway SE"only, not Duvall Ave NE Done 3 Fig-4 general JPW Change pavement section depths in legend to match King County's Not done, it was decided that the City of Renton will not match King County's pavement sections. And use CSTC not CSBC pavement section. Using CSTC 3 Fig-5 JPW Top section -"Coal Creek Parkway SE" only, not Duvall Ave NE Done 3 Fig-5 JPW Bottom section -"Coal Creek Parkway SE" only, not Duvall Ave NE Done 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 10 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig-5 general JPW Change pavement section depths in legend to match King County's Not done, it was decided that the City of Renton will not match King County's avement sections.And use CSTC not CSBC pavement section. 1.Why are existing underground telephone and power lines from 3 Fig 6 thru JPW base map survey not shown on plans? (actually,finished plans will Complete at 60% 16 have to show all the aerial stuff,to be moved or not,too 3 Fig 6 thru JPW instead? 2. Shouldn't bike lane symbols be on Channelization Plans as well or 16 Instead, they have been removed from all plans except Channelization plans 3 Fig 66thru JA Make sure bike lane symbols are per King Co. Stds. Symbols changed to King Co. Stds. "No Parking Bike Lane" signs are provided per King Co. Stds. See 3 Fig 6 thru JA MUTCD Millennium Edition Page 9C-8 Figure 9C-5 for typical pavement Symbols changed to King Co. Stds. 16 markings for bicycle lanes on 2-way street. Curb returns on roads in Will we need some kind of construction permits, turn back agreements or 3 uninc. King County(2 JPW Not necessary Fig-6 locations) something similar to do these? 3 Fig-7 B STA 187+65(33.50' LT) JPW Eliminate Driveway Ramp Cut- not needed. (also fig-34) Eliminated Home Owners Assoc Driveway ramp cut Figs-71 18 Curb returns on road on This road approach to be modified as part of Baxter Meadows & 34 Development, construction to be completed by 12/31/04. Revise our New development roadway will be added at 60%after completion of 3 west side vic.STA JPW 185+50 plans to accommodate developer's plans and to reflect new road roadway configuration as existing condition. Fig-9 Illustration of bus stop PCA Metro 3 relocation on eastside of Transit Adjusted concrete slab per Metro Duvall Fig-10 Illustration of bus stop PCA Metro 3 relocation on westside of Transit Adjusted concrete slab per Metro Duvall 3 Fig-11 West side sidewalk JPW Should be 5.5' instead of 6.5' to agree with ROADWAY Sections. Changed dimension 3 Fi -11 PC=203+96 JPW Shift lettering towards top of page to avoid conflict with stationing. Callout shifted 3 Fig-11 SE 100" PI Intersection JPW Need road name label. Labeled 3 Fig-12 Sta.210+00 KRW 1. The transition from 2-way center turn lane to an extruded curb Taper adjusted to 157.5', STA and offset locations at 60% seems rather abrupt(only 50' in length). Fig-12 2. It appears that at station 210+50 the existing roadway extends further 3 Sta. 210+00 KRW east than the proposed roadway. Why not utilize this existing roadway to Proposed alignment is used to meet horizontal curve requirements make an easier transition, or reduce the walls on the west side? 3 Fi -12 CURVE DATA JPW Curve as drawn does not appear to conform to this data. 3 Fi -13 Plan B.W. Do we need Bike Lane Symbols? Removed from sheet, shown on Channelization 3 Fig-14 JPW Identify City and County limits for King, Renton and Newcastle(also Fig All limits called out 25 &41 3 Fig-14 Sta. 217+50 KRW The interim transition seems rather abrupt,with numerous severe Will be reviewed for 60%submittal angles. 3 Fig-14 SE 95TH WAY Line JPW Add "ORIGINAL SURVEY ALIGNMENT" Actual alignment shown and now called out 3 Fig-15 SE 95TH WAY Line JPW Add"ORIGINAL SURVEY ALIGNMENT" Actual alignment shown and now called out 3 Fig-14 Vic. Sta. 216+00 RT LB Need more info in plans on relocation of May Creek Park Access May Creek Park Access Road info will be added at 60%when pond is Road finalized 3 Fig-15 _Sta.217+80 CCUD Three(3) CCUD meter boxes and services must be protected during Will be shown on 60%plans construction. Fig-15 At the proposed SE 95th Way intersection (which is north of this 3 Sta. 219+50 KRW project's limits), the west side sidewalks do not seem to align. What Will be reviewed for 60%submittal cross section will be carried across the new May Creek bridge? 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 11 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response Fig-15 Sheet 14 is the interim channelization tie to existing and sheet 15 is the City of Newcastle plans have changed and Newcastle will not be tie to Newcastle(future), SE 95th Way roadway will have to be adjusted 3 Sta. 219+50 JPW relocating SE 95th Way intersection, thus these sheets must be to accommodate the new features of Coal Creek Parkway SE (i.e. reconfigured to conform to Newcastle's future plan. superelevation.Alignment, and lane configuration). The adjustment of 95th Way will be reviewed and discussed before 60%submittal. Fig-15 QWEST existing manholes, underground conduits/cables, and 3 thru-25 Utility Plans QWST pedestals not shown on "Existing Utilities" Plans.This info should Will be shown on 60%plans be added and considered during design, especially of new sewer drains. (JPW note-these are shown on survey base maps) 3 Fi -17 Sta. 179+10 JPW Are CBs Type 1 or 2? Type II Fig 17 The Utility plans do not show any existing utilities in the profile portion. 3 thru 25 Utility Plans JDH Showing existing utilities will reveal elevation conflicts between utilities These utilities will be shown on the 60% package and give the contractor an idea of the depth of the existing utilities. There will be replacement of 3 Fig 17 Utility Plans J.T. Any Type I in a wheel path should be replaced with a Type II with a Believe solid locking lids should be used but replacing all existing cb's not in thru 25 25 locking ring and lid or be eliminated. scope of project Fig 17 Would like all water valves marked on the prints.Water Utility ° 3 thru 25 Utility Plans R.E.S. current) workingon replacing leaking2"water supply line. Will review for 60/° �+l Fig 17 Make sure sizes of storm drain lines of laterals are clear. Not 3 thru 25 Utility Plans JPW necessarily clear from profile since in most locations there are storm Will review for 60% lines on both sides of the road. 3 Fig-19 190+00 J.T. Replace Type I with Type II in wheel paths Believe solid locking lids should be used but replacing all existing cb's not in scope of project 3 Fig-19 STA 192+00 A.G. Proposed storm drain must avoid conflict with existing 12"water valve in Done. vault. Relocate storm drain away fr9m vault. 