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HomeMy WebLinkAboutRS_Report and Analysis of the Shared Facility Drainage Plan_180522.pdf
REPORT & ANALYSIS OF THE
SHARED FACILITY DRAINAGE PLAN
FOR THE REGIONAL STORM POND
NEAR MONSTER ROAD S.W. RENTON WA
INNOVA’s Project Name: DCT Monster Road
PARCEL NO: 242304-9008
601 Monster Road SW
Renton, WA
PREPARED FOR:
DCT Industrial
701 Fifth Avenue, Suite 2830
Seattle, WA 98104
May 22, 2018
(Our Job No.: 17-045)
Prepared by:
Stuart Scheuerman, Project Manager
Jason Hein, Cvil Engineering
Reviewed by:
Paul B. McCormick, PE, SE
INNOVA Architects Inc.
950 Pacific Ave., Suite 450
Tacoma, WA 98402
(253) 572-4903
Table of Contents
Introduction and Executive Summary Pages 1 - 3
Volume and Water Surface Calculations Pages 4 - 16
Basin Area Summary Pages 17 - 18
2017 City of Renton Surface Water Design Manual Review Pages 19 – 20
Areas to the Existing Shared Facility – Excel Spreadsheet Pages 21 – 22
Existing Pond Storage Volumes Page 23
Pond Volumes - Existing vs. Current - Excel Spreadsheet Page 24
Exhibit A – Base Map from the Original TIR for Plumbers and
Pipefitters Regional Stormwater Retention Facility.
Exhibit B - Overall Existing Drainage Basin going to the Existing
Regional Stormwater Retention Facility
Exhibit C - Existing Impervious Surfaces Parcel 1 and Parcel 2
Exhibit D - Existing Impervious Surfaces Parcel 3
Exhibit E - Existing Impervious Surfaces Parcel 4-A and 4-B
Exhibit F - Metro Area not going to the existing Shared facility
Exhibit G - Monster Road Drainage Area to Existing Shared Facility
Exhibit H - Contour Surface Area Elevation 18 – South Low Area
Exhibit I - Contour Surface Area Elevation 18 & 16 – North Low Area
Exhibit J - Original Topographic map of the North Low area
Exhibit K - Original Topographic map of the South Low area
Appendix A – Original Technical Information Report for the Plumbers and Pipefitters
Regional Stormwater Retention Facility prepared by Bush, Roed &
Hitchings dated June, 1994
Appendix B – Original approved construction drawing titles “Regional Retention Pond
Pump Outfall Facility prepared 11/3/94 and checked for compliance
11/26/96
Appendix C – Regional Detention Facility Pump Station Agreement and Reciprocal
Easements Recording # 9506191492 Original document prepared on
3/28/95 and signed on various dates
1
INTRODUCTION
INNOVA Architects has been hired by DCT Industrial Trust to provide architectural and
civil engineering design for their re-development of the property known as 601 Monster
Road S.W. Renton WA. That regional pond was designed for this and other parcels to
drain to it as will be shown later in the attached documents. The DCT site has an
existing building and paved areas that has been in place for many years. However, the
new development will create 1.5 acres of new additional impervious areas which will
generate new storm water runoff from the present condition. This new impervious area
was not considered in the original storm pond design. The purpose of this report is to
analyze the pond to determine if the existing storm pond has capacity to receive direct
discharge from the property for the new impervious area created and if the existing
pumps have capacity for the additional flows and volume created.
Our initial opinion was that the design of the DCT property should not need to provide
onsite detention for this addition of 1.45 acres of new impervious area because there is
already in place a large and significant regional pond. However, the City of Renton has
asked us to substantiate whether that existing regional pond has the volume capacity to
contain the new storm water that will be created from our addition of 1.45 acres of new
impervious surface. Therefore this report provides the contents of our analysis of that
regional pond.
EXECUTIVE SUMMARY
After a thorough analysis of the original pond design as well as our own additional
analysis of the impacts of our site’s additional 1.45 acres of new impervious area, we
find that the impact to the pond in terms of water surface elevation change, and the
capacity of the pumps to function as engineered is a negligible impact and that the pond
functions as intended and the pumps will function as intended with this new
development in place. Therefore it is our professional op inion that the DCT site may
direct discharge to this pond without the need for onsite detention.
Our work analyzed the existing pond design. Then we analyzed three changes to that
original design. In total four conditions and four water surface elevation s were
examined as defined below.
1. Original Pond design and its water surface elevation.
2. We analyzed the current conditions of the pond and current water surface
elevations. This current condition includes the runoff created by the city streets
which were not in the original design plan to drain to this pond. At some point the
City of Renton changed their city street storm system and be gan directing street
2
runoff to this regional pond. This street area is 1.24 acres that currently drains to
the regional pond and for which the pond was never designed for that property to
drain to it. We analyzed that as part of the current condition. We also analyzed
the current condition to include the fact that two of the properties within the pond
basin area have over built impervious surfaced beyond what was allocated to
them in the original pond design. That amount of over built impervious area is
0.43 acres for the combined two properties.
3. We analyzed the impact that the DCT site will cause with the addition of 1.45
acres of new impervious area, of which 0.95 acres is beyond which was originally
included in the regional pond design.
4. We analyzed the impact that could occur in the future if and when two of the
properties, which drain to this regional pond, create more impervious area to
reach the total threshold which they were allowed to reach in the original regional
pond analysis and for which level they have never achieved. Those sites
combined were allotted a total of 1.5 acres of impervious surface which currently
does not exist.
Specifically the water surface levels for all the conditions analyzed are as follows:
1. Original Pond Design Water Surface Elevation 12.11’
2. Current condition including 1.24 acres street Water Surface Elevation 12.22’
3. DCT addition of 1.5 acres Water Surface Elevation 12.34’
4. Future Possible Development 1.5 acres Water Surface Elevation 12.46’
5. First pump comes on at Water Surface Elevation 11.50’
6. Second pump comes on at Water Surface Elevation 13.50’
7. Pond Top Surface (per original report) Pond Surface at elevation 19’
8. Nearest buildings** Finish floor elevations
**
595 Monster Road SW - Main Floor EL. = 25.40, Auditorium at EL. 22.50.
555 Monster Road SW – Main Floor EL. = 23.50 +/-.
We conclude that there is approximately 6.5 feet of freeboard and is a large safety
factor on the pond capacity, meaning this pond is well within the safety limits before an
overflow could happen. The volume of the pond capacity would increase significantly if
ever the water were to rise even above the 12.5 feet we calculate , because as the water
rises higher the pond area increases significantly.
We have researched and found the elevations of the nearest buildings to the pond, with
the 595 Monster Road SW site which has an auditorium floor elevation of 22.50 feet,
which is 3.5 feet higher than the pond surface at elevation 19 feet. For these reasons it
is our professional opinion that the pond has capacity, and the pumps function well
3
within the original design parameters with the three conditions analyzed and added to
the original pond design.
The changes in water surface elevation are small because the pond has a surface area
of about 4.77 acres and has a large storage capacity. Also the pumps are working to
reduce the level of water. The water surface elevations are small but even those are
short term rises in water, only lasting as long as it takes for the pumps to pump out the
water and bring the water level back down to below the pump float levels. In summary it
is our professional opinion that the DCT site should not be required to develop on site
detention and doing so would be an unnecessary feature which would not produce a
beneficial change for the operation of the existing regional storm pond and the pumps.
The pond capacity and pumps can handle the volume as stated above.
4
VOLUME AND WATER SURFACE CALCULATIONS
INNOVA staff visited the regional storm facility along with our wetland consultants. We
have found that this regional storm facility does not have a natural discharge release
path and instead there are in place two storm water pumps which are activated by float
switches which pump the water under the rail road tracks to the west and into a
drainage swale which flows west to the Black River.
After visiting the site and finding existing pumps we obtained the original report and
analysis for the design of the pumps. That report was prepared by Bush, Roed &
Hitchings dated June, 1994 and which is attached to this report as a reference. We
found that the basin area draining to this pond is 44.0 acres and has a total storage
requirement of 357,235.2 c.f. and that the maximum pond elevation in a 24 hour 100
year storm event would be at elevation 12.11 ft. using the NAVD 88 vertical datum. That
design used the Santa Barbara Unit Hydrograph (SBUH) method of calculating the
storm volume and pond water surface elevations, and would be assumed to be used as
the basis for setting all the pump float switch elevations that are currently in place to
activate the pumps.
