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22420 93RD PL W.PDFiiiiiiiiiiii 9128 22420 93RD PL W 9740 Evergreen Way * Everett, Washington 98204 WESTERN NGINEERS & SURVEYORS SURVEYORS - ENGINEERS - LAND USE CONSULTANTS December 8,'2015 City of Edmonds (425) 356-2700 FAX (425) 356-2708 STREET FILE RESUB DEC 14 2015 BUILDING DEPAR7MBiT CrTY OF EOWNDS Attn: Jerry Shuster 121 5 th Avenue North COMPUIES WITH APPLICABLE Edmonds, WA 98020 C --STOI�� CODE Subject: Roof Drain Infiltration Sizing, BLDG20151168 Dear Mr. Shuster: Oate:, Below is a summary of the proposed roof drain infiltration system design in conjunction with the city's LID stormwater handout #E72B. Per geotech report provided by Batterman Geotechnical of Woodinville, WA, the site contains sandy to loamy sand type soils with approximately 24" depth of soil prior to hardpan. Per geotech recommendations, a design infiltration rate of 0.5 in/hr shall be used. Based on the geotech info, along with info provided in the city's LID Stormwater Handout #E72B, approximately 235.75 LF of 2' wide trench (471.5 sf. footprint) was calculated for conveyance of the proposed roof area on -site. Due to existing grades on -site, along with elevational design issues with the city's 25' max building height requirement, we've elevated to consolidate the infiltration trench into a single system. Thought the DOE Stormwater manual bases infiltration trench design on footprint square footage, per city's request a separate infiltration sizing calculation has been prepared to show that the consolidated single infiltration trench meets or exceeds the city's guidelines for infiltration sizing. Note that the proposed infiltration trench for development (8'x6O' or 480 sf. footprint) is slightly larger than the minimum footprint required per the LID sizing handout. Per WWHM2012 stormwater modeling program, an 8'x6O' infiltration trench has been sized to meet streambank erosion control requirements for undeveloped arbitrary basin that roughly matches the allowable 10 year release rate as specified in the LID handout (i.e. developed 10 year release rate of 0.25 cfs. x impervious area or 0.02175 cfs.). This is due to the fact that once the infiltration trench is sized large enough to result in 0 cfs. peak yearly storm events, the program is unable to calculate the yearly developed flow rates (as verified by Joe Brascher of Clear Creek Solutions, WWHM program designer). With the designed infiltration trench matching streamback flow control of undeveloped basin, the proposed infiltratin trench has been shown to meet the 10 year developed runoff rate thresholds as specified in the LID handout. Note that the developed 2 year— 100 year release rates calculated by the WWHM2012 not are correct. See email attached for verification of this program design flaw. LAND USE CONSULTANTS * CIVIL ENGINEERS * LAND SURVEYORS * ENGINEERING CORPORATION RAIDSERVER\2015\1 51467A RONGMENGWEERING0minage Cale Summary Letter VWESTERN NGZNEERS & I SURVEYORS SURVEYORS - ENGINEERS - LAND USE CONSULTANTS 9740 Evergreen Way * Everett, Washington 98204 (425) 356-2700 FAX (425) 356-2708 Refer to the following pages for WWHM2012 infiltration trench sizing calculations along with email from WWHM program designer regarding inability for the WWHIVI program to compute correct yearly developed storm release rates as specified in the LID Handout sizing requirements. Sincerely Jesse Jarrell, P.E. Project Manager LAND USE CONSULTANTS * CIVIL ENGINEERS * LAND SURVEYORS * ENGINEERING CORPORATION RAIDSERVER\2015\151467A RONGVE\ENGINEERING\Drainage Calc Summary Letter Jesse Jarrell From: Joe Brascher <brascher@clearcreeksolutions.com> Sent: Thursday, December 03, 2015 2:12 PM To: Jesse Jarrell Subject: RE: Infiltration Trench Sizing I think the issue here is that the more you infiltrate the more zero years you get. This causes a steeping frequency curve which in turn gives you higher frequency results. If you look at the actual annual peaks and not the statistical results you can see that the flows are small. The frequency results become invalid you once you get a certain number of zero value years. Joseph T. Brascher President/CEO Clear Creek Solutions Inc. 360.943.0304 www.clearcreeksolutions.com From: Jesse Jarrell [mailtoJessejawesi.co Sent: Thursday, December 03, 2015 2:03 PIVI To: Joe Brascher Subject: Infiltration Trench Sizing I'm getting some weird 2 yr — 100yr runoff release rate results from sizing a roof drain infiltration trench. My percent infiltrated seems to work out fine but the higher percent infiltrated I get, the higher the runoff rates get. I don't ever size infiltration trenches to certain yearly storms but the City of Edmonds requires self -designed infiltration trenches to meet a 10 year developed storm release rate of 0.25 cfs. x impervious area/Acre. In this case 0.087 sf. impervious times US cfs. = 0.02175 cfs. 10 year storm release rate. See attached for trench design that currently meets stream bank flow control requirements which I know should meet the city's requirements. Any thoughts? Thanks. Jesse Jarrell, P.E. *WESTERN -18N 2.4NEERS& G S U TYRVEYORS. �.�S-ENGMERS.�LAND�USE-.CONSUMAM 9740 Evergreen Way ***NEW LOCATION' Everett, WA 98204 425-356-2700 xt.106 www.wesi.co WWHM2012 PROJECT REPORT Project Name: Rongve Site Name: Site Address: city Report Date: 12/3/2015 MGS Regoin Puget East Data Start 1901 /10/1 Data End : 2058/09/30 DOT Data Number: 03 Version Date: 2015/11/13 Version : 4.2.11 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year 0, -o�& High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total acre 0 acre 0.055 <- Arbitrary value to try and match point of undeveloped point of compliance flow thresholds to city' s developed thresholds. 0.055 0.055 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Groundwater Pervious Total Impervious Land Use ROOF TOPS FLAT Impervious Total Basin Total 0 acre 0.087 0.087 0.087 Element Flows To: Surface Interflow Gravel Trench Bed 1 Gravel Trench Bed 1 Name : Gravel Trench Bed 1 Bottom Length: 60.00 ft. Bottom Width: 8.00 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0 To I Trench right side slope 2: 0 To 1 Material thickness of first layer: 1.5 Pour Space of material for first layer: 0.3 Material thickness of second layer: 0 Pour Space of material for second layer: 0 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 0.5 Infiltration safety factor: 1 Total Volume Infiltrated (ac-ft.): 32.715 Total Volume Through Riser (ac-ft.): 0.186 Total Volume Through Facility (ac-ft.): 32.901 Percent Infiltrated: 99.43 Total Precip Applied to Facility: 0 Total Evap From Facility: 0 Discharge Structure Riser Height: 1.5 ft. Riser Diameter: 36 in. Element Flows To: Outlet 1 Outlet 2 Groundwater Gravel Trench Bed Hydraulic Table Stageffeet) Area(ac.) Volume(ac-ft.) Discharqe(cfs) Infilt(cfs) 0.0000 0.011 0.000 0.000 0.000 0.0178 0.011 0.000 0.000 0.005 0.0356 0.011 0.000 0.000 0.005 0.0533 0.011 0.000 0.000 0.005 0.0711 0.011 0.000 0.000 0.005 0.0889 0.011 0.000 0.000 0.005 0.1067 0.011 0.000 0.000 0.005 0.1244 0.011 0.000 0.000 0.005 0.1422 0.011 0.000 0.000 0.005 0.1600 0.011 0.000 0.000 0.005 0.1778 0.011 0.000 0.000 0.005 0.1956 0.011 0.000 0.000 0.005 0.2133 0.011 0.000 0.000 0.005 0.2311 0.011 0.000 0.000 0.005 0.2489 0.011 0.000 0.000 0.005 0.2667 0.011 0.000 0.000 0.005 0.2844 0.011 0.000 0.000 0.005 0.3022 0.011 0.001 0.000 0.005 0.3200 0.011 0.001 0.000 0.005 0.3378 