3 A.G. _'Renton will be installing approx¢��5�,teet of 12 inch water line from STA OK -, 197+25 to STA 2MV' �s Renton will be installing approx 185 feet of 12 inch water line from STA 3 t.� G. 204+75 to STA 206+55 to be constructed spring 2005 Will review plans for water line for 60% 3 Fig-19 STA 192+50 A.G. Potential grade conflict with existing hydrant stub and storm drain. Will review for 60% 3 Fi -19 STA 192+50 A.G. Lower existing 6"water Will be shown on 60% plans 3 Fi -19 STA 192+50 A.G. Show Detail of lowered 6"water Will be shown on 60% plans 3 Fi -21 201+40 to 203+20 JPW Overhead P/T/TV line indicated along west side of road is not existent. Done 3 Fi -22 201+40 to 203+20 JPW Overhead P/T/TV line indicated along west side of road is not existent. Done 3 Fi -22 203+00 thru 208+00 J.T. —Sumps should be as deep as possible to catch sediment before pond. Sumps shall meet city/county city/county regulations 3 Fig-23 211+00 J.T. Should be Type II with locking ring and lid in wheel path. (Is there a need Solid locking lids will be used but replacing all existing cb's to from Type 1 to for this structure?) Type 2 not in scope of project 3 Fig-25 -Sta. 217+80 CCUD Three (3) CCUD meter boxes and services must be protected during Will be shown on 60% plans construction. 3 Fig 25 JPW Identify City and County limits for King, Renton and Newcastle Located on plans 3 Fi -31 JPW Is profile needed from CB M10 to CB M11? Done, drainage system has been reconfigured. 3 Fig-33 Channelization Plan JA 1. Show Stop Sign @ SW corner of SE 107th PI/Duvall Ave NE I/S Will be shown on 60%plans 3 Fi -33 Channelization Plan JA 2. Lane line can continue without gap @ T-intersection A reed, Chan ed 3 Fig-33 Channelization Plan JA 3. Show solid approach line on SE 107th PI Changed 3 Fig 33 Channelization Plan Show City/State Std. Wheelchair ramps at intersections. Changed to State standards thru 39 3 Fig 33 Channelization Plan JA Show Channelization markings per City of Renton Std. H001 & H002. Markings changed, call outs at 60% thru 39 3 Fig-34 B STA 187+65 (33.50' LT) JPW Eliminate Driveway Ramp Cut- not needed. Eliminated Home Owners Assoc Driveway ramp cut d 3 Fig-34 Channelization Plan JA 1. Show Stop Signs @ NE corners of Duvall Ave NE I/S with NE 18th Will add at 60% PI & NE 18th St. 3 Fi -34 Channelization Plan JA 2. Lane line can continue without gap @ T-intersection. Gap removed 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 12 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fi -35 Channelization Plan JA See notes marked on sheet: Notes reviewed 3 Fi -35 Channelization Plan JA 1. Show City/State Std. Wheelchair ramps at intersections. Changed to State standards 3 Fi -35 Channelization Plan JA 2. Use reverse curve/remove one arrow. Reverse curve added 3 Fi -35 Channelization Plan JA 3. Move arrow such that tail is at STA 189+55 Moved 3 Fi -35 Channelization Plan JA 4. Install Stop Bar per City Std. H008 Added 3 Fi -35 Channelization Plan JA 5. Show Stop Signs @ NE&SW corners. Si ns at 60% 3 Fi -35 Channelization Plan JA 6. Show City/State Std. Wheelchair ramps at intersections. Chan ed to State standards 3 Fi -35 Channelization Plan JA 7. Is thru trafficpermitted? Right turn arrow removed 3 Fi -35 Channelization Plan JA 8. Move/remove arrow Moved and removed 3 Fig-35 Channelization Plan JA 9. See MUTCD Millennium Edition Page 9C-8 Figure 9C-5 for detail. Bike lane per MUTCD, signs at 60% 3 Fi -36 Channelization Plan JA See notes marked on sheet: Notes reviewed 3 Fi -36 Channelization Plan JA 1. Show City/State Std. Wheelchair ramps at intersections. Changed to State standards 3 Fi -36 Channelization Plan JA 2. Show Stop Sign @ NE corner of NE 21st St. I/S. Si ns at 60% 3 Fi -36 Channelization Plan JA 3. Show solid approach line on NE 21st St. Changed 3 Fi -36 Channelization Plan JA 4. Lane skip not required at T-intersection. Chan ed 3 Fig-36 Channelization Plan JA 5. Show crosswalk markings/signs/pedestrian activated signals Location advised by Traffic Study, City of Renton has some inquires that and advance pedestrian . Crossing signs. will be addressed prior to 60%submittal 3 Fi -36 Channelization Plan JA 6. Remove/relocate arrow. Moved and removed 3 Fig-36 Channelization Plan JA 7. Show reverse curve w/PT midway between NE 21 st St. AND NE Reverse curve added 23RD St. or @ Sta. 197+56. 3 Fig-36 Channelization Plan JA 8. Show METRO bus stop location and signs. Location advised by Traffic Study, City of Renton has some inquires that will be addressed prior to 60% submittal 3 Fi -36 Channelization Plan JA 9. Install Stop Bar per City Std. H008 Stop Bar will be installed if moving of crosswalk necessary 3 Fi -37 Channelization Plan JA See notes marked on sheet: Notes reviewed Fig-37 Location advised by Traffic Study, City of Renton has some inquires that 3 Channelization Plan JA 1. Mid-block crosswalk is not recommended. will be addressed prior to 60%submittal 3 Fi -37 Channelization Plan JA 2. Show Stop Sign @ SW corner of NE 23rd St. I/S. Signs at 60% 3 Fi -37 Channelization Plan JA 3. Remove/add arrow. Use State Std. Forspacing. TWLTL Arrows added 3 Fig-37 Channelization Plan JA 4. Show Channelization markings per City of Renton Std. H001 & Markings changed, call outs at 60% H002. 3 Fig-37 Channelization Plan JA 5. Show bike lane markings and "No Parking Bike Lane" signs per Markings shown, signs at 60% King Co. Stds. 3 Fi -37 Channelization Plan JA 6. Lane skip not required at T-intersection. Lane to continue thru T-intersection 3 Fi -37 Channelization Plan JA 7. Show solid approach line on NE 23rd St. Chan ed 3 Fi -38 Channelization Plan JA See notes marked on sheet: Notes reviewed 3 Fig-38 Channelization Plan JA 1. Show Channelization markings per City of Renton Std. H001 & Markings changed, call outs at 60% H002. 