A first pump is activated by float switches when the pond water surface reaches an
elevation level of 11.50 feet and pumps water out of the pond at a rate of 3.9 CFS. A
second pump float switch activates the second pump when the pond wate r surface
reaches a surface elevation of 13.5 feet and pumps an additional 3.9 cfs, for a total
pump rate of 7.8 cfs.
The original hydrologic modeling was based on the SBUH methodology which
developed the original pond elevations and discharge flows; they were not reevaluated
under this report. The original detention ponds storage volumes were based upon the
original topographic surveys done at that time.
This evaluation uses the currently approved method of hydrologic modeling program
WWMH2012 for calculation of all volumes of water coming from the street, from the
proposed DCT site and coming from a possible future development from 2 properties in
the original pond basin area. This report’s detention ponds storage volumes are based
on the original topographic surveys up to elevation 16 on the north pond and elevation
18 on the south pond. The city’s GIS mapping was used for volumes above these.
To determine an estimated cubic foot volume base per acre, the proposed
redevelopment on the DCT site and the other parcels which still have additional
impervious surface area that were allocated to them were added together, using
WWHM2012 with this additional 2.95 acres of impervious surface flowing to it, would
5
require 1.15 acre-feet of storage, which equates to 17,038 cf of storage per acre of
impervious surface see below;
The original pond volumes were used to determine the new pond elevations from these
new proposed impervious surfaces; the pond volumes are at one foot intervals. The
original report states that the peak stage for the 100 yr/24 hour storm event is at
elevation 12.11-ft. At that elevation the pond has a volume of 357,235 cf and at 13-ft the
volume is 542,138 cf. The difference between these volumes is 184,903 cf, therefore
for each tenth of a foot the volume in the pond increases by 20,775 cf.
There are three changes that could affect the drainage area and elevations that have
been evaluated under this review.
1. Original Pond design and its water surface elevation.
2. Current conditions including the street area having 1.24 acres that currently
drains to the regional pond and currently including some overbuilt impervious
areas by some of the properties within the basin area who increased their areas
beyond those originally calculated, (see details later in this report).
3. The DCT site with the addition of 1.45 acres of new impervious area.
4. Possible future addition of two properties in the basin to build out their original
allotted area for impervious surfaces, adding 1.5 acres for the two properties
combined.
The calculation of the pond water surface elevation for each of the scenarios above is
as follows. The first condition that changes the elevation from the original design is the
addition of part of Monster Road SW; which equals 1.24 ac of impervious surfaces,
which was not included in the pond or pump design. The change in pond volume and
pond depth from this addition is:
6
Pond storage needed for Monster Road drainage:
This puts the pond water surface elevation at elevation 12.11 +0.11 = 12.22
The second condition that would change the elevation is the addition of new impervious
surfaces on the DCT site which adds flows to the current conditions of the pond.
Developing the DCT parcel (Parcel 1) results in the following.
Pond storage needed for proposed DCT Site:
This puts the resulting pond water surface elevation at 12.22 + 0.12 = 12.34
The third condition that could change the elevation is f rom two of the six parcels that
entered into the agreement for this shared drainage facility. These two parcels have
additional impervious areas that are allocated to them. Parcel 3 (see basin areas
summary page 8) can add an additional 0.49 acres and Parcel 4B can add 1.01 acres to
their properties. To show that this pond is capable of providing detention for all signed
into agreement the following calculation show how a full build-out would impact the
pond.
Pond storage needed for Parcel 3 and Parcel 4B:
This puts the pond water surface elevation at elevation 12.34 + 0.12 = 12.46
7
Conclusion; if all parcels were to develop to their fully allocated impervious areas,
Monster Road SW drainage area, increase in impervious surface area on the DCT site,
the highest the pond would reach in a 100yr/24hr storm event would be 12.46 fee t and
have a volume of 428,624 cf. The pump system originally design for this shared facility
is set to have the initial pump to start discharging at 3.9 cfs when the water surface
elevation reaches 11.5 feet. There is also a secondary pump that will engage and
discharge at the same 3.9 cfs when the pond surface elevation reaches 13.5 feet. The
pond water surface elevation calculated at full build out is within the range between the
two pump float switch levels, and is considered to be within the normal range for the
pumps to operate.
The overall height of the existing pond from the original design is set at elevation 19.0,
with an accumulated volume of 2,810,138, thus creating a tremendous safety factor .
Calculations for the volume of water coming off the site for the new proposed
impervious area as well as that volume coming off the city road, is calculated using the
2012 WWHM methodology and is shown on the following pages.
8
WWHM2012
PROJECT REPORT
___________________________________________________________________
Project Name: Additional Impervious
Site Name: DCT Monster RD
Site Address: 601 Monster RD
City : Renton
Report Date: 5/11/2018
Gage : Seatac
Data Start : 1948/10/01
Data End : 2009/09/30
Precip Scale: 1.00
Version Date: 2017/04/14
Version : 4.2.13
___________________________________________________________________
Low Flow Threshold for POC 1 : 50 Percent of the 2 Year
___________________________________________________________________
High Flow Threshold for POC 1: 50 year
___________________________________________________________________
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use acre
C, Lawn, Mod 2.95
Pervious Total 2.95
Impervious Land Use acre
Impervious Total 0
Basin Total 2.95
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
___________________________________________________________________
MITIGATED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
9
Pervious Land Use acre
Pervious Total 0
Impervious Land Use acre
ROADS MOD 2.95
Impervious Total 2.95
Basin Total 2.95
___________________________________________________________________
Element Flows To:
Surface Interflow Groundwater
Trapezoidal Pond 1 Trapezoidal Pond 1
___________________________________________________________________
Name : Trapezoidal Pond 1
Bottom Length: 72.06 ft.
Bottom Width: 72.06 ft.
Depth: 7 ft.
Volume at riser head: 1.1499 acre-feet.
Side slope 1: 3 To 1
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 4: 3 To 1
Discharge Structure
Riser Height: 6 ft.
Riser Diameter: 18 in.
Notch Type: Rectangular
Notch Width: 0.028 ft.
Notch Height: 2.700 ft.
Orifice 1 Diameter: 1.673 in. Elevation: 0 ft.