0.011 0.001 0.000 0.005 0.3556 0.011 0.001 0.000 0.005 0.3733 0.011 0.001 0.000 0.005 0.3911 0.011 0.001 0.000 0.005 0.4089 0.011 0.001 0.000 0.005 0.4267 0.011 0.001 0.000 0.005 0.4444 0.011 0.001 0.000 0.005 0.4622 0.011 0.001 0.000 0.005 0.4800 0.011 0.001 0.000 0.005 0.4978 0.011 0.001 0.000 0.005 0.5156 0.011 0.001 0.000 0.005 0.5333 0.011 0.001 0.000 0.005 0.5511 0.011 0.001 0.000 0.005 0.5689 0.011 0.001 0.000 0.005 0.5867 0.011 0.001 0.000 0.005 0.6044 0.011 0.002 0.000 0.005 0.6222 0.011 0.002 0.000 0.005 0.6400 0.011 0.002 0.000 0.005 0.6578 0.011 0.002 0.000 0.005 0.6756 0.011 0.002 0.000 0.005 0.6933 0.011 0.002 0.000 0.005 0.7111 0.011 0.002 0.000 0.005 0.7289 0.011 0.002 0.000 0.005 0.7467 0.011 0.002 0.000 0.005 0.7644 0.011 0.002 0.000 0.005 0.7822 0.011 0.002 0.000 0.005 0.8000 0.011 0.002 0.000 0.005 0.8178 0.011 0.002 0.000 0.005 0.8356 0.011 0.002 0.000 0.005 0.8533 0.011 0.002 0.000 0.005 0.8711 0.011 0.002 0.000 0.005 0.8889 0.011 0.002 0.000 0.005 0.9067 0.011 0.003 0.000 0.005 0.9244 0.011 0.003 0.000 0.005 0.9422 0.011 0.003 0.000 0.005 0.9600 0.011 0.003 0.000 0.005 0.9778 0.011 0.003 0.000 0.005 0.9956 0.011 0.003 0.000 0.005 1.0133 0.011 0.003 0.000 0.005 1.0311 0.011 0.003 0.000 0.005 1.0489 0.011 0.003 0.000 0.005 1.0667 0.011 0.003 0.000 0.005 1.0844 0.011 0.003 0.000 0.005 1.1022 0.011 0.003 0.000 0.005 1.1200 0.011 0.003 0.000 0.005 1.1378 0.011 0.003 0.000 0.005 1.1556 0.011 0.003 0.000 0.005 1.1733 0.011 0.003 0.000 0.005 1.1911 0.011 0.003 0.000 0.005 1.2089 0.011 0.004 0.000 0.005 1.2267 0.011 0.004 0.000 0.005 1.2444 0.011 0.004 0.000 0.005 1.2622 0.011 0.004 0.000 0.005 1.2800 0.011 0.004 0.000 0.005 1.2978 0.011 0.004 0.000 0.005 1.3156 0.011 0.004 0.000 0.005 1.3333 0.011 0.004 0.000 0.005 1.3511 0.011 0.004 0.000 0.005 1.3689 0.011 0.004 0.000 0.005 1.3867 0.011 0.004 0.000 0.005 1.4044 0.011 0.004 0.000 0.005 1.4222 0.011 0.004 0.000 0.005 1.4400 0.011 0.004 0.000 0.005 1.4578 0.011 0.004 0.000 0.005 1.4756 0.011 0.004 0.000 0.005 1.4933 0.011 0.004 0.000 0.005 1.5111 0.011 0.005 0.037 0.005 1.5289 0.011 0.005 0.156 0.005 1.5467 0.011 0.005 0.321 0.005 1.5644 0.011 0.005 0.520 0.005 1.5822 0.011 0.005 0.750 0.005 1.6000 0.011 0.006 1.006 0.005 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.055 Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.087 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013677 5 year 0.018035 10 year 0.02116 <- -allowable 10 yr. release rate 25 year 0.02539 50 year 0.028752 100 year 0.0323 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.264385 MSLWS Cvtke- 5 year 0.443616 Oro "� 10 year 0.54982 geo-k 25 year 0.665274 Cks VMMCjV, 50 year 0.738055 100 year 0.800693 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigate 1902 0.015 0.000 1903 0.017 0.000 1904 0.019 0.000 1905 0.009 0.000 1906 0.010 0.000 1907 0.014 0.008 1908 0.012 0.000 1909 0.016 0.000 1910 0.014 0.009 1911 0.015 0.000 1912 0.024 0.013 1913 0.009 0.000 1914 0.035 0.010 1915 0.009 0.000 1916 0.015 0.000 1917 0.009 0.000 1918 0.014 0.000 1919 0.008 0.000 1920 0.012 0.000 1921 0.009 0.000 1922 0.012 0.000 1923 0.013 0.000 1924 0.016 0.000 1925 0.009 0.000 1926 0.017 0.000 1927 0.012 0.000 1928 0.011 0.000 1929 0.019 0.005 1930 0.021 0.000 1931 0.010 0.000 1932 0.011 0.000 1933 0.011 0.000 1934 0.017 0.010 1935 0.010 0.000 1936 0.011 0.000 1937 0.015 0.010 1938 0.010 0.000 1939 0.014 0.000 1940 0.019 0.005 1941 0.016 0.000 1942 0.015 0.003 1943 0.017 0.000 1944 0.025 0.028 1945 0.017 0.003 1946 0.012 0.000 1947 0.011 0.000 1948 0.014 0.014 1949 0.022 0.015 1950 0.009 0.000 1951 0.015 0.000 1952 0.024 0.028 1953 0.023 0.025 1954 0.012 0.000 1955 0.010 0.000 1956 0.008 0.000 1957 0.012 0.000 1958 0.015 0.017 1959 0.014 0.000 1960 0.012 0.000 1961 0.033 0.014 1962 0.013 0.000 1963 0.009 0.000 1964 0.024 0.000 1965 0.014 0.014 1966 0.011 0.000 1967 0.012 0.000 1968 0.011 0.000 1969 0.012 0.000 1970 0.014 0.000 1971 0.015 0.016 1972 0.043 0.027 1973 0.024 0.008 1974 0.018 0.000 1975 0.021 0.020 1976 0.018 0.004 1977 0.008 0.000 1978 0.015 0.011 1979 0.014 0.000 1980 0.014 0.000 1981 0.016 0.000 1982 0.011 0.000 1983 0.016 0.007 1984 0.015 0.000 1985 0.014 0.000 1986 0.010 0.000 1987 0.015 0.013 1988 0.010 0.000 1989 0.010 0.000 1990 0.010 0.000 1991 0.017 0.005 1992 0.017 0.005 1993 0.020 0.000 1994 0.013 0.010 1995 0.009 0.000 1996 0.013 0.006 1997 0.011 0.000 1998 0.014 0.004 1999 0.015 0.000 2000 0.015 0.000 2001 0.014 0.000 2002 0.020 0.000 2003 0.011 0.000 2004 0.018 0.000 2005 0.026 0.002 2006 0.011 0.000 2007 0.016 0.011 2008 0.013 0.000 2009 0.012 0.000 2010 0.015 0.010 2011 0.010 0.000 2012 0.015 0.019 2013 0.011 0.000 2014 0.012 0.000 2015 0.021 0.002 2016 0.010 0.000 2017 0.022 0.028 2018 0.015 0.017 2019 0.019 0.023 2020 0.016 0.000 2021 0.015 0.005 2022 0.020 0.000 2023 0.021 0.000 2024 0.029 0.014 2025 0.012 0.000 2026 0.013 0.000 2027 0.016 0.000 2028 0.007 0.000 2029 0.012 0.000 2030 0.018 0.017 2031 0.008 0.000 2032 0.010 0.000 2033 0.010 0.000 2034 0.011 0.000 2035 0.015 0.017 2036 0.010 0.000 2037 0.015 0.000 2038 0.014 0.008 2039 0.023 0.000 2040 0.012 0.000 2041 0.014 0.000 2042 0.016 0.018 2043 0.018 0.002 2044 0.012 0.000 2045 0.012 0.000 2046 0.011 0.000 2047 0.015 0.000 2048 0.013 0.010 2049 0.019 0.000 2050 0.012 0.000 2051 0.019 0.018 2052 0.012 0.000 2053 0.013 0.000 2054 0.019 0.019 2055 0.012 0.000 2056 0.016 0.000 2057 0.010 0.000 2058 0.017 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0433 0.0284 2 0.0349 0.0282 3 0.0332 0.0276 4 0.0286 0.0268 5 0.0261 0.0252 6 0.0247 0.0227 7 0.0242 0.0197 8 0.0242 0.0193 9 0.0238 0.0186 10 0.0235 0.0178 11 0.0230 0.0177 12 0.0227 0.0175 13 0.0222 0.0172 14 0.0220 0.0171 15 0.0215 0.0165 16 0.0212 0.0161 17 0.0208 0.0151 18 0.0207 0.0144 19 0.0201 0.0143 20 0.0198 0.0143 21 0.0197 0.0140 22 0.0193 0.0132 23 0.0192 0.0130 24 0.0192 0.0113 25 0.0192 0.0106 26 0.0191 0.0105 27 0.0190 0.0100 28 0.0187 0.0100 29 0.0183 0.0099 30 0.0183 0.0099 31 0.0180 0.0099 32 0.0180 0.0091 33 0.0178 0.0083 34 0.0174 0.0082 35 0.0172 0.0078 36 0.0171 0.0067 37 0.0170 0.0063 38 0.0170 0.0051 39 0.0169 0.0051 40 0.0168 0.0049 41 0.0167 0.0049 42 0.0163 0.0046 43 0.0163 0.0044 44 0.0162 0.0041 45 0.0160 0.0029 46 0.0160 0.0026 47 0.0159 0.0023 48 0.0158 0.0019 49 0.0156 0.0017 50 0.0156 0.0000 51 0.0156 0.0000 52 0.0154 0.0000 53 0.0154 0.0000 54 0.0153 0.0000 55 0.0153 0.0000 56 0.0153 0.0000 57 0.0152 0.0000 58 0.0152 0.0000 59 0.0152 0.0000 60 0.0151 0.0000 61 0.0150 0.0000 62 0.0149 0.0000 63 0.0149 0.0000 64 0.0149 0.0000 65 0.0149 0.0000 6.6 0.0149 0.0000 67 0.0147 0.0000 68 0.0147 0.0000 69 0.0147 0.0000 70 0.0146 0.0000 71 0.0145 0.0000 72 0.0144 0.0000 73 0.0144 0.0000 74 0.0144 0.0000 75 0.0142 0.0000 76 0.0142 0.0000 77 0.0141 0.0000 78 0.0141 0.0000 79 0.0140 0.0000 80 0.0140 0.0000 81 0.0140 0.0000 82 0.0137 0.0000 83 0.0136 0.0000 84 0.0136 0.0000 85 0.0136 0.0000 86 0.0135 0.0000 87 0.0133 0.0000 88 0.0133 0.0000 89 0.0131 0.0000 90 0.0127 0.0000 91 0.0127 0.0000 92 0.0126 0.0000 93 0.0126 0.0000 94 0.0126 0.0000 95 0.0123 0.0000 96 0.0123 0.0000 97 0.0123 0.0000 98 0.0121 0.0000 99 0.0121 0.0000 100 0.0121 0.0000 101 0.0121 0.0000 102 0.0121 0.0000 103 0.0120 0.0000 104 0.0120 0.0000 105 0.0119 0.0000 106 0.0119 0.0000 107 0.0118 0.0000 108 0.0118 0.0000 109 0.0117 0.0000 110 0.0117 0.0000 ill 0.0117 0.0000 112 0.0116 0.0000 113 0.0116 0.0000 114 0.0115 0.0000 115 0.0114 0.0000 116 0.0113 0.0000 117 0.0113 0.0000 118 0.0112 0.0000 