3 Fig-38 Channelization Plan JA 2. Show Stop Signs @ SW corner of NE 24th St. I/S and NE corner Signs at 60% of 100th St. I/S. 3 Fi -38 Channelization Plan JA 3. Show City/State Std. wheelchair ramps at intersections. Ramps updated 3 Fig-38 Channelization Plan JA 4. Show bike lane markings and "No Parking Bike Lane" signs per Markings shown, signs at 60% King Co. Stds. 3 Fi -38 Channelization Plan JA 5. Show solid approach line on NE 24th St. Changed 3 Fi -38 Channelization Plan JA 6. Lane skip not required at T-intersection. Lane to continue thru T-intersection 3 Fig-38 Channelization Plan JA 7. Remove/add arrow(distance of 2-way LT arrow per City of Renton Std. Changed H001). 3 Fig 39 Channelization Plan JA See Fig-38 comments Comments similar to sheet 38 thru 42 3 Fig-41 Vic. Sta.216+00 RT LB Need more info in plans on relocation of May Creek Park Access May Creek Park Access Road info will be added at 60%when pond is Road finalized 3 Fi -41 JPW Identify City and County limits for King, Renton and Newcastle shown on plans 3 Fi ure-41 Channelization Plan JA 1. Show bike lane markings and "No Parking Bike Lane" signs per g Kin Co. Stds. Markings shown, signs at 60% 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 13 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Figure-41 Channelization Plan JA 2. Transition lanes look too short and abrupt Transition changed from 50'to 157.5', label and station at 60% Fig-42 City of Newcastle plans have changed and Newcastle will not be 3 Sta. 219+50 JPW relocating SE 95th Way intersection, thus these sheets must be Sheet removed from package reconfigured to conform to Newcastle's future plan. 3 Fig-43 TYPICAL WEST LANE JPW Appears to have both the west and east lane closures. Delete the east Deleted CLOSURE PLAN lane closure. 3 Fig 43 & TRAFFIC CONTROL JA 1. IT'S should be ITS Changed 44 NOTES 3 Fig 43 & TRAFFIC CONTROL JA On the comment chart that James Wilhoit gave us there was not a#2, #3 or#4 44 NOTES comment. 3 Fig 43 & TRAFFIC CONTROL JA 5. Change THE NEAR EDGE to TOP Changed 44 NOTES 3 Fig 43 & SIGN PLACEMENT JA Change CONSTRUCTION to WORK Changed 44 SEQUENCE Note 1 3 Fig443& JA Show temporary channelizing devices to separate NB/SB traffic. Called out, symbols to be added at 60% Fig 43 & All ROAD 3 44 CONSTRUCTION AHEAD JA Change CONSTRUCTION to WORK Changed Signs 3 Fig 43 & All END CONSTRUCTION JA Change CONSTRUCTION to ROAD WORK Changed 44 Signs Fig 43 & Do TEMPORARY CONCRETE BARRIER, TRAFFIC BARRIER and 3 44 JPW CONCRETE TRAFFIC BARRIER all mean the same thing? If so, use Yes, changed to traffic barrier consistent terminology 3 Fig 43 PHASE Numbers JPW Is PHASE I on Fi 43 the same as on Fig-44? thru 46 g- Changed Sht 43 &45 have phase I & III, Sht 44 &46 have phase II & IV 3 Fig 43 PHASE Numbers JPW Is PHASE III Fi 43 the same as on Fig-45? thru 46 on 9- Changed Sht 43 &45 have phase I & III, Sht 44 &46 have phase II & IV 43 3 th g 46 PHASE Numbers JPW Is PHASE II on Fig-44 the same as on Fig-45? Changed Sht 43 &45 have phase I & III, Sht 44 &46 have phase II & IV 3 Fig-44 JPW Are Bike Lane markings needed on these sheets? No, removed from drawing 3 Fig-45 JPW Are Bike Lane markings needed on these sheets? No, removed from drawing Fig-45 PHASE II FIGURE Numbers referenced are incorrect and TEMPOARY is misspelled 3 CONSTRUCTION JPW should be TEMPORARY(Note 3) Corrected SEQUENCE Notes 10 Fig-45 PHASE III FIGURE Number referenced is incorrect and TEMPOARY is misspelled- 3 CONSTRUCTION JPW should be TEMPORARY Corrected SEQUENCE Note 1 Fig-46 PHASE 1 3 CONSTRUCTION JPW FIGURE Number referenced is incorrect. Corrected SEQUENCE Note 1 Fig-46 PHASE II NORTH is a confusing term. Replace it with RIGHT or replace NORTH 3 CONSTRUCTION JPW EDGE OF NEW SOUTHBOUND LANES with FUTURE CENTERLINE Corrected SEQUENCE Note 1 3 ALL general E. Fisher Where are the profiles for the whole project? Side street profiles to be added at 60% 3 ALL general E. Fisher Need detail sheets Will complete at 60% 3 ALL qeneral E. Fisher R/W needs to be shown on plan sheets: distances, etc R/W dimensioned on alignment sheets 3 ALL general E. Fisher Need tie point where existing RNV ties into new R/W alignment Will complete at 60% 3 ALL general E. Fisher Utility systems need to be shown on plans Not shown on alignment or channelization plans 3 ALL general E. Fisher Need to set a field meeting between conflicts Field meeting to be set up by City of Renton 3 Fig-1 Vicinity Map general E. Fisher Project limits need to be on vicinity map. Shown on plans 3 Fig-3 general E. Fisher Le end-use "CSTC" instead of"CSBC" Chan ed in le end If slope to exist ground is outside of R/W, will need slope or temp Slope easement shown on plans 3 Fig-3 general E. Fisher construction easement 3 Fig-3 general E. Fisher What is the fill material? Need to have in legend. Fill material added to legend,type of material at 60% 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 14 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig-3 general E. Fisher Why two roadway sections for same section, check stationing Stationing adjusted 3 Fig-3 general E. Fisher Don't put"NB" or"SB"on sections Removed from sheet 3 Fig-4 general E. Fisher Don't put"NB" or"SB" on sections Removed from sheet 3 Fig-4 general E. Fisher Top Section-What is this? refers to curb Block traffic curb type C, added to legend 3 Fi -13 general E. Fisher Need station and offset for proposed ROW-west Added to sheet 3 Fig-1 3 general E. Fisher Need station and offset for proposed ROW-east Added to sheet 3 Fig-1 3 general E. Fisher Need station and offset for proposed Wall-west Added to sheet 3 Fi -13 general E. Fisher Need station and offset for proposed Wall-east Added to sheet 3 Fig- 4 general E. Fisher What is the driveway at STA 219+45, the project ends at 217+63 Relocated parks driveway 3 Fig-14 general E. Fisher What is the line at STA 218+75 At 217+75 there is a lane stripe to tie-in to existing lane striping 3 Fig-14 general E. Fisher Profile-Why are there two lines Tangent lines removed 3 Fig-14 general E. Fisher Profile -Where is the line for the existing round Existing grade added 3 Fig-14 general E. Fisher Profile -Project ends at 217+63 ??? Proposed beyond project limit removed Sheet 14 is the interim channelization tie to existing and sheet 15 is the tie to Newcastle (future), SE 95th Way roadway will have to be adjusted to 3 Fig-15 general E. Fisher This is the same sheet as Fig-14 but more info. I would remove sheet 14 accommodate the new features of Coal Creek Parkway SE (i.e. superelevation. Alignment, and lane configuration). The adjustment of 95th Way will be reviewed and discussed before 60% submittal. 