23920 104TH AVE W.PDF23920 104TH AVE W
E
0
A D D R E S S:
TAX ACCOUNT/PARCEL #:
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #: DETERMINATION: Conditional Waiver Study Required F] Waiver
CRITICAL AREAS #: DETERMINATION: Conditional Waiver Study Required Fj Waiver
DISCRETIONARY PERMIT #S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit Vs):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT:
BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USEIENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
K* WA
0
Generai, e/ Information
; � 14 1, V.
Project Name:
15007 Joint system
J
"Site Nam,61
Woodway Court
Site Address:
1 04th
City:
Edmonds
Report Date:
5/12/2016
MGS Region:
Puget East
Data Start:
1901/10/1
Data End:
2058/09/30
Timestep: 15 Minute
DOT Data Number03
Version Date: 2016/02/25
Version: 4.2.12
POC Thresholds
Low Flow Threshold for POC1: 50 Percent of the 2 Year
High Flow Threshold for POC1: 50 Year
`-A)
15007 Joint system 5/12/2016 1:00:45 PM
Page 2
Landuse Basin Data
Predeveloped Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use acre
A B, Forest, Mod 0.577
Pervious Total 0.577
Impervious Land Use acre
Impervious Total 0
Basin Total 0.577
Element Flows To:
Surface Interflow
Groundwater
15007 Joint system 5/12/2016 1:00:45 PM Page 3
Mitigated Land Use
Basin 1
Bypass: No
GroundWater: No
Pervious Land Use acre
Pervious Total 0
Impervious Land Use
acre
ROOF TOPS FLAT
0.285
DRIVEWAYS FLAT
0.256
SIDEWALKS FLAT
0.036
Impervious Total 0.577
Basin Total 0.577
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1 Gravel Trench Bed 1
15007 Joint system 5/12/2016 1:00:45 PM Page 4
Routing Elements
Predeveloped Routing
15007 Joint system 5/12/2016 1:00:45 PM Page 5
Mitigated Routing
Gravel Trench Bed 1
Bottom Length:
48.00 ft.
Bottom Width:
12.00 ft.
Trench bottom slope 1:
0 To 1
Trench Left side slope 0:
0 To 1
Trench right side slope 2:
0 To 1
Material thickness of first layer:
3
Pour Space of material for first layer:
0.35
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:
10
Infiltration safety factor:
1
Total Volume Infiltrated (ac-ft.):
217.876
Total Volume Through Riser (ac-ft.):
0
Total Volume Through Facility (ac-ft.):
217.876
Percent Infiltrated:
100
Total Precip Applied to Facility:
0
Total Evap From Facility:
0
Discharge Structure
Riser Height: 0 ft.
Riser Diameter: 0 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel Trench Bed Hydraulic Table
Stage(feet)
Area(ac.)
Volume(ac-ft.)
Discharge(cfs) Infilt(cfs)
0.0000
0.013
0.000
0.000
0.000
0.0444
0.013
0.000
0.000
0.133
0.0889
0.013
0.000
0.000
0.133
0.1333
0.013
0.000
0.000
0.133
0.1778
0.013
0.000
0.000
0.133
0.2222
0.013
0.001
0.000
0.133
0.2667
0.013
0.001
0.000
0.133
0.3111
0.013
0.001
0.000
0.133
0.3556
0.013
0.001
0.000
0.133
0.4000
0.013
0.001
0.000
0.133
0.4444
0.013
0.002
0.000
0.133
0.4889
0.013
0.002
0.000
0.133
0.5333
0.013
0.002
0.000
0.133
0.5778
0.013
0.002
0.000
0.133
0.6222
0.013
0.002
0.000
0.133
0.6667
0.013
0.003
0.000
0.133
0.7111
0.013
0.003
0.000
0.133
0.7556
0.013
0.003
0.000
0.133
0.8000
0.013
0.003
0.000
0.133
--0-.8444--0-01-3---0-003----
-0-.000-----0-.1-3-3
0.8889
0.013
0.004
0.000
0.133
0.9333
0.013
0.004
0.000
0.133
0.9778
0.013
0.004
0.000
0.133
1.0222
0.013
0.004
0.000
0.133
15007 Joint system
5/12/2016
1:00:45 PM
Page 6
1.0667
0.013
0.004
0.000
0.133
1.1111
0.013
0.005
0.000
0.133
1.1556
0.013
0.005
0.000
0.133
1.2000
0.013
0.005
0.000
0.133
1.2444
0.013
0.005
0.000
0.133
1.2889
0.013
0.006
0.000
0.133
1.3333
0.013
0.006
0.000
0.133
1.3778
0.013
0.006
0.000
0.133
1.4222
0.013
0.006
0.000
0.133
1.4667
0.013
0.006
0.000
0.133
1.5111
0.013
0.007
0.000
0.133
1.5556
0.013
0.007
0.000
0.133
1.6000
0.013
0.007
0.000
0.133
1.6444
0.013
0.007
0.000
0.133
1.6889
0.013
0.007
0.000
0.133
1.7333
0.013
0.008
0.000
0.133
1.7778
0.013
0.008
0.000
0.133
1.8222
0.013
0.008
0.000
0.133
1.8667
0.013
0.008
0.000
0.133
1.9111
0.013
0.008
0.000
0.133
1.9556
0.013
0.009
0.000
0.133
2.0000
0.013
0.009
0.000
0.133
2.0444
0.013
0.009
0.000
0.133
2.0889
0.013
0.009
0.000
0.133
2.1333
0.013
0.009
0.000
0.133
2.1778
0.013
0.010
0.000
0.133
2.2222
0.013
0.010
0.000
0.133
2.2667
0.013
0.010
0.000
0.133
2.3111
0.013
0.010
0.000
0.133
2.3556
0.013
0.010
0.000
0.133
2.4000
0.013
0.011
0.000
0.133
2.4444
0.013
0.011
0.000
0.133
2.4889
0.013
0.011
0.000
0.133
2.5333
0.013
0.011
0.000
0.133
2.5778
0.013
0.011
0.000
0.133
2.6222
0.013
0.012
0.000
0.133
2.6667
0.013
0.012
0.000
0.133
2.7111
0.013
0.012
0.000
0.133
2.7556
0.013
0.012
0.000
0.133
2.8000
0.013
0.013
0.000
0.133
2.8444
0.013
0.013
0.000
0.133
2.8889
0.013
0.013
0.000
0.133
2.9333
0.013
0.013
0.000
0.133
2.9778
0.013
0.013
0.000
0.133
3.0222
0.013
0.014
0.000
0.133
3.0667
0.013
0.015
0.000
0.133
3.1111
0.013
0.015
0.000
0.133
3.1556
0.013
0.016
0.000
0.133
3.2000
0.013
0.016
0.000
0.133
3.2444
0.013
0.017
0.000
0.133
3.2889
0.013
0.017
0.000
0.133
3.3333
0.013
0.018
0.000
0.133
3.3778
0.013
0.019
0.000
0.133
3.4222
0.013
0.019
0.000
0.133
3.4667
0.013
0.020
0.000
0.133
3.5111
0.013
0.020
0.000
0.133
3.5556
0.013
0.021
0.000
0.133
3.6000
0.013
0.022
0.000
0.133
15007 Joint system 5/12/2016 1:00:45 PM Page 7
3.6444
0.013
0.022
0.000
0.133
3.6889
0.013
0.023
0.000
0.133
3.7333
0.013
0.023
0.000
0.133
3.7778
0.013
0.024
0.000
0.133
3.8222
0.013
0.024
0.000
0.133
3.8667
0.013
0.025
0.000
0.133
3.9111
0.013
0.026
0.000
0.133
3.9556
0.013
0.026
0.000
0.133
4.0000
0.013
0.027
0.000
0.133
15007 Joint system 5/12/2016 1:00:45 PM Page 8
Analysis Results
POC I
0
j
IL
C
M
GO
00
10E.5
IOE-4
10E-3 10E-2 1GE-1 1 10 100
+ Predeveloped
Predeveloped Landuse Totals for POC #1
Total Pervious Area:
0.577
Total Impervious Area:
0
Mitigated Landuse Totals
for POC #1
Total Pervious Area:
0
Total Impervious Area:
0.577
OW1 T------ I ------T - -
1 0.5 1 2 5 10 20 30 60 70 80 9D 0 0 N W.5
x Mitigated
Flow Frequency Method: Log Pearson Type III 17B
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.000288
5 year
0.000376
10 year
0.000421
25 year
0.000467
50 year
0.000495
100 year
0.000519
Flow Frequency Return Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0
5 year
0
10 year
0
25 year
0
50 year
0
100 year
0
AnnualPeaks
Annual Peaks for Predeveloped and Mitigated. POC #1
Year
Predeveloped
Mitigated
1902
0.000
0.000
1903
0.000
0.000
1904
0.000
0.000
1905
0.000
0.000
1906
0.000
0.000
1907
0.000
0.000
1908
0.000
0.000
1909
0.000
0.000
1910
0.000
0.000
1911
0.000
0.000
I
15007 Joint system 5/12/2016 1:00:45 PM Page 9
1912
0.000
1913
0.000
1914
0.000
1915
0.000
1916
0.000
1917
0.000
1918
0.000
1919
0.000
1920
0.000
1921
0.000
1922
0.000
1923
0.000
1924
0.000
1925
0.000
1926
0.000
1927
0.000
1928
0.000
1929
0.000
1930
0.000
1931
0.000
1932
0.000
1933
0.000
1934
0.000
1935
0.000
1936
0.000
1937
0.000
1938
0.000
1939
0.000
1940
0.000
1941
0.000
1942
0.000
1943
0.000
1944
0.000
1945
0.000
1946
0.000
1947
0.000
1948
0.000
1949
0.000
1950
0.000
1951
0.000
1952
0.000
1953
0.000
1954
0.000
1955
0.000
1956
0.000
1957
0.000
1958
0.000
1959
0.000
1960
0.000
1961
0.000
1962
0.000
1963
0.000
1964
0.000
1966
0.000
1967
0.000
1968
0.000
1969
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
-0 , 000
0.000
0.000
0.000
0.000
15007 Joint system 5/12/2016 1:01:57 PM Page 10
1970
0.000
0.000
1971
0.000
0.000
1972
0.000
0.000
1973
0.000
0.000
1974
0.000
0.000
1975
0.000
0.000
1976
0.000
0.000
1977
0.000
0.000
1978
0.000
0.000
1979
0.000
0.000
1980
0.000
0.000
1981
0.000
0.000
1982
0.000
0.000
1983
0.000
0.000
1984
0.000
0.000
1985
0.000
0.000
1986
0.000
0.000
1987
0.000
0.000
1988
0.000
0.000
1989
0.000
0.000
1990
0.000
0.000
1991
0.000
0.000
1992
0.000
0.000
1993
0.000
0.000
1994
0.000
0.000
1995
0.000
0.000
1996
0.000
0.000
1997
0.000
0.000
1998
0.000
0.000
1999
0.000
0.000
2000
0.000
0.000
2001
0.000
0.000
2002
0.000
0.000
2003
0.000
0.000
2004
0.000
0.000
2005
0.000
0.000
2006
0.000
0.000
2007
0.000
0.000
2008
0.000
0.000
2009
0.000
0.000
2010
0.000
0.000
2011
0.000
0.000
2012
0.000
0.000
2013
0.000
0.000
2014
0.000
0.000
2015
0.000
0.000
2016
0.000
0.000
2017
0.000
0.000
2018
0.000
0.000
2019
0.000
0.000
2020
0.000
0.000
2021
0.000
0.000
2022
0.000
0.000
2023
0.000
0.000
2024
0.000
0.000
2025
0.000
0.000
2026
0.000
0.000
2027
0.000
0.000
15007 Joint system 5/12/2016 1:01:57 PM Page 11
2028
0.000
0.000
2029
0.000
0.000
2030
0.000
0.000
2031
0.000
0.000
2032
0.000
0.000
2033
0.000
0.000
2034
0.000
0.000
2035
0.000
0.000
2036
0.000
0.000
2037
0.000
0.000
2038
0.000
0.000
2039
0.000
0.000
2040
0.000
0.000
2041
0.000
0.000
2042
0.000
0.000
2043
0.000
0.000
2044
0.000
0.000
2045
0.000
0.000
2046
0.000
0.000
2047
0.000
0.000
2048
0.000
0.000
2049
0.000
0.000
2050
0.000
0.000
2051
0.000
0.000
2052
0.000
0.000
2053
0.000
0.000
2054
0.000
0.000
2055
0.000
0.000
2056
0.000
0.000
2057
0.000
0.000
2058
0.000
0.000
Ranked Annual Peaks
Ranked Annual Peaks for Precleveloped and Mitigated. POC #1
Rank
Predevelloped
Mitigated
1
0.0005
0.0000
2
0.0005
0.0000
3
0.0005
0.0000
4
0.0005
0.0000
5
0.0005
0.0000
6
0.0005
0.0000
7
0.0005
0.0000
8
0.0005
0.0000
9
0.0005
0.0000
10
0.0005
0.0000
11
0.0005
0.0000
12
0.0004
0.0000
13
0.0004
0.0000
14
0.0004
0.0000
15
0.0004
0.0000
16
0.0004
0.0000
17
0.0004
0.0000
18
0.0004
0.0000
.1-9-------0-0004-
-0-0000
------- - -- -
20
0.0004
0.0000
21
0.0004
0.0000
22
0.0004
0.0000
23
0.0004
0.0000
15007 Joint system 5/12/2016 1:01:57 PM Page 12
24
0.0004
0.0000
25
0.0004
0.0000
26
0.0004
0.0000
27
0.0004
0.0000
28
0.0004
0.0000
29
0.0004
0.0000
30
0.0004
0.0000
31
0.0004
0.0000
32
0.0004
0.0000
33
0.0004
0.0000
34
0.0004
0.0000
35
0.0004
0.0000
36
0.0004
0.0000
37
0.0004
0.0000
38
0.0004
0.0000
39
0.0004
0.0000
40
0.0004
0.0000
41
0.0004
0.0000
42
0.0003
0.0000
43
0.0003
0.0000
44
0.0003
0.0000
45
0.0003
0.0000
46
0.0003
0.0000
47
0.0003
0.0000
48
0.0003
0.0000
49
0.0003
0.0000
50
0.0003
0.0000
51
0.0003
0.0000
52
0.0003
0.0000
53
0.0003
0.0000
54
0.0003
0.0000
55
0.0003
0.0000
56
0.0003
0.0000
57
0.0003
0.0000
58
0.0003
0.0000
59
0.0003
0.0000
60
0.0003
0.0000
61
0.0003
0.0000
62
0.0003
0.0000
63
0.0003
0.0000
64
0.0003
0.0000
65
0.0003
0.0000
66
0.0003
0.0000
67
0.0003
0.0000
68
0.0003
0.0000
69
0.0003
0.0000
70
0.0003
0.0000
71
0.0003
0.0000
72
0.0003
0.0000
73
0.0003
0.0000
74
0.0003
0.0000
75
0.0003
0.0000
76
0.0003
0.0000
77
0.0003
0.0000
78
0.0003
0.0000
79
0.0003
0.0000
80
0.0003
0.0000
81
0.0003
0.0000
15007 Joint system 5/12/2016 1:01:57 PM Page 13
82
0.0003
0.0000
83
0.0003
0.0000
84
0.0003
0.0000
85
0.0003
0.0000
86
0.0003
0.0000
87
0.0003
0.0000
88
0.0003
0.0000
89
0.0003
0.0000
90
0.0003
0.0000
91
0.0003
0.0000
92
0.0003
0.0000
93
0.0003
0.0000
94
0.0003
0.0000
95
0.0003
0.0000
96
0.0003
0.0000
97
0.0003
0.0000
98
0.0003
0.0000
99
0.0003
0.0000
100
0.0003
0.0000
101
0.0003
0.0000
102
0.0003
0.0000
103
0.0003
0.0000
104
0.0002
0.0000
105
0.0002
0.0000
106
0.0002
0.0000
107
0.0002
0.0000
108
0.0002
0.0000
109
0.0002
0.0000
110
0.0002
0.0000
ill
0.0002
0.0000
112
0.0002
0.0000
113
0.0002
0.0000
114
0.0002
0.0000
115
0.0002
0.0000
116
0.0002
0.0000
117
0.0002
0.0000
118
0.0002
0.0000
119
0.0002
0.0000
120
0.0002
0.0000
121
0.0002
0.0000
122
0.0002
0.0000
123
0.0002
0.0000
124
0.0002
0.0000
125
0.0002
0.0000
126
0.0002
0.0000
127
0.0002
0.0000
128
0.0002
0.0000
129
0.0002
0.0000
130
0.0002
0.0000
131
0.0002
0.0000
132
0.0002
0.0000
133
0.0002
0.0000
134
0.0002
0.0000
1-35- ----0-.000-2-0-.0000---
�36
0.0002
0.0000
137
0.0002
0.0000
138
0.0002
0.0000
139
0.0002
0.0000
15007 Joint system 5/12/2016 1:01:57 PM Page 14
140
0.0002
0.0000
141
0.0002
0.0000
142
0.0002
0.0000
143
0.0002
0.0000
144
0.0002
0.0000
145
0.0002
0.0000
146
0.0002
0.0000
147
0.0002
0.0000
148
0.0001
0.0000
149
0.0001
0.0000
150
0.0001
0.0000
151
0.0001
0.0000
152
0.0001
0.0000
153
0.0001
0.0000
154
0.0001
0.0000
155
0.0001
0.0000
156
0.0001
0.0000
157
0.0001
0.0000
15007 Joint system 5/12/2016 1:01:57 PM Page 15
Duration Flows
The Facility PASSED
Flow(cfs)
Predev
Mit
Percentage
Pass/Fail
0.0001
4557
0
0
Pass
0.0001
4406
0
0
Pass
0.0002
4211
0
0
Pass
0.0002
4068
0
0
Pass
0.0002
3900
0
0
Pass
0.0002
3754
0
0
Pass
0.0002
3578
0
0
Pass
0.0002
3432
0
0
Pass
0.0002
3281
0
0
Pass
0.0002
3166
0
0
Pass
0.0002
2985
0
0
Pass
0.0002
2869
0
0
Pass
0.0002
2758
0
0
Pass
0.0002
2663
0
0
Pass
0.0002
2586
0
0
Pass
0.0002
2471
0
0
Pass
0.0002
2408
0
0
Pass
0.0002
2281
0
0
Pass
0.0002
2223
0
0
Pass
0.0002
2105
0
0
Pass
0.0002
2041
0
0
Pass
0.0002
1949
0
0
Pass
0.0002
1845
0
0
Pass
0.0002
1774
0
0
Pass
0.0002
1681
0
0
Pass
0.0002
1609
0
0
Pass
0.0002
1506
0
0
Pass
0.0002
1421
0
0
Pass
0.0002
1333
0
0
Pass
.0.0002
1289
0
0
Pass
0.0003
1209
0
0
Pass
0.0003
1173
0
0
Pass
0.0003
1115
0
0
Pass
0.0003
1065
0
0
Pass
0.0003
1017
0
0
Pass
0.0003
959
0
0
Pass
0.0003
931
0
0
Pass
0.0003
878
0
0
Pass
0.0003
852
0
0
Pass
0.0003
823
0
0
Pass
0.0003
798
0
0
Pass
0.0003
768
0
0
Pass
0.0003
748
0
0
Pass
0.0003
716
0
0
Pass
0.0003
674
0
0
Pass
0.0003
626
0
0
Pass
0.0003
598
0
0
Pass
0.0003
577
0
0
Pass
--0-0003-5-1-3--0---0-
-Pass-
0.0003
491
0
0
Pass
0.0003
481
0
0
Pass
0.0003
458
0
0
Pass
0.0003
431
0
0
Pass
15007 Joint system 5/12/2016 1:01:57 PM Page 16
0.0003
410
0
0
Pass
0.0003
394
0
0
Pass
0.0003
371
0
0
Pass
0.0003
352
0
0
Pass
0.0003
336
0
0
Pass
0.0003
321
0
0
Pass
0.0004
309
0
0
Pass
0.0004
303
0
0
Pass
0.0004
289
0
0
Pass
0.0004
270
0
0
Pass
0.0004
246
0
0
Pass
0.0004
242
0
0
Pass
0.0004
233
0
0
Pass
0.0004
225
0
0
Pass
0.0004
211
0
0
Pass
0.0004
189
0
0
Pass
0.0004
187
0
0
Pass
0.0004
181
0
0
Pass
0.0004
171
0
0
Pass
0.0004
160
0
0
Pass
0.0004
146
0
0
Pass
0.0004
127
0
0
Pass
0.0004
125
0
0
Pass
0.0004
118
0
0
Pass
0.0004
107
0
0
Pass
0.0004
99
0
0
Pass
0.0004
94
0
0
Pass
0.0004
82
0
0
Pass
0.0004
74
0
0
Pass
0.0004
59
0
0
Pass
0.0004
54
0
0
Pass
0.0004
49
0
0
Pass
0.0004
45
0
0
Pass
0.0004
31
0
0
Pass
0.0005
26
0
0
Pass
0.0005
15
0
0
Pass
0.0005
4
0
0
Pass
0.0005
1
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
0.0005
0
0
0
Pass
15007 Joint system 5/12/2016 1:01:57 PM Page 17
Water Quality
Water Quality BMP Flow and
On-line facility volume: 0
On-line facility target flow: 0
Adjusted for 15 min: 0
Off-line facility target flow: 0
Adjusted for 15 min: 0
Volume for POC #1
acre-feet
cfs.
cfs.
cfs.
cfs.