Element Flows To:
Outlet 1 Outlet 2
___________________________________________________________________
Pond Hydraulic Table
Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs)
0.0000 0.119 0.000 0.000 0.000
0.0778 0.120 0.009 0.021 0.000
0.1556 0.122 0.018 0.030 0.000
0.2333 0.123 0.028 0.036 0.000
0.3111 0.125 0.038 0.042 0.000
0.3889 0.127 0.047 0.047 0.000
0.4667 0.128 0.057 0.051 0.000
0.5444 0.130 0.067 0.056 0.000
0.6222 0.131 0.078 0.059 0.000
0.7000 0.133 0.088 0.063 0.000
0.7778 0.135 0.098 0.067 0.000
10
0.8556 0.136 0.109 0.070 0.000
0.9333 0.138 0.120 0.073 0.000
1.0111 0.140 0.131 0.076 0.000
1.0889 0.141 0.141 0.079 0.000
1.1667 0.143 0.153 0.082 0.000
1.2444 0.145 0.164 0.084 0.000
1.3222 0.146 0.175 0.087 0.000
1.4000 0.148 0.187 0.089 0.000
1.4778 0.150 0.198 0.092 0.000
1.5556 0.152 0.210 0.094 0.000
1.6333 0.153 0.222 0.097 0.000
1.7111 0.155 0.234 0.099 0.000
1.7889 0.157 0.246 0.101 0.000
1.8667 0.159 0.258 0.103 0.000
1.9444 0.160 0.271 0.105 0.000
2.0222 0.162 0.283 0.108 0.000
2.1000 0.164 0.296 0.110 0.000
2.1778 0.166 0.309 0.112 0.000
2.2556 0.168 0.322 0.114 0.000
2.3333 0.170 0.335 0.116 0.000
2.4111 0.171 0.349 0.117 0.000
2.4889 0.173 0.362 0.119 0.000
2.5667 0.175 0.376 0.121 0.000
2.6444 0.177 0.389 0.123 0.000
2.7222 0.179 0.403 0.125 0.000
2.8000 0.181 0.417 0.127 0.000
2.8778 0.183 0.431 0.128 0.000
2.9556 0.185 0.446 0.130 0.000
3.0333 0.187 0.460 0.132 0.000
3.1111 0.189 0.475 0.134 0.000
3.1889 0.190 0.490 0.135 0.000
3.2667 0.192 0.504 0.137 0.000
3.3444 0.194 0.520 0.139 0.000
3.4222 0.196 0.535 0.144 0.000
3.5000 0.198 0.550 0.150 0.000
3.5778 0.200 0.566 0.156 0.000
3.6556 0.202 0.581 0.163 0.000
3.7333 0.204 0.597 0.171 0.000
3.8111 0.206 0.613 0.178 0.000
3.8889 0.208 0.629 0.187 0.000
3.9667 0.210 0.646 0.195 0.000
4.0444 0.213 0.662 0.203 0.000
4.1222 0.215 0.679 0.212 0.000
4.2000 0.217 0.696 0.220 0.000
4.2778 0.219 0.713 0.229 0.000
4.3556 0.221 0.730 0.239 0.000
4.4333 0.223 0.747 0.249 0.000
4.5111 0.225 0.765 0.260 0.000
4.5889 0.227 0.782 0.271 0.000
4.6667 0.229 0.800 0.283 0.000
4.7444 0.232 0.818 0.336 0.000
4.8222 0.234 0.836 0.351 0.000
4.9000 0.236 0.854 0.367 0.000
4.9778 0.238 0.873 0.383 0.000
5.0556 0.240 0.891 0.399 0.000
5.1333 0.242 0.910 0.416 0.000
5.2111 0.245 0.929 0.433 0.000
11
5.2889 0.247 0.948 0.450 0.000
5.3667 0.249 0.968 0.468 0.000
5.4444 0.251 0.987 0.486 0.000
5.5222 0.254 1.007 0.504 0.000
5.6000 0.256 1.027 0.523 0.000
5.6778 0.258 1.047 0.542 0.000
5.7556 0.260 1.067 0.561 0.000
5.8333 0.263 1.087 0.580 0.000
5.9111 0.265 1.108 0.600 0.000
5.9889 0.267 1.129 0.620 0.000
6.0667 0.270 1.149 0.897 0.000
6.1444 0.272 1.171 1.494 0.000
6.2222 0.274 1.192 2.263 0.000
6.3000 0.277 1.213 3.128 0.000
6.3778 0.279 1.235 4.015 0.000
6.4556 0.281 1.257 4.846 0.000
6.5333 0.284 1.279 5.555 0.000
6.6111 0.286 1.301 6.100 0.000
6.6889 0.289 1.323 6.482 0.000
6.7667 0.291 1.346 6.839 0.000
6.8444 0.293 1.369 7.147 0.000
6.9222 0.296 1.392 7.442 0.000
7.0000 0.298 1.415 7.724 0.000
7.0778 0.301 1.438 7.996 0.000
___________________________________________________________________
___________________________________________________________________
ANALYSIS RESULTS
Stream Protection Duration
___________________________________________________________________
Predeveloped Landuse Totals for POC #1
Total Pervious Area:2.95
Total Impervious Area:0
___________________________________________________________________
Mitigated Landuse Totals for POC #1
Total Pervious Area:0
Total Impervious Area:2.95
___________________________________________________________________
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year 0.275908
5 year 0.493925
10 year 0.665289
25 year 0.909525
50 year 1.110145
100 year 1.325774
Flow Frequency Return Periods for Mitigated. POC #1
Return Period Flow(cfs)
2 year 0.129927
5 year 0.17834
12
10 year 0.216373
25 year 0.27181
50 year 0.318887
100 year 0.371289
___________________________________________________________________
Stream Protection Duration
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
1949 0.544 0.113
1950 0.611 0.123
1951 0.300 0.235
1952 0.121 0.104
1953 0.092 0.112
1954 0.198 0.114
1955 0.199 0.134
1956 0.297 0.123
1957 0.340 0.124
1958 0.202 0.115
1959 0.150 0.121
1960 0.323 0.213
1961 0.229 0.120
1962 0.075 0.096
1963 0.252 0.118
1964 0.258 0.113
1965 0.368 0.124
1966 0.140 0.103
1967 0.595 0.129
1968 0.338 0.111
1969 0.327 0.115
1970 0.229 0.114
1971 0.341 0.123
1972 0.523 0.145
1973 0.101 0.107
1974 0.342 0.108
1975 0.372 0.131
1976 0.242 0.117
1977 0.204 0.101
1978 0.252 0.121
1979 0.076 0.098
1980 0.723 0.160
1981 0.207 0.107
1982 0.597 0.219
1983 0.325 0.125
1984 0.157 0.102
1985 0.214 0.119
1986 0.281 0.178
1987 0.252 0.203
1988 0.088 0.106
1989 0.076 0.096
1990 1.217 0.187
1991 0.794 0.226
1992 0.208 0.108
1993 0.107 0.113
1994 0.074 0.090
1995 0.175 0.126
1996 0.571 0.224
13
1997 0.341 0.243
1998 0.257 0.115
1999 0.942 0.151
2000 0.273 0.124
2001 0.075 0.104
2002 0.493 0.195
2003 0.445 0.099
2004 0.640 0.414
2005 0.268 0.127
2006 0.287 0.122
2007 1.139 0.373
2008 0.759 0.381
2009 0.404 0.152
___________________________________________________________________
Stream Protection Duration
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1 1.2174 0.4138
2 1.1389 0.3814
3 0.9416 0.3734
4 0.7944 0.2432
5 0.7588 0.2355
6 0.7225 0.2258
7 0.6400 0.2236
8 0.6115 0.2186
9 0.5971 0.2128
10 0.5950 0.2030
11 0.5711 0.1953
12 0.5437 0.1868
13 0.5231 0.1781
14 0.4930 0.1597
15 0.4446 0.1520
16 0.4042 0.1509
17 0.3720 0.1453
18 0.3684 0.1339
19 0.3422 0.1311
20 0.3414 0.1287
21 0.3406 0.1266
22 0.3397 0.1256
23 0.3385 0.1247
24 0.3269 0.1240
25 0.3246 0.1239
26 0.3227 0.1236
27 0.2998 0.1234
28 0.2968 0.1225
29 0.2869 0.1225
30 0.2807 0.1218
31 0.2728 0.1212
32 0.2681 0.1208
33 0.2578 0.1200
34 0.2568 0.1189
35 0.2521 0.1179
36 0.2520 0.1171
37 0.2519 0.1153
38 0.2420 0.1152
39 0.2295 0.1150
14
40 0.2288 0.1140
41 0.2137 0.1139
42 0.2083 0.1133
43 0.2073 0.1133
44 0.2038 0.1128
45 0.2017 0.1120
46 0.1994 0.1105
47 0.1983 0.1078
48 0.1747 0.1076
49 0.1574 0.1074
50 0.1500 0.1069
51 0.1401 0.1057
52 0.1205 0.1041
53 0.1066 0.1035
54 0.1013 0.1032
55 0.0922 0.1016
56 0.0881 0.1014
57 0.0762 0.0991
58 0.0756 0.0977
59 0.0749 0.0959
60 0.0746 0.0959
61 0.0744 0.0899
___________________________________________________________________
Stream Protection Duration
POC #1
The Facility PASSED
The Facility PASSED.