3 Fi -16 general E. Fisher Where is the alignment info for McDowell driveway. Information added 3 Fig-1 6 general E. Fisher Where is the curve data for McDowell driveway. Information added 3 Fig-1 6 general E. Fisher Will need an "ARD"to do work on private property. 3 Fi -16 general E. Fisher Profile- Is the 3.75% slope, based on mainline. Yes, this is the transverse slope at this location. 3 Fig-1 6 qeneral E. Fisher What is the station tie inpoint?? Station equation added In general, throughout the plans, I think this"B" practice is not used It is our intention to be consistent and this projects alignment will be labeled 3 ALL general J.London consistently and is potentially very confusing--especially down the "Road' "B„ STA when the intersection project is complete 3 Fig-14 general J.London Why is the SE 95th Way center line here? It is a existing centerline and shows it's relation to proposed project alignment 3 Fig-14 general J.London What is this driveway? Relocated parks driveway Sheet 14 is the interim channelization tie to existing and sheet 15 is the tie to What is the difference in purpose between this sheet&the previous Fig- Newcastle (future), SE 95th Way roadway will have to be adjusted to 3 Fig-15 general J.London 14 accommodate the new features of Coal Creek Parkway SE (i.e. superelevation. Alignment, and lane configuration). The adjustment of 95th Way will be reviewed and discussed before 60% submittal. 3 Fi -16 general J.London What is the shaded area? Slope, sight, drainage easements, added a legend 3 Fig-23 Drainage & Existing general J.London Show existing drainage facilities Done Utilities 3 Fig-25 Drainage & Existing general J.London Where do offsite flows currently go from here? That is still to be determined, a downstream analysis will be performed and Utilities included in the TIR. 3 Fig-25 Drainage &Existing general J.London Are we concentrating more flow at this outfall than under current No because we will have flow control. Utilities conditions? 3 Fig-25 Drainage&Existing general J.London Need details for outfall. Details will be provided at 60% Utilities 3 Fi 25 Drainage & Existing general J.London Where are onsite flows being split? The flows are no longer being split, comment no longer lies. g Utilities g g p g g p g pp 3 Fig-25 Drainage & Existing general J.London Outfall to Pond 131 needs to be lengthened into pond. Done. Utilities 3 Fi -27 Drainage details general J.London Enlarge Pond Detail Done, increase to 20 scale. 3 Fig-46 general J.London Note#3-These are needed for construction of detention pond too, this Notes Revised. step should be 1st 3 3 ALL general Mark Fisher Profile-grid is too dark need better contrast. Reviewing and will update at 60% 3 3 ALL general Mark Fisher Street names bolder A reed and changed 3 3 ALL general Mark Fisher Need better contrast between existing and proposed. Reviewing and will update at 60% 3 3 ALL general Mark Fisher I At 70% need: Legend Complete at 60% 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 15 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 3 ALLgeneral Mark Fisher At 70%need: Summary of quantities Complete at 60% 3 3 ALLgeneral Mark Fisher At 70%need: Su erelevation Diagram Com fete at 60% 3 3 ALLgeneral Mark Fisher At 70%need: Legend Complete at 60% 3 ALL general Mark Fisher Complete at 60% 3 ALL general Mark Fisher Complete at 60% 3 ALL general Mark Fisher Complete at 60% 3 Fig-1 Vicinity Map general Mark Fisher Put all three city limits on map Added to plans 3 Fig-1 Vicinity Map general Mark Fisher Put begin and end stations of project On vicinity-map 3 Fig-1 Vicinity Map general Mark Fisher Need King County PE Stamp Complete at 60% 3 Fig-1 Vicinity Map general Mark Fisher Need Ber er/ABAM PE Stamp Complete at 60% 3 Fig-1 Vicinity Map general Mark Fisher Need King County Logo Complete at 60% 3 Fi -1 Vicinity Map general Mark Fisher Need TO Logo Complete at 60% 3 Fig-2 eneral Mark Fisher Need wall details Complete at 60% 3 Fig-2 general Mark Fisher Need to add fill material to legend Fill material on legend, material itself at 60% 3 Fig-2 qeneral Mark Fisher Top Section- Delete "varies" put"xx'-xx', TYP" Numerical widths added 3 Fig-2 general Mark Fisher Top Section - Instead of CL put RNV, construction CL TYP This verifies the alignment centerline 3 Fig-2 qeneral Mark Fisher Top Section -Add "R/W"to outside dimension Added to lans 3 Fig-2 qeneral Mark Fisher Top Section -Add width of ROW on outside Added to plans 3 Fig-2 general Mark Fisher Top Section -Slope easement?? Insert Added to plans 3 Fig-2 general Mark Fisher Bottom Section -Verify and check dimension of 83' Chan ed to 91.5' 3 Fig-2 general Mark Fisher Bottom Section - 6% MAX slope does not match super dia. >6%at Will adjust to 6%at 60% 203+00 3 Fig-2 qeneral Mark Fisher Bottom Section-add " Coal Creek Parkway SE" Added to plans 3 Fig-2 general Mark Fisher Needs scale bar Added to plans 3 Fig-2 qene.ral Mark Fisher Needs NTS ?? Scale 1"=20' 3 Fig-2 general Mark Fisher Delete scale on border box Scale bar per City of Renton title block 3 Fig-2 qeneral Mark Fisher Note#2-221+90 per last submittal super diagram? Reviewed note to read 217+63 3 Fig-2 general Mark Fisher Note#2- Reference super diagram Super diagram to be on 60% 3 Fi -3 general Mark Fisher Show 11.5'clear zone 203+90 to 209+80 LT Will investigate and include with 60% 3 Fig-3 general Mark Fisher Top and middle section are the same except R/W width and retaining Will review for 60% wall. Suggest coming up with a cleaner dwg by combining 3 Fig-3 general Mark Fisher Top Section-missing coverage 208+00 to 208+70, Wall ?? clarified 3 Fig-3 general Mark Fisher Need wall details for middle and bottom section Complete at 60% 3 Fig-3 general Mark Fisher Need wall begin and end stations Complete at 60% 3 Fig-3 general Mark Fisher Handrail required for wall if over 30" noted on section, location on 60% 3 Fig-3 general Mark Fisher 6%max does not fit super elevation diagram. Complete at 60% 3 Fig-4 general Mark Fisher Need wall details Complete at 60% 3 Fig-4 general Mark Fisher Need wall begin and end stations Transferred from plan sheets 3 Fig-4 general Mark Fisher Verify 6%max on superelevation diagram Complete at 60% 3 Fig-4 general Mark Fisher Need detail for curb Complete at 60% 3 Fig-4 general Mark Fisher Need curb material on legend Complete at 