15007 Joint system 5/12/2016 1:01:57 PM Page 18
LID Report
UDTechnique
Used for
Total Volume
Volume.
Infiltration
OuFnulkiie
Percent
Wat&rQuality.
Percent
Comment
M9
Trealn�e,
T hrough
Volume
Volump, �,\f6i6m�
I
Wate? 'a uafiry
J) ?
Tr#aIment
�6014
(aq
Infiftration.
I ed
hfiltrat'
,
frrated
fGravel Trench Bed 1 POC
199.15
13
99.56
Total Volume Infiltrated
199.15
0.001
0.00
99.561
0.00
0%
No Treat
Credit
Duration
Compliance Wth UD
Analysis
Standard 8% of 2-yr to 50% of
Result=
2-yr
IPassed
15007 Joint system 5/12/2016 1:01:57 PM Page 19
Model Default Modifications
Total of 0 changes have been made.
PERLND Changes
No Ptkl-ND changes have been made.
IMPLND Changes
No IMPLND changes have been made.
15007 Joint system 5/12/2016 1:02:13 PM Page 20
Appendix
Predeveloped Schematic
asin
.58a
15007 Joint system 5/12/2016 1:02:13 PM Page 21
Mitigated Schematic
asin 1
MGravel
rench Bed 1
15007 Joint system 5/12/2016 1:02:13 PM Page 22
Predeveloped UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1901 10 01
RUN INTERP OUTPUT LEVEL
RESUME 0 RUN 1
END. GLOBAL
END 2058 09 30
3 0
FILES
<File>
<Un#>
< ----------- File Name -----
<-ID->
WDM
26
15007 Joint system.wdm
MESSU
25
Pre15007 Joint system.MES
27
Pre15007 Joint system.L61
28
Pre15007 Joint system.L62
30
POC15007 Joint systeml.dat
END FILES
-------------------------
OPN SEQUENCE
UNIT SYSTEM
1
INGRP INDELT 00:15
PERLND 2
COPY 501
DISPLY 1
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #< ---------- Title ----------- >***TRAN PIVL DIG1 FILl
1 Basin 1 MAX
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# NPT NMN
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit -systems Printer
# User t-series Engl Metr
in out
2 A/B, Forest, Mod 1 1 1 1 27 0
END GEN-INFO
*** Section PWATER***
PYR DIG2 FIL2 YRND
1 2 30 9
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
2 0 0 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *********
2 0 0 4 0 0 0 0 0 0 0 0 0 1 9
END PRINT -INFO
15007 Joint system 5/12/2016 1:02:13 PM Page 23
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
2 0 0 0 0 0 0 0 0 0 0 0
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY
2 0 5 2 400 0.1 0.3
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER
input info:
Part 3
# - # ***PETMAX
PETMIN
INFEXP
INFILD
DEEPFR
2 0
0
2
2
0
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER
input info:
Part 4
# - # CEPSC
UZSN
NSUR
INTFW
IRC
2 0.2
0.5
0.35
0
0.7
END PWAT-PARM4
AGWRC
0.996
BASETP AGWETP
0 0
LZETP
0.7
PWAT-STATE1
<PLS > Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21
# - # CEPS SURS UzS IFWS LZS AGWS
2 0 0 0 0 3 1
END PWAT-STATE1
M0083:40MOW
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems Printer
# - # User t-series Engl Metr
in out
END GEN-INFO
Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR RETSC
END IWAT-PARM2
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
END IWAT-PARM-3
IWAT-STATE1
<PLS > Initial conditions at start of simulation
# - # RETS SURS
END IWAT-STATE1
GWVS
0
15007 Joint system 5/12/2016 1:02:13 PM Page 24
END IMPLND
SCHEMATIC
<-Source->
<Name> #
Basin 1***
PERLND 2
PERLND 2
******Routing******
END SCHEMATIC
<--Area--> <-Target-> MBLK
<-factor-> <Name> # Tbl#
0.577 COPY 501 12
0.577 COPY 501 13
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - #< ------------------ >< --- > User T-series Engl Metr LKFG
in out
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
END HYDR-PARM1
HYDR-PARM2
# - # FTABNO LEN DELTH STCOR KS DB50
< ------ >< -------- >< -------- >< -------- >< -------- >< -------- >< -------- >
END HYDR-PARM2
HYDR-INIT
RCHRES Initial conditions for each HYDR section
# VOL Initial value of COLIND Initial value of OUTDGT
*** ac-ft for each possible exit for each possible exit
< >< -------- > < >< >< >< < >< --- >< --- >< >< >
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # #
WDM 2 PREC ENGL I DIV PERLND 1 999 EXTNL PREC
WDM 2 PREC ENGL I DIV IMPLND 1 999 EXTNL PREC
15007 Joint system 5/12/2016 1:02:13 PM Page 25
WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP
WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd
<Name> # .
<Name>
# #<-factor->strg
<Name> #
<Name> tem strg strg***
COPY 501 OUTPUT
MEAN
1 1 48.4
WDM 501
FLOW ENGL REPL
END EXT TARGETS
MASS -LINK
<Volume> <-Grp>
<-Member-><--Mult-->
<Target>
<-Grp> <-Member->***
<Name>
<Name>
# #<-factor->
<Name>
<Name> # #***
MASS -LINK
12
PERLND PWATER
SURO
0.083333
COPY
INPUT MEAN
END MASS -LINK
12
MASS -LINK
13
PERLND PWATER
IFWO
0.083333
COPY
INPUT MEAN
END MASS -LINK
13
END MASS -LINK
END RUN
15007 Joint system 5/12/2016 1:02:13 PM Page 26
Mitigated UCI File
RUN
GLOBAL
WWHM4 model simulation
START 1901 10 01 END 2058 09 30
RUN INTERP OUTPUT LEVEL 3 0
RESUME 0 RUN 1 UNIT SYSTEM 1
END GLOBAL
FILES
<File> <Un#> < ----------- File Name ------------------------------ >***
<-ID->
WDM
26
15007 Joint system.wdm
MESSU
25
Mit15007
Joint system.'MES
27
Mit15007
Joint system.L61
28
Mit15007
Joint system.L62
30
POC15007
Joint systeml.dat
END FILES
OPN SEQUENCE
INGRP INDELT 00:15
IMPLND 4
IMPLND 5
IMPLND 8
RCHRES 1
COPY 1
COPY 501
DISPLY I
END INGRP
END OPN SEQUENCE
DISPLY
DISPLY-INFO1
# - #< ---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND
1 Gravel Trench Bed 1 MAX 1 2 30 9
END DISPLY-INFO1
END DISPLY
COPY
TIMESERIES
# - # NPT NMN
1 1 1
501 1 1
END TIMESERIES
END COPY
GENER
OPCODE
# # OPCD
END OPCODE
PARM
# # K
END PARM
END GENER
PERLND
GEN-INFO
<PLS >< ------- Name ------- >NBLKS Unit -systems Printer
# - # User t-series Engl Metr
in out
END GEN-INFO
*** Section PWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC
END PRINT -INFO
15007 Joint system 5/12/2016 1:02:13 PM Page 27
PWAT-PARM1
<PLS > PWATER variable monthly parameter value flags
# - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT
END PWAT-PARM1
PWAT-PARM2
<PLS > PWATER input info: Part 2
# - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC
END PWAT-PARM2
PWAT-PARM3
<PLS > PWATER input info: Part 3
# - # ***PETMAX PETMIN INFEXP
END PWAT-PARM3
PWAT-PARM4
<PLS > PWATER input info: Part 4
# - # CEPSC UZSN NSUR
END PWAT-PARM4
INFILD DEEPFR
BASETP AGWETP
LZETP
PWAT-STATE1
<PLS > Initial conditions at start of simulation
ran from 1990 to end of 1992 (pat 1-11-95) RUN 21
# - # CEPS SURS UzS IFWS LZS AGWS GWVS
END PWAT-STATE1
END PERLND
IMPLND
GEN-INFO
<PLS >< ------- Name ------- > Unit -systems Printer
# - # User t-series Engl Metr
in out
4 ROOF TOPS/FLAT 1 1 1 27 0
5 DRIVEWAYS/FLAT 1 1 1 27 0
8 SIDEWALKS/FLAT 1 1 1 27 0
END GEN--INFO
*** Section IWATER***
ACTIVITY
<PLS > Active Sections
# - # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 1 0 0 0
5 0 0 1 0 0 0
8 0 0 1 0 0 0
END ACTIVITY
PRINT -INFO
<ILS > ******** Print -flags ******** PIVL PYR
# - # ATMP SNOW IWAT SLD IWG IQAL
4 0 0 4 0 0 0 1 9
5 0 0 4 0 0 0 1 9
8 0 0 4 0 0 0 1 9
END PRINT -INFO
IWAT-PARM1
<PLS > IWATER variable monthly parameter value flags
# - # CSNO RTOP VRS VNN RTLI
4 0 0 0 0 0
5 0 0 0 0 0
8 0 0 0 0 0
END IWAT-PARM1
IWAT-PARM2
<PLS > IWATER input info: Part 2
# - # *** LSUR SLSUR NSUR RETSC
4 400 0.01 0.1 0.1
5 400 0.01 0.1 0.1
8 400 0.1 0.1
END IWAT-PARM2
15007 Joint system 5/12/2016 1:02:13 PM Page 28
IWAT-PARM3
<PLS > IWATER input info: Part 3
# - # ***PETMAX PETMIN
4 0 0
5 0 0
8 0 0
END IWAT-PARM3
IWAT-STATE1
<PLS > Initial conditions at start of simulation
# - # RETS SURS
4 0 0
5 0 0
8 0 0
END IWAT-STATE1
END IMPLND
SCHEMATIC
<-Source->
<--Area-->
<-Target->
MBLK
<Name> #
<-factor->
<Name> #
Tbl#
Basin 1***
IMPLND 4
0.285
RCHRES 1
5
IMPLND 5
0.256
RCHRES 1
5
IMPLND 8
0.036
RCHRES 1
5
******Routing******
IMPLND 4
0.285
COPY
1
15
IMPLND 5
0.256
COPY
1
15
IMPLND 8
0.036
COPY
1
15
RCHRES 1
1
COPY
501
17
END SCHEMATIC
NETWORK
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1
<-Volume-> <-Grp> <-Member-><--Mult-->_Tran <-Target vols> <-Grp> <-Member->
<Name> # <Name> # #<-factor->strg <Name> # # <Name> # #
END NETWORK
RCHRES
GEN-INFO
RCHRES Name Nexits Unit Systems Printer
# - #< ------------------ >< --- > User T-series Engl Metr LKFG
in out
I Gravel Trench Be-008 2 1 1 1 28 0 1
END GEN-INFO
*** Section RCHRES***
ACTIVITY
<PLS > Active Sections
# - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG
1 1 0 0 0 0 0 0 0 0 0
END ACTIVITY
PRINT -INFO
<PLS > Print -flags PIVL PYR
# - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR
1 4 0 0 0 0 0 0 0 0 0 1 . 9
END PRINT -INFO
HYDR-PARM1
RCHRES Flags for each HYDR Section
# - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each
FG FG FG FG possible exit possible exit possible exit
15007 Joint system 5/12/2016 1:02:13 PM Page 29
1
0 1 0
0 4 5
0 0 0
0 0
0 0 0 2 2 2 2 2
END HYDR-PARM1
HYDR-PARM2
# - #
FTABNO
LEN
DELTH
STCOR
KS DB50
< ><
><
-------- ><
-------- ><
-------- ><
-------- >< -------- >
1
0.01
0.0
0.0
0.5 0.0
END HYDR-PARM2
HYDR-INIT
RCHRES
Initial
conditions
for each HYDR section
# #
VOL
Initial
value
of COLIND
Initial value of OUTDGT
***
ac-ft
for each
possible
exit
for each possible exit
< ><
-------- >
< --- ><
--- ><---><
--- >< >
< --- >< --- >< --- ><--->< --- >
1
0
4.0
5.0 0.0
0.0 0.0
0.0 0.0 0.0 0.0 0.0
END HYDR-INIT
END RCHRES
SPEC -ACTIONS
END SPEC -ACTIONS
FTABLES
FTABLE
1
92 5
Depth
Area
Volume
Outflowl
Outflow2
Velocity Travel Time***
(ft)
(acres)
(acre-ft)
(cfs)
(cfs)
(ft/sec) (Minutes)***
0.000000
0.013223
0.000000
0.000000
0.000000
0.044444
0.013223
0.00020G
0.000000
0.133333
0.088889
0.013223
0.000411
0.000000
0.133333
0.133333
0.013223
0.00OG17
0.000000
0.133333
0.177778
0.013223
0.000823
0.000000
0.133333
0.222222
0.013223
0.001028
0.000000
0.133333
0.2GGGG7
0.013223
0.001234
0.000000
0.133333
0.311111
0.013223
0.001440
0.000000
0.133333
0.355556
0.013223
0.001646
0.000000
0.133333
0.400000
0.013223
0.001851
0.000000
0.133333
0.444444
0.013223
0.002057
0.000000
0.133333
0.488889
0.013223
0.002263
0.000000
0.133333
0.533333
0.013223
0.002468
0.000000
0.133333
0.577778
0.013223
0.002674
0.000000
0.133333
0.622222
0.013223
0.002880
0.000000
0.133333
0.666667
0.013223
0.003085
0.000000
0.133333
0.711111
0.013223
0.003291
0.000000
0.133333
0.755556
0.013223
0.003497
0.000000
0.133333
0.800000
0.013223
0.003702
0.000000
0.133333
0.844444
0.013223
0.003908
0.000000
0.133333
0.888889
0.013223
0.004114
0.000000
0.133333
0.933333
0.013223
0.004320
0.000000
0.133333
0.977778
0.013223
0.004525
0.000000
0.133333
1.022222
0.013223
0.004731
0.000000
0.133333
1.066667
0.013223
0.004937
0.000000
0.133333
1.111111
0.013223
0.005142
0.000000
0.133333
1.155556
0.013223
0.005348
0.000000
0.133333
1.200000
0.013223
0.005554
0.000000
0.133333
1.244444
0.013223
0.005759
0.000000
0.133333
1.288889
0.013223
0.005965
0.000000
0.133333
1.333333
0.013223
0.006171
0.000000
0.133333
1.377778
0.013223
0.006376
0.000000
0.133333
1.422222
0.013223
0.006582
0.000000
0.133333
1.466667
0.013223
0.006788
0.000000
0.133333
1.511111
0.013223
0.006994
0.000000
0.133333
1.555556
0.013223
0.007199
0.000000
0.133333
1.600000
0.013223
0.007405
0.000000
0.133333
1.644444
0.013223
0.007611
0.000000
0.133333
1_688889
-0 _013 223
_0_ 00 7 8 16
0 . OLO 0.0 0 0
_Q. 133333
1.733333
0.013223
0.008022
0.000000
0.133333
1.777778
0.013223
0.008228
0.000000
0.133333
1.822222
0.013223
0.008433
0.000000
0.133333
1.866667
0.013223
0.008639
0.000000
0.133333
1.911111
0.013223
0.008845
0.000000
0.133333
1.955556
0.013223
0.009051
0.000000
0.133333
15007 Joint system 5/12/2016 1:02:13 PM Page 30
2.000000 0.013223 0.009256 0.000000 0.133333
2.044444 0.013223 0.009462 0.000000 0.133333
2.088889 0.013223 0.009668 0.000000 0.133333
2.133333 0.013223 0.009873 0.000000 0.133333
2.177778 0.013223 0.010079 0.000000 0.133333
2.222222 0.013223 0.010285 0.000000 0.133333
2.266667 0.013223 0.010490 0.000000 0.133333
2.311111 0.013223 0.010696 0.000000 0.133333
2.355556 0.013223 0.010902 0.000000 0.133333
2.400000 0.013223 0.011107 0.000000 0.133333
2.444444 0.013223 0.011313 0.000000 0.133333
2.488889 0.013223 0.011519 0.000000 0.133333
2.533333 0.013223 0.011725 0.000000 0.133333
2.577778 0.013223 0.011930 0.000000 0.133333
2.622222 0.013223 0.012136 0.000000 0.133333
2.666667 0.013223 0.012342 0.000000 0.133333
2.711111 0.013223 0.012547 0.000000 0.133333
2.755556 0.013223 0.012753 0.000000 0.133333
2.800000 0.013223 0.012959 0.000000 0.133333
2.844444 0.013223 0.013164 0.000000 0.133333
2.888889 0.013223 0.013370 0.000000 0.133333
2.933333 0.013223 0.013576 0.000000 0.133333
2.977778 0.013223 0.013781 0.000000 0.133333
3.022222 0.013223 0.014369 0.000000 0.133333
3.066667 0.013223 0.014957 0.000000 0.133333
3.111111 0.013223 0.015545 0.000000 0.133333
3.155556 0.013223 0.016132 0.000000 0.133333
3.200000 0.013223 0.016720 0.000000 0.133333
3.244444 0.013223 0.017308 0.000000 0.133333
3.288889 0.013223 0.017895 0.000000 0.133333
3.333333 0.013223 0.018483 0.000000 0.133333
3.377778 0.013223 0.019071 0.000000 0.133333
3.422222 0.013223 0.019658 0.000000 0.133333
3.466667 0.013223 0.020246 0.000000 0.133333
3.511111 0.013223 0.020834 0.000000 0.133333
3.555556 0.013223 0.021421 0.000000 0.133333
3.600000 0.013223 0.022009 0.000000 0.133333
3.644444 0.013223 0.022597 0.000000 0.133333
3.688889 0.013223 0.023185 0.000000 0.133333
3.733333 0.013223 0.023772 0.000000 0.133333
3.777778 0.013223 0.024360 0.000000 0.133333
3.822222 0.013223 0.024948 0.000000 0.133333
3.866667 0.013223 0.025535 0.000000 0.133333
3.911111 0.013223 0.026123 0.000000 0.133333
3.955556 0.013223 0.026711 0.000000 0.133333
4.000000 0.013223 0.027298 0.000000 0.133333
4.044444 0.013223 0.027886 0.000000 0.133333
END FTABLE 1
END FTABLES
EXT SOURCES
<-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member->
<Name>
#
<Name>
# tem
strg<-factor->strg
<Name>
#
#
<Name> # #
WDM
2
PREC
ENGL
1 DIV
PERLND
1
999
EXTNL
PREC
WDM
2
PREC
ENGL
1 DIV
IMPLND
1
999
EXTNL
PREC
WDM
1
EVAP
ENGL
0.76
PERLND
1
999
EXTNL
PETINP
WDM
1
EVAP
ENGL
0.76
IMPLND
1
999
EXTNL
PETINP
END EXT SOURCES
EXT TARGETS
<-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd
<Name>
#
<Name>
#
#<-factor->strg
<Name>
#
<Name>
tem
strg strg***
RCHRES
1
HYDR
RO
1
1 1
WDM
1004
FLOW
ENGL
REPI,
RCHRES
1
HYDR
0
1
1 1
WDM
1006
FLOW
ENGL
REPL
RCHRES
1
HYDR
0
2
1 1
WDM
1007
FLOW
ENGL
REPL
RCHRES
1
HYDR
STAGE
1
1 1
WDM
1005
STAG
ENGL
REPL
COPY
1
OUTPUT
MEAN
1
1 48.4
WDM
701
FLOW
ENGL
REPL
COPY
501
OUTPUT
MEAN
1
1 48.4
WDM
801
FLOW
ENGL
REPL
END EXT
TARGETS
15007 Joint system 5/12/2016 1:02:13 PM Page 31
MASS -LINK
<Volume> <-Grp> <-Member-><--Mult-->
<Name> <Name> # #<-factor->
MASS -LINK 5
IMPLND IWATER SURO 0.083333
END MASS -LINK 5
MASS -LINK 15
IMPLND IWATER SURO 0.083333
END MASS -LINK 15
MASS -LINK 17
RCHRES OFLOW OVOL 1
END MASS -LINK 17
END MASS -LINK
END RUN
<Target> <-Grp> <-Member->***
<Name> <Name> #
RCHRES INFLOW IVOL
COPY INPUT MEAN
COPY INPUT MEAN
15007 Joint system 5/12/2016 1:02:13 PM
Page 32
OnodeVeloped HSPF Message File
1 1%,
15007 Joint system 5/12/2016 1:02:13 PM Page 33
Mitigated HSPF Message File
ERROR/WARNING ID: 341 6
DATE/TIME: 1952/ 1/10 11: 0
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1189.1 1214.7 1236.5
ERROR/WARNING ID: 341 5
DATE/TIME: 1952/ 1/10 11: 0
RCHRES: I
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -2.133E+03 1.8514 1.8514 2
ERRORNARNING ID: 341 6
DATE/TIME: 1952/ 1/10 11:15
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1189.1 1214.7 1219.1
ERRORNARNING ID: 341 5
DATE/TIME: 1952/ 1/10 11:15
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.348E+03 1.1698 1.1698E+00 2
-ERROR/ WARNI NG_ ID--. ___ - 3-41 _G
DATE/TIME: 1972/ 6/10 19:15
RCHRES: 1
15007 Joint system 5/12/2016 1:02:13 PM Page 34
M
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1368.0
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 19:15
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -8.045E+03 6.9832 6.9832E+00 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 19:30
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTA]3(). To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1488.1
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 19:30
RCHRES: I
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.345E+04 11.672 1.1672E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 19:45
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1559.0
15007 Joint system
5/12/2016 1:02:13 PM
Page 35
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 19:45
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.664E+04 14.443 1.4443E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 20: 0
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1604.1
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 20: 0
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.866E+04 16.202 1.6202E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 20:15
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1586.2
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 20:15
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
15007 Joint system 5/12/2016 1:02:13 PM Page 36
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.786E+04 15.503 1.5503E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6110 20:30
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1534.6
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 20:30
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.554E+04 13.489 1.3489E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 20:45
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1463.4
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 20:45
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -1.234E+04 10.710 1.0710E+01 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 21: 0
15007 Joint system
5/12/2016 1:02:13 PM
Page 37
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.18191E+03 1214.7 1380.2
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 21: 0
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -8.595E+03 7.4608 7.4607E+00 2
ERROR/WARNING ID: 341 6
DATE/TIME: 1972/ 6/10 21:15
RCHRES: 1
The volume of water in this reach/mixed reservoir is greater than the value
in the "volume" column of the last row of RCHTABO. To continue the
simulation the table has been extrapolated, based on information contained
in the last two rows. This will usually result in some loss of accuracy.