119 0.0112 0.0000 120 0.0112 0.0000 121 0.0111 0.0000 122 0.0111 0.0000 123 0.0110 0.0000 124 0.0109 0.0000 125 0.0109 0.0000 126 0.0109 0.0000 127 0.0107 0.0000 128 0.0106 0.0000 129 0.0105 0.0000 130 0.0104 0.0000 131 0.0104 0.0000 132 0.0104 0.0000 133 0.0103 0.0000 134 0.0102 0.0000 135 0.0102 0.0000 136 0.0101 0.0000 1a7 0.0101 0.0000 138 0.0098 0.0000 139 0.0098 0.0000 140 0.0097 0.0000 141 0.0097 0.0000 142 0.0096 0.0000 143 0.0096 0.0000 144 0.0094 0.0000 145 0.0093 0.0000 146 0.0092 0.0000 147 0.0092 0.0000 148 0.0091 0.0000' 149 0.0090 0.0000 150 0.0089 0.0000 151 0.0089 0.0000 152 0.0087 0.0000 153 0.0083 0.0000 154 0.0083 0.0000 155 0.0083 0.0000 156 0.0080 0.0000 157 0.0073 0.0000 Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0068 2591 130 5 Pass 0.0071 2323 129 5 Pass 0.0073 2108 124 5 Pass 0.0075 1887 121 6 Pass 0.0077 1704 120 7 Pass 0.0079 1525 118 7 Pass 0.0082 1351 113 8 Pass 0.0084 1195 106 8 Pass 0.0086 1069 103 9 Pass 0.0088 973 99 10 Pass 0.0091 877 96 10 Pass 0.0093 787 92 11 Pass 0.0095 709 90 12 Pass 0.0097 634 85 13 Pass 0.0099 587 80 13 Pass 0.0102 531 75 14 Pass 0.0104 485 75 15 Pass 0.0106 446 68 15 Pass 0.0108 414 66 15 Pass 0.0110 386 65 16 Pass 0.0113 356 64 17 Pass 0.0115 335 63 18 Pass 0.0117 313 61 19 Pass 0.0119 290 59 20 Pass 0.0122 268 59 22 Pass 0.0124 252 54 21 Pass 0.0126 235 54 22 Pass 0.0128 220 54 24 Pass 0.0130 210 52 24 Pass 0.0133 195 49 25 Pass 0.0135 186 47 25 Pass 0.0137 174 47 27 Pass 0.0139 164 47 28 Pass 0.0141 151 45 29 Pass 0.0144 141 42 29 Pass 0.0146 126 39 30 Pass 0.0148 118 37 31 Pass 0.0150 104 36 34 Pass 0.0152 97 34 35 Pass 0.0155 81 34 41 Pass 0.0157 76 32 42 Pass 0.0159 71 32 45 Pass 0.0161 66 30 45 Pass 0.0164 59 30 50 Pass 0.0166 58 29 50 Pass 0.0168 56 28 50 Pass 0.0170 52 26 50 Pass 0.0172 50 23 46 Pass 0.0175 47 23 48 Pass 0.0177 47 21 44 Pass 0.0179 45 19 42 Pass 0.0181 41 19 46 Pass 0.0183 38 19 50 Pass 0.0186 36 18 .50 Pass 0.0188 34 16 47 Pass 0.0190 32 16 50 Pass 0.0192 28 13 46 Pass 0.0195 26 10 38 Pass 0.0197 26 10 38 Pass 0.0199 24 9 37 Pass 0.0201 23 9 39 Pass 0.0203 23 8 34 Pass 0.0206 23 8 34 Pass 0.0208 22 8 36 Pass 0.0210 21 8 38 Pass 0.0212 20 8 40 Pass 0.0214 20 8 40 Pass 0.0217 17 7 41 Pass 0.0219 17 7 41 Pass 0.0221 15 7 46 Pass 0.0223 14 7 50 Pass 0.0226 14 7 50 Pass 0.0228 13 6 46 Pass 0.0230 13 6 46 Pass 0.0232 12 6 50 Pass 0.0234 12 6 50 Pass 0.0237 10 6 60 Pass 0.0239 9 6 66 Pass 0.0241 9 6 66 Pass 0.0243 7 6 85 Pass 0.0245 7 6 85 Pass 0.0248 6 6 100 Pass 0.0250 6 6 100 Pass 0.0252 6 5 83 Pass 0.0254 6 5 83 Pass 0.0257 5 5 100 Pass 0.0259 5 4 80 Pass 0.0261 4 4 100 Pass 0.0263 4 4 100 Pass 0.0265 4 4 100 Pass 0.0268 4 4 100 Pass 0.0270 4 3 75 Pass 0.0272 4 3 75 Pass 0.0274 4 3 75 Pass 0.0276 4 2 50 Pass 0.0279 4 2 50 Pass 0.0281 4 2 50 Pass 0.0283 4 1 25 Pass 0.0285 4 0 0 Pass 0.0288 3 0 0 Pass LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 30.07 N 99.00 Total Volume Infiltrated 30.07 0.00 0.00 99.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Per1nd and Imp1nd Changes No changes have been made. This program and accompanying documentation are provided I as -is I without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright C by : Clear Creek Solutions, Inc. 2005-2015; All Rights Reserved. Battermann Geotechnical onsulting Ns�.f PLLC Subsurface Exploration and Geotechnical Engineering Report Gelotte Residence 2 2420 93' Place W Edmonds, Washington Introduction July 17, 2015 Project No. 15048 The purpose of this study was to gain subsurface information and perform geologic and geotechnical engineering reconnaissance to be utilized in the design and development of a replacement single family residence (SFR) at the subject property. This report was prepared for Rongve Group, Inc. agent of Nick and Liesl Gelotte and their agents for specific use for this project. It is our understanding that the plan is to demolish the existing SFR structure and construct a new home with a slightly larger footprint in the same location on the lot. A CAD file of topographic survey of the existing property was provided by the client for our use in the preparation of this report. Site Conditions The property was located at 22420 93d Place W in Edmonds, Washington. The rectangular lot (about 0.35 acres) trends roughly east -west in the long dimension (185 feet) by about 82 feet wide in the north -south direction. The lot lies on the west side of 93" Place W. The central portion of the lot was depressed between the street grade and the adjacent lot to the west. The middle, flat grade of the lot has a gentle 4 foot slope up to the street grade along the east side and a gentle slope up to the west with several small landscape walls. The lots to the north and south had similar topography to form a small gentle localized depression/valley that has no significant slope in the north -south direction although the regional topography has a slight slope south. There were several moderate to large cedar trees in the east yard and a mixture of small to moderate trees in the west yard. Grass lawn and planter beds provided ground cover. All of the'roof downspouts discharge onto splash blocks directing flow away from the house. There was no evidence of erosion onsite but it is likely that during and immediately following large storm events there are temporary water puddles in the local lows. The past discharge of stormwater onto the ground surface has not caused erosion or other geotechnical related issues onsite. Subsurface Conditions Subsurface conditions on the property were inferred from visual reconnaissance of the property, a review of the Sno-King geologic map, our past experience in the area, and 2 subsurface exploration pits excavated with a small backhoe, one on the east side and one of the west side of the existing BGC, pflc 14267 200 Avenue NE Woodinvifle, WA 98077 (425) 273-5062 structure. The exploration holes were logged by a geologist and immediately backfilled. The exploration pits were located in the field based on visual reference and pacing from features shown on the topographic map/site plan. Additional exploration pits were not completed due to access constraints, utilities, and our confidence that the entire lot has similar subsurface conditions. The approximate exploration pit locations are depicted on the Site and Exploration Plan attached to this report. The subsurface conditions consisted of topsoil grading conformably into weathered Vashon lodgement till sediments. Stratigraphy The upper soils in both explorations consisted of loose to medium dense, dry, brown, fine to medium sand with some silt, gravel, cobble, and roots. The topsoil extended to a depth of 18 to 24 inches and graded conformably with the sediments below. The topsoil is identified in the NRCS soil survey as Alderwood-Urban complex which forms atop glacial till sediments. Underlying the topsoils in both expldrations were sediments consisting of medium dense to dense with depth, dry to damp with depth, light brown -grey, fine to medium sand with some silt and gravel. These sediments extended below the termination depths of our exploration pits at 6 to 7 feet below ground surface. These sediments were interpreted to be Vashon lodgement till deposited at the base of the last glacial advance info the Puget Sound region about 15,000 years ago. The glacial till was consolidated to its dense condition with the weight of several thousand feet of glacial ice. The upper 2 to 3 foot surface