60% 3 Fig-4 general Mark Fisher Both sections are similar except for retaining wall on right Will review and complete at 60% 3 Fig-5 general Mark Fisher ??215+40, extruded curb ends Fi -40 No, ends at B Sta 217+25 3 Fig-5 general Mark Fisher End wall stationing Complete at 60% 3 Fig-5 general Mark Fisher Figure 14 show that the section ends at 217+63 but stationing on section Noted and changed does not match this. 3 Fig-6 qeneral Mark Fisher Begin Project text bolder Line wei ht thickened 3 Fig-6 qeneral Mark Fisher Verify Renton King County limits at NE 107th Verified 3 Fig-6 general Mark Fisher Street names bolder Line weight thickened 3 Fi -6 general Mark Fisher Profile- grid is too dark need better contrast. Review for 60% 3 Fig-6 general Mark Fisher Need property owner and tax lot ID Complete at 60% 3 Fig-6 general Mark Fisher All Curb returns added, contrast to best possible, contrast better with full size sheets 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Recelved\ABAM Comment_MASTER.As Page 16 of 21 • Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig 66thru general Mark Fisher All dimensions should be perpendicular to CL of ROW(fig7) Agreed,will review for 60% 3 Fig 66thru general Mark Fisher Need curb return radii on plans Curb returns added, contrast to best possible, contrast better with full size sheets 3 Fig 66thru general Mark Fisher Incorrect ADA Ramps, review Reviewed and revised 3 Fig 66thru general Mark Fisher Need section township and range Added 3 Fig 10 general Mark Fisher Need STA and Offset for Bus stop detail Northwest corner located 3 Fig 10 general Mark Fisher Show existing utilities on this plan Utilities located on utility Ian 3 Fig 10 general Mark Fisher Don't need scale, cover with scale bar. Scale under Plan/Profile standard typ. 3 Fig 10 general Mark Fisher Profile- Identify and call out street and DW centerlines. Will be called out at 60% 3 Fig 10 general Mark Fisher Profile-Call out RC and KC limits Callout added 3 Fig 10 general Mark Fisher Profile-See plans, unsure of comments Quantities at 60% 3 Fig 10 general Mark Fisher B alignment will be the only alignment shown for 100% After ROW takes purchased 3 Fig 10 general Mark Fisher Cover drainage easement in a legend Added to legend 3 Fig 10 general Mark Fisher Cover property line in a legend Added to legend 3 Fig 10 general Mark Fisher R/W CL= Const CL Equations will be added at 60% 3 Fig 11 general Mark Fisher Curb Radius Callout Curb returns added 3 Fig11 general Mark Fisher Needs"Coal Creek ParkwaySE"on roadwayAdded t drawing 3 Fig11 general Mark Fisher Need station equation from exist RW CL to Construction CL Equations will be added at 60% 3 Fig 11 general Mark Fisher Missing dimension for drainage easement Included in ROW laps submted 3 Fig11 general Mark Fisher Need existingit contours Contours added, labeling a ted 3 Fig11 general Mark Fisher Need existingutilities Utilities located on utility Ian 3 Fig 11 general Mark Fisher Verify ocket lengths against final approved traffic report Finalize lengths at 60% 3 Fig 12 general Mark Fisher Need existing contours Contours added, labeling at 60% 3 Fig 12 general Mark Fisher Need existing utilities Utilities located on utility Ian 3 Fig 12 general Mark Fisher Verify pocket lengths against final approved traffic report finalize lengths at 60% 3 Fig 12 general Mark Fisher STA 210+25 needs refuge for left turn from Mc Dowell DW No left turn from McDowell DW allowed 3 Fig 12 general Mark Fisher Tag Walls with letters or numbers Wall identifiers will be added at 60% 3 Fig 12 general Mark Fisher Wall XX' Wall identifiers will be added at 60% 3 Fig 12 general Mark Fisher Reference wall to roadway section Walls will be finalized at 60% 3 Fig 13 general Mark Fisher Need existing contours Contours added, labeling at 60% 3 Fig 13 general Mark Fisher Need existing utilities Utilities located on utility Ian 3 Fig 13 general Mark Fisher Radius has been reduced from original submittal. Revise and or verify Cross section width changed so centerline radius changed-traveled way radius from original submittal R=531.5' still the same 3 Fig 13 general Mark Fisher Profile-add VC Vertical curve added to_profile 3 Fig 14 general Mark Fisher Transition is too short Transition temporary, will review for 60% 3 Fig 14 general Mark Fisher Need Street name Street names added 3 Fig 14 general Mark Fisher Bolder"End of Project" Done 3 Fig 14 general Mark Fisher x-ref pond in Draina e facilities are in drawings 17-31 3 Fig 14 general Mark Fisher Show city/county lines/limits All limits called out 3 Fig 14 general Mark Fisher Profile : Fig-5 section shows end at 217+13 Changed to STA 217+63 Sheet 14 is the interim channelization tie to existing and sheet 15 is the tie to Newcastle (future), SE 95th Way roadway will have to be adjusted to 3 Fig 14 general Mark Fisher Profile : Fig-14 same as fig-15 other than SE 95th Way accommodate the new features of Coal Creek Parkway SE (i.e. superelevation. Alignment, and lane configuration). The adjustment of 95th Way will be reviewed and discussed before 60% submittal. 3 Fig 14 general Mark Fisher Profile : CL matches , does su erelevation fit? Super will temporary need to transition to existing 3 Fig 14 general Mark Fisher Profile : Transition adequate Transition temporary, will review for 60% 3 Fig 14 general Mark Fisher Profile : Where is the existing round line? Existing round shown and labeled 3 Fig 14 general Mark Fisher Need station equation E uations will be added at 60% 3 Fig 16 general Mark Fisher Is this the old DW? STA 206+20 Referring to 206+20, yes this is the old McDowell driveway 3 Fig 16 general Mark Fisher What is the shaded area? Need a legend or on ROW plan. Legend added 3 Fig 16 general Mark Fisher Need Station and offset for proposed driveway Will add station equation at 60%submittal 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments ReceivedWBAM Comment_MASTER.As Page 17 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig 16 general Mark Fisher STA 210+25 needs refuge for left turn from Mc Dowell DW No left turn from McDowell driveway 3 Fig 16 general Mark Fisher Profile: Info unclear Information has been clarified on drawing 3 Fig 16 general Mark Fisher Survey TOPO?? Contours added, labeling at 60% 3 Fig 17 Drainage & Existing general Mark Fisher Need flow arrows into outfall Comment no longer apllies. No longer have pond on south end. Utilities 3 Fig 18 Drainage& Existing general Mark Fisher Is there no other PSE Gas on project No there are gas lines further south on Duvall Ave, out of the project limits. Utilities 3 Fig 17 Drainage & Existing general Mark Fisher Need structure numbers on all CBs Done thru 25 Utilities 3 Drainage &Existing general Mark Fisher need structure notes at 70% OK Utilities 3 Drainage &Existing general Mark Fisher label pipe size, type, length slope, Done Utilities 3 Fig 21 Drainage&Existing general Mark Fisher STA 199+80 West, are these SD part of the existing system? No the are part of the proposed off site system. See drainage laterals in plan Utilities sheets. 