If depth is being calculated it will also cause an error condition.
Relevant data are:
NROWS V1 V2 VOL
92 1.1891E+03 1214.7 1286.8
ERROR/WARNING ID: 341 5
DATE/TIME: 1972/ 6/10 21:15
RCHRES: 1
Calculation of relative depth, using Newton's method of successive
approximations, converged to an invalid value (not in range 0.0 to 1.0).
Probably ftable was extrapolated. If extrapolation was small, no problem.
Remedy; extend ftable. Relevant data are:
A B C RDEP1 RDEP2 COUNT
O.00OOE+00 1152.0 -4.396E+03 3.8160 3.8160E+00 2
15007 Joint system 5/12/2016 1:02:13 PM Page 38
Disclaimer
Legal Notice
This program and accompanying documentation are provided 'as-is'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 @ by: Clear Creek Solutions, Inc. 2005-2016; All
Rights Reserved.
Clear Creek Solutions, Inc.
6200 Capitol Blvd. Ste F
Olympia, WA. 98501
Toll Free 1(866)943-0304
Local (360)943-0304
www.clearcreeksolutions.com
15007 Joint system
5/12/2016 1:02:13 PM
Page 39
I
I
I
I
I
/ I
1; 1
STREET FILE
Select Homes
23920 104 th Ave W
Edmonds, WA 98020
Storm Drainage Report
Prepared for:
Select Homes
Date: June 11, 2015
Revised February 23, 2016
Revised May 12, 2016
RESUB
MAY 19 2016
BUILDING PIPARTMENT
I
CrTY OF DIVIONDS
511212016
Prepared by: Rob Long,��P,,&iK�v�F r N
DIVO'l
N13:
0 L
RAM Engineering, Inc.
16531 13th Ave W, Suite Al 08, Lynnwood WA 98037
(425) 678-6960 RAMengineeringinc.com Job No. 15-007
i
Select Homes
23920 104th Ave W
Edmonds, WA 98020
Introduction: This summary report provides site design information for a single family residence
by Select Homes. This report includes storm drainage analysis to support permit review and
approval. The property is located along the west side of 104 th Ave W south of 238 th St SW' in the
southwest 1/4 of Section 36, T 27 N, R 3 E, W.M.
Site Address: 23920 104th Ave W Applicant: Select Homes
Edmonds, WA 98020 16513 13th Ave W, Suite A108,
Lynnwood WA 98037
Tax Parcel Number: 270336-003-030-00 Contact: Kayla Clark
(425) 742-6044
TABLE OF CONTENTS
SECTION
PAGES
A. Project Summary ............................................................................................................................... 3
B. Parcel (Vicinity) Map .......................................................................................................................... J
C. Site Development Plans ...................................................................................................................... 5
D. Aerial Photo ....................................................................................................................................... 1
E. Stormwater Control System Summary and Calculations .................................................................. 2
F. Drainage Basin Description and Maps ............................................................................................... 3
G. Grading & Erosion Control Summary and Soils Map ......................................................................... 4
H. Operation and Maintenance Guidelines ............................................................................................ 5
1. Geotechnical Engineering Report .................................................................................................... 28
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Page i
Select Homes 23920 104th Ave W
May 12, 2016
I
I
IA. PROJECT SUMMARY:
This report provides engineering information for the proposed construction of a single family residence; the
project is located at 23920 104 th Ave W in the City of Edmonds. The applicant, Select Homes proposes to
construct a single family residence on the site; the applicant also plans to process a 4-lot short plat, thus
adding three (3) additional house in the future. This report provides the evaluation for the first initial single
family residence.
Existing Conditions. The total site is about 39,964 sf (0.917 acres) in size; and is undeveloped and heavily
treed land. The site is bordered by 104 th Ave W along the east, Restlawn Memorial Park cemetery along the
north and west, and a restricted access tract owned by the City along the south boundary (see attached
aerial photo- section D).
The site is generally flat with an average slope across the site of approximately 0-8%. No stream or wetlands
were discovered on or immediately adjacent to the site. Run-off from the site sheet flows in a
westerly/southwesterly direction. There is no defined public or private stormwater conveyance system
(ditch and/or pipe system) along the existing restricted access driveway adjacent to the south side of the
site; runoff flows appear to disperse/infiltrate into the ground prior to leaving the site. Minimal drainage
runoff from or to the site are expected due to the well -draining underlying outwash soils in the area (see
additional soils discussions in section G.) Additional discussion of the local drainage basin and downstream
path is discussed in section F of this report.
Developed Conditions. The proposed project includes removal of the existing trees in the development
area and constructing a new single family residence and driveway. Infrastructure improvements include a
driveway, walkway, patio, storm water collection, conveyance and underground infiltration trench to
control stormwater runoff and connection of the typical utilities; water, sewer, gas, electric, and
communication services as needed.
Existing trees will be cleared during site grading activities in the development area adjacent to the proposed
house and access driveway; landscaping and lawn around the new house will stabilize the site upon building
construction. A storm drainage infiltration trench will be installed for the proposed single family residence
and access driveway impervious surfaces within the property limits (near northwest corner of the site). The
infiltration trench will be oversized to include the impervious surface of all four lots of the future short plat
and the private access driveway. The roof top drain and runoff flows from the driveway area shall be routed
to the proposed infiltration system. See section E for additional evaluation of the storm drainage control
system. All disturbed pervious (lawn/landscape) areas will preserve or restore the health and water -holding
capacity of the soils by compost -amending (Per DOE BMP T5.13: Post -Construction Soil Quality and Depth).
R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
PageA-1
Summary of Minimum Requirements for Small Site Projects:
5.1 Small Site Minimum Requirement #1 — Preparation of Stormwater Site Plan
The proposed site development consists of disturbing about 13,500 sf (0.13 ac.) of land and
creating/replacing about 11,650 sf of impervious surface (4,500 sf Lot 1 house + 7,150 sf private access
driveway). Thus, the project is classified as a Small Site- Category 2 project per the City's classification
system. The civil site development plans have been prepared and reduced copies of the plans are included
in section C of this report.
5.2 Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention
A construction Stormwater Pollution Prevention Plan (SWPPP) has be incorporated into the site
development plans. A summary of the site's erosion control measures that evaluates the typical 13
elements of a SWPPP are included in section G. The total site disturbance area of the project is less than
one acre, thus a formal Notice of intent application for NPDES coverage will not be made tothe Department
of Ecology. The grading quantities are estimated to be 500 CY of cut and 500 CY of fill.
5.3 Small Site Minimum Requirement #3 — Source Control of Pollution
Specific source controls are not required for single family residential sites. General requirements for these
sites include preventing the discharge of pollutants to the City's storm drainage system per Edmonds City
Code Chapter 7.200 (Illicit Discharges). This includes common household items such as pesticides,
herbicides, fertilizers, detergents and fluids from vehicle maintenance.
5.4 Small Site Minimum Requirement #4 — Preservation of Natural Drainage Systems and Outfalls
The site does not have a defined discharge locations and due to the underlying outwash soils it is believed
a majority of the stormwater runoff dissipates/infiltrates prior lot leaving the site. The proposed project
will utilize an infiltration trench to mitigate new impervious surfaces, no outfall discharge point is proposed.
5.5 Small Site Minimum Requirement #5 — Onsite Stormwater Management.
LID measures include compost amended soils (BMPT5.13) for all disturbed pervious surface areas.
Additionally flow control will be provided onsite with an underground infiltration trench. See section E for
summary of flow control.
5.6 Small Site Minimum Requirement #6 — Runoff Treatment. The proposed private access driveway will
create 7,150 sf of pollution -generation impervious surface onsite; thus exceeding the 5,000 sf threshold to
provide basic water quality treatment. The attached geotechnical report (see section 1) demonstrates that
the underlying soils have an organic content greater than 1%; however, the cation exchange capacity is
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page A-2
between 3.1 and 3.7 meq/100g, thus not meeting a required capacity greater than 5 meq/100g (per the
DOE Drainage Manual, Volume //1, 3.3.7SSC-6). Therefore, during the construction of the infiltration trench
the onsite soils will need to be amended to meet the standards for the water quality treatment. The soils
will need to be amended and tested to confirm a cation exchange capacity greater than 5 meq/100g.
5.7 Small Site Minimum Requirement #7 — Flow Control. Flow control (storm water infiltration) designs
and sizing calculations are provided in section E. Stormwater Control System Summary and Calculations.
On -site flow control will be provided by an on -site infiltration trench. The infiltration trench has been
designed to meet the flow control standards of a Category 2- Small Site project.
5.8 Small Site Minimum Requirement #8 — Wetland Protection. No wetlands are known to exist on or
adjacent to the site.
5.9 Small Site Minimum Requirement #9 — Operation and Maintenance. An operation and maintenance
summary is provided in section H.
5.10 Small Site Minimum Requirement #10 — Offsite Analysis and Mitigation. See section F. Drainage Basin
Description and Maps for a qualitative analysis.
5.11 Small Site Minimum Requirement #11 —Financial Liability. Cost estimates and bonds will be provided
by the applicant during final construction permit approval.
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page A-3
B. PARCEL (VICINITY) MAP
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RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page B- I
C. SITE DEVELOPMENT PLANS
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May 1Z 2016
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Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page C-4
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Final Engineering and Drainage Report
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Select Homes 23920 104th Ave W
May 12, 2016
Page C-5
D. AERIAL PHOTO
RAMEogineeting. In( -
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page D-6
E. STORMWATER CONTROL SYSTEM SUMMARY AND CALCULATIONS:
The project proposes to create and/or replace approximately 11,650 sf of impervious surface with the
initial site development (Lot 1 and private access driveway). To mitigate the development of the site, a
stormwater infiltration trench systems will be installed to control the drainage runoff (flow control). The
owner is proposing to complete a 4-lot short plat concurrently with the proposed building permit. The
proposed infiltration trench will be constructed to accommodate the additional three lots; each lot will be
allocated 4,500 sf of impervious surface, thus bringing the total site impervious to 25,150 sf (four lots at
4,500 sf + 7,150 private driveway). All of the on -site impervious surfaces shall be collected and routed to
the infiltration trench onsite.
A site specific geotechnical evaluation was made to assess the use of infiltration and LID measures onsite.
The evaluation determined infiltration is feasible onsite and recommends a long term infiltration design
rate of 10.0 in/hr, see geotechnical evaluation attached in section I of this report.
Infiltration Trench System Design:
The infiltration trench will be located in the northwest corner of the site, under the proposed private
access driveway. As stated above the infiltration trench will be designed for the ultimate impervious
surface for the complete build out of the site under the proposed Vot short plat; the total impervious
surface created will be 25,150sf (0.577 ac). The proposed trench will be 12' wide, 3' deep and 48' long;
and filled with 1-Y2" to 1-%" washed drain rock (35% voids).
The driveway infiltration trench is sized using the Edmonds -specific flow control standard for creek or lake
basins; maintaining post -developed 2-year, 10-year and 100-year peak discharge rates below 0.07 cfs, 0.14
cfs and 0.33 cfs (respectively) per acre of impervious area. Using the impervious area above, this results in
the following allowable release rates (per Edmonds Stormwater Code Supplement Table 4-5):
2-Year Allowable Release Rate = 0.07 cfs/acre-impervious x 0.577 acres = 0.040 cfs
10-Year Allowable Release Rate = 0.14 cfs/acre-i m pervious x 0.577 acres = 0.081 cfs
100-Year Allowable Release Rate = 0.33 cfs/acre-impervious x 0.577 acres = 0.191 cfs
The below calculations demonstrates that a 48' x 12' x 3.0' trench will infiltrate 25,150 sf (0.577 ac)
impervious areas and not exceed the allowable release flow rates. Below is a summary of the allowable
and design release peak flow rates per the modeling (using Gringorten flood frequency method).
Proposed Infiltration Trench: 12** wide, 3.0'deep and 48'long
Release Rates:
Storm Event
Mitigated
Allowable
2-year =
0.0000 cfs (100% infiltration)
0.040 cfs
10-year =
0.0000 cfs (100% infiltration)
0.081 cfs
100-year =
0.0000 cfs (100% infiltration)
0.191 cfs
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page E- I
See attached WWHM2012 model output report attached below; note the current version of WWHM2012
does not allow the user to specify the Gringorten flood frequency method required to analyze infiltration
systems with several zero values (100% infiltration) for the output report. The below screen capture
demonstrates the mitigated flow release flows do not exceed the allowable flow rates as summarized
a bove.
r3 U.", I NI".7-4 �:i M
Stibbe.i. Name [I� F D..". . liy� 0. POC Facility Name
-W
Flo- To D-I'vern
Facility Type
Area in Basin
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+
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+
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it
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1915 0 0002 0.0000
1916 0:0004 0�0000
1917 0.0002 0.0000
1918 0�0002 0.0000
1919 0.0002 0.0000
1920 0.000: 0.0000
1921 0.000 0�0000
1922 0.0003 0 0000
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1924 010002 a . 0000
1925 0.0002 0.0000
1926 0.0003 0�0000
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Garow-
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RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page E-2
Landuse Basin Data
Fredavekped Wad Use
Basin I
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RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
General A40del Inronnavon
ProjeO kame:
15W7 Joint system
Site Nam:
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Site Addrfts:
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Select Homes 23920 104th Ave W
May 12, 2016
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May 12, 2016
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R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Page E- I I
Select Homes 23920 104th Ave W
May 12, 2016
I
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RAMEngineering, Inc.
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RAM No. 15-007
Page E- 12
Select Homes 23920 104th Ave W
May 12, 2016
I
'I
F. DRAINAGE BAIIN DESCRIPTION:
The site is located in the Southwest Edmonds A watershed basin. The Southwest Edmonds A basin is a large
urban basin that collects stormwater runoff from residential areas in the southern portion of the City (see
watershed map in previous section).
An evaluation of the topography in the area reveals that stormwater runoff from the site that does not
infiltrate on -site would sheet -flow to the southern portion of the site and flows in a westerly direction along
the north end of the existing restricted driveway adjacent to the south property boundary. There is no public
or private storm drainage infrastructure along the restricted driveway. Along its drainage path to the west,
runoff naturally infiltrates into the sandy soils (no define downstream system was observed).
The majority of the downstream system consists of a natural ground infiltration. No apparent flooding or
system inadequacies within a Y4 mile downstream of the site were discovered during research of the
downstream system.
See the Watershed Map in the previous section and Downstream Drainage Exhibit on the following page for
the local downstream path.
1 77 1
1 "
I
I
I
I
I
I ffAM Engineering, Inc,
Final Engineering and Drainage Report
RAM No. 15-007
Page F- I
Select Homes 23920 104th Ave W
May 12, 2016
F-2. Watershed Basin MaD
A&& I FIGURE B-1
i3g* CITY OF EDMONDS
WATERSHEDS
O.A = ft-WAU
= ft",
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RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Page F-2
I
'k
Select Homes 23920 104th Ave W
May 12, 2016
F-3. Downstream Drainage Facility Map
J�Zjbi� 15-731
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RAMEngineering, Inc.
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RAM No. 15-007
Page F-3
Select Homes 23920 104th Ave W
May 12, 2016
I
G. GRADING & EROSION CONTROL SUMMARY:
This project will require grading to construct the proposed building and utilities (including the stormwater
infiltration system). Standard erosion control measures are proposed to be used during construction. The
primary erosion and sediment control BIVIP during construction will be proper soil stabilization methods.
Exposed soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces
of raindrops, flowing water, and wind. Applicable practices include, but not limited to, temporary and
permanent seeding, sodding, mulching, plastic covering, erosion control fabrics, matting, soil application of
polyacrylamide (pam), the early application of gravel base on areas to be paved, and dust control. The
contractor shall select a soil stabilization method best suited for the particular situation. Stock piles must
be stabilized and protected with sediment trapping measures. In addition, site containment of exposed
soils shall be sustained by using silt fence barriers along the down -slope boundaries of the site's disturbance
areas. See the site development plan for details.
Soils: In accordance with the NRCS Web Soil Survey the on -site soils consist of Everett gravelly sand loam,
0% to 8% (soil #17). Everett soils are somewhat excessively drained soil found on terraces and outwash
plains, and are categorized as a hydrologic group A soil (see full description attached). The Everett outwash
soils are typically suitable for infiltration of stormwater.
Construction Stormwater Pollution Prevention Plan (SWPPP): The following is a summary of the site's
erosion control measures that evaluates the typical DOE 13 elements of a SWPPP:
Element 1: Mark Clearing Limits: Clearing limits have been delineated on the engineering site development
plans.
Element 2: Establish Construction Access: A construction access has been delineated on the engineering
site development plans.
Element 3: Control Flow Rates: Due to the relatively small size of the project and the underlying outwash
soils no flow control system (ie: temporary pond) is proposed. During construction silt fencing
will provide attenuation of site runoff and upon project completion and stabilization
(established lawns and landscape of exposed soils), the infiltration storm system will provide
flow control.
Element 4: Install Sediment Controls: Filter fabric fence has been delineated and detailed on the
engineering site development plans. At a minimum, silt fence will be installed along the down
gradient perimeter of the disturbed area that will receive sediment -laden runoff.
Element 5: Stabilize Soils: Soils will be stabilized per the TESC notes listed on the engineering site
development plans.
Element 6: Protect Slopes: Exposed slopes shall be stabilized per the TESC notes listed on the engineering
site development plans.
17AM Engineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page G-1
Element 7: Protect Drain Inlets: Drain inlet protection will be installed on all catch basins that will receive
sediment -laden runoff. See the engineering site development plans for locations and detail.
Element 8: Stabilize Channels and Outlets: This element is not applicable since there are no temporary
channels or outlets proposed.
Element 9: Control Pollutants: Pollutants shall be managed as described in the T11C notes listed on the
engineering site development plans.
Element 10: Control De -Watering: Highly turbid or contaminated cle-watering water shall be handled
separately from stormwater. The water from all cle-watering systems for trenches and
foundations shall be treated or disposed prior to discharging from the site.
Element 11: Maintain BMPs: BMPs shall be maintained and removed at the end of the project as follows:
L All temporary and permanent erosion and sediment control BMPs shall be inspected,
maintained and repaired in accordance with the Drainage Manual or as approved or
required by the City to assure continued performance of their intended function in
accordance with BMP specifications.
ii. The applicant may remove temporary BMPs when they are no longer needed.
iii. All temporary erosion and sediment control BMPs shall be removed within 30 days after
construction is completed and the City has determined that the site is stabilized.
Element 12: Manage the Project: The owner of the site is responsible for managing the installation and
maintenance of the site BMPs.
Element 13. Protect Low Impact Development BMPs: During construction the proposed infiltration trench
areas shall be protected from sediment accumulation, sediment -laden runoff and soils, and
compaction from construction equipment. Soils restoration and/or replacement may be
needed if soils are compacted or contaminated with sediment.
Grading Quantity Approximation: The below listed grading quantities have been estimated using the
AutoCAD 3D modeling of the site; estimated quantities are for permitting purposes only.
Estimated grading site development quantities:
Cut: 500 CY
Fill: 500 CY
Conclusion: The final site development construction plans will include specific grading and drainage
improvement notes and details. With proper installation, maintenance and inspections of the proposed
construction'the project should have minimal impact to the surrounding environment.