of the glacial drift was weathered to a less dense condition due to natural weathering processes since its deposition. The geologic map identifies this area as being underlain by Vashon lodgement till sediments. Ground Water There was no ground water seepage encountered in any of the explorations at the time of our field explorations. The storm water falling on this property and surrounding areas has been infiltrating into the topsoil and weathered will at its ability to infiltrate until the ground is saturated. Excess storm water then ponds as surface water. The near surface interflow ground water will become perched atop the dense sediments where it will continue to slowly but constantly infiltrate and there is likely some lateral migration of perched ground water to the south which is the regional downslope direction. The topsoil and sediments have been slowly processing (infiltrating and storing) storm water into the ground water regime successfully in the current condition as there was no evidence of overland flow that has caused channeling or erosion (at this time of year it's hard to tell how much ponded water occurs during heavy rainfall, if any). During extended wet weather or very heavy storm events there will likely be ponded water onsite that either slowly infiltrates or flows laterally on the ground surface as sheet flow. The amount of soil moisture will depend on time of year and recent rainfall. Ground water is not expected to be an issue during the development of this project. Geologic Hazards It is our opinion that there are no significant geologic hazards associated with this property. The slopes are low and gentle in height and inclination and there are no associated geologic hazards associated with this property or the surrounding area, The project site is small with very small grade change and slowly permeable and does not pose a significant erosion or sediment transport hazard. BGC, pllc 14267 2091h Avenue NE Woodinville, WA 98077 (425) 273-5062 2 Typical small site erosion control BMPs will adequately provide temporary erosion and sediment control measures during development. - Seismic hazards that will affect the structure would likely be due to the intensity and duration of the ground shaking. The structural design of the project should be consistent with 2012 International Building Code (2012 IBC) guidelines (Section 1613). Based on the results of our subsurface explorations and our estimation of soil properties at depth utilizing available geologic data, Site Class "C" may be used for the design of the project, as defined by ASCE 7 "Minimum Design Loads for Buildings and Other Structures", Chapter 20. Geotechnical Engineering Recommendations From a geotechnical engineering standpoint, the property is considered to be suitable for the replacement of the existing residencewith a new single family residence. The medium dense to dense with depth glacial till sediments will provide suitable foundation bearing support for the planned foundations. Our recommendations for storm water dispersion are based on how best to mimic the existing drainage conditions of the lot while still allowing new development. BGC, pllc will be available to provide additional geotechnical engineering if requested and are available to provide special inspections during the development of the project. Site Preparation and Site Grading Site preparation for construction of the development will consist of removal of the existing vegetation, existing structures, and utilities in the planned development area that are not part of the planned future development. Temporary erosion and sediment control measures should be established once demolition and clearing activities are complete and prior to foundation excavations. All temporary slope cuts over 4 feet in height should be cut back to a I H: IV inclination. Temporary slope cuts deeper than 4 feet for utility installations should either be sloped back or a trench shield should be utilized during installation. All backfill placed under driveway or floor slab areas should be placed and compacted as structural fill. Structural fill is defined as non -organic soil, placed in maximum 8-inch loose lifts, with each lift being compacted to at least 95 percent of the maximum dry density, using the modified Proctor test (ASTM: D1557) as the standard. Prior to placing any structural fill the exposed soils must either be undisturbed or be compacted to a dense, non -yielding condition and be approved for structural fill placement. In the case of utility trench filling, the backfill should be placed and compacted in accordance with the applicable City of Edmonds standards. If fill soil will be imported to the site, it should be free of organics and other deleterious material. Mineral soils with more than 5 percent fines are considered to be moisture sensitive. The use of moisture sensitive soils should be confined to dry weather conditions. The moisture condition of the imported soil should be within a few percent of the optimum moisture content of the soil. Soils that are too dry or too wet of the optimum moisture content to achieve suitable compaction will need to be moisture conditioned prior to final compaction. The native site soils are moisture sensitive. Use of moisture sensitive soils in structural fills should be limited to the summer months and good weather conditions. Placement and compaction of the structural fill should be monitored by a competent field technician. In situ density testing should be performed during fill placement to verify proper compaction of the BGC, plic 14267 2091 Avenue NE Woodinville, WA 98077 (425) 273-5062 fill soil. A sample of the planned structural fill soil will need to be available at least 48 hours prior to fill placement for laboratory analysis. Foundations The medium dense glacial till sediments will be capable of providing suitable bearing support for the new foundations. The footings must be excavated through the existing topsoil and set to bear on the medium dense or dense, native sediments. An allowable foundation bearing capacity of 2000 pounds per square foot may be used for the spread footings which are set to bear on the medium dense sediments. A short term increase of one-third may be used for wind, snow, or seismic loads. Anticipated settlement of the foundations placed as described should be less than I inch. The foundation should be set to bear directly on the bearing soil. BGC, pllc should perform a bearing soil evaluation prior to placing footing concrete to verify the footings are set to bear on suitably dense soils. Lateral loads will be resisted by friction between the foundation and the supporting soils, and/or by passive earth pressure acting on the buried portions of the foundations. The foundations must be backfilled with fill compacted to a medium dense, non -yielding condition to achieve the passive resistance provided below. We recommend the following design parameters for lateral load calculations. Passive equivalent fluid = 250 pcf Coefficient of friction = 0.30 The above values are allowable and include a factor of safety of at least 1.5. Floor Support The portion of the residence and/or garage that will utilize slab -on -grade concrete floors should be set to bear on native sediment or structurally compacted backfill. The floor slab preparation should include a capillary break consisting of a minimum of 4 inches of pea gravel or clean crushed rock