Flow(cfs) Predev Mit Percentage Pass/Fail
0.1380 2085 2008 96 Pass
0.1478 1657 1394 84 Pass
0.1576 1327 1121 84 Pass
0.1674 1052 934 88 Pass
0.1772 824 784 95 Pass
0.1871 629 627 99 Pass
0.1969 512 495 96 Pass
0.2067 409 380 92 Pass
0.2165 331 285 86 Pass
0.2263 281 207 73 Pass
0.2362 232 167 71 Pass
0.2460 199 145 72 Pass
0.2558 180 130 72 Pass
0.2656 165 115 69 Pass
0.2754 150 99 66 Pass
0.2853 137 89 64 Pass
0.2951 121 84 69 Pass
0.3049 109 83 76 Pass
0.3147 103 79 76 Pass
0.3245 96 76 79 Pass
0.3344 94 74 78 Pass
0.3442 83 64 77 Pass
0.3540 79 55 69 Pass
0.3638 77 44 57 Pass
0.3736 71 29 40 Pass
0.3835 68 15 22 Pass
15
0.3933 66 11 16 Pass
0.4031 63 8 12 Pass
0.4129 59 3 5 Pass
0.4227 57 0 0 Pass
0.4326 57 0 0 Pass
0.4424 52 0 0 Pass
0.4522 48 0 0 Pass
0.4620 46 0 0 Pass
0.4718 42 0 0 Pass
0.4817 42 0 0 Pass
0.4915 40 0 0 Pass
0.5013 39 0 0 Pass
0.5111 39 0 0 Pass
0.5209 38 0 0 Pass
0.5308 36 0 0 Pass
0.5406 33 0 0 Pass
0.5504 31 0 0 Pass
0.5602 29 0 0 Pass
0.5700 26 0 0 Pass
0.5799 23 0 0 Pass
0.5897 23 0 0 Pass
0.5995 21 0 0 Pass
0.6093 19 0 0 Pass
0.6191 18 0 0 Pass
0.6290 18 0 0 Pass
0.6388 17 0 0 Pass
0.6486 15 0 0 Pass
0.6584 14 0 0 Pass
0.6682 14 0 0 Pass
0.6781 14 0 0 Pass
0.6879 12 0 0 Pass
0.6977 11 0 0 Pass
0.7075 11 0 0 Pass
0.7173 11 0 0 Pass
0.7272 10 0 0 Pass
0.7370 10 0 0 Pass
0.7468 10 0 0 Pass
0.7566 9 0 0 Pass
0.7664 6 0 0 Pass
0.7763 6 0 0 Pass
0.7861 6 0 0 Pass
0.7959 5 0 0 Pass
0.8057 5 0 0 Pass
0.8155 5 0 0 Pass
0.8254 4 0 0 Pass
0.8352 4 0 0 Pass
0.8450 4 0 0 Pass
0.8548 4 0 0 Pass
0.8646 4 0 0 Pass
0.8745 4 0 0 Pass
0.8843 4 0 0 Pass
0.8941 4 0 0 Pass
0.9039 4 0 0 Pass
0.9137 4 0 0 Pass
0.9236 4 0 0 Pass
0.9334 4 0 0 Pass
0.9432 2 0 0 Pass
16
0.9530 2 0 0 Pass
0.9628 2 0 0 Pass
0.9727 2 0 0 Pass
0.9825 2 0 0 Pass
0.9923 2 0 0 Pass
1.0021 2 0 0 Pass
1.0119 2 0 0 Pass
1.0218 2 0 0 Pass
1.0316 2 0 0 Pass
1.0414 2 0 0 Pass
1.0512 2 0 0 Pass
1.0610 2 0 0 Pass
1.0709 2 0 0 Pass
1.0807 2 0 0 Pass
1.0905 2 0 0 Pass
1.1003 2 0 0 Pass
1.1101 2 0 0 Pass
_____________________________________________________
___________________________________________________________________
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0 acre-feet
On-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
Off-line facility target flow: 0 cfs.
Adjusted for 15 min: 0 cfs.
___________________________________________________________________
LID Report
LID Technique Used for Total Volumn Volumn Infiltration Cumulative
Percent Water Quality Percent Comment
Treatment? Needs Through Volumn Volumn
Volumn Water Quality
Treatment Facility (ac-ft.) Infiltration
Infiltrated Treated
(ac-ft) (ac-ft) Credit
Total Volume Infiltrated 0.00 0.00 0.00
0.00 0.00 0% No Treat. Credit
Compliance with LID Standard 8
Duration Analysis Result = Passed
___________________________________________________________________
Perlnd and Implnd Changes
No changes have been made.
___________________________________________________________________
This program and accompanying documentation are provided 'as-is' without warranty of any kind.
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Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties,
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17
BASIN AREA SUMMARY
This report was developed to investigate the existing regional stormwater shared facility
to determine if the original design parameters used to design the regional facility are still
adequate for the current site conditions, as well as the proposed improvements on the
DCT Industrial property.
This investigation is in conjunction with the redevelopment of the DCT Industries
property, which was initially designated as Parcel 1 under the original Technical
Information Report (TIR) for the Plumbers and Pipefitters Regional Stormwater
Retention Facility, dated June 1994 (see Appendix A.)
Under the original design there were six parcels within the drainage basin area, totaling
44 acres and within that there was 25.5 acres of impervious surfaces. Each parcel was
allocated a specific area of impervious surface, with the exception of the Metro Parcel.
This Parcel was not given an allotment for allowable tributary impervious surface. The
tributary area from this Parcel was 1.24 acres of pervious area. The original Parcels
were identified as Parcels 1, 2, 3, 4A and 4B and Metro.
Using the City of Renton’s web-based GIS data, the six parcel areas and impervious
surfaces for each were checked to compare between the original allocation and current
conditions. Copies of the GIS data used are included in this report.
The total original allocation for tributary impervious surfaces was 25.5 acres that was
divided amount five of the six parcels. As noted above, the Metro Parcel was not
allocated to drain impervious surfaces to the regional stormwater shared facility. Of the
five parcels with an allotment for tributary impervious surfaces, three have a smaller
area of impervious surface than what was allowed. The overall existing impervious
surface area tributary to the facility totals approximately 24.06 acres, leaving a 1.44 acre
balance. Exhibit A that follows provides a summary area table.
The existing regional stormwater shared facility consists of two ponds. These ponds
are located on Parcels 2, 4A and 4B. The existing area of these ponds was checked to
compare ponds total volume to the original design. The original topographic survey
maps were used along with the topographic contours taken from the City’s GIS to
develop an “existing” storage volume for these ponds. A summary table of the
calculated volumes is provided as Exhibit J, and is entitled “Existing Pond Storage
Volumes” and summary table
This investigation also included a review of the City of Renton’s current 2017 City of
Renton Surface Water Design Manual which allows for “Shared Facility Drainage Plans”
18
(SFDP’s) which the DCT Industries property and five other properties are part of. This
SFDP was originally developed and approved by the City of Renton.
Using the information within this report; there is about 1.44 acres of unallocated
impervious surface area within the boundary of this shared facility drainage plan. The
proposed DCT Industrial redevelopment of their parcel (which was originally noted as
Parcel 1) is proposing to increase their impervious surface area by about 63,000 square
feet or about 1.44 acres. This increase will fall under the original design parameters of
the pond storage and its pumps capacity. Therefore no change to the existing system is
warranted for the redevelopment of this parcel.
There is one item that does need to be addressed;
There is an existing surface area from Monster Road SW which has been diverted to
this regional stormwater facility which was not originally allocated to it. This roadway
area abuts Parcel 1, 2 and part of 3 and generally flows from east to west around the
building on Parcel 2 and on to the north pond area. The surface area from this roadway
area is about 54,000 square feet or about 1.24 acres. As noted; this area was not
allocated to the “Shared Facility Drainage Plan” nor was it part of the Regional
Detention Facility Pump Station Agreement and Reciprocal Easements. (See Appendix
C)
19
2017 City of Renton Surface Water Design Manual Review
Under 2017 City of Renton Surface Water Design Manual, Section 1.2 Core
Requirements, this facility falls under Core Requirement # 3. Flow Control Facilities.
Under 1.2.3.2 Flow Control Facilities Implementation Requirements; “A. Onsite vs.
Offsite Implementation” page 1-45 it notes;
All required flow control facilities must be implemented onsite except where the
requirements below can be met by direct discharge to a regional or shared facility
constructed to provide flow control for the proposed project… Shared facilities may be
constructed under a City-developed shared facility drainage plan or under an agreement
between two or more private developers.