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Page G-2
Select Homes 23920 104th Ave W
May 12, 2016
G-3 Soils Map
F i g u r e B - 2
,rCity of Edmonds
Soil Map Units (SCS 1983)
LEGEND
City of Edmo Boundary
Soll Map Units
SOIL.NAME
Alderwood Gravetly sandy loam, 2-8 % slopes
Aderwood Gravelly sandy loam, 8-15 % slopes
Alderwood Gravelly sandy loam, 15-25 % slopes
AJderwood Urban land complex, 2-8 % slopes
AJderwood Urban land complex, 8-15 % slopes
AJderNood-Everett Gravetty sandy loams, 25-70
Custer fine sandy loam
Everett gravelly sand, loam, 0-8 % slo
Everett graveRy sand loam, 8-15 % slopes
M Everett gravelly sand loam. 15-25 % slopes
Fluvaquents, ddal
Kdsap sift loam, 0.8 % slopes
KWp silt loam, 6-25 % slopes
McKenna gravelly sflt loam. 0-8 % slopes
Mukateo muck
Pits
Urbanland
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 1Z 2016
Page G-3
SOIL SURVEY OF
SNOHOMISH COUNTY AREA, WASHINGTON
UNITED STATES DEPARTMENT OF AGRICULTURE,
SOIL CONSERVATION SERVICE
Evereft Series- Gravelly Sandy Loam, 0 to 8 percent slopes (soil #17- Hydrologic Group "A")
This very deep, somewhat excessively drained soil is on terraces and outwash plains. It formed in glacial outwash. Areas
are long and narrow and are oriented in a northwest to southeast direction. They at 10 to 40 acres in size. The native
vegetation is mainly conifers. Elevation is near sea level to 500 feet. The average annual precipitation is about 40 inches,
the average annual air temperature is about 50 degrees F, and the average frost -free season is about 170 to 190 days.
Typically, the surface layer, where mixed to a depth of about 6 inches, is dark brown gravelly sandy loam. The subsoil is
dark brown very gravelly sand loam about 12 inches thick. The upper part of the substratum is brown very gravelly sand
about 5 inches thick. The lower part to a depth of 60 inches or more is dark brown extremely gravelly sand. In some areas
the substratum is weakly cemented.
Included in this unit are small areas of Alderwood soils on till plains, Indianola soils on terraces and outwash plains, and
Ragnar soils on outwash plains. Included areas make up about 15 percent of the total acreage.
Permeability of this Everett soil is rapid. Available water capacity is low. Effective rooting depth is 60 inches or more.
Runoff is slow, and the hazard of water erosion is slight.
This unit is used mainly as woodland. It is also used for urban development and for hay and pasture.
Douglas -fir is the main woodland species on this unit. On the basis of a 100-year site curve, the mean site index is 141.
On the basis of a 50-year site curve, the mean site index is 111. The mean annual increment at culmination (CMAI) for
Douglas- fir age 65 is 146 cubic feet per acre. Among the trees of limited extent are western hemlock, western red cedar,
and red alder. The common forest understory plants are salal, brackenfern, red huckleberry, common rose, and
Oregon -grape.
This unit is ted to year-round logging. Logging roads require suitable surfacing for year round use. Rock for road
construction is readily available on this unit.
Seedling mortality is the main limitation in the production of timber. Reforestation can be accomplished by planting
Douglas -fir seedlings. High soil temperature and low soil moisture content during the growing season cause a high
mortality of seedlings. When openings are made in the canopy, invading brushy plants, if not controlled, can delay the
establishment of seedlings.
If this unit is used for hay and pasture, the main limitations are slope, low available water capacity, and low soil fertility.
Rotation grazing, proper stocking rates, weed control, and fertilizer are need for maximum quality forage. Supplemental
irrigation is also needed. Periodic mowing and spreading of the droppings help to maintain uniform growth and discourage
selective grazing. Fertilizer is needed for optimum growth.
The main limitation for homesites and septic tank absorption fields is steepness of slope. If the density of housing is
moderate to high, community sewage systems may be needed to prevent contamination of water supplies as a result of
seepage. Septic tank absorption lines should be installed on the contour.
This map unit is capability subclass VIs.
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page G-4
H. OPERATION AND MAINTENANCE GUIDELINES:
These guidelines are intended to provide operation and maintenance instructions for the project's storm
drainage control facilities. The owner is responsible for maintenance of storm drainage facilities within
the property (private property owner system); the owner is not responsible for maintenance within the
public right-of-way (City system).
Private Property Owners: Private property owners are responsible for properly maintaining the stormwater
infrastructure on their property to ensure it operates as designed. The City has developed an inspection
program to ensure private property owners are properly maintaining their stormwater systems.
City System: City crews perform maintenance activities on the entire storm drainage system, including
inspection and cleaning of catch basins, street sweeping, emergency flooding response, creek
maintenance, inspection and monitoring of private stormwater detention systems.
Operation and Maintenance Requirements for private property owner system:
This manual is not comprehensive; although it explains the intended operation of the various
components of the drainage system, and suggests a routine of inspection and maintenance, it cannot
anticipate every problem. Once a historical record of maintenance is established, it may be prudent to
alter the routine. it is recommended that maintenance records be kept, and that the records be
reviewed periodically.
Concept of Operation: The drainage design is shown and described in the site development engineering
plans and report. The approved site development plans and report should be retained by the owner and
used as a reference to identify drainage facilities outlined in this manual.
Stormwater Infiltration Trench System. The onsite infiltration trench system consist of excavated trench
filled with drain rock per the City Standard detail (Handout #E72 B, Figure A-3). The infiltration trench
system has been designed to infiltrate most storm event; if an extraordinary event was to occur or
multiple back to back large storm events occurred the upstream catch -basins may overtop and overflow
into the street system. if regular overtopping of the catch basin is experienced the system shall be
thoroughly cleaned and inspected. Over a period of time siltation of the infiltration bed can occur
(especially if the system and upstream catch basin are not inspected and cleaned regularly) and
replacement of the rock in the infiltration system may be required.
The following pages outline standard general maintenance criteria for the project's drainage facilities.
For additional and updated maintenance information visit the Washington State Department of
Ecology's web -site at: http://www.ecy.wa.gov/programs/wq/wqhome.htmI
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page H- I
MAINTENANCE REQUIREMENTS
ECDC Section 18.30.090 requires privately -owned
stormwater management facilities, such as LID
BMPs be properly maintained. The owner of the
property is the responsible party for such
maintenance. The system must be kept in good
working order. The entire system should be
inspected once per year. An improperly maintained
BMP may cause private property or street flooding.
Contact the City Engineering Division for
maintenance information.
The City may make periodic inspections of BMPs to
ensure they are operating properly. ECDC Section
18.30. 100 contains the enforcement provisions the
City can use to ensure the system is properly
maintained.
General Infi"Itration Maintenance Criteria
Provision should be made for regular and perpetual maintenance of the infiltration basin/trench, including
replacement and/or reconstruction of the any media that are relied upon for treatment purposes.
Maintenance should be conducted when water remains in the basin or trench for more than 24 hours after
the end of a rainfall event, or when overflows occur more frequently than planned. For example, off-line
infiltration facilities should not have any overflows. Infiltration facilities designed to completely infiltrate
all flows to meet flow control standards should not overflow.
Removal of accumulated debris/sediment in the basin/trench should be conducted every 6 months or as
needed to prevent clogging, or when water remains in the pond for greater than 24 hours after the end of a
rainfall event.
PAN Engineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page H-2
No. 2 — Infiltrabon
Maintenance
Defect
Conditions When Maintenance Is
Results Expected When
C61noriern
Needed
Maintenance Is
P4rfornfed
General
Trash & Debris
See "Detention Ponds* (No. 1).
See Metention Ponde
(No. 1).
Poisonous/Noxious
See "Detention. PoncW (No. 1).
See "Detention Ponds"
Vegetation
(No. 1).
Contaminants and
See 'Detention Ponds, (No. 1).
See 'Detention Ponds'
Pollution
(No. 1).
Rodent Holes
See "Detention Ponds' (No. 1).
See "Detention Ponds"
(No. 1)
Storage Area
Sediment
Water ponding in infiltration pond after
Sediment is removed
rainfall ceases and appropriate time
and/or facility is cleaned
allowed for infiltration. Treatment basins
so that infiltration system
should infiltrate Water Ouality Design Storm
works according to
Volume within 48 hours, and empty within
design.
24 hours after cessation of most rain
events.
(A percolation test ph or test of facility
indicates facility is only working at 90% of
its designed capabilities. Test every 2 to 6
years. 11 two inches or more sediment is
present, remove).
Fitter Sags (if
Filled with
Sediment and debris fill bag more than 1/2
Filter bag is replaced or
applicable)
Sediment and
full.
system is redesigned.
Debris
Rock Fitters
Sediment and
By visual inspection, little or no water flows
Gravel in rock filter is
Debris
through fitter during heavy rain storms.
replaced.
Side Slopes of
Erosion
See 'Detention Ponds' (No. 1).
See *Detention Ponds"
Pond
(No. 1).
Emergen
Tree Growth
See "Detention Ponds' (No. 1).
See "Detention Ponds"
Overtlow2pillway
(No. 1).
and Berms over 4
feet in height.
Piping
See 'Detention Ponds" (No. 1).
See "Detention Ponde
(No. 1).
Emergency
Rock Missing
See 'Detention Ponds' (No. 1).
See "Detention Ponds'
Overflow Spillway
(No. 1).
Erosion
See 'Detention Ponds' (No. 1).
See 'Detention Ponds"
(No. 1).
Pre -settling
Facility or sump
6" or designed sediment trap depth of
Sediment is removed.
Ponds and Vaults
filled with Sediment
I
sediment.
I
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andfor debris
I
Volume V— Runoff D-eatment B.MPs — Decenibe?- 2014
4-35
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
IPage H-3
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
General
Trash &
Debris
Trash or debris which is located immediately
in front of the catch basin opening or is
No Trash or debris located
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
generate odors that could cause complaints
or dangerous gases (e.g., methane).
No dead animals or
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab, i.e.,
Frame is sitting flush on
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
the riser rings or top slab
and firmly attached.
attached
Fractures or
Cracksin
Maintenance person judges that structure is
unsound.
Basin replaced or repaired
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inletfoutlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlementf
Misalignment
If failure of basin has created a safety,
function, or design problem.
Basin replaced or repaired
to design standards.
Vegetation
Vegetation growing across and blocking more
than 10% of the basin opening.
No vegetation blocking
opening to basin.
Vegetation growing in inlettoutlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
Contamination
See "Detention Ponds�'(No. 1).
I
No pollution present.
I
and Pollution
Volume V— Runoff Treatment BMPs — December 2014
4-38
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
IPage H-4
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance Is Needed
Resuft Expected When
Component
Maintenance is
performed
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 112 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(Intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, not
securely attached to basin wall,
Ladder meets design
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 7/8 inch.
Grate opening meets
(If Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Missing.
Grate missing or broken member(s) of the
grate.
Grate is in place and
I meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Defect
Condition When Maintenance is
Results Expected When
Components
Needed
Maintenance Is Performed
General
Trash and
Trash or debris that is plugging more
Barrier cleared to design flow
Debris
than 20% of the openings in the barrier.
capacity.
Metal
Damaged/
Bars are bent out of shape more than 3
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
Barrier replaced or repaired to
deterioration to any part of barrier.
design standards.
InlettOutiet
Debris barrier missing or not attached to
Barrier firmly attached to pipe
Pipe
pipe
I
Volume V— Runoff Treatment BMPs — December 2014
4-39
R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 1Z 2016
Page H-5
1. GEOTECHNICAL ENGINEERING REPORT
a s s o c i a t e d
earth sciences
i n c; o r p o r a t e cl
February 12, 2016
Project No. KE140458A
Select Homes, Inc.
6531 13't' Avenue West, Suite A-107
Lynnwood, Washington 98037
Attention: Mr. Craig Pierce
Subject: Subsurface Exploration and Infiltration Testing
Woodway Court
239XX 1041 Avenue West
Edmonds, Washington
Dear Mr. Pierce:
Associated Earth Sciences, Inc. (AESI) is pleased to present this letter -report providing the
results of AESI's subsurface exploration and field infiltration testing for the subject project. This
letter -report has been prepared for the exclusive use of Select Homes, Inc., and their
authorized agents, for specific application to this project. No other warranty express or implied
is made.
INTRODUCTION
The subject site consists of an undeveloped 1.03-acre parcel located in the 239XX block of 1040
Avenue West in Edmonds, Washington (Snohomish County Parcel No. 27033600303000). The
location of the site is shown on the 'Vicinity Map," Figure 1. The topography of the parcel
generally slopes down toward the west at inclinations of less than 5 percent. with the
exception of a small area near the western property margin that has been cleared and surfaced
with gravel to provide access for maintenance vehicles associated with the adjacent Restlawn
Memorial Park cemetery, the site is vegetated by mixed deciduous/coniferous forest with
moderately thick underbrush.
It is our understanding that current plans include subdividing the property into four,
single-family residential lots with vehicle access to be provided by a private road to be
constructed along the north property margin. A geotechnical engineering study was previously
1(irkland Office 1911 FifthAvenue I 10ridand, WA98033 P I 425.827.Ml FI 425.827.5424
Everett Office 12912 H HevAtt Avenue, Suite 2 1 Everett, WA 98201 P 1425.259.0522 F 1425.927.5424
Tacoma Office 11552 commerce Street, Suite 102 1 Tacoma, WA98402 P 1253.722.2992 F 1253,722.2993
www.aesgeo.com
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page /4
Woodway Court
Edmonds, Washington Subsurface Exploration and infiltration Testinp
conducted for the project by AESI. The findings of our previous study were provided in our
report titled "Subsurface Exploration, Geologic Hazards, and Geotechnical Engineering Report,
Beck Property - Restlawn Park," dated September 16, 2014. it is our understanding that current
project plans include on -site infiltration of stormwater runoff through two infiltration trenches.
One of the infiltration trenches will be located in the northwestern portion of the property and
will receive runoff from the proposed private road. The other infiltration trench will be located
on Lot 1 in the eastern portion of the site and will only receive runoff from the roof of the
single-family home proposed on that lot. Based on discussions with the project civil engineer
(RAM Engineering, Inc.), it is our understanding that the bases of both of the infiltration
trenches will be located approximately 4 to 5 feet below existing site grades. The approximate
locations of the proposed lots, private road, and infiltration facilities are shown on the "Site and
Exploration Plan," Figure 2.
The purpose of our current study was to provide recommended design infiltration rates for the
two proposed infiltration facilities.
SUBSURFACE CONDITIONS
Stratigraphy
Subsurface exploration for our current study was conducted using a track -mounted excavator
and included four exploration pits (IF-1, IF-2, EP-1A, and EP-2A). Surficial sediments
encountered in exploration pits EP-1A and EP-2A, located in the wooded portion of the site in
the area of the Lot 1 infiltration trench, consisted of approximately 6 inches of forest cluff. At
the locations of exploration pits IF-1 and IF-2, located in the cemetery maintenance vehicle
access road near the northwestern corner of the site, the ground surface was capped by
approximately 3 to 4 inches of crushed rock.
Natural sediments encountered below the forest cluff or crushed rock layer in all of the
explorations generally consisted of loose to medium dense, reddish tan, gravelly, well -graded
sand with some silt and scattered cobbles. Below depths ranging from approximately 2.5 to
3 feet the natural sediments generally consisted of medium dense to dense, tan -gray, sandy
gravel and gravelly sand with trace silt and scattered cobbles. Below a depth of approximately
15.5 feet in exploration pits EP-1A and EP-2A, these sediments consisted of fine to medium
sand with trace quantities of gravel. Lenses of silty fine sand up to 2 inches thick were
encountered in the sand below a depth of approximately 17 feet in exploration pit EP-2A.
Similar sediments were encountered in exploration pits EP-1 through EP-3, excavated at the site
at the time of our September 2014 geotechnical engineering study.
We interpret the natural sediments to be representative of Vashon advance outwash. The
Vashon advance outwash was deposited by meltwater streams that flowed off of the advancing
glacial ice during the Vashon Stade of the Fraser Glaciation, approximately 15,000 years ago.
February 1Z 2016 ASSOCIATED EARTH SCIENCES, INC
WIld - KV4MW6 - ftiecrAM4013MA" Page 2
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-2
I
Woodway Court
Edmonds, Washington Subsurface Exploration and Infiltration Testing
The reduced density and reddish tan color observed in the upper 2.5 to 3.0 feet of the ground
surface is interpreted to be due to weathering. The advance outwash sediments extended
beyond the maximum depths explored of approximately 16 to 18 feet.
The approximate locations of the explorations excavated for this study and at the time of our
previous study are shown on the "Site and Exploration Plan," Figure 2. Copies of the
exploration logs are included in Appendix A.
Geologic Mapping
Review of the regional geologic map titled Composite Geologic Map of the Sno-King Area,
Central Puget Lowland, Washington prepared by Booth, Cox, Troost, and Shimel for the Seattle -
Area Geologic Mapping Program, University of Washington (2004) indicates that the area of the
subject site is underlain by Vashon advance outwash. Our interpretation of the sediments
encountered in our explorations is consistent with the regional geologic map.
Ground Water
Ground water seepage was not encountered in any of the explorations advanced at the site. it
should be noted that ground water levels below the site may vary in response to such factors as
changes in season, amount of precipitation, and site use. Our exploration was conducted in
late January when ground water levels in shallow, unconfined aquifers are typically at or near
their seasonal high. Previous exploration conducted by AESI in the project area included a
51.5-foot boring drilled in the advance outwash approximately 275 yards north-northwest of
the subject site. No ground water was encountered in this boring. The ground surface
elevation at the boring location is within the range of elevations at the subject site. A copy of
the log for this boring, identified as monitoring well MW-1, project number KH0606448, is
included in Appendix A.
INFILTRATION TESTING
infiltration tests IF-1 and IF-2 were conducted in the area of the infiltration trench proposed
near the northwestern corner of the property (Figure 2). Infiltration testing was conducted
using a method corresponding to the procedure described for the small-scale Pilot Infiltration
Test (PIT) in the 2005 Washington State Department of Ecology (Ecology) Stormwater
Management Manual for Western Washington (2005 Ecology Manual), as referenced in the
Edmonds code. Testing at each of the locations was conducted by excavating a flat-bottomed
pit to the proposed infiltration depth of approximately 4 to 5 feet below the ground surface.
This placed the test surface within the unweathered advance outwash. Each test was
conducted inside an infiltrometer consisting of a 6-foot-diameter steel ring tamped into place
at the bottom of the excavation. Testing was conducted by discharging water into each of the
infiltrometers for a 6-hour "soaking period" to allow the receptor soils in the immediate vicinity
of the test locations to become saturated. After completion of the soaking period, water was
February 1Z 2016 ASSOM TED EARTH SaENCES, INC
I 77PIld - WIRM" - P14#M%2014W5r1KAWP Page 3
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
U
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-3
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Woodway Court
Edmonds, Woshington Subsurfoce Exploration ond infiltration Testing
discharged into the infiltrometers at a rate sufficient to maintain a head of approximately
6 inches. This was continued until the discharge rate required to maintain a constant head
remained fairly consistent over a period of I hour.
The water used for the testing was obtained from a fire hydrant located in the alley that bounds
the site to the south. During infiltration testing, the water was discharged into the
infiltrometers through burlap diffusers to minimize turbulence and scouring at the bottom of
the excavations. Electronic flow meters/totalizers were used to monitor the water discharge
rate and total flow for each test. A staff gauge with 0.01-foot divisions was used to monitor the
water levels in the infiltrometors during testing.
The total discharge time for both of the tests was approximately 7 hours. During the first
6 hours of testing, the flow rate was adjusted periodically so that a relatively constant head
could be achieved. No adjustments to the flow rate were made during the final hour of testing.
Following completion of the constant head test, the flow of water into the infiltrometers was
discontinued and the rate of water level decline (falling head) in each of the infiltrometers was
monitored.
All infiltration test data was recorded by hand in the field and subsequently transferred to an
electronic spreadsheet. Calculated infiltration rates are summarized below in Table 1. The
infiltration test data sheets are included in Appendix B.
Table I
Summary of Infiltration Testing Results
Test No.
Uncorrected Field Infiltration Rates
Constant Head Test (inches/hour)
Falling Head Test (inches/hour)
IF-1
84.7
78.9
IF-2
78.6
72.0
Following completion of infiltration testing, the testing equipment was removed and each of
the pits at the test locations were excavated to a depth of approximately 16 feet to observe soil
conditions below the test depths. Sediments encountered below the test depths in both
explorations generally consisted of medium dense to dense, gravelly sand and sandy gravel
with trace quantities of silt and scattered cobbles to the full depths explored. No seepage was
encountered in either of the explorations.