3 Fig 21 Drainage&Existing general Mark Fisher Is this existing offsite flow? Yes, see lateral profile that are now included. Utilities Drainage & Existing Comment no longer apllies. Moved Cb but also offsets have changed because 3 Fig 21 Utilities general Mark Fisher Check offset to CB CL, 31.25' RT TYP we are now using Type 2 Grate Inlets. 3 Fig 21 Drainage & Existing general Mark Fisher Telephone/MH potential conflict, STA 201+40 RT Have adjusted storm system. Utilities Drainage & Existing o 3 Fig 21 Utilities general Mark Fisher Profile: Does slope= 00/o This was incorrect. See lateral profiles in plan set. 3 Fig 21 Drainage &Existing general Mark Fisher Profile: What about CB#12 See lateral profile that are now included. Utilities Drainage &Existing 3 Fig 22 Utilities general Mark Fisher Need Profile of offsite conveyance Done 3 Fig 22 Drainage &Existing general Mark Fisher Are all these CB's really required STA 203+00 to 206+00 Yes, see gutter analysis provided in Appendix B, Volume 1 Utilities 3 Fig 22 Drainage &Existing general Mark Fisher STA 206+50 Westside, is this existing or proposed Proposed on site. Utilities 3 Fig 22 Drainage &Existing general Mark Fisher Is this CB needed in the middle of NE 24th St Moved to different location. Utilities 3 Fig 22 Drainage &Existing general Mark Fisher STA 250+60, need stationing and offset for CB on east side Done, See lateral profiles in plan set. Utilities 3 Fig 22 Drainage&Existing general Mark Fisher CB M16-Check invert for , seems to be reversed in/out Updated to reflect new changes. Utilities 3 Fig 22 Drainage&Existing general Mark Fisher STA 204+10 RT, is this an aerial power line Yes , we are waiting on verification from the utility companies on the existing Utilities utilites in the area. 3 Fig 22 Drainage &Existing general Mark Fisher STA 204+10 RT, potential conflict between CB and power line Yes but the power line is going to be relocated, also it is an aerial power line. Utilities 3 Fig 22 Drainage &Existing general Mark Fisher East side, is this a drainage easement, line type typical Changed Utilities 3 Fig 22 Drainage &Existing general Mark Fisher PSE GAS? None. Utilities Drainage &Existing 3 Fig 22 Utilities general Mark Fisher Need Profile of offsite conveyance Done 3 Fig 22 Drainage &Existing general Mark Fisher Is there offsite runoff from NE 100th St Yes Utilities 3 Fig 22 Drainage &Existing general Mark Fisher CB M17- Max Depth for Type I CB is 5' revise and check as needed, Done. Utilities Type I preferred 3 Fig 22 Drainage & Existing general Mark Fisher Profile-Need pipe types/sizes on profiles Done. Utilities 3 Fig 23 Drainage &Existing general Mark Fisher Need to move leader for MH Text STA 207+80 Done. Utilities 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 18 of 21 • Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig 23 Drainage & Existing general Mark Fisher Profile-CB M33- Is the invert out a typo??, check Fig-32 Updated to reflect new changes. Utilities 3 Fig 23 Drainage & Existing general Mark Fisher Profile-Are the pipe sizes decreasing as we go downstream? This was incorrect, changed. Utilities 3 Fig 23 Drainage & Existing general Mark Fisher Need existing culvert crossing at STA 208+00 Done Utilities 3 Fig 24 Drainage & Existing general Mark Fisher Check Offset for CB at STA 213+02 Done Utilities 3 Fig 24 Drainage & Existing general Mark Fisher CB STA 215+32, Is this M39 Deleted this CB. Utilities 3 Fig 24 Drainage& Existing general Mark Fisher Profile-Should the pipe between CB M33 and CB M36 the right size? Updated to reflect new changes. Utilities 3 Fig 24 Drainage & Existing general Mark Fisher Profile- CB M35, Are the inverts correct? Updated to reflect new changes. Utilities 3 Fig24 Drainage & Existing general Mark Fisher Profile-Rim appears high, check/verify against su erelevation diagram Updated to reflect new changes. Utilities g pp g y g p g p g 3 Fig 25 Drainage & Existing general Mark Fisher Is this the emergency overflow? Yes, called out on Drawing 27. Utilities 3 Fig 25 Drainage& Existing general Mark Fisher Need details of outfall. Will be in 60% after downstream analysis for TIR is complete. Utilities 3 Fig 25 Drainage & Existing general Mark Fisher Profile- Need CB at STA 218+03 on profile Drainage system reconfigured. Utilities 3 Fig 26 Drainage Details general Mark Fisher Industry standard is triangle at top of berm pointing downward, revise on Done all sheets 3 Fig 26 Drainage Details general Mark Fisher Is the berm in the middle an overflow? No 3 Fig 26 Draina a Details general Mark Fisher On section bubble, callout what sheet this is from Done 3 Fig 26 Drainage Details general Mark Fisher Call out Cell #1 &#2 on typical section. Done. 3 Fig27 Drainage Details general Mark Fisher This detail/plan should be at least a 20 scale. Done 3 Fig 27 Draina a Details qeneral Mark Fisher What is this access 15%? Chan ed to 7H:1V, access roadfor maintenance 3 Fig 27 Drainage Details general Mark Fisher Need details of birdcage with control structure All drains e details will be provided in 60% 3 Fig 27 Drainage Details general Mark Fisher Call out begin and end of walls Will call out at 60% 3 Fig 27 Drainage Details general Mark Fisher On section bubble, callout what sheet this is from Done 3 Fig 27 1 Drainage Details general Mark Fisher 1":50' Scale to small Chan ed. 3 Fig 27 Drainage Details qeneral Mark Fisher Section-Why is there no overflow orspillway? It is on the plans, details will be provided at 60% 3 Fig 27 Drainage Details general Mark Fisher Section-Call out bottom and top elevations Not Done, done in plan view in same drawing. 