1. The regional or shared facility must be of adequate size and design to meet
the current flow control requirements for the proposed project. Note: the
current flow control requirements are those specified by Core Requirement #
3 of this manual unless superseded by other adopted area-specific flow
control requirements per Special Requirement #1 (see Section 1.3.1). In
some cases where the current flow control requirements differ from those
used to originally design the regional or shared facilities, additional analysis
and possible retrofitting of the facility may be required to ensure adequate
size and design. In other cases where the current flow control requirements
are not significantly different or are less stringent, adequate size and design
may already be documented by an adopted City basin plan or master
drainage plan, and approved shared facility drainage plan, or a detailed
drainage analysis approved by the City for a separate permitted developed.
2. The regional or shared facility must be fully operational at the time of
construction of the proposed project. In the case of a shared facility, the
proposed project must comply with the terms and conditions of all contracts,
agreements, and permits associated with the shared facility. If the offsite
facility is an existing City-owned facility, the City may charge a special use fee
equal to or based on the property value of the detention capacity be ing used.
3. The conveyance system between the project site and the regional facility
must meet the same criteria specified for direct discharge to major receiving
water except for Criterion (a) (see “Direct Discharge Exemption” in Section
1.2.3.1). In the case of a shared facility, the criteria are the same, except the
conveyance system need only have adequate capacity and erosion protection
for buildout of the participating portion 26 of the contributing drainage area.
(26 = The participating portion includes those properties that have agreements
for use of the shared facility)
20
Under 1.3.1 Special Requirement # 1 Other Adopted Area - Specific Requirements
(page 1-89 of the 2017 City of Renton Surface Water Design Manual) it notes:
Shared Facility Drainage Plans (SFDP’s): SFDP’s are approved by the
City of Renton to allow two or more projects to share drainage facilities
required by this manual. Projects covered by a SFDP must meet any
special requirements of that plan.
Thresholds – IF a proposed project is in an area included in an adopted master
drainage plan, basin plan, salmon conservation plan, stormwater compliance plan,
hazard mitigation plan, lake management plan, or shared facility drainage plan….
Requirement – THEN the proposed project shall comply with the drainage requirements
of the master drainage plan, basin plan, salmon conservation plan, stormwater
compliance plan, hazard mitigation plan, lake management plan, or shared facility
drainage plan respectively.
Application of this Requirement…
The drainage requirements of adopted MDP’s, BPs, SCPs Hazard Mitigation
Plan, lake management plans, and SFDP’s shall be applied in addition to the
drainage requirements of this manual unless otherwise specified in the adopted
regulation. Where conflicts occur between the two, the drainage requirements of
the adopted area-specific regulation shall supersede those in this manual…
Projects covered by SFDPs shall demonstrate that the shared facility will be
available by the time the project is constructed and th at all onsite requirements
are met. Project covered by a SFDP are still required to provide any onsite
controls necessary to comply with drainage requirements not addressed by the
shared facility.
The only on-site drainage requirement not covered by this shared facility drainage plan
is water quality, which will be addressed with the redevelopment of this project.
The DCT Industrial parcel was a partner in the development of this “Regional Detention
Facility Pump Station Agreement and Reciprocal Agreement and was designated as
Parcel 1 under the original Technical Information Report (TIR) for the Plumbers and
Pipefitters Regional Stormwater Retention Facility dated June 1994 (see Appendix C).
21
Areas to the Existing Shared Facility
This investigation reviewed the original TIR’s surface areas which were used to design
the pumps which control the elevation of the drainage facility.
The Key Map within this TIR shows the following parcels:
Parcel 1 (which is the DCT Industrial property)
Parcel 2 (building constructed in 1999)
Parcel 3 (shows as lot 1 and 2 but the current conditions show it as 1 lot)
Parcel 4-A (current Plumbers and Pipefitters facility)
Parcel 4-B (building constructed in 2000)
Metro’s parcel
The report notes:
The developed site will consist of 44 acres of commercial development with
approximately 25.5 acres of impervious surface area (See Developed Drainage
Basin Map).
Below are the current King County’s Assessor’s parcel areas:
Parcel Number Square Foot Area Acres
Parcel 1 418,876 s.f. 9.62 acres
Parcel 2 467,264 s.f. 10.73 acres
Parcel 3 309,997 s.f. 7.12 acres
Parcel 4-A 262,487 s.f. 6.03 acres
Parcel 4-B 325,302 s.f. 7.47 acres
Metro 160,301 s.f. 3.68 acres
Total 1,944,227 sf 44.63 acres
Within the noted original TIR’s Developed Drainage Basin Map it shows the expected
impervious surfaces for each parcel. Using the City of Renton’s GIS web based
application to determine the existing specific parcel impervious surface areas, the
following was developed. (Also see a spreadsheet titled “Impervious Surface Areas for
Parcels under Original & Current (GIS) Conditions”)
Parcel Number Original Impervious Surface Current Impervious Surface
Parcel 1 6.5 acres 6.12 acres
Parcel 2 8.5 acres 8.79 acres
Parcel 3 5.7 acres 5.21 acres
Parcel 4-A 2.4 acres 2.54 acres
Parcel 4-B 2.4 acres 1.39 acres
Metro 0 acres 0 acres
Total 25.5 acres 24.06 acres
22
The overall difference between the originally proposed 25.5 acres of impervious
surfaces and the existing 24.0 acres of impervious surfaces is about 1.45 acres of non
allocated impervious surfaces based on parcel areas only.
The proposed DCT Industrial project improvements will increase the impervious surface
area on this parcel. The proposal will add 15,000 square feet of roof area and 48,000 of
pollution generating surface area, or about 63,000 s.f. or 1.4 5 acres.
Using the existing “Shared Facility Drainage Facility” and the proposed increase in
impervious surface for the Parcel 1 property (DCT Industrial property); there will be no
increase in impervious surface areas going to this facility.
There is one area going to this shared drainage facility that was not included in the
original design. There is about 54,048 square feet or 1.24 acres of roadway surfaces
from Monster Road SW going to this facility. See exhibit showing this area.
New Impervious Proposed
Surfaces Total Impervious
Proposed Surface Area
Square Feet Acres Square Feet Acres Square Feet Acres Above alloctment To Pond
Parcel 1 283,140 6.5 266,796 6.12 (16,344)(0.38)1.07 7.57
Parcel 2 370,260 8.5 382,937 8.79 12,677 0.29 0.00 8.79
Parcel 3 Lot 1&2 248,292 5.7 227,133 5.21 (21,159)(0.49)0.00 5.70
Parcel 4A 104,544 2.4 110,459 2.54 5,915 0.14 0.00 2.54
Parcel 4B 104,544 2.4 60,674 1.39 (43,870)(1.01)0.00 2.40
** Metro 0 0.00 0 0.00 0 0.00 0.00 0.00
Total 1,110,780 25.5 1,047,999 24.06 (62,781)(1.44)1.07 27.00
1.24
28.24
15.19
** There was no allowcation of Impervious surface area for this lot. Current & original area from this lot does not include the entire lots area
Existing Parcel Boundary Areas per Renton's GIS Data
Parcel Number
AC SF AC SF AC SF
Parcel 1 9.62 418,876 7.57 329,749 2.05 89,127
Parcel 2 10.73 467,264 8.79 382,892 1.94 84,372
Parcel 3 Lot 1&2 7.12 309,997 5.70 248,292 1.42 61,705
Parcel 4A 6.03 262,487 2.54 110,642 3.49 151,845
Parcel 4B 7.47 325,302 2.40 104,544 5.07 220,758
**Metro 3.68 160,301 0.00 1.24 160,301
Total 44.63 1,944,227 27.00 1,176,120 15.19 768,107
Non Allowcated Area - Monster Road SW
Total Landscaped Surface to Detention
Existing Impervious
original designAreas -using GISallocation of Impervious Areas
Impervious Surfaces
Proposed Impervious
Open SpaceParcel Area
Total Impervious Surface to Detention
Impervious surface
Original Design Report
Shared Facility Drainage Plans areas
DCT Industries
Allocation of Impervious Surface Areas for Parcels under Original & Current (GIS)/Proposed Conditions
over
23
Existing Pond Storage Volumes
The storage volume for this shared drainage facility was checked to determine any
differences between the original designed facility and what the current conditions
represent. There were two storage ponds defined; the north and south ponds which are
divided by an existing railroad spur which splits them. There is a 15” equalizing pipe
shown on both the existing and developed basin maps between the two storage areas
which creates one large storage facility.