LABORATORY TESTING
Sieve Analyses
Sieve analyses were conducted on one sample from each of the four explorations conducted for
this study. The samples tested were all collected from the vicinity of the planned base
Febrqory 1Z 2016 ASSOCLATED EARTH SOENCE4 INC
TAIIU - KE14WSW - PrqewJZOJ4045=JJWF Page 4
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
IPage 1-4
Select Homes 23920 104th Ave W
May 12, 2016
I
Woodway Court
Edmonds, Washington Subsurface Exploration and infiltration Testing
elevation of the proposed infiltration facilities (i.e., 4 to 5 feet below the existing ground
surface). Copies of the sieve results are included in Appendix C.
It should be noted that the sieve analyses conducted on samples collected from exploration pits
EP-1A, EP-2A, and IF-1 indicate that the samples classify as a poorly graded gravel (GP);
however, these sediments are described on the exploration logs as well graded gravel (GW).
These sediments as observed in the field contained a wide variety of gravel sizes and were
therefore described on the logs accordingly. The discrepancy between the field logs and the
laboratory sieve results is the result of the exclusion of the larger gravel sizes during collection
of the samples in the field.
Water Quality Treatment Parameters
In addition to the sieve analyses, organic matter and Cation Exchange Capacity (CEC) testing
was conducted on one sample of the unweathered advance outwash collected from each of
exploration pits IF-1 and IF-2. Both samples tested were collected from the vicinity of the
planned base elevation of the proposed infiltration facilities (i.e., 4 to 5 feet below the existing
ground surface). The testing results are summarized below in Table 2. Copies of the laboratory
reports are included in Appendix C.
Table 2
Summary of Laboratory Testing Results
Sample ID
O!Sanic Matter M
CEC (meq/in)
IF-1/4'
1.28
3.1
IF-2/4.5'
1.45
3.7
CEC = Cation Exchange Capacity
meq/100g = milliequivalent oer 100 grams
CONCLUSIONS
Approved methods of obtaining design infiltration rates are specified in Appendix C of the
Edmonds Stormwater Code Supplement (ESCS). The ESCS states that design infiltration rates
may be evaluated using either the PIT procedure as previously described, or the U.S.
Department of Agriculture (USDA) textural classification method. The City may require the PIT
procedure for larger facilities, or on sites that exhibit considerable variability. For this study,
the PIT procedure was used to evaluate a design infiltration rate for the infiltration trench
proposed for the northwestern portion of the site. This infiltration trench will receive runoff
collected from the proposed private road. The USDA textural classification method 'was used
for the infiltration trench proposed for Lot 1, because it will only receive roof runoff from the
house proposed for this lot. The recommended design infiltration rates for both of these
infiltration facilities are described below.
February 1Z 2016
ASSOCIATED EARTH SCIENCES, INC
TPAd - K04NU" - Pr9�eW%"14&LWEjVVP Page 5
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 Page 1-5 May 12, 2016
Woodway Court
Edmonds, Washington Subsurface Exploration and Inflltrat���.
Design Infiltration Rate - Private Road
Unfactored field infiltration test rates of approximately 72 to 85 inches per hour (iph) were
calculated using the PIT procedure in the area of the infiltration trench proposed below the
private road. According to the ESCS, a Correction Factor (CF) must be applied to the calculated
field infiltration test rates according to the following formula:
CF = CF,, + CFm + CF,
Where:
• CFv accounts for site variability and number of locations tested (CFv = 1.5 to 6);
• CFr,, accounts for degree of long-term maintenance to prevent siltation and bio-buildup
(CF,. = 2 to 6); and,
• CFj accounts for influent control to prevent siltation and bio-buildup (CFi = 2 to 6).
The ESCS also states that "in no case shall the design infiltration rate exceed 10 inches per
hour."
A correction factor of 1.5 was selected for the term CFv given that the infiltration tests were
both conducted within the area of the proposed infiltration trench for the roadway and
subsurface conditions at both locations were relatively consistent.
Based on discussions with the project civil engineer it is our understanding that the infiltration
system will be constructed with cleanouts to allow access to below -grade piping in the event
that sedimentation of bio-buildup occurs. For this reason, a correction factor of 2 was selected
for the term CFm.
A correction factor of 2 was selected for the CF1 term because the stormwater collection system
will be constructed with sumps to trap debris and the infiltration system will be an enclosed
system, as opposed to an open structure that could be subject to clogging by wind-blown
debris.
Given the measured field infiltration rates and a total correction factor (CF) equal to 5.5, we
recommend a design infiltration rate equal to the maximum allowed under the ESCS of 10 iph
for the infiltration trench proposed below the private road in the northwestern portion of the
site.
Design Infiltration Rate - Lot 1
Sieve analyses were conducted on one sediment sample collected from each of exploration pits
EP-1A and EP-2A. Both of the samples selected for testing consisted of u ' nweathered advance
outwash collected at a depth of approximately 4 to 4.5 feet. Both of these samples classify as
February 2Z 2016 ASSOCIATED EARTH SCIENCES� INC
UPIM - KE140;39M - Pr4cW1201405OWn" Page 6
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-6
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Woodway Court
Edmonds, Washington Subsurface Exploration and infiltration R!!�M
"sand" under the USDA textural classification system, based on the portion of the sample
passing the U.S. No. 10 sieve. A long-term design infiltration rate of 2 !ph is recommended for
the Lot 1 infiltration trench based I on the USDA classification of the samples.
Minimum Separation
Although not specifically addressed by the ESCS, it is desirable to maintain a minimum
separation distance between the base of an infiltration facility and an underlying water table or
low-oermeability stratum to avoid problems resulting from limited receptor soil volume and
ground water mounding effects. For example, the 2005 Ecology Manual, cited as a primary
source on which the ESCS is based, states that all infiltration basins or trench systems "Sholl be
25 feet above the seasonal high-water mark, bedrock (or hardpan), or other low permeability
layer. " A reduced minimum separation of 3 feet may be allowed in some cases if supported by
additional analysis and engineering design.
No ground water seepage or low -permeability strata were observed in any of the exploration
pits within at least 10 feet of the base of the proposed infiltration facilities. As previously
discussed, exploration for our current study was conducted in late J ' anuary when ground water
levels in shallow, unconfined aquifers in the Puget Lowland are typically at or near their
seasonal high.
ADDITIONAL RECOMMENDATIONS
We recommend that AESI have an opportunity to review the infiltration facility design prior to
construction.
We recommend that AES1 be present during excavation of the infiltration facilities to monitor
the subgracle conditions encountered and compare them to the conditions observed during our
exploration.
We recommend that excavation equipment should not be allowed on the infiltration facility
subgrade, and care should be taken to minimize disturbance and compaction of the infiltration
surface.
once the facility is excavated and constructed, we recommend that the contractor provide
temporary protection of the facility subgrade to keep the subgrade free of water and
fine-grained sediments. Uncontrolled runoff into the infiltration facility constitutes failure of
the subgrade, requiring removal of all backfill materials. and contaminated subgrade, and
replacement with clean backfill materials.
We recommend that the infiltration facility be isolated from influent flows until after the site
has been stabilized, so that only clean water is introduced into the infiltration facility.
February 1Z 2016 AMCIATED WTHMENCES, INC
TJP11d- K040$55W - A*eMj2011*338VM" Page 7
P.4N Engineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-7
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Woodway Court
Edmonds, Washington Subsurface Explorotion and Infilt���
CLOSURE
We appreciate the opportunity to be of continued service to you on this project. Should you
have any questions regarding this letter -report or other geotechn ica I/hyd rogeo logic aspects of
the project, please call us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
Kirkland, Washington
Timothy J. Peter, L.G., L.E.G., L.Hg.
Senior Project Geologist
Jon N. Sondergaard, L.G., L.E.G.
Senior Principal Engineering Geologist
Attachments: Figure 1:
Vicinity Map
Figure 2:
Site and Exploration Plan
Appendix A:
Exploration Logs
Appendix B:
Infiltration Testing Data
Appendix C:
Laboratory Testing Data
Februory 1Z 2016 ASSOCIATED EARTH SOENCES� INC
TJPAd - KE14MSW - PrqewV2V14WMW WP Page 8
PAN Engineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-8
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tDMONDS, WASHINGTON
SNOHOMISH CO; STREETS, PMCELS
PRCIJ N6.
LOCATIONS M DISTMCES SHWIN AM AMOXWATE KE140458A��
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Page 1-9
Select Homes 23920 104th Ave W
May 12, 2016
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SITE AND EXPLORATION PLAN
WOODWAY COURT
EDMONDS. WASHINGTON
APPENDIX A
Exploration Logs
I
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page /-I I
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gravel and
Terms Describing Relative Density and Consistency
WlWell-graded
gravel with sand. little to
Density SPT'0bImWfoot
no fines
Coarse- Very Looso 0t04
Grained SODS Loose 4 to 10
Medium Donso 101*3D Test Symbols
;P;O;o
0
0 0
0. a
Poorly graded gravel
Moo
.
0,000
01,
I
and gravel with sand.
Donsol 3D to 50
20,0.
little to no fines
Very Dense >50 G - Grain Size
d
M - Moisture Content
Consistency SW�blowsfloot A - Atterberg Limits
C
GMI
Silty gravel and silty
Fi Very Son Oto2 C - Chemical
I
gravel with sand
no- soft 2to4 DD = Dry Density
Grained Sails Medium Still 4 to 8 K = PermeabRity
Still If to is
Clayey gravel and
very Stiff 15to3D
GC
clayey gravel with sand
Hard >30
g
Component Definitions
Well -graded sand and
Descripithre Term Size Range and Sim Number
a
.....
SW
sand with gravel, little
Boulclers Larger than 12'
to no fines
Cobbles 3' to I?
LL
Gravel 3- to No. 4 (4.75 mm)
'A
Poorly-gfaded send
Coarse Gravel 3' to 3141
S I
P
and sand with gravel.
Fine Gravel 3/4' to No. 4 (05 mm)
Z
15 1*
little to no fines
Sand No. 4 (4.75 mm) to No, 200 (0.075 mm)
Coarse Sand No. 4 (4.75 Mm) to NO. 10 (2.00 MM)
;3
T,
sand and
Medium sand No. 10 (2-00 nim) to No. 40 (0.425 Min)
silly sand with
Fine Sand No. 40 (0.425 mrn) to No. 200 (0-075 MM)
gravel
Sih and Clay Smaller than No. 20D (0.075 mm)
sc
Clayey sand and
(3) Estimated Percentage
Moisture Content
clayey sand vAth gravel
Component Percentage by
Dry - Absorice of moisture.
Trace <5
dusty. dry to the touch
Slightly Moist - Perceptible
�1111
Sul, grawly sill.
moisture
.11LISilt-Sandy
sift with sand or gravel
soma 5 to <12
Moist - Damp but no visible
modaw 12 to< 30
Water
(silty. sandy, gmv*)
Very Moist - Water visible but
Clay of low to medium
d
Plasticity, silty. sandy, or
not free drWrkv
C
0
CL
gravelly clay, laan clay
Very modMer 30 to <50
wet - Visible free water, usually
95
(silty. sandy. gravelly)
from bolow, water tBble
(On
Organic clay or silt of low
Symbols
OL
plasticity
BlowsV or
Sampler portion of 6' Camnigrout
TWO surface seal
Elastic Sill, clayey sin. sill
Sampler
2.0' OD Beroonto
MH
%%Ith micaceous or
Split -Spoon Descri 01 sod
73.11YOD
diatomaoeous fine sand or
Sampler Split -Spoon Sampler Flitor pack otth
sift —
(Sprr) 325* 00 Split -Spoon Ring Sarnpler Wank cading
Clay of high
CH
plasticity,
sandy or gravelly day, fat
"Pill section
Buk Semple 3.7 OD Thin -Wall Tube Sampler Smvnod caft
or lAydrotip
e
S
clay with sand or gravel
(including Shelby tube) wth filter pa*
Grab Sample Erd cap
Organic clay or silt of
Portion not recovered
0H
medium to high
V) Percentage by dry weight Depth of ground water
plasticity
M (SPT) Standard Penetration Test _T AM - At line of drilling
OSTM D. 15116) Stec water level (date)
M In General Acco(dance with
2
Peal, muck and other
o
a
L 8
pr
highly organic soils
1
Standard Practice for Dosaiption 01 Combined USCS symboli; used to,
0
and identification of Scas (A.SW D-2488) fiinos belwew 5% and 12%
—CbsO- callcm; of sdb in Ws moon we band an vtsuW eold WWOr WOMOrY 0b5erV1yJ=, wh1ch IrKluda dordlykardbloncy. nwissture cormfidom grain dM ard
plastichy estimata orid diciuld W bo ccrudrwid to briply lield or Wbomtory t=ft urdm primertted huctri. VL%mk=W ww1for latimlory dws1floation
metrods of ASTM 0-2487 and 0-2488 wom used o3 an Identiflcotion guide Ow ft UWW SO CW315cotion SyOffm
a s s o c I a I e d
earth sciences EXPLORATION LOG KEY FIGURE Al
I n c o r p o r a I e d
R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-12
LOG OF EXPLORATION PIT NO. EP-1
a
0 i onfil bboation is tr
that f0m is wn on at the time of
this 1000UDn tirne. The data are a simpircmion
a
may of presented
of actual conditions
DESCRIPTION
Topsoil
JVery loose, slightly moist dark brown. SAND, few sat some organics, trace gravel, trace Cobbles
Vashon Advance Outwash
2 -
Wdiurn dense, slightly moist light brownish orange, fine to coarse SAND, little fine to coarse rounded
gravel, trace to few rounded cobbles, few silt, loose and trace organics (roots) 0.5 to 1.5 feet stratified
3 -
(SW).
Iron o)dde staining with trace organics (rootlets) to 2.5 feet
4 -
Becomes light gray, trace small boulders, decreased silt content at 2.5 feet
5
6
7
8
9
Bottom of o0oration pit at depth 8.5 feet
No seepage. No caving.
10
12
13
14
15
16
17
18 -
19 -
M
Beck Property - Restlawn Park
Edmonds, WA
Logged by* FSM o c I a t e d Project No. KE140458A
& ;� ::r',.h sciences
5 AWVIed by'. JNS e I n c o r p o r a I e d 8/12/14
RAMEngineering, Inc.
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RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
IPage 1-13
I
LOG OF EXPLORATION PIT NO. EP-2
z
i 7his the location the time d
Rthat
r for CRT a sum as ts at
Squbs may at ttds loccation of time. 7he data presented are a simpIr4ation
0
a
.
dam conditions tared
DESCRIPTION Bev. _=11L
Topsoil
JVery loose, slightly moi4 dark brown, SAND, few sit. some organics. trace gravel, trace cobbles
I(SW).
Vashon Advance Outwash
2 -
Wdium dense. slightly moist, light brownish orange, SAND, little fine to coarse rounded gravel, few to
little silt, trace to few rounded cobbles, trace organics (roots, rootlets): stratified (SW).
3 -
Loose from 0.5 to 2 feet
Becomes medium dense, moist, light gray, less silt at 2 feet
4
5
Becomes dense.
6
7
8
Bottom of cooration pit at depth 7.5 tea
No seepage. No coving.
9
10
11
12
13 -
14 -
15 -
16 -
17 -
18 -
19 -
Beck Property - Restlawn Park
Edmonds, WA
a s a 9 c I a I a d
Project No. KE140468A
LogWd by. FSM
AWVvd by: JNS
earth sciences
48 1 n c o r p o r a t a d 8112114
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007
May 12, 2016
Page 1- 14
LOG OF EXPLORATION PIT NO. EP-3
. . . . . .
i This surn a only location trench at the time of
that for I a
su am may d-W at this location of tirne. The data presented are a simplfration
a
—d ad, m conditions encountered.
DESCRIPTION EJev-. -=32L
Fill
Very loose. slightly Moist light brown, SAND, little sill. few gravel, trace cobbles, trace organics (SM).
I
Topsoil
loose, slightly moist, dark brown, SAND, few sill, some organics, trace gravel, trace cobbles
2 _AVery
t(SW).
Vashon Advance Outwash
3
Loose to medium dense. slightly moist light brownish orange, fine to coarse SAND, little fine to coarse
rounded gravel. few sill, trace cobbles. trace small boulders, trace organics (roots, rootlets): stratified
4
(SW).
Becomes medium dense, light gray, with trace organics (root hairs), less silt at 4 feet
6
7
8
9 —
Bottorn of cooration pit at depth 8 fed
No seepage. No caving.
10 -
11 -
12 -
13 -
14 -
15 -
16 -
17 -
18 -
19 -
20
Beck Property - Restlawn Park
Edmonds, WA
a s s o c i a t o d Project No. KE140458A
Logged brf. FSM earth sciences
Approved W. JNS n c o r p o r a t e d 8112/14
i2
R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1- 15
LOG OF EXPLORATION PIT NO. EP-1A
This log of go report prepared by Associated Earth Sciences, Inc, (AESI) for the named prclect and shoW be read
truhat This location this trench the firm
report for complete interpretaficri. , tgOes ** to the of at of
s��mn=a
Subsurface oondlions may change at this location a of firne. The data presented are a simpffication
pas
of actual conditin q encountered.
DESCRIPTION
Forest Duff
Weathered Vashon Advance Outwash
Loose to medium dense, moist, reddish tan, gravelly, well graded SAND, some silt; contains scattered
cobbles and abundant roots (SWISM).
2
Contains lenses of grayish On sand below 2 feet.
3
Vashon Advance Outwash
t&dium dense, to dense, moist tan gray, very sandy GRAVEL, trace silt contains scattered cobbles
4
above 10 feet (GW).
5
6
7
10 ----------------------------
m ----------------------------
K*diurn dense to dense. moist, tan gray, very gravelly, well graded SAND, trace silt (SW).
11 —
-
12 —
13 —
14 —
15 —
Becomes very moist, and fine to medium grained with trace fine gravel below 15 1/2 feet (SP).
16 —
17 —
Bottom of exploration pit at depth 16 feet
No seepage. No caving.
'8
19
Woodway Couit
Edmonds, WA
I a I e d Project No. KE140458A
::rsthoscc
Logged by. TJP
n es
e C
Amoved by. JNS
I n c o r p o r a I e d 1/26/16
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1- 16
LOG OF EXPLORATION PIT NO. EP-2A
This log t of Z7ort
for prepared by Associated Eaft Sciencm Inc. (AESI) for the narned "ect and should be read
=tw for Interpretatim. This wnm es c* to the location of this Mich at the Urne of
cornplete
Subsurface conditions may change at this Ioc passage of tirne. The data presented are a simptficafion
D&
tion w%a&
0
of ach conditions encamtered.
DESCRIPTION
Forest Duff
Weathered Vashon Advance Outwash
I
Loose lo medium dense, moist redcfish tan, gravelly, well graded SAND, some silt contains scattered
cobbles and abundant roots (SW/SM).
2
Contains lenses of grayish tan sand below 2 feet.
3
Vashon Advance Outwash
Medium dense to dense, moist, tan gray, very sandy GRAVEL, trace silt scattered cobbles (GW).
4
5
6 -
7
8
9
10 -------------------------------------------------------
Medium dense to dense, moist, tan gray, gravelly, well graded SAND, trace silt (SW).
I I -
-
12 -
13 -
14 -
15 -
Becomes very moist and fine to medium grained, with trace gravel below 15 1/2 feet (SP).
16 -
17 -
Contains lenses (up to 2 inches thick) of dense, silty fine SAND below 17 feet.
18
19 —
Bottorn of wooration pit at depth 18 feet
Noseepage Nocaving
Woodway Court
Edmonds, WA
a s s o c i a I e d
Project No. KE140458A
Logged W. TJP
APPro-Vd W. AS 40
earth sciences
1 n c o r p o r a I e d
1126116
R4MEngineering, Inc.
Final Engineering and Drainage Report
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RAM No. 15-007
May 12, 2016
Page /- 17
E
LOG OF EXPLORATION PIT NO. IF-1
7hIs 4 of the report prepared byAssodated Earth sciences, Inc. (AESI) for the named project and 5W beread
hat report for complete interpretation. This sumn=a&es anly to the location of this trench at the time of
subsurface corW*ns may chartge at this W.Ibn passage of time. The data Resented we a simptlication
a
of actual conditions encountered.
DESCRIPTION
N Crushed Rock Surfacing r
Weathered Vashon Advance 0 ash
f&dlurn dense, moist, reddish tan, gravelly, well graded SAND, some silt; scattered cobbles (SW/SM).
2
Vashon Advance Outwash
3
kilediurn dense to dense, moist, tan gray. very sandy GRAVEL. trace silt, scattered cobbles (GW).
4
Becomes very moist below 4 feeL
5
6 -------------------------------------------------------
Wdiurn dense to dense, very moist, tan gray, very gravelly SAND, trace silt; scattered cobbles (SW).
7
8
9
10 -
11 -
12 -
No cobbles below appro)dmately 12 feet
13 -
14 -
15 -
16
17
Bottorri of e)#oration ph at depth 16 feet
No seepage. Intermittent caving above 6 feet.
18
Note: Soil moisture descriptions below 4.0 feet represent post -infiltration test Conditions.