with less than 5 percent fines (material passing the No.200 sieve). The capillary break will reduce the potential for moisture from wicking through the floor slab. A plastic sheeting vapor barrier should also be placed atop the capillary break material. All concrete placements should follow the guidelines set forth by the American Concrete Institute (ACI). In the areas where a structural or crawl space type floor is used, the ground surface should be covered with a moisture barrier to inhibit moisture transfer. Crawl space areas should be well ventilated to reduce the potential for mold growth. Drainage Consideraitions A perimeter foundation drain is not required or recommended for the planned development. A footing drain is meant to discharge potential ground water away from the house foundation. On this lot, if there is potential ground water inside the foundation, then the near surface soils on the lot are all saturated and there is nowhere to discharge footing drain runoff to that wouldn't also already be saturated. We do recommend that the foundation wall backfill. be sloped to drain away from the house foundation at all locations to direct surface runoff away. We recommend that the interior of the structure maintain a complete moisture barrier ground cover cloth in all crawlspace areas and be BGC, p1lc 14267 2091 Avenue NE Woodinville, WA 98077 (425) 273-5062 4 well ventilated. All slab -on -grade floor areas should have a capillary break and moisture barrier between the ground and concrete. The current roof downspouts discharge onto the ground surface.. There were no onsite erosion, i rilling or significant evidence of ponded water occurring indicating that the majority of the storm water runoff is infiltrating into the ground, being stored in the topsoil/weathered till sediments, and slowly over time infiltrating back into a deeper ground water regime. With the planned development, there will be an increase in impervious surface and a decrease in the available topsoil to process storm water. Based on 27 years of experience with storm water dispersion and glacial till soils in the Puget Sound region, our recommendation for the most efficient, environmentally friendly manner in mimicking new storm water dispersion with existing conditions would be -to route runoff to several facilities around the future landscaping that consist of a large hole/trench (shape doesn't matter) that is filled with well graded to large diameter rock creating large voids to allow storm storage and slowly allow infiltration back into ground water regimes. Spreading the infiltration/dispersion facilities across multiple areas will allow for the full potential of the underlying glacial sediments to receive and process storm water as it currently has been doing. A dry well in the east yard and a large infiltration/dispersion trench trending north -south across the full width of the west yard are suggested for the planned development. A sample of the weathered lodgement till soils from a depth of about 4 feet below current ground surface was obtained and submitted to a testing lab for a sieve analysis. The sieve test was performed in accordance with the recommendations from the Department of Ecology Storm Water Manual, USDA Texural Triangle method for determining small site infiltration rates. Based on the results of the minus #10 fraction of the overall sample, 72 percent of the material was sand. The onsite material therefore plots on the textural triangle as a loamy sand and an allowable long term infiltration rate of 0.5 inches per hour may be used for design of the infiltration trenches. A copy of the sieve analysis and textural triangle are attached to this report. Unfortunately, glacial till sediments do not lend themselves to infiltration design by today's methods/codes which require designs to infiltrate 100 percent of the runoff. This will not work on this site as in it's natural condition, this site has been successfully infiltrating most runoff from most storm events and only the heavy, long term storms causing standing water but no erosion and only minor surface runoff if any. This sediment has the ability to accept water fairly continuously but at a slow, season varying rate. It will infiltrate the majority of storm events back into the ground water regime if they are stored onsite and allowed the time to do so. Based on our experience with the practical dispersion/infiltration of storm water, facilities approximately sized at a 6 foot diameter and 6 foot deep for the dry well and a trench about 2 feet wide and 4 feet deep and as long as possible. Both facilities should be backfilled to within a foot of finish grade with 2 to 6 inch diameter quarry spall or river rock (something that stacks with large voids). The surface of the rock capped with a layer of filter cloth and 12 inches of topsoil. A 4 inch perforated rigid PVC drain pipe should run the length of the trench and into the bottom of the dry well. These types of facilities will allow for storage of peak discharges, will control runoff, and will allow storm water to, continue to infiltrate and disperse back into the ground water regime similar to current conditions. In the heaviest rain events, there will be surface ponding on this site no matter the system with the exception of a tightline to a storm drain system. BGC, pllc 14267 2091h Avenue NE Woodinville, WA 98077 (425) 273-5062 Conclusion Based on our site reconnaissance and subsurface explorations the site appears to be suitable for the proposed development provided the recommendations presented herein are properly implemented. With good construction techniques used in accordance with the recommendations in this report, the proposed residence will not have an adverse effect on the sub ect property or on adjacent properties. i Our findings and recommendations provided in this report were prepared in accordance with generally accepted principles of engineering geology and geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no other warranty, either express or implied. We are available to provide additional geotechnical engineering design and consultation throughout the development of this project. We are also available to provide construction monitoring during development of the project for quality control and to help insure that the recommendations contained in this report are properly implemented. We have enjoyed working with you on this project. If there are any questions, please contact us at 425 273-5062. Sincerely Battermann Geotechnical Consulting, pllc Jamey S. Battermann, P.E. c,. J3 A T p� of'10� -7 7rl, I Attachments: Site and Exploration Plan Exploration Pit Logs Particle Size Distribution BGC, pllc 14267 2091h Avenue NE Woodinville, WA 98077 (425) 273-5062 6 co Lr_ PORTION SE 174 sE 1�46,SECTION,25, TOWNSHIP 2� -NORTIALWANGE 3 EAST, SN 4 ISH COUN Y, ASHINGTON R� < LLI z ��ORTH'r N 11D09.3515 GROME SCA[a E 9984.0912 TQD co It N 11014-6028 X 16 E 9798.9�f.'57 X X X X X X + P LA T di X + it, )9D Ell + r N 11006,,78 7 �1 00 B 3'4 , I 101 E 1000215 ii kx k 1 X"o t X 00 N 10991.0 X C14 E 9858.0 5 D 7 X V X X X X _j rip 1 0—LLJ t2 P Cf) _-'P - X X L.Li -AT 4- M_ N 10932.2168 E 9798.4 53 N 1092e.:'�'7'95 X X. XEF 9982.9.410 EP-x Approximate location of exploration pits Topographic map provide by client. I OF I _7'0� Site and Exploration Plan BaftermannBGC, PLLC eote hnical 14267 209th Avenue NE Gelotte Residence Consulting Wo.din,ille, WA 