Under the original TIR, the storage volumes started at elevation 9 for both areas and
continue to elevation 19. The total accumulated volume of both areas was determined
to be 2,330,453 cubic feet.
The current GIS contour surface areas that can be developed were for elevations 16 up
to 19 since there are no other contours below this shown. To determine the surface
contour areas for elevations below 16, the original surveyed topographic mapping in the
original TIR were used (See Appendix A).
A spreadsheet was developed to show the existing volume information along with the
new updated information. It notes the topographic surfaces used for each elevation,
either the original topographic maps or the City’s GIS information. Elevations 17 and 19
were assumed but were based on existing GIS contours 16 and 18, since the City’s GIS
does not include the 1-foot contours.
Using the above contour elevation surface area information, the total estimated
accumulated volume of both ponds is around 2,319,140 cubic feet. That amount is
around 99.5% of the original calculated volume and that minor difference can be
attributed to a rounding error based on the data we have available to calculate this.
Therefore our conclusion is that the current volume is essentially the same as the
original design volume. (See spreadsheet titled “DCT Monster Road Regional
Stormwater Basin Review)
24
Appendix A
Original Technical Information Report (TIR)
for the
Plumbers and Pipefitters Regional Stormwater Retention Facility
Prepared by
Bush, Roed & Hitchings dated June, 1994
TECHNICALINFORMATIONREPORTforPLUMBERSANDPIPEFITTERSREGIONALSTORNWATERRETENTIONFACILITYlocatedatSWCORNEROFOAICESDALEAVE.SWANDMONSTERROADforPLUMBERSANDPIPEFITTERSTRUSTbyBUSH,ROED&HITCHINGS,INC.2009MINORAVENUEEASTSEATTLE,WASHINGTON98102ph:(206)323—4144fax:(206)323—7135contactHALHAGENSON,P.E.BRENo.90369.05June,1994
TABLEOFCONTENTSPageNo.I.ProjectOverviewII.PreliminaiyConditionsSummaryifi.Off-SiteAnalysisE..goc’(OATh’)IV.Retention/DetentionAnalysisandDesignV.ConveyanceSystemsAnalysisandDesign(PJt.ic’‘cTEMo-VI.SpecialReportsandStudiesVII.BasinandCommunityPlanningAreasVifi.OtherPermitsIX.Erosion/SedimentationControlDesignX.BondQuantitiesWorkSheet.Retention/DetentionFacility,SummarySheetandSketch,andDeclarationofCovenantXI.MaintenanceandOperationsManualXII.Appendix
I.PROJECTOVERVIEW
Peg.1of2KingCountyBuildingandLandDevelopmentDivisionTECHNICALINFORMATIONREPORT(TIR)WORKSHEETPART1PROJECTOWNERANDPROJECTENGINEERProjectOwnerAddress1cQtJojQPhoneC)ici0OProjectEngineerLLl-Q.iO’-’P.E.Company(QLULLAddressPhone1-DOMovi1iQio..qeLo-Lt1o.N1v!,4144PART3TYPEOFPERMITAPPLICATIONSubdivisionShortSubdivisiont:GradingLCommerUaikric*o.?TOtherPART2PROJECTLOCATIONANDDESCRIPTIONProjectNamGniLocation4A.s-k-o-Township2-JRange4.Section14ProjectSize44AC_______UpstreamDrainageBasinSizeJ/PAC___PART4OTHERPERMITSDOF/GHPACOE404DOEDamSafetyFEMAFloodplainCOEWetlandsShorelineManagementRudcerySfriiturVauttsJOthertEIHPAPART5SITECOMMUNITYANDDRAINAGEBASINCommunity..-,_t_-DrainageBasin7y•Q_Q_4VQ.wPART6SITECHARACTERISTICSRiver1’-L&L(bXLQA.StreamCriticalStreamReachDepressions/SwalesLakeSteepSlopesOtherLakeside/ErosionHazardfl—nWetlands____________Seeps!SpringsHighGroundwaterTableGroundwaterRechargePART7SOILSSoilTypeSlopesErosionPotentialErosiveVelocitiesLJOVlLL0-c%___________________________________________________e/,Môco’1-LL.)2.Z3_________a/c,0.IcS[I]AdditionalSheetsAttatched
Pag.2o(2KInDCountyBuildinaandLandDevelopmentDivisionTECHNICALINFORMATIONREPORT(FIR)WORKSHEETPART10SURFACEWATERSYSTEMGrasslinedChannelTank[ElInfiltrationMethodofAnalysisPipeSystemlElVaulttElDepression‘“Je-t[EOpenChannelEnergyDissapator[]FlowDispersalCompensationiMitigation[ElDryPondWetland(ElWaiverofEliminatedSiteStorage[E]WetPond[EStreamRegionalDetentionBriefDescriptionofSystemOperationRpO-’i.iti?pv--oP-FecilityRelatedSiteLimitationsMditlonalSheetsMatchedReferenceFacilityUrritatlon‘a.-ELoo(C%*DiRppa-4e.c%A\jR+tecc4’%dm_ioooDrainageEasement[]AaessEasementNativeGrowthProtectionEasement[:]Trect[ElOtherPART14SIGNATUREOFPROFESSIONALENGINEERIoraUvil.ngln.arundermysupervisionhavevisitedth.she.ActualSheconditionsasobserv.dwereIncorporatedintothisworksheetandtheattatchments.TothebestofmyknowledgetheInformationprovidedhereisaccurate.ART8DEVELOPMENTLIMITATIONSREFERENCEUMIrAJIONfSITECONSTRAINTCh.4-DownstreamAnalysis‘‘wRvg.T€.‘44LLj2.c7Z)c?Jc%\w±occMdWonalSheetsAttatchedPART9ESCREQUIREMENTSMINIMUMESCREQUIREMENTSMINIMUMESCREQUIREMENTSDURINGCONSTRUCTIONFOLLOWINGCONSTRUCTIONLDSedimentationFacilitiesStabilizeExposedSurfaceStabilizedConstructionEntranceRemoveandRestoreTemporaryESCFacilitiesPerimeterRunoffControlCleanandRemoveMISiltandDebris[I]ClearingandGradingRestrictionsEnsureOperationofPermanentFacitrtiesCoverPractices-fllimitsofNGPESConstructionSequenceOther[EJOtherPART11STRUCTURALANALYSIS(Mayrequirespecialstructuralreview)CastinPlaceVaultOther[ERetainingWallRockery>4’Hegh[EStructuralonSteepSlopePART12EASEMENTS/TRACTSI1o
VICINITYMAPII’1OOc9’
0a):21k//44%44\Ic///0o.C•4r).FII3-’—0——N04:cfIII-..I’iI,froHELC/)N\P\\\
II.PRELIMINARYCONDITIONSSUMMARY
EXISTINGSITEHYDROLOGYTHEEXISTINGSITEISA43.7ACREDRAINAGEBASINATTHESOUTHWESTCORNEROFOAKESDALEAVENUES.W.ANDMONSTERROADTHATDRAINSTOANEXISTINGPONDBEHINDTHEELANDDISTRIBUTIONFACILITY.THISPONDSERVESASAREGIONALDETENTIONFACILITYFORTHEBLUNEPARCELSEGRETATION.CURRENTLY,PARCELS1AND2AREDEVELOPEDWITHLARGEDISTRIBUTIONANDMANUFACTURINGBUILDINGSANDPARCELS3,4AAND43AREUNDEVELOPEDWITHTREES,BRUSHANDWETLANDAREAS.THEEXISTINGIMPERVIOUSAREAIS15.9ACRES.SOILSONTHESITEAREAMIXTUREOFWOODINVILLE,PUGET,PUYALLUPANDBEAUSITE.SINCETHEMAJORITYOFTHESOILISWOODINVILLEOFTHEHYDROLOGICGROUP“D”ANDHASAMIXEDUSEOFMEADOWANDFOREST,ACOMPOSITECURVENUMBEROF85ISUSEDINTHEDRAINAGEANALYSISCALCULATIONS.THETIMEOFCONCENTRATIONTHROUGHTHESITEFROMTHEHILLSOUTHOFPARCEL3THROUGHTHECONTAINERCORPORATIONDRAINAGESYSTEMANDTOTHEPONDIS33.66MINUTES(SEEEXISTINGDRAINAGEBASINMAP).F.E.M.A.MAP328SHOWSTHESITEINFLOODZONEAHWITHA100YEARFLOODELEVATIONOF19FORTHEGREENRIVER.