19
R
S
Logged by: TJP
AXroved by'. JNS
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Woodway Court
Edmonds, WA
I a d
:r: ho scc i : n'c e s
r, c o r p o r a I e d
Project No. KE140458A
1126116
Select Homes 23920 104th Ave W
May 12, 2016
Page /- 18
I
I
I
I
I
I
I
I
I
11
LOG OF EXPLORATION PIT NO. IF-2
that f0wr I ThiS the tr at the time of
r as only ts
SU ace s May at Ws location a of time. The data preserrted am a s"fication
0
of ach ta corKitions encountered
DESCRIPTION
N Crushed Rock Surfacing
Weathered Vashon Advance Outwash
1
Medium dense, moist. reddish tan, gravelly, Well graded SAN D. some sot scattered cobbles and roots
(SW).
2
3
Vashon Advance Outwash
Medium dense to dense. moist, tan gray, very gravelly, well graded SAND. trace sot scattered cobbles
4
(SW).
Becomes very moist below 4.5 feet.
5
6
7
8
9
10
Becomes gravelly below appro)dmately 10 feet
11
12
13
14
Becomes very gravelly below appro)dmately 14 feet.
15
16
17
Bottom of e)#oration pit at depth 16 feet
No seepage. Moderately severe cavbV above 8 feet.
18
Note: Soil moisture descriptions below 4.5 feet represent post -infiltration test conditions.
19 —
Woodway Court
Edmonds, WA
o c I a t e d
Project No. KE140458A
:arsth
Logged by'. TJP
sciences
Approved tYr. AS
i n C o r p o r a t e d 1126116
PAN Engineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 1Z 2016
Page /- 19
FTAI � :14 01101 Kill
Infiltration Testing Data
RAN Engineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-20
Project Name Woodway Court
Project Number KE140459A
Pit Area (fe) 6' Diameter Ring
Test Depth Ift) 4
Date 1/26/16
Receptor Soils Qva
Weather Testing Performed By Tjp
Test No. IF-1
Data Entered By LSN
Meter 3-30 gpm - NW Ex
Water Source Hydrant
Time (24-hr)
Flow Rate
(gp!n)
stage (ft)
Totalizer
(gal)
Notes
8:50-00
0
0
0.0
M:00
26.44
0.5
394.1
9:20:00
20.02
0.42
627.9
9:35:00
20.38
0.51
952.7
9:5&00
19.47
0.5
1246
10:28:00
19,57
0.43
1984
11*03.00
29.92
0.41
2679
22:16:00
20.38
0.43
2944
11:30:00
20.53
0.44
3229
11:45.00
20.73
0.43
3538
22:00:00
2129
0.43
3850
12:15*00
21.34
0.45
4268
12:30:00
21.49
0,45
4488
12:45:00
21.6
0.46
4811
13-01-100
22.05
0*46
SiS9
23:25.00
22.3
0.47
S"S
13:3&.00
22.7
0,47
5797
23:45.00
22.6
0,49
6134
14,M.00
22.65
0.5
6471
14:15:00
22.6
0.49
6OD4
14:30,.00
22.65
0.49
7142
14:45:00
2165
0.49
7482
14:52:00
22.6
0.49
7640
ls-01:00
2155
0-49
7843
15:11:00
22.75
0.48
9068
15:21:OD
22.7
0.47
8294
IS:31.00
22.4
0.46
8519
15*41.,00
22.55
0.46
874S
15:51.00
22.65
0.46
997
15:52'.00
0
0.46
2553,00
0.35
25:53:30
0
0.29
15:54:00
0
0,24
15:54:30
0
0.19
15:55:00
0
0.14
15:55:30
0
0.08
1
1S:56:00
0
0.02
15:56:12
0
0
Associated Earth Sciences, Inc. Page I of 2
RAMEngineering, Inc.
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Final Engineering and Drainage Report
RAM No. 15-007 May 12, 2016
IPage 1-21
Project Name Woodway Court
Project Ntunber KE14045&A
Pit Area (ft 6' Diameter Ring
Test Depth (ft) 4.5
Date 1/26116
Receptor Soils Qva
Weather Testing Performed By Tip
Test No. IF-2
Data Entered By LSN
Meter 3-30 gpm - NW Ex
Water Source ttydrarvt
Time (24-hr)
Flow Rate
(gpm)
Stage (ft)
Totalizer
(gal)
Notes
8:50:00
0
0
0.0
9:00:00
18.17
0.06
176.5
stadia float stuck (fixed)
9:1s:00
20.2
0.43
484.7
9:30:00
18.34
O.S
773.0
9:45:00
18.89
0.48
1047
10:27:00
18.94
0.49
1845
12:02:00
19.12
0.45
2511
12:25:00 1
19.76
0.47
2766
11:2S:00
19.92
0.48
2964
11:40:00
19.49
0.48
3260
11:55:00
19.84
0.47
3557
12:11:00
20AI
0.46
3877
12:25:00
2052
0.47
4164
12:40:00
20.85
OAS
4473
12:55:00
20.92
0.48
4785
13:10'.00
20.72
0.48
5096
23:25:00
21.03
0.48
5411
13:40:00
21.S2
0.49
5734
13:55:00
2L44
0.5
6058
14:10:00
21.34
0.49
6378
14:2S.00
21.54
0.49
6699
14.41:00
21.46
0.48
7043
14:5&.00
21.48
0.48
7237
ISIM-00
21.48
0.48
74S4
15:1&.00
21.64
0.48
7670
15:20:00
21.6
0.47
7886
15:30-00
21.65
0.46
8102
15:40,00
21.74
0.46
8318
15:5&.00
21.SS
0.45
8535
15:58:00
0
0.34
15:58:30
0
0.3
1 15:59:00
0
1 0.25
1
r-_15:59:30
0
0.19
1 16.01:00
0
0.04
Associated Earth Sciences, Inc. Page 2 of 2
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
IPage 1-22
I
APPENDIX C
Laboratory Testing Data
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-23
a s s o c i a t e d
ea rth sciences
in corpora led
GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422
Project Name
Project Number
Date Sampled
Datelrested
Tested By
Woodway Court
KE1404S8A
1/26/2016
1/27/2016
1 MS
Sample Source
Sample No.
Depth Ift)
Sall Description
onske
IF-1
4
1
very sandy GRAVEL. trace sift (GP)
Total Sample Dry Wt. (g)
Moisture Content
010 (mm)
Reference Specification
694.7
1
0,70
U.S.5"Opedivinind I US. Sieve Nun*m
I . . . - - - .. I a
1 0.1 0.01
Diaw*w (awn) -8- IF-1 - - - R*f. Spec
Gr&M $and sk w cbw
I ;.� ---- cm. I ;;-mm- I I
Sieve No.
Diam.
(mm)
Cum. WL
Ret. (g)
% Ret.
by wt.
% Passing
by WL
%Specs. Pass. byWL
Min
Max
3
76.1
0.0
100.0
2.S
64
0.0
10D.0
2
50.8
0.0
100.0
M
38.1
0.0
10D.0
I
2SA
0.0
100.0
3/4
19
IL9
1.7
98.3
3/8
9.52
279.1
25.8
74.2
44
4.76
350.6
50.5
49.S
#8
2.39
431.2
62.1
37.9
#10
2
449A
64.7
3S.3
#20
O.8S
S41A
77.9
22.1
#40
OA2
641.3
92.3
7.7
#60
0.25
694.1
98.S
I.S
#100
0.149
692.7
99.7
0.3
0200
0.074
693A
99.9
0.1
0270
0.053
694
0.1
Kirkland Ofrwe 1911 Rfth Avenue I lOrkland. WA 99033 P 1425.827,7701 F 1425227,5424
Everett Office 12911 )S Kewitt Avenue. SLdte 2 1 Everett. WA 98201 P I 42SIS9.0522 F I 425.2S2.3408
T&wffw Office I ISS2 Commerce Street. Suits 102 1 Tacoma, WA 98402 P I 20.722.M2 F I ZS3.722--A3
�Aettmcorn
MAM Engineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-24
a s s o c i a t e d
ea rth sci e n ce s
iiicurpoiated
GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422
Project Name
Project Number
Date Sampled
Date Tested
Tested By
WoodwoV Coust
KE1404S8A
I/Z6/ZO16
1/p/2016
1 MS
Sample Source
Sample No.
Depth (it)
Soil Description
Onshe
IF-2
4.S
very gravelly SAND, trace silt (SP)
Total Sample Dry Wt. (g)
Moisture Content
Cho (mm)
Reference Specification
I
7S6.3
1
0.47Z
I
it
2
V
I
U.S. Sim OperitV in inches U.S. Sieve Numbers Hydrometer
Non
11
I
IDD to 1 01, 0, 0%
Diameter (moi) tF.2 - - - Rot. Spec.
carm =FI.== IF 15and I 0orclay
cause I hildsirn fine
Sieve No.
Diam.
(mm)
Cum, WL
Ret. (g)
% Ret.
by Wt.
% Paulng
by WL
% Specs. Pass. by WL
min
Max
3
76.1
0.0
100.0
2.S
64
010
iO0.0
2
50.8
0.0
100.0
14
38.1
0.0
200.0
I
2SA
0.0
100.0
3/4
19
37.1
4.9
95.1
3/8
9.51
1311
17.3
82.7
44
4.76
266.4
3S.2
64.8
as
2.38
38U
SIA
48.6
#10
2
4191
55.4
44.6
#20
0.85
574.1
75.9
24.1
#40
1 0.42
702.1
92.8
7.2
#60
0.25
740.6
97.9
2.1
0100
0.149
748.3
98.9
1.1
0200
0.074
749.9
99.2
0.8
0270
O.OS3
750.2
".2
0.8
lGrUand Office 1911 RfLh Avenue I KrWnd. WA 98033 P I 42SA27.7701 F I 42SS27.S424
Everett Office 1291134 Hewitt Avenue. Suite 2 1 Everett. WA 98201 P I 42S.ZS9.OS22 F I 42S.2S2.3406
Tacoma Office I ISS2 Commerce Street, Suite 102 1 Tacoma, WA 99402 P I 253.7U.M2 F I 2S3.72211"ll
wwwAngeo.com
R4MEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-25
a s s o c i a t e d
ea rth scie nices
i n c o r p o r a ( e d
GRAIN SIZE ANALYSIS - MECHANICAL ASTM D422
Project Name
Project Number
Date Sampled
Date Tested
Tested By
1
Woodwav Court
KE1404S8A
In6/2916
1/27/2016
INIS
Sample Source
Sample No.
Depth (tt)
Soil Description
onske
EP-1A
4-4.S
very sandy GRAVEL. trace slit (GP)
Total Sample Dry Wt. (g)
Moisture Content 1%)
Die (mm)
Reference Specification
1
1019.7
1
0.461
R
,4
I
U.S. Sieve Opv*V in kx*" U.S. Sievo Nuirbers HY*-MW
too 10 1 0.1 0.01
Diameter (Min) ---W-EP-tA - - - Ref. Spec.
cawm saw
F:1 003" 1 Few - i siltarcirt
Sieve No.
Diam.
(mm)
Cum. WL
Ret. (g)
% Ret.
by Wt.
% passing
by WIL
% Specs. Pass. by WL
min
Max
3
76.1
0.0
100.0
2.S
64
0.0
1OD.O
2
SO.8
0.0
100.0
is
38.1
0.0
10D.0
I
2SA
0.0
100.0
3/4
19
1".0
19.S
$0.5
3/8
9.S1
449.8
44.1
55.9
#4
4,76
577.S
S6.6
43A
#8
2.38
662.3
65.0
3S.O
010
2
680.2
66.7
33-3
#20
0.85
796.3
77.1
22.9
#40
0.42
938.0
1 92.0
BLO
060
US
996.S
97.7
2.3
0100
0.149
1007-9
98.8
1.2
#200
0.074_
10103
99.1
0.9
#270
0.053
1011.1
".2
0.8
Kirkland Office 1911 Fifth Avenue I Kiddand, WA 93033 P I 42SM7.7702 F I 42S.M.S424
Evenatt Office 1291, K Hewitt Avenue, Suite 2 1 Everett, WA 99201 P 142SIS9.OS22 F 142S.ZSL3408
Tacoma Office I ISS2 Continence Street. Suite 102 1 Tacoma, WA 98402 P I 2S3.722.2992 F I 2.S3.722.2993
wwwatoweacorn
MAM Engineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-26
a s s o c i a t e d
e a rth sci e n ces
i n c u r p o r a ( e d
GRAIN SIZE ANALYSIS - MECHANICAL ASTIVI D422
Project Name
Project Number
Date Sampled
Date Tested
Tested By
1
wood" court
KE1404SSA
1/26AO16
4/27/266
MS
Sample Source
Sample No.
Depth (it)
$oil Description
Onsite
EP-2A
4-4.5
very sandy GRAVEL. trace slit (GP)
Total Sample Dry Wt. (g)
Moisture Content (%)
D,o (mm)
Reference Specification
1
994.1
1
0.444
r"
Lks. Sim Opering it, brid" U.S, Sieve NUWMM
INN
N
I
I
111H
I Do 10 1 0.1 0,01
Dianowter irnin) ---e- EP-2A - - - Ref. SPIC
Grawd Swd
coarse I Fine cmm "mown Fine $at of clay
Sieve No.
Diam.
Imm)
CUM. WL
Ret. (g)
% Ret.
by Wt.
% Passing
by WL
% Sow. Pass. by WL
min
Max
3
76.1
0.0
100.0
IS
64
--0.0
100.0
2
50.8
0.0
100.0
1.S
38.1
0.0
100.0
I
25A
0.0
100.0
3/4
19
214.-1----
21.5
78.5
3/8
9.S1
445.6
44.8
SS.2
#4
4.76
56S.5
56.9
43.1
#8
2.38
6433
1 64.7
35.3
NiO
2
656.8
66.1
33.9
020
0.85
766.6
77.1
22.9
040
OAZ
906.0
91.1
8.9
#60
0.2s
964.6
97sO
10
4100
0.149
977A
98.3
1.7
0200
0.074
980.6
98.6
1.4
1 0270
1 0.053
1 981.2
99,7
1.3
larlitand Office 1911 Fifth Avenue I laddand. WA 99033 P I 42SA27.Ml F I 42SA27.S424
Everett Office 12911 % Newitt Avenue, Suite 2 1 Everett WA 98201 P I 425.ZS9.0522 F I 42S.2SZ.340B
Tecorm Office 11552 Cornmerce Street. Suite 102 1 Tacorm, WA 99402 P I IS3.722.2992 F I ZS3,72LM3
www4ftgeo.com
R4MEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-27
Associated
Earth
Sciences,
Inc. Moisture, Ash, and Or-ganic Matter of Peat
and Other Organic Soils - ASTM 2974
U
Date Sampled
Project
Project No.
Soil Description
1/27/2016
Woodway Court
KE14D458A
Various
Tested By
Location
EBIEP No.
Depth
I
MS
Onsite
Moisture Content
Sample ID
IF-114'
IF-214.5'
Wet Weight + Pan
1008.19
1007.02
Dry Weight + Pan
990.17
98 - 1.59
Weight of Pan
301.10
299.53
Weight of Moisture
18.02
25.43
Dry Weight of Soil
.689.07
682.06
% Moisture
2.62
3.73
Oraanic Matter and Ash Content
Dry Soil Befor Bum + Pan
1045.70
1030.47
Dry Soil After Bum + Pan
1036.89
1020.57
Weight of Pan
357.88
348.41
Wt. Loss Due to Ignition
8.81
9.90
Actual Wt. Of Soil After Bun
679.01
672.16
% Organics
1.28
1.45
ASSOCIATED EARTH SCIENCE-S. INC.
911 Sth Ave, Wte 100 "XW, WA MW 425-827-T701 FAX 425.M7-5424
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 1Z 2016
Page 1-28
Am Test Inc.
13600 NE 126TH PL
Suite C
Kirkland, wAggoM MT
.(j?§). �§5-1664 L A 0 0 R A T 0 R I E S
W
W.M.5 twifli6"66i�
----------------------
ANALYSIS REPORT
Associated Earth Sciences
911 - 5th Avenue
Kirkland, WA 98033
Attention: Tim Peter
Project Name: Woodway Ct
Project#: KE140458A
All results reported on an as received basis.
AMTEST Identification Number 16-AO01047
Client Identification IF-114'
Sampling Date 0112611.6,08:00
Conventionals
................
:Professional
Services
Date Received: 01/27/16
Date Reported: 2/11/16
IPAOMEIrtk
IRESULT 'JUNrrS
.-',
10,
JD'L -IMETHOD''
JAI�ALYST]
DATE,�
lCation Exchange Capacity
13.1
Imeq/100g
1
10.5
ISW-846 9081
1 MH
102110/T6—
AIVITEST Identification Number
Client Identification
Sampling Date
Convantionair.
16-AO01048
IF-2/4 1/2'
01126116,08:30
1PA"M15TER
IRESULT
JUNITS
10 ,
JD.L
IMETHOD-,
JAWALYST..']
DATE_
lCation Ex6hange Capacity
13.7
Imeq/100g
1
10.6
ISW-846 9081
1 MH
102/1011 A
RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
, � - k/O A
KathiFuoiel
President
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-29
Am Test Inc.
13600 NE 126th PL
Suite C
Kirkland, WA, 98034 AMEST
.(1?§). 1§5-1664 L A 0 0 P A T 0 A 1 0
.www.2 �twifIW6.6iii
QC Summary for sample numbers: 16-AO01047 to 16-AO01048
STANDARD REFERENCE MATERIALS
Caton Exchange Capacity ImeqI100g 14.0
BLANKS
ANALYTE I UNITS IRESULT
Caton Exchange Capacity
Caton Exchange Capacity
meq/100g < 0.5
meq/100g < 0.5
Analytical
Services
MEASURED VALUE IRECOVERY
4.0 100.%
4.1 1102.%
RAMEngineering, Inc.
Final Engineering and Drainage Report Select Homes 23920 104th Ave W
RAM No. 15-007 May 12, 2016
Page 1-30
AEST AmTest Chain of Custody Record
NI 13600 NE 120" PL, Suite C, Kirkland, WA 98034
T
L A 8 0 A A 1 0 A 1 9 5 Ph (425) 885-1664 Fx (425) 820-0245
WWW.amtestlab.com rhAn nf Cnctrwiv W. 26379
Client Name! a Address*
A15n
Invoice To:
Contact Person:
Invoice Contact:
Phone N 0: 6(Ar,
PO Number:
Fax No:
Invoice Ph/Fax:
E-mail:
Invoice E-mail:
Report Delive : (Choose a!1Vb<t aWly) Data Posted to online account: YES NO
Mail / Fax / (EmVl / Posted Online Web Login ID:
Special Instructions:
Request� T.: (Rush must be pre -approved by lab)
t i:n d!a r RUSH ( 5 Day 1 3 y I 48H 24 HR
r
Temperature upon Receipt:
m m e: '0
CL
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Analysis Requested
Pr Num r:
�_ �Iy
t ID
Client ID
(35 characters max)
E
0
CY
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CY
qui ed
Time
Received By:
Date
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Time
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tbld I
-time
Date
Received By:
By:
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Date
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RAMEngineering, Inc.
Final Engineering and Drainage Report
RAM No. 15-007
Select Homes 23920 104th Ave W
May 12, 2016
Page 1-31
A7
I
- 7-j�,
CITY OF EDMONDS
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - fax (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
July 15, 2015
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
I I =110-111011-11;
Fire District No. 1
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Edmonds Information Services
Comcast Cable
Waste Management Northwest
Allied Waste
DAVE EARLING
MAYOR
Due to a 4 lot subdivision (PLN2015-0001) of parcel 27033600303000 dividing I lot into
4, new addresses are being added to the Edmonds Address System.
LOT 1: 23920 104 1h Ave W
LOT 2: 23922 104 1h Ave W
LOT 3: 23924 104 1h Ave W
LOT 4: 23926 104 1h Ave W
If you have any questions regarding this letter, please contact a City of Edmonds Permit
Coordinator at 425-771-0220. Please contact our office if you wish to be removed from
future address change notifications.
Sincerely,
Linda Thomquist
Senior Permit Coordinator
Cc: file
Incorporated August 11, 1890
Sister City - Hekinan, Japan
,-9-9homish County Online Property Information
Page I of 1
WSnohomish Online Pro mation
OF
S
S
En
Iegend
'-wV1.
Street Names
Cities
UnincorWatod County'
hmwparmod c iLy
Tax Parcels
Rural Miles
TorwrishipfRange Grid
— I Section Grid
4 IIS
Airports
2012 Aerial Photo
Disclaimer:
All maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be
:onsidered an official citation to, or representation of, the Snohomish County Code. Amendments and
jpdates to the Data, together with other applicable County Code provisions, may apply which are not
Jepicted herein. Snohomish County makes no representation or warranty concerning the content, accuracy,
-urrency, completeness or quality of the Data contained herein and expressly disclaims any warranty of
merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data
assume all responsibility for use thereof and agree to hold Snohomish County harmless from and against
any damages, loss, claim or liability arising out ofany error, defect or omission contained within said Data.
Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of
individuals intended for use for commercial purposes and, thus, no commercial use may be made of any
Data comprising lists of individuals contained herein.