98077 22420 93rd Place W PLLC (425) 273-5062 Edmonds, Washington Figure 1 1 ProjectNo: 15048 July 20, 2015 EXPLORATION PIT LOU', X 1 4 K 4 5 7 L-11 Ee 10 11 12 Number EP-1 13 Subsurface conditions depicted represent our observation at the time and location of this exploratory hole, modified by geologic interpretation, engineering analysis and judgment. We vvill not accept responsibility for the use or interpretation by others of information presented on this log. LBatternmann Gelotte Residence Geotechnical BGC, plic 22420 93rd Place W C C 14267 209th Avenue NE Edmonds, Washington onsulting wQinvill, WA 98077 July 20, 2015 PLLC (425) 273-5062 Project No. 15048 EXPLORATION PIT LOG 0 1 2 3 4 5 6 7 8 9 10 11 12 13 Number EP-2 and judgment. We vAll not acoept responsibility for the use or interpretation by others of information presented on this log. L:LBattermann Gelotte Residence Geotechnical BGC, P11c 22420 93rd Place W 14267 209th Avenue NE Edmonds, Washington Consulting Woodinvilk WA 98077 July 20, 2015 PLLC (42S) 273-SO62 Project No. 15048 k,j GRAIN SIZE - mm. % Stone % +3" % Gravel % Sand I % Silt % Clay Coarse Med u-+Fi.ne V. Crs Crs. Med. Fine V. F el Crs. I Fine ' i IV. F n 0.0 0.0 0.0 3.2 8 8 6.7 1 10.6 18.7 20.6 1 31.4 Test Resufts (ASTM C1 36 & ASTM C1 17) Opening Percent Spec.* Pass? Size Finer (Percent) (X=Fail) 1/411 100.0 #10 88.0 #40 67.0 #60 52.0 #100 38.0 #200 28.0 #270 23.6 (no specification provided) Source of Sample: Gielotte Residence #15048 Sample NumbL;r: EP-1 A.A.R. Testing Laborato!y, Inc. Material Description Bm, V Silty Sand Afterbern Limits (ASTIVII D 4318 PL= LL= Pl= Classification USCS (D 2487)= AASHTO (M 145)= Coefficients D90= 2.4650 D85= 1.4389 D60= 0.3271 D50= 0.2340 D30= 0.0890 D15= D, 0= CU= cc= Remarks Equipment: 53, 58, 66, 112, 141 Date Received: 7/14/15 Date Tested: 7/15/15 Tested By: J. Hoover Checked By: M. Blackwell Title: Quality Manager Depth:'3 ft. Client: Batterman Geotechnical Project: Misc. Lab Date Sampled: 7/13/15 APRL2D1O EDNICNDSSTORMV%IATEROODESUPPLBVENT Figure C-1: Soil aasslflcation Based on the Textural Triangle Uxtural Triangle- U.S.D.A. 100% day- 90 -EMAW1 IVA Vvy 1OOX $and 90 6 60 66 40 30 20 10 110OX 9"t er". Shaded area is applicable for design of infiltration BNIPs Modified Pilot Infiltration Testing (PIT) Method The Pilot Infiltration Test (PIT) consists of a relatively large-scale infiltration test to better measure infiltration rates f�r design of stormwater infiltration facilities. The PIT reduces some of the scale errors associated with relatively small-scale double ring infiltrometer or "stove -pipe" infiltration tests. It is not a standard test but rather a practical field procedure based on the methods recommended by Ecology's Technical Advisory Committee. Correction factors must be applied to the infiltration rate measured using PIT to establish a design infiltration rate for BMP sizing. APPENDIX c 68 PLANNING DATA SINGLE FAMILY PESIDENTIAL Name:- Date: "12 Site Address: q, Tax Parcel: Project Description: 'pjej Plan Check #: c) . ( Reduced Site Plan Provided -ES NO) Zoning: -T Map Page: Corner Lot: (YES 1(0 Flag Lot: (YES Critical Areas Determination #: c e-A I 5-,!N->n9 -7 El :Study Required waiver SEPA Determination: �9 Exempt'' El Needed (for over 500 cubic yards of grading) 0 Fee 11 Checklist [I APO List with notarized form Required Setbacks -FR Street: Z, C- -7 -�- -,-If Side: 2 'S - 'ear, ActualSethacks- Street: T77/ '/2— Side: 8? Rea r: El Detached Structures: El Rockeries: El Fences/Trellises: El Bay Windows/Projecting Modulation: El Stairs/Deck: Build Hi��Ight in Datum Polnt::��--- Datum Elevation: Max !mum Height Allowed: Actual Height: cl.-7. other Parking Required: Parking Provided: Lot, Area: 11(8,to Maximum Lot Coverage: 35% Proposed: Z b Lot Coverage Calculations: Z 8 -7 12 -7 s p ADU Created: (YESeS� > Subdivision: Legal Nonconforming Land Use Determination Issued: (YES -Commeni� 'A "J, Z> . Cr- C- JX- Plan Review By: Planning Data Form 07-14-09 311.16, APPROX LOCATION OF 0F SITE TM VRP LINE (TTP). NSTALL PROTECTION FENCIN54 AT EDGE OF DRIP LINE 31421' POINT A. -- ELEV. 3135' POINT D = ELEV. 3110 I KEY: I PROJECT IDATA I -X—X—X—X—X- w r I sr.) 0 DS EXISTING FENCE LOCATION PROPERTY LIE LOCATION BUILDING SETBACK LINE IMPERVIOUS SURFACE (N.G.) NATIVE GRADE (P6.) FPDFMD FINI,%4 GRADE APPROX VOWNSFW R16ER LOCATION PROPOSED WATER LINE 6TM DRAIN SANTARY SM CONSTRUCTION ENTERANCE ElRo5ION CONTROL T�E FACES OF CUT AND FILL SLOM WALL BE PREPARED AND MANTAIED 10 CONTROL EROSIOR THIS C4NTROL %IALL BE PERMITTED TO CON61ST OF EFFECTIVE PLANTING. EROSION CONTROL FOR n SLOPE6 MALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLING FOR FINAL INSKCrION. (IBC APPENDIX J, SECTION 110) FROV`IDE PLANtWs ANDIOR JUTE NETTING OVER DISTURBED SLOPES TO PREVENT EROSION PRIOR TO REQUESTING FINAL INSPECTION. POINT C -- ELEV. 3115 FOOTING DRAN TO DRYWELI. 7 DE5GRIPTION OF WORK: DEMOLITION OF EXISTING �M / CONSTRUCTION OF A NEW 4 BEDROOM M 51TE ADDRE55: 22420 WRD PL. W. EDMONDS, WA, WWO LEGAL IDE6GRIPWN: SECTION 25 TOINSHIP 21 R41GE 3 QUATER 6E PINECFEST UK OW D -W - TR 52 PARGEL NUM5ER: 0M43WM2W PROPERTY 51ZE: Iwo Sa Fr. ZONING: 1;6.8 5ETBACK6 / MAX HGT GOVERAGE IMPERVIOU& FRONT YARD: 251-01 (FYSB) REAR YARD: 151-0"(RYBB) SIDE YAM,', 1,40, (SY65) MAXIMUM OC44T ALLOWABLE: 25'-0" MAX" ALLOWABLE COVERAGE: 35% HEIGHT CALCULATION ENDFOINT5 OF RECTANGLE 0 3135' _ TOTAL 14W.6'/ 4 - 312.1'AVG, GRADE 3135- MAX ALLOWABLE HEIGM (AVG. GRADE 312.1' + 25'-0') - WNALLOWAME 31w — ACTUAL HIGH POINT (RIDGE) - n1h, nD 31LB, v U5 5URFACE GALG LA IL jo, FLOT SIZE: 7m= 11010 Sa FT. FOOT PRINT OF PROPOSED HOUSE (Wl OVERPAW) 3,W3 Sa FT. PROPOSED DRIVEWAY 825 Sa Fr. PROPOSED WALKWAY ft $a FT, TOTAL (NEW AND REPLACED) SURFACE AFEA 4,134 Sa FT. 41B2 Sa Fr. / 11810 $a Fr. 405% I GOVERAG15-CkGULATION LOT SIZE: 11010 Sa FT. PROPOSED SINGLE FAMILY RESIDENCE (FOOTPRINT) 2010 Sa Fr. FEAR COVERED PATIO: 30150. Fr. FRONT COVEFED PATIO: 121 SQ FT. TOTAL: 32% Sa FT. / 11810 Sa FT, 213% NOTE: WATER AND SEWER WILL BE CUT AND CAPPED PER OL"C VIEW WATER AND SEOZ mcw" PROP065D DRIVMY LOCATION - SLOPE TO SOUTH INTO ADJ. YEG, PATH V 10'MR VEG. FLOW PATH, 6M DTL ON SwT 2 OF 2 BY WESTEW ENGINEEI;6 4 SURVEYORS. APPROX W20 METER LOCATION REFLACE W1 I" SERVICE PER CD.E. APPROX LOCATION OF EX SIDE SEWER PER CITY A5-BUILTS EXISTING WALKMY TO BE REMOVED V I---- �-bvl Sir euvits Von- lwau%0wrturs. Zone j� S - � Comer — Flag— &ltac-Ls EntLired .-Aejual Front —Is- -a 5 Sides -7 2- =,,J .5 Rear Other APPROX LOCATION TREE DRIP LINE (TYP). N6TALL PROTECTION FENCNG AT EDGE OF DRIP LINE. APPW 3N! iPLAHNING FLA -7 SEWER M4NHOLE TOP ELEV. - 310H VAIUM FONT OFF SITE - 4IM' T REET FILE I T E PL A N 01 51 101 20' 401 IMM nma6mmmmmJ I L= SCALE: V : 20'-0' RESU13 JAN 2 12016 BUILDINel DEPARMENT c,Ty 60- EDMONDS E C) (0 co 0 >1 C-6 in x a) 00 7 co 00 E cu 0 CD > 00 00 (0 :3 0 C,q (D E CU C (D 0 C: z U) 0 0 04 CJ CO 0 C:) C:) W CIO C0 LO p > < 0 6 Z Z C\l 04 E -0 (1) W W z- ca w (D CL r LO-1 LIM 5w tw CL P. I Lot Reference: t R-t ran—. GELOTM 52 Issue Date: S$" Date, 01-18-16 Design by: D "Ign by. RKN D wn Y. ra b . Drawn by: RKNI Engineer of Record; DESIGN —BUILD Sheet of SE114, SE114, SEC25, T.27N., R3E, WN =0FEDMOADS, WASHINGTON Ul r 220TH S T 224TH ST ::E $0 104 228TH ST r 104 99 2,36TH ST 238TH ST VICINITY MAP SCALE. 