bc2jNMV:IO131VOtP0Ippk.EcNOIONIHSVM37liV3SSiOA3AJflSaNvlS)i33NION3hAlODNI‘SONIHOIPHaou‘HSfl8.M.r7-3voa,r’Q•dLc,t4cL.4f’1C.d107iaM4dI4Ctb4%I‘13’1tà4Icirus,t)N,,VgYt1V2Jcj3..,j••c;j\\\-‘x\‘/1-----—--\x.‘\‘‘I),’—-j’1j—‘:—r.:.“-1•.,\\\_‘\.iji)I•.‘\\-.ino“.-);A/A/...,.....9IX\.dY/..7//I.N\\.\\‘i“---7,-7\—\\‘\\<.••M..•-—--c;_I,7)fI‘;—“\u\-j\\I‘Zi)i:l)IIJ\%oi-‘k-Jit!%I’\\ft\\\-:1zSi:3\‘.*(-EiAt—i/‘j’Ij..-4b4/\%YIo’‘\:•I\\\jU/f’IFy:.:c1)4‘:iz2•\‘..IIII/IJI:tcc:_L—--(IJI:•••“S\.‘....‘i;•..%v/-...•...\Lr3j4‘.--.::N%-._%-
DEVELOPEDSITEHYDROLOGYTHEDEVELOPEDSITEWILLCONSISTOF44ACRESOFCOMMERCIALDEVELOPMENTWITHAPPROXIMATELY25.5ACRESOFIMPERVIOUSSURFACEAREA(SEEDEVELOPEDDRAINAGEBASINMAP).ADEVELOPEDCMVALUEOF81WILLBEUSEDFORTHEUNDISTURBEDFORESTAREASAND98FORTHENEWIMPERVIOUSAREAS.THEFUTURETIMEOFCONCENTRATIONFROMPARCEL3TOTHEPONDISESTIMATEDTOBE33.12MINUTES.THEEXISTINGPONDWILLBERETROFITTEDWITHAPUMPEDDISCHARGESYSTEMTOCONTROLTHEPONDWATERLEVEL.THEPEAKDISCHARGERATEWILLBEEQUALTO50%OFTHEEXISTING2YEAR/24HOURSTORM.THEPUMPCONTROLSYSTEMWILLBESETTOMAINTAINAPONDLEVELATELEVATION11.THEOUTFALLWILLBETOTHEP—iCHANNELJUSTUPSTREAMFROMITSCONFLUENCEWITHTHEGREENRIVER.AMONITORINGSYSTEMWILLBEINSTALLEDATTHERIVERTOAUTOMATICALLYSHUTTHEPUMPSYSTEMOFFWHENTHERIVERISRUNNINGATTHE12,000CFSLEVELPERREQUIREMENTSOFTHEGREENRIVERFLOODCONTROLZONEDISTRICT.A200FOOTLONGBIOFILTRATIONSWALEWILLBECONSTRUCTEDTOHELPTREATTHESTORNWATERRUNOFFPRIORTOENTERINGTHEP-iCHANNEL.
1?c2bi:qpI11‘-‘-IaflxONBOCINMViOI31’VOII•31V3SI-PLV-CENO1ONHSVM‘37ilV3SSJOA3AJflSGNV7SJ3NIDN3lIMO3N1‘SONIHOIIH‘R030U‘HSflg;•-,.r4o.P•M•c,•f%VVOIV’Q•d2119c(Q’P)J77..,“1Gckr4’113t%I%3(c1€1Q13t3d)vr’v2’,c3311ii2.L:;-\ç:_\X\\.‘I.ft_\i.•a3i‘:‘:\\I‘\\\_7:-\I(7fj/L.I1/\N:.v_•_•‘&kA(_£L)C..:•‘••‘•),)fl.•II.4\\,qi,..\..)!!HiL(•ç,...1i\8x‘x’_.jItsI\’\.!•\rc:\\\NticIir;>?WI‘\\/‘b”:\J’\1’I.:i.C‘.%,L:2”“jr\\.‘I:.‘•.-..-....‘.S‘,,‘tajI?f:”:..4_O\‘6ia•“:.1’7..Lti1h1X\,.rA:1r_____:3—\\--K-_____________-I-E4,I—S.I-1,1If.-—---J12.,y/----‘Li-.-
iii.OFF-SITEANALYSIS
ZONEAE0C7,/ZONEAO*DEPi2ZONEXNV7ZO\_V\\Pt),t(I1?tYt?STRC1-/0RENIONI.\zCCITYOfTUKWILA530091-;33Or,\F-‘RMAhA.f
I•i__,‘
BASE FLOODFLOODINGSOURCEFLOODWAYWATERSURFACEELEVAJ1ON
SECtION MEAN REGULATORY WITHOUT I WITH INCREASE
CROSS SECTION DISTANCE1 WIDTH AREA VELOCITY FC000WAY fC000WAY
(FEEl)(SQUARE (FEET PER
FEET)SECOND)(FEET NGVD)
Green River
(Without Levees)
A 3.90 650 9,977 1.2 8.2 8.2 8.2 0.0
B 4.38 443 8,939 1.3 8.3 8.3 8.3 0.0
C 4.80 500 9,35?1.3 8.3 8.3 8.3 0.0
D 5.21 800 13,904 0.9 8.3 8.3 8.3 0.0
E 5.42 400 6,953 2.4 8.3 8.3 8.3 0.0
F 5.68 260 3,626 3.3 8.5 8.5 8.5 0.0
c 5.98 290 4,571 2.6 8.7 8.7 8.7 0.0
H 6.20 400 4,679 2.6 8.8 8.8 8.8 0.0
I 6.25 200 2,726 4.6 8.8 8.8 8.8 0.0
J 7.62 213 2,432 5.3 9.9 9.9 9.9 0.0
K 8.12 250 2,668 4.8 11.4 11.4 11.4 0.0
L 8.4?290 3,555 3.6 12.3 12.3 12.3 0.0
M 8.86 190 2,464 5.2 13.0 13.0 13.0 0.0
N 8.9?186 2,363 5.4 13.3 13.3 13.3 0.0
0 9.06 165 2,051 6.2 13.5 13.5 13.5 0.0
P 9.24 168 2,883 4.4 14.2 14.2 16.2 0.0
Q 9.48 134 2,665 4.8 14.4 14.4 14.5 0.1
R 10.63 176 2,654 4.8 17.5 17.5 17.6 0.1
S 10.79 163 3,247 3.9 18.1 18.1 18.2 0.1
1 10.87 163 2,735 4.?18.3 18.3 18.4 0.1
U 10.92 216 3,576 3.6 18.6 18.6 18.8 0.2
V 11.18 150 2,571 4.7 19.4 19.4 19.5 0.1
w 11.48 160 2,576 4.7 20.0 20.0 20.2 0.2
x 11.68 180 2,684 4.2 20.3 20.3 20.6 0.3
Y 11.83 175 2,568 4.?20.6 20.6 21.0 0.4
—I
THiles Above Mouth
FEDERAL EMERGENCY MANAGEMENT AGENCY FLOODWAY DATA
KING COUNTY,WA
4 AND INCORPORATED AREAS GREEN RIVER (WITHOUT LEVEES)
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STREAMDISTANCEINTHOUSANDSOFFEETABOVEMOUTH::-;:I__A!EER-::t1•::-,,V—-=-rV.ZL--4---—-.wIL—V•V•--VV__.--.-V--.V•V.——---___-4-VV•-—.-..LLL—Ow-.---,DU--<<I-0zPCaa25V—-.-V——-____[-—-—fh——-V••V:•I.,VIVfi-•ft-I;HVZ;-__2-._____IV——--.V-VIVIIIIVIVVIIVIIIIV•;.VIII20IIIIIVI]ffj:Ji_LiV_*I-H--1-.-—-f---——-—V•____IIi_I_[_TIIL-Ht-bH-T-;:IIIVir____j_p-—’4VI!I--H-I-——t----r—--1-“——ht—---IIV>15__7____1t-IIIIVIIV----IPRO--ANDV.I•tLVVFlOiIII__-ff-1—L___4-_4_i_OsASREGULibWAHAHA--1---.-.-,VI•IiEWTZZQUENY-VTEDBY‘-•-E-oAM:_LI-LULUU.z0I->LUU.IiL:VII:.II—.—,-I—,—.—-4VH—IIIIIII10I_I•V•--H--—--VVVIIVZVVZI•VfVIIIVj251.TffIHT4—-h-ff-H-1II•_-—-H——”V--IIIIIIIIIIVVIVI-H+--_lVVVVIVHI---—-:V_V_I__IIII:I-—-;-II_VII—IIII--HV,Hi—4----_-1-IIIIIV+-—I-i_.HI--——+-IIVII5IIIII-I:IIILiJLaLU=C-)==-I.-:-—‘————,IIVIIII-rIII20VVII.V•II—JII-----H-—LIVIIVI+_i___t_ViIJIV-“--——_.Vjr__VVIIVIIVIII0I1I=1-I---..--I--------—V___V-i-—---——“-IIVI75II—-—----,---,-—IVVV-ti-I—.---——-.LfEEVV-—I--—•—--U-i-5!I—---H--70J_VV••1iI•V———-I—H—--VVIIIV--VI--V.10I‘—IV0IjVVII---——+V•I,V—,—-I—V—--————--—0.5I:—I-I7.0tVfEIiIILEGEND1.5II.I02.0VII500-YEARFLOODV2.5IIiII700-YEARFLOOD-V3.0C,,—I-C-)cz:>.C.)zwI-zLULU0z>.CizLU0wLU-jLULUU.50-YEARFLOODII3.570-YEARFLOOD4.0STREAMBEDa4.5CROSSSECTIONLOCATION5,05.56.0
A).OFF-SITEDRAINAGETOTHESITEB).0FF-SITEDOWNSTREAMANALYSISRefertothemaponthefollowingpagefordetailsoftherouting.