Printed on: 12/12/2014
I
http:Hgis.snoco.orglservleticom.esri.esriinap.Esrimap?ServiceName=Overview&ClientVersion=9.3.0&Forfn=... - 12/12/2014
Avew tor:3! 2'31z-4 1041140n) lcq*
IN THE NW 114 OF THE SW 114 OF SEC77ON 36, T27N., R.3E, WM, CITY OF EDMONDS, SNOHOMISH COUNTY WASHINGTON
bdiv, �le,
'-Pa r cc 1 2-1 �33 Lo D D,3o 77 one)
RS-8
NW PRUILILRED FUIVER& M NC RS-8
E01,01105. WA 98020
FLVIERA & CALLWATORI SERVICES
�52,000002-00 FUll.ERAL & �LILA TORT SERVUS
50
jg
4,37' _w,
,.n \7
— — — — — — — — — — — —
-----------
RH --------
900 i
i f
IVI.I. �TRACT 98 TT 0—
T
4L
'22 1' — — — — — — — I— — — — 2407H S7REET SW
LOT 6 LOT 5 _NWTIF4iiw —1,, ;,7 — — — — — — — —
—�A f" PAAdEL.A rT
. ft s 429 240 Ill L SIV
I f0m,=y E0.0"m . 98020 LOT 4
OSOJI 240 Rk 9W2o BURDIC
2401. ft S LOT I � 99,32
00,164"1"00 �DW 9102*
sm
gr1j" 01-4-1.00" 1 DOW900, I
32
PROXCr OTrS:
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SURVEY NOTES-
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CRAPW Sl�
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ORCA Land Surveying r,;o&
IV
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wowry "p — I. . —
PROJECT DESIGN TEAM
�ER,
(123)
I —I - 11. AVE .. -w 1
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"AAL:
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SURVEYOR'
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11— �f U,
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(.2l)---
FAI (.21) 111
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LEGALL DESCWTIO00
X
gm�
I.. AVE. Wl. —OfIP_% . 5lM1?S
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PRE=WSAH0RTCSUB0IWSION
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ESOLUTIONS
FOR
Y OURT
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PLIV-20150DOI
014 OF W SW 114 OP' WC� S-1
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LEGAL DESCRIPTION
THE SOUTHEAST CORNER OF THE SOUTHEAST CORNER OF THE
NORTHWEST CORNER OF THE SOUTHWEST CORNER OF SEC77ON 36,
TOWNSHIP 27 NORTH, RANGE 3 EAST W.M., IN SNOHOMISH COUNTY,
WASHINGTON,
EXCEPT THE NORTH 180 FEET THEREOF,
AND EXCEPT THE EAST 30 FEET AND THE SOUTH 20 FEET THEROF,
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON
BASIS OF BEARINGS
mONUMEN 7ED CEN TERLINE OF 104 7H A VE. W., A S PER 7HE RECORD
OF SURVEY FOR BECKS FUNERAL HOME. (AFN 200705215142)
DATUM
IER77CAL DATUM. NA VD 88
ORIC4NA TING BENCHMARK.
CASED, WSDO T 3- BRASS DISK W1 PUNCH, LOCA TED ON 196 TH ST SW
APPROX. 200' WEST OF 76 TH A VE W. ID# GP31524- 77
ELEV = 414.43'
-097E BENCHMARK (78M).
TOP OF RAIL ROAD SPIKE IN EAST SIDE OF POWER POLE LOCATED IN
7HE N. E. CORNER OF Sf TE.
ELEV = 33Z53'
SURVEYOR'S NOTES
1) TOPOGRAPH Y INFORMA 71ON PRO WDED 8 Y ORCA LAND SUR VEWNG, INC.
LOCA 77ON OF OFF -SITE FEATURES & TOPOGRAPHY IS APPROXIMA TE.
2) THE UNDERGROUND U77LI77ES ARE APPROXIMA 7E. 7HE LOCA 77ONS, AS
SHO WN ON THIS PLAN, WHERE DRA KIN PER FIELD L OCA TED PA IN T
MARKS AND AVAILABLE RECORDS.
3) INS7RUMENTA 770N.- LEICA TCRM1205 TOTAL STA 77ON
4) METHOD OF SURVEY- nELD 7RA VERSE OF EXIS77NG MONUMENTA 77ON
5) PRECISION. MEETS OR EXCEEDS W.A.C. 3J2-130-090 REQUIREMENTS
6) BENCHMARK. 3- BRASS DISK W/ PUNCH, LOCA TED ON 196774 ST SW
APPROX. 200' KEST OF 76 TH A VE W. ID# GP31524- 77,
DA TUM EL: 414.43'
IBM. TOP OF RAIL ROAD SPIKE IN EAST SIDE OF POWER POLE,
ELEV= JJZ53'LOCA TED IN 7HE N.E. CORNER OF SITE.
7) VER77CAL DATUM: NAVD88
8) ORCA LAND SURVEY7NG, INC.: RICHARD HEALEY (425) 259-3400.
9) BASIS OF BEARING. MONUMENTED CENTERLINE OF 1047H AVE. W.,
AS PER THE RECORD OF SURVEY FOR BECKS FUNERAL HOME.
(AFN 200705215142)
VICINITY1 HAUL ROUTE MAP
NOT TO SCALE
SW 114., SEC 36, TWP 27N.. RGE 3E. W.M.
23920 al 104 TH AVE W
SITE DEVELOPMENT PLOT PLAN
m
SCALE: 1 20'
0 10 20 40
/NGRESQ EGRESS EASEMENT SSCO
1E 323. 0 .. . . . . . . .
FOR ALLEY ENCROACHMENT SHAL
(INSTALL PER OLYMPIC
APPROVED & ACCEPTED BY
VIEW WATER & SEWER
BEFORE FINAL CONSTRUC77ON
DISTRICT STOS)
APPROVAL MLL BE GRANTED.
(CROSS —HA TCHED AREA) CONNECT NEW 6" SIDE
JWR
TO EX SS STUB AND INSTALL
SA N/ TA R Y SEWER CLEA NOU T
1E 322.71
CONTRACTOR TO VERIFYINVERT
PRIOR TO CONSTRUC770N
(INSTALL PER OLYMPIC WEW
WATER & SE14ER DISTRICT STOS)
WWAY
;TA7E 5 SHEET INDEX
1 SP-01 SITE DEVELOPMENT PLOT PLAN
2 GN-01 GENERAL NOTES &LEGEND
3 TP-01 CLEARING., GRADING & TESC PLAN
4 RP-01 ROAD & STORM DRAINAGE PROFILE & DETAILS
5 TD-01 GENERAL DETAILS
LINE
TYPE
AREA (SQUARE FEET)
1.
NON—REGULA TED
0
EXEMP T
REGULATED
2.
REPLA CED
0
0
J.
NEW (POST 1977)
+
11,650
4.
TOTAL REGULA7EO IMPERVIOUS AREA
11,650
5.
TO TA L AREA MI 77GA TED 8 Y EXIS TING STORM WA TER MA NA GEUEN T S YS7EM(S)
=
0
6.
REGULATED AREA NOT YET MIRGATED
=
11,650
Z
AREA PROPOSED TO BE A4177GA TED BY LOW IMPACT DEVELOPMENT TECHNIQUES
=
0
8.
AREA PROPOSED TO BE A41 77GA TED THROUGH CON VEN 77ONAL S104 TECHNIQUES
=
11,650
9.
TOTAL AREA A4177GA TED BY PROPOSED STORMWA TER MANAGEMENT SYSTEM
=
25,150
UTILITY NOTE
ALL NEW U77LI71ES ARE REQUIRED TO BE INSTALLED UNDERGROUND.
CONSTRUCTION NOTE
APPLICANT SHALL REPAIRIRELACE ALL DAMAGE TO U77LI77ES OR FRONTAGE
IMPRO VEMEN IS IN Cl TY RIGH T— OF— WA Y PER Cl TY S TA NDA RDS THA T IS
CAUSED OR OCCURS DURING THE PERMIT7ED PROJECT
SIDE SEWER NOTES
IF USING EXIS71NG SEWER LA7ERAL (FROM PROPERTY LINE TO OVWSD MAIN
COND177ON MUST BE VERIFIED BY OLYMPIC WEW WA7ER & SEWER DIS7RICT.
I STORM DRAINAGE NOTES
IF 7HE RIM TO INVERT OF ANY CATCH BASIN EXCEEDS 5 FEET A TYPE /I
CATCH BASIN KILL BE REQUIRED.
F007ING DRAINS TO CONNECT TO DRY KELL. SEE PLAN FOR LOCA710N.
ALL STORM PIPES TO BE CPEP OR APPROVED EQUAL.
FLOT COVERAGE
LOT AREA: 44,792 SF
ALLOWABLE COVERAGE (35X) 15,677 SF
HOUSE, COVERED DECK AND GARAGE 2,467 5F
PERCENT COVERAGE ao6z
BUILDING HEIGHT
CALCULATIONS
SPOT ELEVA 77ONS FOR HEIGHT CAL=A
77
ELEVA 77ON A:
334.34
ELEVA77ON B.
335.17
ELEVA 77ON C.
ELEVA77ON D.-
334.66
M48
1, JJZ 65
334.41
TO TA L:
AVERAGE ORIGINAL GRADE
(AQQ)
359.41
ALLOWABLE BUILDING HEIGHT
(A OG + 25 FT)
ACTVAL BUILDING HEIGHT
358.75
(ROOF RIDGE)
IMPERVIOUSAREA (pR1vA7EDR1vEwAy)
ASPHALT DRIVEWA Y 7,150 SF
IMPERVIOUS AREAS (SFR)
HOUSE+COVERED DIW, PA770, PORCH & WALK 3,100 SF
(ROOF LINE)
UNCOVERED WALK 400 SF
UNCO VERED DRI VEWA Y 1. 000 SF
0
232ND ST
N
234TH
2357H PLI
36 -
-ji �9: -" 158TH 23
240TH
SI
ca
NW 244TH S T
VICIN17Y MAP
SCALE. 1"= 2000'
PROJECT TEAM
OWNER 1APPLICANT
SELECT HOMES
16531 13 TH A VENUE W. #A 10 7
LYNNWOOD, WASHINGTON 98037
(425) 299-2600
EMAIL: CBPIERCEOCOMCASTNET
CONTACT- CRAIG PIERCE
CIVIL ENGINEER
RAM ENGINEERING, INC.
16531 lJTH AVE W, SU17E A 108
L)WNWOOD, WA 98037
(425) 678-6960
EMAIL: ROBLORAMENGINEERINGINC. COM
CONTACT- ROB L. LONG, PE
ORCA LAND SURVEWNG
36 05 COL BY A VENUE
EVERE7 WASHINGTON 98201
(425) 259-3400
FAX (425) 258-1616
EMAIL: JACKOORCALSI.COM
CONTACT- JACK TURPIN
LAND RESOLU77ONS
3605 COLBY AVENUE
EVERETT, WASHINGTON 98201
(425) 258-4436
FAX (425) 258-1616
EMAIL: LANDUSEON KINK. COM
CONTACT- RY MCOUFFY
SITE DATA
S/ IF A DDRESS;- 104 TH AVE. W, EDMON05; WA 98026
TAX NUMBER. 27033600303000
TOTAL S17E AREA: 40,035 SF 0. 92 A C
UTILITY PURVEYORS
WA TER SUPPL Y-
OLYMPIC VIEW WA TER & SEWER DISTRICT
425-774-7769
SANITARY SEWER.
OLYMPIC VIEW WA TER & SEWER DISTRICT
425-774-7769
STORM SEWER.
CITY OF EDMONDS
425-771-0241
PHONE:
FRON77ER COMMUNICA 77ONS
425-263-4024
CONTACT- JEREMYFALLT
CABLE.
COMCAST
425-244-5088
CONTACT- JEFF BURNS
GAS.
PSE
888-225-5773
POWER:
SNOHOMISH COUNTY PUD NO. 1
425-783-1000
CONTACT- ROB LARSON
FIRE DISTRICK
SNOHOMISH COUNTY FIRE DIS TRIC T NO. 1
425-551-1200
SCHOOL DISTRICT'
EDMONDS SCHOOL DISTRICT
425-670-7000
Zone IZS—S Corner—Flaa
Setbacks
-Reauired
Actual
Front 05-
Z�r
Sides /V/5
-7, 512 5
7!;" -7
Rear
Other
n,
Hei4t
UREET FULE
IR E 8 u B
L
MAY 19 2016
BUILDING DEPARTMENT
L�D CnY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DATE. � I ('s I I(-"
BY.
m
16531 13TH AVE W, SUITE A108
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WWW.RAMENGINEERINGINC.COM
C �qj�j�
a :z :Is :z
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4QJ
4 Ll
Q
Cn
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8
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ENGINEER:
- I IN I r) I *
Z
w4ft
Z
5112-146
ROB L. LONG, PE
MIKE MORRIS
ISSUE DA TE.- SCAL :
6111115 1 AS N07ED
JOB NO. 15-007 1
SHEET-
SP-01
SHT I OF 5
I
GENERAL NOTES
1. ALL MA 7FRIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWNG
SPECIFICA 77ONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STA TE, AND FEDERAL CODES, RULES AND REGULA 77ONS:
- CURRENT INTERNA 77ONAL BUILDING CODE (18C)
- 2014WSDOTIAPWA STANDARD SPECIFICA77ONS FOR ROAD, BRIDGE AND MUNICIPAL C0NS7RUC77ON
-WASHINGTON STATEDEPARTMENT OF ECOLOGY STORMWA7ER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT E01770N)
2 STANDARD PLAN AND TYPE NUMBERS INDICA TED ON 774ESE DRA WINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS N07ED 07HERMSE.
J. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBS17E KHENEVER CONSTRUCRON IS IN PROGRESS.
4. DEWA 77ONS FROM 774ESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY
5. CONTRACTOR SHALL RECORD ALL APPROVED DEWA77ONS FROM THESE PLANS ON A SET OF 'AS-BUILT"DRA KINGS AND SHALL SUMMARIZE ALL AS -BUILT
COND177ONS ON ONE SET OF REPRODUCIBLE DRA KINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLE77ON AND ACCEPTANCE. A SET OF AS-BUIL T
DRAKINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF 7HE BUILDING OCCUPANCYI�-INAL PROJECT APPROVAL.
6. ELEVA 77ONS SHOWN ARE IN FEET SEE SURVEY FOR BENCHMARK INFORMA 770N.
Z 7HE LOCA 77ONS OF EXIS77NG U77LI77ES AND S17E FEA TURES SHOKN HEREON HA VE BEEN FURNISHED BY 07HERS BY FIELD SURVEY OR OBTAINED FROM
A VAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMA TE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF
THE CONTRACTOR TO INDEPENDENTL Y VERIFY THE ACCURACY OF ALL U77LITY LOCA 77ONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY 07HER
U77LI77ES NOT SHOWN HEREON WHICH MA Y BE AFFECTED BY 774E 1UPLEMENTA 77ON OF THIS PLAN. CON7RACTOR SHALL VERIFY LOCA 770N, DEP774, SIZE, TYPE
AND COND177ON OF EXIS77NG U77LITY LINES A T CONNEC77ON OR CROSSING POINTS BEFORE TRENCHING FOR NEW U77L177ES, ENGINEER ASSUMES NO
RESPONSIBILITY FOR 774E COMPLETENESS OR ACCURACY OF 7HE EXIS77NG U77LI77ES AND S17E FEA 7URES PRESENTED ON THESE DRA WNGS. ENGINEER SHALL
BE N077FIED IMMEDIA TEL Y OF CONFLICTS THA T ARISE.
8. CONTRACTOR SHALL LOCATE AND PR07ECT ALL U77LI77ES DURING C0NS7RUC77ON AND SHALL CONTACT THE UNDERGROUND UT7L177ES LOCA77ON SERWCE
(1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCRON.
9. CONTRACTOR SHALL VERIFY ALL COND177ONS AND DIMEN51ONS AT 774E PROJECT 517E BEFORE STAR77NG WORK AND SHALL N077FY OWNEW5 REPRESENTA77VE
OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMA TF AND MAY CHANGE DUE TO FIELD COND/770NS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GE07ECHNICAL REPORT (WHERE APPLICABLE) AND SHALL 7HOROUGHL Y FAMILIARIZE HIMSELF KITH THE
CONTENTS THEREOF. ALL S17F WORK SHALL BE PERFORMED IN S7RICT COMPLIANCE NTH THE RECOMMENDA 77ONS OF THIS REPORT
12. STRUCTURAL FILL MA TERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDA 77ONS OF THE PROJECT GE07ECHNICAL REPORT
1J. MANHOLES, CA TCH BASINS, U77LI77ES AND PA VEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NA 77VE SOIL OR COMPACTED S7RUCTURAL FILL. IF SOIL
IS DISTURBED, SOFT, LOOSE, KET OR IF ORGANIC MA TERIAL IS PRESENT A T SUBGRADE ELEVA 77ON, REMOVE AND REPLACE WTH COMPACTED STRUCTURAL FILL
PER GE07ECHNICAL REPORT
14. SEE SURVEY AND ARCH17ECTURAL DRA KINGS FOR DIMENSIONS AND LOCA 77ONS OF BUILDINGS, LANDSCAPED AREAS AND 07HER PROPOSED OR EXfS77NG S17E
FEA 7URES.
15. SEE ARCHI TECTURAL DRA KINGS FOR PERIMETER FOUNDA 77ON DRAINS. FOUNDA77ON DRAINS SHALL BEWDEPENDENTOF 0774ER S17EDRAIN LINES AND SHALL
BE 77GHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICA TED ON THE PLANS.
16. ALL REQUIRED STORMWA TER FACIL177ES MUST BE CONSTRUCTED AND IN OPERA 77ON PRIOR TO INSTALLA 77ON OF ANY PAVEMENT UNLESS OTHERMSE
APPROVED BY THE ENGINEER.
1Z ALL ROOF DRAINS, PERIMETER FOUNDA 77ON DRAINS, CA TCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO 7HE STORM DRAINAGE SYSTEM,
UNLESS N07ED OTHERMSE.
18. CONTRACTOR SHALL OBTAIN AND PA Y FOR ALL PERMITS REQUIRED FOR INSTALLA 77ON OF ALL S17E IMPROVEMENTS INDICA TED ON THESE DRA KINGS.
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF S17E SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCRON COND177ON IN
ACCORDANCE WTH APPROPRIATE REQUIREMENTS AND STANDARDS.
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY 07HER ACCEPTABLE ME7HODS FOR 7HE PREVEN77ON OF ON-SITF EROSION AF7ER THE
COMPLE77ON OF CONSTRUC770N. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CON7RO4 REQUIREMENTS.
21. THE CONTRACTOR SHALL KEEP OFF-S17E S7REETS CLEAN AT ALL 77MES BY SWEEPING. WASHING OF 7HESE STREETS KILL NOT BE ALLOWED W7HOUT PRIOR
APPROVAL.
22. THIS PROJECT IS NOT A BALANCED EAR 7HWORK PROJECT 807H EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVA 77ONS SHOWN.
24. FINISHED GRADE SHALL SLOPE A WA Y FROM BUILDING WALLS A T MINIMUM 5X SLOPE FOR A MINIMUM DISTANCE OF 10 FEET
25. CONTRACTOR SHALL BE RESPON51BLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PR07ECT WORKERS, EXIS77NG
BUILDINGS, STREETS, KALKWA YS, U77LI77ES AND OTHER EXIS77NG AND PROPOSED IMPROVEMENTS AND EXCA VA 77ONS AGAINST LOSS OF GROUND OR CA WNG
EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED.
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WA TER SERWCE INTERRUPRONS, HYDRANT SHUTOFFS,
STREET CLOSURES OR 07HER ACCESS RESTRIC77ONS. CON7RACTOR SHALL NOT RELOCA TE OR ELIMINA TE ANY HYDRANTS W77-IOUT FIRST OBTAINING WRITTEN
APPROVAL FROM THE FIRE MARSHAL.
2Z COORDINA TE AND ARRANGE FOR ALL U77LITY CONNECRONS, U77LITY RELOCA 77ONS ANDIOR SER14CE INTERRUPRONS NTH 7HE AFFECTED OWNERS AND
APPROPRIA TE U77LITY COMPANIES. CONNEC77ONS TO EXIS77NG U77LI77ES SHALL BE MADE ONLY W77-1 ADVANCE KRITTEN APPROVAL OF 7HZ AU774OR177ES
GOVERNING SAID U77LI77ES.
28. EXIS77NG U77LI TY LINES IN SERWCE WHICH ARE DAMA GED DUE TO CONSTRUCRON WORK SHALL BE REPAIRED A T CONTRACTOR�5 EXPENSE AND INSPECTED AND
A CCEPTED BY CITY OF EDMONDS AND OWNER�5 REPRESENTA T7 VE PRIOR TO BA CKFILLING.
29. NEW U77LITY LOCA 77ONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICA TED, LOCA 77ONS MA Y BE SCALED FROM ORA KINGS. FIELD
ADJUSTWENTS SHALL BE APPROVED BY OWNEW3 REPRESENTA77VE AND CITY
30. TRENCH BACKFILL OF U77LI77ES LOCATED W`7HW THE CITYRIGHT-OF-WAY SHALL BE COMPACTED TO 95X COMPAC77ON TEST REPORTS SHALL BE PROWDED
TO THE CITY PRIOR TO PAVING.