3 Fig 27 Drainage Details general Mark Fisher Section-Verify volume versus calcs and report Done 3 Fiq 27 Drainage Details general Mark Fisher Section -Where is the outfall structure on section? Done 3 Fig 27 Drainage Details general Mark Fisher Section-What is the wall materials? Not known at this time. Will be in 60% 3 Fig 27 Drainage Details general Mark Fisher Show city/county city/county limits Done 3 Fiq 32 Drainage Laterals general Mark Fisher CB M33, does not match figure-23 Drainage system reconfigured. 3 Fiq 32 Drainage Laterals general Mark Fisher Check CB m38 & M39, see comments on sheet Drains e system reconfigured. 3 Fig 46 Construction Sequence general Mark Fisher Turn off minor contours, too cluttered minor contours turned off 3 Fig 33 Channelization Plans general KC-Traffic 8 inch white painted stripe Will call out at 60% thru 42 3 Fig 33 Channelization Plans general KC -Traffic Generally we use"sheet" instead of"figure" All plans have been renumbered thru 42 Fig 33 Show pocket length, expand xclip further to east/west so tapers can Channelization plans will be widened at 60%submittal to show extents 3 thru 42 Channelization Plans general KC -Traffic be reviewed of east/west roadways. 3 Fig 33 Channelization Plans general KC -Traffic Show and label existing striping and edge of pavement dimensioned,will label at 60% thru 42 3 Fig 33 Channelization Plans general KC -Traffic Need radius's on curb returns radius's added th ru 42 3 Fig 33 Channelization Plans general KC -Traffic Need match line on SE 107th PI Review alignment and complete at 60% thru 42 3 Fig 33 ALL general KC -Traffic ADD stamps, KC too ro ect No. t thru 42 g p g P 1 YP complete at 60% 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.xis Page 19 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fig 33 Channelization Plans KC-Traffic SE 107th PL, have we approved a variance for 8'wide lanes, need either will use 2-12'and 1-11' lanes thru 42 2-12'lanes out and 1-1 V in, or 2-1 V in 3 Fig 33 Channelization Plans KC-Traffic It appears that SE 107th PI is=being widened from 22'to 25', show complete at 60% thru 42 full extent of widening on chan plans 3 Fig 33 Channelization Plans 70% KC -Traffic 1. Label all striping with notes complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC-Traffic 2. Label begin/end tapers w stations and offsets complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC -Traffic 3. Label arrows, include bike lane symbol and a legend complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC -Traffic 4. Label Radius complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC -Traffic 5a. Show existing striping as half-tone. complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC -Traffic 5b. Change double yellow centerline line type, see fig-33 for complete at 60% thru 42 explanation 3 Fig 33 Channelization Plans 70% KC -Traffic 6. Label all street and driveways complete at 60% thru 42 3 Fig 33 Channelization Plans 70% KC -Traffic 7. Show lane width on all sheets complete at 60% thru 42 3 Fig 34 Channelization Plans general KC -Traffic STA 150+50 RT, is this road in King County or Renton? Label Labeled 3 Fiq 36 Channelization Plans general KC-Traffic Lane widths? Labeled 3 Fig 36 Channelization Plans general KC-Traffic Have leader on right side of page but it does not go with any text, should Removed be on next page. 3 Fig 37 Channelization Plans general KC -Traffic Lane widths? Labeled 3 Fig 37 Channelization Plans general KC-Traffic Need a more distinguishable line type for county/city limits, can't see Labeled clear) 3 Fig 38 Channelization Plans general KC-Traffic Lane widths? shown on plans 3 Fig 38 Channelization Plans general KC-Traffic Show and label driveway Labeled 3 Fig 38 Channelization Plans general KC -Traffic No gap in striping at 100th St Gap removed 3 Fig 38 Channelization Plans general KC-Traffic Change to a TWLTL and 100th St Ga removed, changed to TWLTL 3 Fig 38 Channelization Plans general KC-Traffic Need variance for 10' lanes and a 50' pocket length 11'min lanes, pocket lanes recommended by traffic stud 3 Fig 38 Channelization Plans general KC -Traffic Show extent of widening shown 3 Fig 38 Channelization Plans general KC-Traffic Label Street Labeled 3 Fig 39 Channelization Plans general KC-Traffic Lane widths? shown on plans 3 Fig 39 Channelization Plans general KC-Traffic Show New Castle city limits on all applicable sheets shown on applicable sheets 3 Fig 39 Channelization Plans general KC -Traffic Label Driveway Labeled 3 Fig 39 Channelization Plans general KC-Traffic What is this? It is not there now? Proposed McDowell driveway 3 Fig 39 Channelization Plans general KC -Traffic CL STA 210+08 - Required taper rate is PSC:1. Changed to required taper rate 3 Fig 39 Channelization Plans general KC-Traffic CL STA 210+08-The length of the taper should be 6*35=210', not so taper rate 4.5'x 35' = 157.5' 3 Fig 40 Channelization Plans general KC -Traffic Are we prohibiting lefts in and out of this driveway? No driveway on sht 40, restricting left out of driveway on sht 39 3 Fig 40 Channelization Plans general KC -Traffic Label DW Not a driveway 3 Fiq 40 Channelization Plans general KC-Traffic Lane widths? shown on plans 3 Fig 41 Channelization Plans general KC -Traffic STA 219+45, is this May valley Road? no, reconstructed parks driveway 3 Fig 41 Channelization Plans general KC-Traffic No x-hatchingCross hatching removed. 3 Fig 41 Channelization Plans general KC -Traffic No angle points should be used Review tapers of 60% 3 Fig 41 Channelization Plans general KC -Traffic Use correct bikesymbol and legend at correctspacing corrected, locate at 60% 3 Fig 41 Channelization Plans general KC -Traffic Shift taper, L=shift*PSL, STA 217+50 RT Review and correct at 60% 3 Fig 41 Channelization Plans general KC -Traffic You can use a trailing taper of 3*PSL here(95'),Refer to KCRS for Review and correct at 60% proper design, STA 217+50 LT 3 Fig 41 Channelization Plans general KC -Traffic Probably a better design would be to add a lane at 95th City of Newcastle plans have changed and Newcastle will not be relocating SE 95th Way intersection. 