1 04000' FOUND CONCRETE MONUMENT IN CASE LEGEND FOUND MONUMENTIBENCHMARK 224TH STREET SW q7 CENTERLINE TBM NO 2 0 EXISTING CATCH BASIN (CB) cl /IN . CIO 0 EXIS17NG SEWER MANHOLE (SSMH) APPROX. LOCATION LOT 51 OF DRIP LINE 0 EXISTING CLEAN OUT (SSCO) (L WATER VALVE FENCE CORNER 1.8 m C3 11EAST, 0.7 NORTH FENCE 0. 6 EH EXIS17NG WATER METER SOIL "END LEGf4VD NORTH 6" MADRONAS END CHAJN LINK BEGIN 22'30"E --\WOOD FENCE 1. 1 NORTH �4 w4 i;�;;; - 1��C _\ 7 EXISTING FIRE. HYDRANT R UNDISTURBED SOIL 30.00, EXISIING POWER POLE .376- 10' CHE R 7. : 7f 71, 5 IR �F f U.v x A COMPOST AMENDED SOILS APPROX LOCATION A -374 OF OFF -SITE TREE-\. -r5.-j- - - -375- EX.- S_H"��_ t4 FX. _L Z RB EXISTI�G TREE DRIP LINE 7 1��: E1% hilo 97 (m) 7-177 r k N COMPOST AMENDED SOIL AMOUNTS HAVE BEEN ESTIMATED AT INSTALL TREE EXISTING BUILDINGS -60 CYDS OF 2' DEPTH COMPOST AMENDMENT ON -SITE FOR 717 22.6' PROTECTION AN APPROXIMATE 10,000 SF. Or' SITE'DISTURBANCE. NOTE FENCING AT EDGE THAT IF LESS 'GROUND DISTURBANCE IS CONDUCTED THAN EX. SHED 6 2.q 4' OF DRIP LINE EX. ASPHALT EXISTING CONCRETE SHOWN, THE CONTRACTOR SHALL PROVIDE AN UPDATED FIR (MR) A 18 PJN DRIVE (W) DRAWING TO THE PROJECT ENGINEER FOR REVISING SOIL LL_ I 17 AMENDMENT AMOUNTS. L APPROX LOCATION OF EX. SIDE PROPERTY LINE SEWER PER CITY AS-BUILTS P_ E 36", R RIGHT OF WAY SCALE. 1 20' 26" t E.. 7PROPOSED HOUSE 93 A FENCE A FOUNDATION C EXISTING LOT LINES 0 --NINE= 1. 7 EAST— Al L 140\ ;t> .... 20 40 A EXIS77NG CONTOURS MINIMIZE COMPACTION OF 24 PIkE J. k 16 ASH :ij I INFILTRATION AREA BY HEAVY MACHINERY. INSTALL SILT FENCING a. EXISTING VER77CAL CURB X , I SITE ELEV=370.25' C3 EDGE OF PAVEMENT OR CONSTRUCTION FENCING TEMPORARY NC - k - ),/ TBM.1 SITE BENCH MARK NUMBER AROUND PERIMETER TO LIMIT 16 PIN STOCKPILE C 1 IS NORTH RIM SOIL "ENTMEATNOTES. _j DISTURBANC�1- 'CATED )YEAR 771117 SS- Di, EXISTING SANITAPY SEWER SANITARY MANHOLE lf, SOD SHALE BE "REE OF WEEDS, OF UNIFORM TFICKNESS AS �LUMP 4 FIR. �4 VERTICAL DATUM' ASSUMED SOUTHEAST CORNfR OF THE SUBJECT PROPERTY v 26 PIN THICK), AND SHALL HAVE A )ENSE ROOT - _R�2" CHER —SD D, iXISTING STORM DRAIN RY (APPROXIMATELY I A /�10 MADRO MAT FOR MECHANICAL STRENGTH. L EP12 w EXIS77NG WATER THE FOLLOWING STEPS ARE RECOMMENDED FOR SOD INSTALLATION. EP (10R) TO BE REMOVED 1 6" AS CLUk _�374- 1: SHAPE AND SA400TH THE SURFACE TO FINAL GRADE IN ACCORDANCE WITH THE U- SITE ELEV=375.68' APPROVED GRAD'Nar PLAN A - - - - - - - - - - 15. 0) C3 EX. TREE 1> 32" 1'4 ... 7A FY .3" rf),Nr-RrTp- wAt I,, I ... . . I M,,) TBM2 SITE BENCH MARK NUMBER 2 IS LARGE PK MI. 2. AMEND 2' (MINIMUM) OF WELL -ROM COMPOST INTO THE TOP 6" OF THE SOIL A C.K I I I - I EX. TREE TO BE REMOVED AND 2 112 FLASHER SET IN THE EDGE OF -ft AA� 77 6 jF77' 11W MEET ECOLOGY PUBLVI70N 98-38 SPECIFICAVONS FOR GRADE A QUALITY COMPOST. ��j 28 SHOULDER AND REPLACE 0 PROPERTY CORNER. /7777`7777 X 111z e , I'll / / / / \ 777 IR .1.1 *, . / LIMED ASPHALT, 18.5 FEET EAST OF THE NORTHEAST IF THE ORGANIC CONTENT OF THE SOIL IS LES3 THEN IOX. COMPOST USED SHOULD REMOVE EX. GRAVEL VER77CAL DATUM ASS WITH. LANDSCAPING. FENCE 0.8 L DRIVE EPIX GEOTECH SOIL LOG LOCATION 3: FERTILIZE ACCORDING TO THE SUPPLIER'S RT-,OMMENDATIONS. DISTURBED AREAS CE CORNER MINIMIZE GROUND 0 WITHIN 200' OF WATER BODIES AND WETLANDS MUST USE A NON -PHOSPHORUS DISTURBANCE TO THE VERTICAL DATUMNAvD88 FERTILIZER. MINIMIZE COYPA"CTION OF INFILTRATION MAX. 'EXTENT FEASIBLE TO BENCH MARK IS TOP MONUMENT IN CASE AT THE INTERSEC ON OF EA 101 HEAVY MACHINERY. INSTALL NOT IMPACT ADJACENT TI APPROX. LOCATION TREE TREES. 92ND AVENUE WEST AND 228TH STREET Sw. ELEVA77ON 367.97 4: WORK LINE AND FERTILIZER IN TO 2' INTO THE SOIL AND SMOOTH THE SURF FAENCING AROUND PERIMETER TO DRIP LINES. INSTALL TREE 'NO I ACE. flL�" 1-11 LIMIT DISTURBANCE LOT 53 PROTECTION FENCING AT APPROX. LOCATION 5: LAY STRIPS OF SOD BEGINNING AT THE LOWEST ARE TO BE SODDED AND EDGE OF DRIP LINE OF DRIP LINE PERPENDICULAR TO THE DIREC77ON OF WATER 'LOW. WEDGE STRIPS SECURELY INTO CITY OF EDMONDS ENGINEERING DIVISION PLACE. SQUARE THE ENDS OF EACH STRIP TO PROWDE FOR A CLOSE, TIGHT FIT. EX. SSMH STAGGER JOINTS AT LEAST 12m. STAPLE ON THE SLOPES STEEPER THAN JH.'IV RIM = 3 70.25 TES.C. LEGEND APPROVED FOR CONSTRUCTION 6. ROLL THE SODDED AREA AND IRRIGATE MAIN N-S CHANNEL CLEARING LIMITS ELEV. = 352.20 .. ...... 7. WHEN SODDINGG IS CARRIED OUT IN ALTERNATION STRIPS OR OTHER PATTERNS, _SF SILT FENCE SEED THE ARM BETWEEN THE SOD IMMEDIATELY AFTER SODDING OWNER/CONTRAC,70R, PLASTIC COVER ONSIBLE FOR EN INEERING DIVISION DATE. EROSION CONTROL AND DR41NAGE MULCH 228TH STREET Sw RESUB CITY OF EDMONDS PLANNING DIVISION FEB 0 4 2016 APPROVED FOR CONSTRUCTION FILTER FABRIC MATER14L IN WIRE MESH SUP11ORT FOUND CONCRETE 11mmillfrilio Drille ljor rrAlrF Tf) ClIPMPT MONUMENT IN CASE BUtLDING DEPARMIL-1- NOTE: GRADING VALUES BELOW INCLUDE APPROXIMATE 250 CYDS OF FOUNDATION EXCAVATION GRADING QUANTITIES P ALL TWO (2) Wr: .300 CU. YDS. nU-- .300 CU. YDS. (GRADING QUANTITIES ARE ROUGH IJALCULATIONS WHICH B USINESS DA YS DO NOT ACCOUNT FOR SOIL SWELLING & SHRINKAGE) BEFORE YO U DIG EXCESS CUT MAY BE SPREAD Off SITE. 1 _ 800-424-5555 ALL MATERIAL REMOVED FROM SITE SHALL BE HAULED TO A COUNTY APPROVED SITE. STAPLES OR MRE RINGS FILTER P.BRIC TO ATlACH FABRIC TO SIRE. El n n FILTER FABRIC SECURED TO 2' x 2m W01 2" x 2m x 14 CA OR EQUAL EQUAL -ON 2# ---- ------ PLACE 314* - 1.5" CN WASHED GRAVEL IN THE TRENCH AND ON BOTH SIDES OF nLTER FENCE ++ FABRIC ON THE SURFACE, 8"-12ffi u u Li u 6'-0* MAX. BURY BOff0d OF FILTER MATERIAL 8' TO 12'. u C17Y INSPEC77ON REQUIRED ON ALL 8- CONTR4CTORIDEVELOPER SHALL MAINTAIN AND REPLACE EROSION CONTROL METHODS BEFORE STRAW BALES TO INSURE PROPER EROSION CONTROL. OTHER WORK CAN BEGIN S fL T F4NCE DETA IL. EDMONDS STO OIL El. I VEGETATIVE COVERBEFORE CLEANNG & G-RADING- MUTYCONFLICTNOM- TI E SITE IS RESIDENT14L LAWN W/ PARTIAL TREE COVER CA UTIOW VEGETA.TIVE COVER Af TER CLWING & GRAD,(N& THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND ALL DISTURBED PERVIOUS AREAS WILL BE AMENDED DEPTH OF ALL EXISTING UTILITIES WHETHER'SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR RESIDENTIAL LAWNILANDSC4PING. TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-55MAND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS SOILS: TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES ALDERWOOD URBAN LAND COMPLEX AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WESTERN arG#fi= INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CATUMSIMINSERTNOT-U.- CITY OF EDMONDS FILTER SOCKS WILL SHALL BE ADDED SAIEX-T -2— dl:� 7— BY. TO CATCH BASINS DOWNSTREAM FROM PLANNER DATE. THE SITi: PER EDA40NDS STANDARD I DETAIL E'13 AS NEEDED. ESGIMEW / SUR VEYOR WESTERN ENGINEERS, INC. SOIL L0 G INFO. - PLMNER: EVERETT, KA 98204 TELEPHONE J: (425) 356-2700 SOIL LOV INFO PROVIDED BY B4TTERMANN FAX J: (425) 356-2708 GE0TECHqICAL CONSUL77NG OF WOODINVILLE, Wk REFER TO GEOTECH REPORT ON -SITE A PFUCAff RONGVE GROUP, INC WITH THV CITY OF EDMONDS FOR PO BOX 2047 ADDITIONk INFO. REDMOND, WA 98073 (425) 482-5959 Lw a to ON-24" GRAVELLY SANDY LWSTR I Lei EET FILIto OWNER: NICHOLAS GELOTTE 1815 NE 190TH STREET >24w HARDPAN SEATTLE, WA 98155 Lm LEGAL DESCRIPTION.- ON-240 GRAVELLY SANDY LOAM >24' HARDPAN RESUB LOT 52, PINE CREST, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE 55, RECORDS OF SNOHOMISH COUNTY, WASHINGTON JAN 212016 SITUATE IN THE CRY OF' EDMONDS, THE COUNTY OF SNOHOMISH. STATE OF WASHIN6ION. scwea TO ISE cm-T SU�LDINQ DEPAR-tIMENT SUBJECT TO ALL EASEMENTS, RESTRICTIONS AND RESERVATIONS. ;K W"m kNo wrt-0 vem oolmp w- V, 0i oily Ole EDMONDS MACCOUATNO(S). MEADDRESS: 0 m"D Ao,o. SLowim V%STWe_T SHELTINDEX.