31. WHERE NEW PIPE CLEARS AN EXIS77NG OR NEW U77LITYBY 6"OR LESS, PLACE POLYETHYLENE PLAS77C FOAM AS A CUSHION BETWEEN THE U77LI77ES.
32. SEE MECHANICAL DRA KINGS (WHERE APPLICABLE) FOR CON77NUA 77ON OF 517E U77LI77ES KITHIN THE BUILDING,
33. SEE ELECTRICAL DRA KINGS (WHERE APPLICABLE) FOR EXTERIOR ELEC7RICAL WORK.
34. SEE LANDSCAPE ORA KINGS (WHERE APPLICABLE) FOR 9 TE IRRIGA 77ON SYSTEM.
�5 N
N ZE z
SW 114, SEC 36 P 27N
.1 TW y RGE 3E. W. M.
LEGEND
EXISTING FEATURES
PROPOSED FEATURES
- - - - - - -
FLOW
MONUMENT
STORM DRAIN PIPE
10
ROCK CHECK DAM
- - - - - - -
CURB
(0
EX REBAR
-------------
ROOF & F007ING DRAIN
- - - - - - -
ASPHALT
(6
REBAR
DITCH
0
TEMPORARY STAND PIPE
- - - - - - -
- - - - - - -
CONCRETE
GRA VEL
SURFACE FLOW
CATCH BASIN
+
SECTION
RIPRAP PAD
PR07EC71ON
-------------
ROOF
-------------
DRIP LINE
r-�
QUARTER SECTION
13
TYPE I CB
CONS7RUC77ON ENTRANCE
SURFACE FEATURES
(1)
EX MONUMENT
TYPE /I CB
FILTER FENCE
Z1ZZZZZ_ZZZZZ1_z
BUILDING FOOTPRINT
PIPE FLOW
CONSMUC71ON FENCE
El
CATCH BASIN, TYPE I
LIMITS OF CLEARING
.. . . . ..
EDGE OF WETLAND
@
CATCH BASIN, TYPE
CULVERT END
INTERCEPTOR SWALE
.....................
WEILAND BUFFER
<
SD PIPE FLOW
0
STORM CLEANOUT -------------
SA WOU T
@
YARD DRAIN
00
YARD DRAIN
EA SEMEN T
S D-
STORM DRAIN PIPE
0
STORM CLEANOUT
RIPRAP PAD
BUILDING F007PRINT
----SS-
SEWER MAIN
STORM CUL VERT END
SEWER MAIN - - -
- - - -
BUILDING SER3ACK
-FM-
W-
SEWER FORCE MAIN
WATER MAIN
0
SEWER SERWCE
A
FENCE
- - - - OHP-
AERIAL POWER LINE
SEWER MANHOLE
- - - - - - - WA TER MAW
RETAINING WALL
____P-
0
SEWER CLEANOUT
SEWER MANHOLE
ROCKERY
BURIED POWER LINE
SS PIPE FLOW
PIPE FLOW
- G-
GAS MAIN
MAILBOX
- C-
BURIED CABLE
SEWER STUB
SEWER CLEANOUT
SIGN
-TV-
BURIED TV
0
SEPTIC LID
WATER METER
STREET LIGHT
- - - - OTV-
AERIAL TV
JQ
FIRE HYDRANT
IRRIGA77ON METER
----T-
BURIED TELEPHONE LINE
- - - -OHT-
AERIAL TELEPHONE LINE
M-
WA TER ME TER
A
FIRE HYDRANT
SLOPE DAGGER
- - - - Prr -
BURIED POWERITELEPHONE
m
GA TE VALVE
A
FIRE DEPT CONNEC77ON (FDC)
- - - - OHPT-
AERIAL POWERITELEPHONE
WATER MANHOLE
)�'
AIRIVAC RELEASE VALVE
D-7.
GRA VEL
- - - - OHU-
AERIAL UTILITIES
AIRIVAC RELEASE VALVE
0>
BLOW OFF
-FO-
BURIED FIBER OPTIC CABLE
F]
ASPHALT PAVEMENT
WIRE FENCE
0-
BLOW OFF
X
GATE VALVE
CHAINLINK FENCE
0
IRRIGATION METER
JV
TEE W/ CONC 13LOCKING
r'779
SIDEWALK
El -
BOARD FENCE
X
IRRIGATION VALVE
BEND W/ CONC BLOCKING
Ld
- - --- -
DITCH OR SWALE
J�
WA TER WELL
RESTRAINED JOINT
11 z z z z z
RETAINING WALL
arb
HOSE BIB
REDUCER
C:����
ROCKERY
-0-
POWER POLE
SLEEVE
ASPHALT
E--
GUY ANCHOR
#
COUPLING
STREET LIGHT
w
DETECTOR CHECK VALVE
ElCONCRETE
POLE LIGHT
Q
POST INDICATOR VALVE (PIV)
GRA VEL
FP1
POWER VAULT
Fl/
WETLAND
FA-1
TRANSFORMER
,ff
POWER METER
MAIL BOX
Z
JUNCTION BOX
ri
SIGN
GAS METER
BOLLARD
GAS VALVE
FIBER OPTICS MANHOLE
CONIFEROUS TREE
El
TV RISER
DECIDUOUS TREE
TELECOMM VA UL T
TELECOMM RISER
CONIFEROUS TREE
TO BE SAVED
Z
TELECOMM JUNCTION BOX
EK_::-_=-
TRAFFIC SIGNAL
DECIDUOUS TREE
0
TO BE SAVED
Call 2 Working Days Before You Dig
811 or 1-800-424-5555
Utilities Underground Location Center
121
MAY 19 2016
BUILDING DEPARTMENT
CITY OF DMONDS
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DATE.
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16531 13TH AVE W, SUITE Al 08
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WWW.RAMENGINEERINGINC.COM
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ROB L. LONG, PE
MIKE MORRIS
ISSUE DATE. SCALE.
6111115 1 AS NOTED
JOB NO: 15-007
SHEET-
GN-01
SH T 2 OF 5
0
1. ESC MINIMUM REQUIREMENT-CONSMUCTION ACCESS ROUT, CONSMUC770N VEHICLE ACCESS SHALL BE,
WHENEVER PRACTICAL, LIM17EO TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS
OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SED114ENT ONTO PUBLIC ROADS. F SEDIMENT IS
MANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH
DAY SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE MANSPORTED TO A
CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY
AFTER SEDIMENT IS REA40VED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT-STABILIZA 77ON OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING
AC77W77ES SHALL BE STABILIZED BY SUITABLE APPLICA 77ON OF SUPS, INCLUDING, BUT NOT LIMITED, SOD,
HYDROSEEDING, OR 07HER VEGETA 77ON, PLAS77C COVERING, OR MULCHING. ALL BYPS SHALL BE SELECTED,
DESIGNED, AND MAINTAINED IN ACCORDANCE NTH 774E MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED
ACCORDING TO AN APPROVED TIMETABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN
TWO DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM NAY 1 THROUGH
SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT-PR07EC77ON OF ADJACENT PROPERTIES. ADJACENT PROPER77ES SHALL BE
PRO 7EC TED FROM SEDIMEN T DEPOSI 77ON 8 Y A PPROPRIA 7E USE OF VEGETA 77 VE BUFFER S TRIPS, SEDIMEN T
BA RRIERS OR FIL TERS, DIKES OR MUL CHING, OR 8 Y A COMBINA 77ON OF THESE MEA SURES A NO 0 7HER
APPROPRIA 7E BUPS
4. ESC MINIMUM REQUIREMENT- MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BURS SHALL BE
REGULARLY INSPECTED AND MAINTAINED BY THE OKNER TO ENSURE CON77NUED PERFORMANCE OF THEIR
INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE NTH THE
MANUAL.
5. ESC MINIMUM REQUIREMEN 1- 0 THER BMPS. A S REQUIRED B Y THE Cl TY 0 7HER A PPROPRIA TE BMPS TO
M177GA TE THE EFFEC75 OF INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT- UNDERGROUND U77LITY CONSTRUCTION. THE
CONSTRUCTION OF UNDERGROUND U77LITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWNG:
0. EROSION CON 7ROL FOR EXCA VA TED AND STOCKPILED MA 7ERIALS,
b. THE PL A CEMEN T OF EXCA VA TED MA TERIA L WHERE CONSIS TEN T M TH SA FE TY A NO SPA CE
CONSIDERA 77ONS SHALL BE PLACED ON 771E UPHILL SIDE OF TRENCHES,
C. TRENCH DEWA TERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER
A CCEP TA BL E MEANS);
d IRA CKING AND SPILLING OF MA TERIALS ON STREETS DUE TO HAULING;
e. DA IL Y CLEA NUP A NO S TREE T MA IN 7ENA NCE,
Z ADD177ONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND
REDEVELOPMENT THA T INCLUDED LAND DISTURBING AC771477ES OF GREA TER THEN, OR EQUAL TO, ONE ACRE
IN ADD177ON TO MEE77NG THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY NTH ESC
REQUIREMENTS LISTED BELOW
8- ESC MINIMUM REQUIREMENT- DELINEA TE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING
LIMITS ANDIOR ANY EASEMENTS, SETBACKS, SENS177VEICRI77CAL AREAS AND THE BUFFERS, TREES AND
DRAINAGE COURSES.
SW 114., SEC 36., TWP 27N., RGE 3E., W.M.
EDA40NDS SID D WG NO. El. 1
ON SHEET TD-01
- - - - - - - - - -
A- - - - - - - - - - -
Q% 7
9 ESC MINIMUM REQUIREMEN T-SEDIMEN T MAPPING PRIOR TO LEA WNG THE SITE, STORM WA TER RUNOFF
SHALL PASS THROUGH A SEDIMENT POND OR SEDIMEN r 7RAP, OR 0 7HER APPROPRIA 7E 8UPS. SEDIMEN T
PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND 07HER BUPS INTENDED TO TRAP SEDIMENT
ON -SITE SHALL BE CONSMUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNC77ONAL
BEFORE LAND DISTURBING AC77w77ES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND
DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE
10. ESC MINIMUM REQUIREMENT -CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND
CONSMUCTED IN A MANNER THAT NLL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN
A CCORDANCE N TH ESC REQUIREUEN T NO. 20U. SEE ADDI 77ONAL GEO TECHNICAL RECOMMENDA 77ONS IN
MARCH 28, 2013 LE77ER.
11. ESC MINIMUM REQUIREUENT-CONMOLLING CIFF-577F EROSION. PROPER77ES AND WA TER WAYS DOWNSTREAM
FROM DEVELOPMENT S17ES SHALL BE PROTECTED FROM EROSION DUE To INCREASES IN THE VOLUME,
VELOCITY, AND PEAK FLOW RA TE OF STORM WA TER RUNOFF FROM THE PROJECT SITE.
12. ESC MINIMUM REQUIREUENT-STABILIZA 77ON OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL
TEMPORARY ON-517E CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO
PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO- YEAR, 24-HOUR FREQUENCY
STORM FOR THE DEVELOPED CONDITION. STABILIZA 77ON ADEQUA 7E TO PREVENT EROSION OF OUTLETS,
ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROWDED AT THE OUTLETS OF
ALL CONVEYANCE SYSTEMS.
13. ESC MINIMUM REQUIREMENT -STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLE75 MADE OPERABLE
DURING CONSMUCRON SHALL BE PROTECTED SO 7HA T STORM WA TER RUNOFF SHALL NOT ENTER 774E
CONVEYANCE SY57EM WTHOUT FIRST BEING FIL TERED OR 07HERMSE TREA TED To REMOVE SEDIMENT
14. ESC MINIMUM REQUIREMENT -REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT
CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL S17E STABILIZA 77ON IS ACHIEVED OR
AFTER THE TEMPORARYOMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR
STABILIZED ON SITE. DISTURBED SOIL AREAS RESUL77NG FROM REMOVAL SHALL BE PERMANENTLY
STABILIZED.
15. EROSION AND SEDMENT CONTROL REQUIREMENT-DEWA 7ERING CONSTRUCTION SITES, DEWA 7ERING SYSTEMS
SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
16. EROSION AND SEDIMENT CONTROL REQUIREMENT-CONMOL OF POLLUTANTS 07HER THAN SEDIMENT ON
CONSTRUCTION SITES. ALL POLLUTANTS 07HER THAN SEDIMENT THAT OCCUR ON 37E DURING
CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER 77-IA T DOES NOT CAUSE
CON TA MINA TION OF STORM WA TER.
1Z EROSION AND SEDIMENT CONTROL REQUIREMENT -FINANCIAL LIABILITY PERFORMANCE BONDING, OR 07HER
APPROPRIA IF FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE
NTH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995]
18. INFILMA770N FACIL177ES SHOULD NOT BE PLACED ON-LINE UN77L THE EN77RE S17E IS STABILIZED, INCLUDING
PAVEMENT DISCHARGE OF SILTY CONSTRUC77ON STORM WATER TO THE FACIL17-Y COULD CAUSE CLOGGING
OF 774E PORE THROATS WTHIN THE RECEPTOR SOIL AND REDUCE INFILTRATION CAPACITY OF THE FACILITY
NO. E1.2 ON SHEET 7D-01
15'MIN WD 7H
7P" 36'MIN LENGTH
CONSTRUCTION SEw"WENCE
1. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
2. CALL FOR U77LITY LOCA 7ES.
3. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVEN77NG DISTURBANCE OF ANY AREAS
OF VEGE TA 77ON OU T51DE THE CONS TRUC 77ON ZONE.
4. HAVE E'?OS10" CONTROL MEASURES INSPECTED By CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL
TEMPORARY SEDIMENTA 77ON AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR
TO ANY CONSFRUC77ON OR 517E CLEARING. EROSION AND SEDIMENTATION CONTROL PRAC77CES ANDIOR
DEWCES SHALL BE MAINTAINED UN 77L PERMANENT VEGETATION IS ESTABLISHED.
5. ROUGH GRADE S1 IF AS REQUIRED To INSTALL DRAINAGE FEATURES.
6. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETA 7E DISTURBED AREAS NOT SUBJECT TO
A DDI 77ONA L SURFA CE DIS TURBA NCE IMMEDIA TEL Y A F TER ROU GH GRA DING. (0 7HER EXPOSED A REA S SHA L L
BE STABILIZED PER EROSION CONTROL N07ES BELOW)
Z INSTALL U77LI77ES AND OTHER S17E IMPROVEMENTS.
8. INSTALL C8 PR07ECT70N ON ANY NEW CA TCH BASIN IMMEDIA TEL Y UPON INSTALLA TION. MAINTAIN Ce
PROTEC77ON THROUGHOUT HOME CONSTRUCTION.
9. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR To REWGETA 77ON OF EN77RE S17E
10. ESTABLISH LANDSCAPING AND PERMANENT VEGETA 770N. ALL TEMPORARY EROSION CONTROL MEASURES
SHALL BE REMOVED UPON FINAL S17E STABILIZA 77ON AND APPROVAL BY CITY INSPECTOR.
GRADING QUANTITIES
CUT RLL
1500 CY -IL500 CY
CB INLET PROTECTION NOTE
CA TCH BASIN INLET PR07EC77ON SHALL BE INSER7ED AND
MAINTAINED ON ALL NEKY CONS7RUC7ED CATCH BASINS
THROUGHOUT 774E S1 7E ZYMEDIA 7EL Y AF7ER INSTALLA 770N.
FIL TER FABRIC FENCE NOTE
ADD17IONAL F7L7ER FABRIC FENCING SHALL BE ADDED AS
NEEDED. FENCING TO BE INSTALLED PER CITY OF EDMONDS
ST9 DETAIL El. 1 (SEE DETAIL ON SHEET 7D-01).
I
SCALE: 1 20'
0 10 20 44,
000
DATUM
WR 77CAL DA 7UM.- NA VD 88
ORIGINA 77NG BENCHMARK.
CASED, WSDOT J"BRASS DISK W/ PUNCH, LOCA TED ON 196TH ST SW APPROX.
200' WES T OF 76 7H A VE W. ID# GPJ 1524- 77, DA TUM EL: 414.4J' (NA VD88)
97E BENCHMARK (7BM).
TOP OF RAIL ROAD SPIKE IN EAST 57DE OF POWER POLE, ELEV= JJZ 5J'L OCA TED
IN THE N. E. CORNER OF 51 7E
TREE PROTECTION NOTES
1. ANY WORK INSIDE THE DRIP LINES OF EXIS77NG TREES MUST TAKE PLACE IN
ACCORDANCE NTH ECDC 18-45.050.H SUBSEC77ONS (1) - (6).
2. DURING CONSMUCRON ADD177ONAL TREES MAY NEED TO BE REMOVED DUE
TO IMPACTS FROM THE PROPOSED S17E DEVELOPMENT AN ARBORIST SHALL
EVALUA IF TREES PRIOR TO REMOVAL AND CITY SHALL APPROVE ANY
ADD177ONAL TREE REMOVAL.
J- PR07EC77VE BARRIER. BEFORE DEVELOPMENT, LAND CLEARING, FILLING OR
ANY LAND AL TERA 770N, THE APPLICANT SHALL:
a. ERECT AND MAINTAIN READILY WSIBLE 7EUPORAR Y PR07EC77VE TREE
FENCING A L ONG THE LIMI IS OF DIS TURBA NCE To COUPLE TEL y SURROUND
THE PROTECTED AREA OF ALL RETAINED TREES OR GROUPS OF 7REES.
FENCES SHOULD BE CONSMUC7ED OF CHAIN -LINK AND BE AT LEAST 51X
(6) FEET HIGH, UNLESS 07HER TYPE OF FENCING IS AUTHORIZED BY THE
CITY
b. WHEN REQUES TED BY THE Cl Ty
, INS TALL HIGHLY WSIBLE SIGNS SPACED
NO FUR 7HER THA N 15 FEE T A L ONG THE EN 77RE TY OF THE PRO TEC 77 VE MEE
FENCE SAID SIGN MUST STA TE A T A MINIMUM "TREE PR07EC77ON AREA,
ENTRANCE PROHIB17ED " AND PROWDE THE CITY PHONE NU14BER FOR CODE
ENFORCEMEN T TO REPORT V70LA 77ONS.
c. PROHIBIT EXCA VA 77ON OR COMPA C 77ON OF EARTH OR OTHER
PO TEN 77ALL Y DA114A GING A C77 V4 77ES W THIN THE BARRIERS, PRO WDED, THA T
THE ADMINISMA TOR MA Y ALL 0 W SUCH A C77 W 77ES APPRO VED B Y THE Cl TY
TREE PR07EC77ON PROFES90NAL AND UNDER THE SUPER14SION OF A
QUALIFIED TREE PROFESSIONAL RETAINED BY THE APPLICANT
d MA IN TA IN THE PRO 7EC 77 VE BA RRIERS IN PLA CE FOR THE DURA 77ON OF
THE PROJECT UN77L THE CITY AUTHORIZES THEIR REMOVAL.
e. ENSURE THA T ANY APPROVED LANDSCAPING DONE IN THE PROTECTED
ZONE SUBSEQUENT TO THE REMOVAL OF THE BARRIERS SHALL BE
ACCOMPLISHED NTH WALK -BEHIND MACHINERY OR HAND LABOR.
f IN ADD177ON TO THE ABOVE, THE CITY MA Y REQUIRE THE FOLLOWING.
i) IF EQUIPMEN T IS A U 7HORIZED TO OPERA IF K? THIN THE CRI 77CA L ROO T
ZONE, COVER THE AREAS ADJOINING THE CRI77CAL ROOT ZONE OF A
TREE WTH MULCH TO A DEPTH OF A T LEAST 51X (6) INCHES OR W77-1
PLYWOOD OR SIMILAR MA TERIAL IN ORDER TO PRO 7EC T ROO IS FROM
DA MA GE CA USED 8 Y HEA VY EOUIPMEN T
#)MINIARZE ROOT DAMAGE BY EXCA VA 77NG A 2-FOOT-DEEP TRENCH, A T
EDGE OF CRI77CAL ROOT ZONE, TO CLEANLY SEVER THE R007S OF TREES
TO BE RETAINED.
N) CORREC77VE PRUNING PERFORMED ON PROTECTED TREES IN ORDER
TO A VOID DAMA GE FROM MA CHINER Y OR BUILDING A C 77 V1 TY
IV) MAINTENANCE OF TREES SHALL BE ACHIEVED BY THE APPLICANT
77-IROUGHOUT 774E CONSMUC77ON PERIOD BY WATERING AND FERTILIZING.
Call 2 Working Days Before You Dig
811 or 1-800-424-5555
r
Utilities Underground Location Cente I
NOT TO SCALE
RESUB
MAY 19 2016
BUILDING DEIPARIMENT
CrFY OF DMONDS,
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DA 7E*. 16WO
- ._/_ A
16531 13TH AVE W, SUITE A108
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WVVW.RAMENGINEERINGINC.COM
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