3 Fig 41 Channelization Plans general KC -Traffic Center line taper, can't do a shift taper this extreme Will review tie into existing at 60% 3 Fig 41 Channelization Plans general KC -Traffic Label SE 95th Way Labeled 3 Fig 42 Channelization Plans general KC -Traffic Label SE 95th Way Labeled 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 20 of 21 Volume Page Heading Paragraph Reviewer Comment Designer Response 3 Fiq 42 Channelization Plans general KC -Traffic Lane widths? Labeled 3 Fiq 42 Channelization Plans general KC -Traffic Label all roads Labeled 3 Fiq 42 Channelization Plans general KC-Traffic need existing and proposed for SE 95th Way Labeled 3 Fig 43 Traffic Control Plan general KC -Traffic Add Note#9 - "Grind Remove marking that don't apply" Note added 3 Fig-43 Traffic Control Plan general KC -Traffic Top Plan - Change "plastic" stripe to "paint" stripe changed 3 Fig 43 Traffic Control Plan general KC -Traffic Top Plan - 220' shift taper Labeled 3 Fiq 43 Traffic Control Plan general KC -Traffic Top Plan - Change si na e, see plans for details Changed 3 Fiq 43 Traffic Control Plan general KC -Traffic Bottom Plan - Change si na e, see plans for details Changed 3 Fig 43 Traffic Control Plan general KC -Traffic Bottom Plan - Change striping, see plans for details Changed 3 Fiq 44 Traffic Control Plan general KC -Traffic Top Plan - Change si na e, see plans for details Changed 3 Fig 44 Traffic Control Plan general KC -Traffic Bottom Plan - Change si na e, see plans for details Changed 3 Drainage general Mark Wilgus 27. Sheet Fig-1:Please show the approximate location of the Icing County/City of Renton line on the vicinity map. We have shown the county/city limits on the plans. 3 Drainage general Mark Wilgus 28. Sheet Fig-2 through 5:Section views should show proposed drainage concept in section view. We will add this to 60%. 3 Draina general Mark Wilgus 29. Label all intersecting street names. Done 3 Drainage general Mark Wilgus 30. Show all existing drainage features in plan and profile:pipes,catch basins,ditches,etc. Done 3 Drainage general Mark Wilgus 31. Put flow direction arrows on the proposed system. Will be done for 60% 3 Drainage general Mark Wilgus 32. All catch basins in the plan view should be numbered. Done 3 Drainage general Mark Wilgus 33. Existing drainage should be shown in a lighter,"ghosted"shading. Existing drainage features(CB's,pipes,ditches,etc.) We will be adding all existing utilites to the profiles for 60% should be labeled as"existing"in the plan and profile views. 3 Drainage general Mark Wilgus 34. The proposed offsite runoff system should be shown in plan and profile with all pertinent information included. Done 3 Drainage general Mark Wilgus 35. If lateral pipe information is shown on later sheets,please indicate where it is to be found by using a note. Done 3 Drainage general Mark Wilgus 36. Sheets showing lateral pipes should include CB type,size(if type 2),station,offset,pipe type,diameter,slope,length,invert elevations,and rim elevations. Done 3 Drainage general Mark Wilgus 37. Pipe information should be shown on the plans and include length,type,diameter,and slope. Done 3 Drainage general Mark Wilgus 38. Catch basin information should be shown on the plans and include type,size(if type 2),station,offset,invert elevations with All done except for calling out as locking lids. This will be done for 60% plans directions noted,catch basin number,and rim elevation. Lids should called out as locking lids. 3 Drainage general Mark Wilgus 39. If depth from rim to invert elevation is greater than 5 feet,a type 2 catch basin is required. Several CB's on many of the Done sheets have greater than 5'depth from rim to invert—please assess that the conveyance line cannot be shallowed in order to use smaller,less expensive type 1 catch basins. If not,call out type 2 CB's where depth to invert exceeds 5 feet. 3 Drainage general Mark Wilgus 40. Show grade lines for the road on the plan view to indicate crown or superelevation locations. Will update dtext in 60%. 3 Drainage general Mark Wilgus 41. Sheet Fig-22:Why are the catch basins spaced so tightly from station 202+88 to station 207+76? Please justify. What is the A gutter analysis was performed. We have increased the spacing but only slightly. purpose of the type 1 CB at station 202+88? What is it draining? Where is the plugged CB that is mentioned in the design The gutter analysis calculations can be found in appendix B of volume 1. report? 3 Drainage qeneral Mark Wilgus 42. Sheet Fig-23:CB M33 has a typo for the invert elevation out. Changed this CB, should now have correct inverts. 3 Drainage general Mark Wilgus 43. Sheet Fig-23:MH Type 2 at 207+80:The leader points to nothing. Moved leader to correct structure 3 Drainage general Mark Wilgus 44. Sheet Fig-23:The profile indicates that pipes are being downsized starting from CB M33. Please assess. This has been corrected 3 Drainage general Mark Wilgus 45. Sheet Fig-24:Typo for invert out at CB M37. This has been corrected Details for the outfall will be provided in the 60% plans after the downstream analysis 3 Drainage general Mark Wilgus 46. Sheet Fig-25:The outfall should be labeled. Provide a detail if it is proposed. Clarify if it is existing or proposed. Is performed. 47. Sheet Fig-25:Provide plan and profile information for the outfall pipe from the pond;for the onsite bypassed conveyance We no longr have a flow splitter. We will be treating both the existing and new 3 Drainage general Mark Wilgus line;and for the pipe along the east side of the roadway that appears to dead end. What is happening at this apparent dead end,or impervious surfaces as well as converted pervious surfaces. does CBM40 have another lower outlet not shown? Arrow shown from pond to flow splitter CB is pointing the wrong way. 3 Drainage qeneral Mark Wilgus 48. Sheet Fig-25:The listed invert elevations on this sheet don't match the elevations shown on the vertical scale. Profiles have been updated. 49. Sheet Fig-27:The pond should be shown at a larger scale with all pertinent details including 2 section views per the 1998 3 Drainage general Mark Wilgus KCSWDM. Note that a rough calculation of the volume shows the pond to be undersized relative to that required by the design Changed to 20 scale. report. See prior comments regarding wetpond being unacceptable stand alone water quality facility per the 2001 DOE manual. Clearly label the property lines. A combination detention pond/constructed treatment wetland should be considered. 0:\2004\FAPWT-04-032\ENGR\Design Report\Comments Received\ABAM Comment_MASTER.As Page 21 of 21