- 00544300005200 22420 93RD PLACE W EDMONDS, WA 96020 wwe P<X_655 'ra, wf�rm lmp4"lL'% OWO 9WPPP & 6PANNO PLAN thfff` i 6P 2 A -NO Cbk*TfUAC.TIW op Mw Swx*g FAI14IL-Y DRAINAGE & UTILITY PLAN SHEET 2 OF 2 BLD20151'168 SWPPP AND GRADING FOR: .j Western . (425) Engineers & RONGVF GR 0 UP con ct Surveyors 356-2700 SE114, SE114, SEC.25, T.27N., R.3E., WM. 45844 SURVEYORS 9 PLANNERS e ENGINEERS CITY OF EDMONDS, WASHINGTON IST L I LAND USE CONSULTANTS DWN. BY DATE TAS 08118115 REV. BY DATE 02 JAJ 01114116 PROJECT MANAGER J. JARRELL SCALE 1 20' CIVIL ENGINEERS a LAND SURVEYORS DWG. FILENAME CHK. BY F. B. NO, JOB NO. SHT. NO. 9740 EVERCREEN WAY * EVERETT * WA * 98204 ***,151467ABASE.DWG JAJ 15-1467-A 1 OF2 SE114, SE114, SEC.25, MY, R,3E, W.M. CflT0FEDM011DS, WASHINGTON 4"- 6 P VC PIPE (PERFORA TED) WRAP TRENCH - EN77RELY WITH FILTER FABRIC BA CKFILL NOTE. 1. ANY FILL M,4TERIAL PLACE AROUND THE NEW INFILTRATION TRENCH SHALL BE FREE OF DEBRIS AND CONSIST MAINLY OF CLEAN LOAMY SAND (70% MINIMUM SAND PERCENT AND 15% 94X CLAY CONTENT. 2. BACKFILL PLACED SHALL BE MINIMALLY COMPACTED IN ORDER TO PROVIDE SOIL STABILITY BUT NOT TO DENSE TO LIMIT INFILTRATION. OBSERVA77ON WELL (WIMETAL CAP & LOCK) SECTION A -A 40 RIGID OR 6" FLEXIBLE COMPACT SACKFILL PERFORA TED PIPE 1- 112" TO 1-314" WASHED ROCK ROOF DOWNSPOUT SYSTEM NOT TO SCALE WILMIYON CALCS SOIL TYPE. ALDERWOOD - URBAN - 0.5 IN/HR PER GEOTECH DESIGN INFILTRATION RATE. INFILTRATION DESIGN DEPTH. 18m SIZING FACTOR (PER CITY HANDOUT JE72 B). 6.2% PROPOSED ROOF AREA. 3,803 SF. TOTAL TRENCH LENGTH REQUIRED. 3,803 SF, x 6.2% 235.79LF NOTE. MINIMUM SIZE TRENCH PER CITY OF EDMONDS HANDOUT RESULTS IN A MINIMUM INFILTRATION TRENCH FOOTPRINT AREA OF 471.5 SF, TRENCH AREA DESIGNED (60'x8): 480 SF REFER TO STORMWATER MIN4GE REPORT FOR INFILTRATION TRENCH SIZING WHICH MEETS STREAMBANK EROSION CONTROL REQUIREMENTS (99% INFILTRATE) WHICH IS ABOVE AND BEYOND FLOW CONTROL THRESHOLDS SET FORTH BY THE CITY OF EDMONDS FOR SMALL PROJECTS. OBSERVA77ON WELL - - - - - - - - - INFIL TRA TION TRENCH ROOF 4" RIGID OR 6" FLEXIBLE PERFORA TED PIPE PLAN VIEW 1A "^&I 111�1 I SPLASH BLOCK DOWN SPOUT INFILTRATION SYSTEM FIGURE 3.2, VOL 1/1 DOE SWDM LINE F TYPE AREA (SQUARE E= 1. NON -REGULATED 0 EXEMPT REGULATED 2. REPLACED 0 3,719 3_- NEW (POST 1977) + 1,015 4. TOTAL REGULATED IMPERVIOUS AREA MMOA77ON REQUIRED IF IN EXCESS OF 2000SF 4,7J4 5. TOTAL ARE4 MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S) = 0 6* REGULATED AREA NOT YET MITIGATED = 4,734 7-. AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIGUES = 0 8. ITHROUGH AREA PROPOSED TO BE MITIGATED CONVENTIAL SWM TECHNIQUES = 4,734 IWERVIOUS SURFACE CALCS. TOTAL SITE AREA 11,810 SF DEVELOPED 51 PROP. SIR ROOF OUTLINE = 3,803 SF. *PROPOSED DRIVEWAY = 825 SF. *PROEM WALK 109 sf. TOTAL 4,734 SF, *NOTE., DOES NOT INCLUDE AREAS COVERED BY HOUSE EAVES. (TOTAL NEW & REPLACED SURFACE AREA 4,734 SF) LOTCOVERAGE CALCS: DEVEL&ED SITE (E01-PRINa- �ROA SFR Z870 SF. LOT COVERAGE. Z870 SF.111,810 SF 24.3% INSTALL TEE AND ELBOWS AT C8 INLJ 2 ROWS OF 56LF PERF PIPE INSTALL TEE ANI ELBOWS AT CB IN. CB#I CB SPECIFICATIONS: C811-TYPE RIM ELEVA77ON = 372.8 IE = 371.00 CM -TYPE RIM ELEVATION = 372.5 IE 371.00 DOWN SPOUT INFILTRATION PLAN VIEW DETAIL SCALE: 1"-20' *2' MIN. WIDE GRAVEL FLOW SPREADER, 6' MIN. DEPTH 20' - �1_ - 1 -1 10' VEG. FLOWATH 2Z EX. GROUND (-lox SLOPE) *NOTES. \_6" DEPTH COMPOST 1. GRAVEL SPREADER SHALL CONSIST OF CRUSHED ROCK OR AN AMENDED SOILS EXTENSION OF THE DRIVEWAY SURGRADE, 2. GRAVEL TRANSITION STRIP SHALL ONLY BE LOCATED ON PRIVATE PROPERTY NO GRAVEL STRIP ALLOWED IN PUBLIC R/W. NEW DRIVEWAV L-3- � -L SECTION DETAIL, NOT TO SCALE SPLASH BLOCK OVERFLOW ATNW CORNER OF HOUSE ---- - - S88*2 APPROX. LOCATION ....... ....... ...... .. .... OF OFF.-SiTE TREE . ..... . .. CB#2 DRIP LINE FOO TING DRAIN TO DRYWELL! B'x6O'x?8" DEEP INFIL7RA77ON TRENCH SEE DrrAIL, THIS SHEEr 5, MIN. 6.7' �HOWN,,_ MCI h 7- SET RE8AR"0'2.' OFFSET EAST, WOOD FENCE CORNER 0,8'SOUTH, 1.4 EAST FOUND CONCRE7E MONUMENT IN CASE 224TH s'rREET SW ASSUMED LOCATION OF NEW DRY UTILITIES CONTRACTOR TO ADJUST AS NECESSARY PER U77LITY COMPANY SPECIFIC477ONS 3' MIN SETBACK FROM T8 M N Ay.,pllcant shall R%Pnir/replace all damag to 'i uflRie:.-� or froritt,,ge �i ri ht-of-way pol C;� i-nproveine. nts in Ci P, Rv �standards that is cauzzed or occurr; during tile- permitted project. . OTHER UTILITIES REQUIRED. �o APPROX. LOCATION OF DRIP LINE-_\ 0 T 5 1 SLOPE DRIVEWAY TO SOUTH (L INTO ADJ. VEG. W11O' MIN. 'd C3 VEGETATED FLOW PATH. SEE SET REBAR & CAP LS NO DTL, THIS SHEET J0433. CHAIN LINK FENCE CORNER 1.6 NORTH ME 185w 7 - RD 371.25 P- GARAGE FF=37J.5 INSTALL 1.5" SERVICE LINE FROM METER TO HOUSE, IF NECESSARY. IPE TO BE INSTALL WISCHEDULE 40 PIPE & TPACER WIRE SEE EDMONDS SID DTL E7.6. E T, IPO F 114 PROPOSED ROOF OUTUNE PROPOSED SFR FF=374.2 -45' MIN. 10' SHOWN SPLASH BLOCK /i;VERFLOWJ AT SW CORNER;OF HOUSE LOT 53 �\o- 0e, 1�-A- 30. Do' _U t/ U PROPOSED.. REPLACE EX. METER WITH ��Mlv. Y X SERVICE PER C.O.E. . . . . . . . . . APPROX. LOCATION OF EX. SIDE w i�10' MIN. SEWER PER CITY AS-BUILTS E,/1 LEGEND FOUND MONUMENTIBENCHMARK CENTERLINE EXISTING CATCH BASIN (CB) 0 EXISTING SEWER MANHOLE (SSMH) 0 EXISTING CLEAN OUT (SSCO) WATER VALVE EXISTING WATER METER EXIS77NG FIRE HYDRANT EXISTING POWER POLE EXISTING TREE NEW TYPE 1 CATCH BASIN (CB) 0 NEW TYPE 2 CATCH BASIN (CB) ...... ..... . ...... ..... F -7. 7, EXISTING BUILDINGS EXISTING CONCRETE C PROPOSED BUILDING PROPOSED CONCRETE PROPOSED ASPHALT PROPERTY LINE RIGHT OF WAY EXISTING LOT LINES EXISTING CONTOURS EXISTING VERTICAL CURB EDGE OF PAVEMENT SS EXISTING SANIT4RY SEWER _SD EXISTING STORM DRAJN w EXISTING WATER SS PROPOSED SAN17ARY SEWER SD ---- Or- PROPOSED STORM DRAIN W PROPOSED WATER RD PROPOSED ROOF DRAIN U- PROPOSED DRY U77LMES PROPOSED SURFACE FLOW DIRECTION FINISH GRADE SPOT ELEVA77ON IF ss CONTOUR NOTE. CONTOURS SHOWN REFLECT SITE CONTOURS AFTER PROPOSED GRADING. CL -0m BOLD CONTOURS INDIC47E NEW FINISH OWES. LIGHTER CONTOUR LINES REFLECT EXISTING GRADES THAT ARE TO REMAIN. co qV 32 -372 -- - - - - - --- EX. ASPHALT DRIOE FOOTING DRAIN 'I-,' TO DRYWELL A G C E P TAr,,, SCH -10 N - 12 F810 �!ANCO2, 1v Z J 1. FOUND 1 114 PINCH PIPE. 0. 15 WEST TRM NO 1 APPROX, LOCATION OF DRIP LINE EX, SSM14 RIM = 370.25 MAIN N-S CHANNEL ELEV, = 352.20 228TH STREET_sw1_ FOUND CONCRETE MONUMENT IN CASE SEWER NOTES: A6 Vr MW COWACT GLY1,0 i� WATER/SEAfEr, �,3TPIIC f FbK- S"Jew_ INSVECTIbI05 mfftr-175 'TO CITY DF 6 ALL V1JP'T6Vt SMVICI�7 uJiv INS (_b� SITE ELEV-J70.25 _qV_TBM1 SITE BENCH MARK NUMBER I IS NORTH RIM SANITARY, MANHOLE LOCATED NEAR THE VERTICAL DATUM. ASSUMED SOUTHEAST CORNER OF THE SUBJECT PROPERTY. t1h SITE ELEV=375.68' TBM2 SITE 13ENCH MARK NUMBER 2 IS LARGE PK NAIL AND 2 112 FLASHER SET IN THE EDGE OF VERTICAL DATUM.' ASSUMED ASPHALT, 18-5 FEET EAST OF THE NORTHEAST PROPERTY CORNER. 1.) CONTACTOR SHALL CONTACT OLYMPIC VfEw WATER AND SEWER DISTRICT FOR PERMIMNG AND USE OF EXISTING SEWER STUB FOR NEW RESIDENCE AND UPGRADE EXISTING SERviCE As NEEDED PER DISTRICT REQUIREMENTS. 2.) IF ONE DOES NOT CURRENTLY EXIST, A CAST IRON LAMP HOLE SHALL BE INSTALLED WHERE THE SEWER STUB INTERSECTS THE EASTERN PROPERTY LINE OF. THE SITE. a a a 171 FEB 04 2gl VERTICAL DATUM NAvv8a BENCH MARK IS TOP MONUMENT IN CASE AT THE INTERSECTION OF 92ND AVENUE WEST AND 2287H STREET SW. ELEVATION - 36Z97