IV.RETENTION/DETENTIONANALYSISANDDESIGNA.EXISTINGPOND(SEEAPPENDIX“A”)PAGEXXB.DEVELOPEDPOND(SEEAPPENDIX“3”)PAGEXXC.EXISTINGFLOWSTOPONDPAGEXXD.DEVELOPEDFLOWSTOPONDPAGEXXE.PONDWATERLEVELSPAGEXX
EXISTINGPONDTHEEXISTINGPONDISAPPROXIMATELY1.9ACRESANDISLOCATEDONBOTHSIDESOFTHERAILROADSPURLINEINPARCELS2,4-AAND4-B(SEEAPPENDIX“A”).THEWATERLEVELVARIESDURINGTHEYEARDEPENDINGONTHEAMOUNTOFRAINFALL.INFILRATIONTESTSANDGROUNDWATERMONITORINGWELLSINDICATETHEREISVERYLITTLEOUTFLOWFROMTHEPONDANDPOSSIBLYINFLOWDURINGWETTIMESOFTHEYEAR(SEEFOLLOWINGEARTHCONSULTANTSINC.DATA).THEREISANEXISTING30INCHCM?LOCATEDINTHENORTHWESTCORNEROFPARCEL2ANDEXTENDINGTOTHERIVERWITHAFLAPGATEATTHEOUTFALL.THEINLETENDOFTHEPIPEISBURIEDANDTHEPIPEISNOTOPERATIONAL.
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JuL—17—1991;5:;7FROMP°cEBLU’ER1Dco.TOBUSHROEDP.B3June1991-IProposedBuildingReference:SitePlanbyBush,RoedSHitchings,Inc.DotedJune1990)EarthCosultantsMonitoringWellLocationPlon.DistributionFocilityIç)_J.,.Z.L%.,.jnwIScfrr..tonWoshintonProJ.No4564IDrwn.WJ‘91Parcel2MW-2SMW-3--PropertyParcel4AaNottoScaleSMW-4LEGEND•MW-IApproximateLocationofECIGroundwaterMonitoringWells,Proj.No.E-4563-4,NN
3(1—17—199115:18FROMUCEBLLEF’4DCO.ToBIGIROEDP.04MonftorlngWellDetail1—UEI(T0#TESEAL-BANDIW4PlANKSLOflEPCNEE$-BLANKSILTThAPBOTTOMWELLCAPMonitoringWellinformationWallNo.SlottedPipeGroundwal.iLevelR.adit;(ft.)(depthring.1ft)Depth(IL)6120/91t2)—=--—.—MW-i8.0to15020.077.070.0MW-25.0to72.012.07.0.6.0MW-310.0to15.015.013.011.0MW42.0to10.010.03.52.5MW-S5.0to10.010.08.03.0NoR:Gmvndwal.rl,v.1gaba,vwerevetotheec.tngØaoentmonilorffigweflwrtaoeWed....O-i9.MONITORINGWElLDETAILEarthConsUltantsinC.DXSTRIBUTIONFACILITY..-1-_-•--RENTON,WASHINGTON(Proj.No.4563_4]Dtwn.WJ;Date3wi191CheckedVODate6-27-91Plate2—BLANK0*19104roTa.P.04
f:infiltst45£7891011121415161.705I.’‘—.1.815U.0260.961.080.0710.00790.070.5840.01280.00520.2890.3530.3530.0260.961.080.0710.070.070.5840.5840.01280.2890.2892.4221less2less30.0690.t:690•0690.0260.960.0717.04793.51480.5034210.351480.30275
DEVELOPEDPONDTHEDEVELOPEDPONDWILLBEAPPROXIMATELYTHESANESIZEASTHEPRE-DEVELOPEDPONDFROMELEVATON8.5TOELEVATION10(SEEFOLLOWINGFULLDEVELOPEDCONDITIONSCHART).SINCEDEVELOPMENTOFPARCEL2THEWATERSURFACEHASREACHEDTHEELANDBUILDINGFIRELANDDURINGEXTENDEDRAINSTORMSANDHASNEEDEDTOBEPUMPEDONOCCASION.
‘I’4..•0-*VI‘-.4tIC”r‘pc*€i’-0JrV.’.Vkçç1....Ai..rC”0\cO--..—•—-.r—-—V.tç.’c‘3roc]4I-,>-o>-.çOU00U-JWU)00C’,0di(Z*•7•-:>00’flq<ol-<:tJ0‘—0—c•.3ClI.20cLi)U)t3.1Ja•0ti’t4ct4’I.*..,.....C.c-3-..cS---‘S0rl-•0C”0LcCJL..vi0-.—3(C’Lu00-.iD.‘.-c-v’....r....“•Cc•i”-£‘-uv’o0tL:cCfi“fr0C‘PU’crc--•.çdp-ç-..-C\PçdVI..:.t..j-.VC-ç-U’—C”C”0C—-.C’1,—..3..tJ.•C.-.ç—--—.i..o..00..c.,.•..—-—C0r-”J0—-i.•—U,S-I1-‘p0.—v1rc3
EXISTINGFLOWSTOPOND(PARCELS1&2DEVELOPED,PARCELS3,4-A&4BUNDEVELOPED)THEPEAKHYDROGRAPHFLOWFORTHE2YEAR/24HOURSTORMIS7.7960cfs.THEALLOWABLERELEASERATEFROMTHISSITEIS50%OFTHISPEAKRATEOR3.8980cfs.ARAINFALLPRECIPITATIONOF1.30INCHESWASDETERMINEDBYTRIALANDERRORTOEQUALTHISALLOWABLERELEASERATE.THEPUMPWILLBESIZEDFOR3.8980cfsOR1,750gpm(3.898cfsx7.480519gallonsx60minutes).JSTORMRAINPRECIP.JPEAKFLOWPEAKVOL.50%2/242/2410/24100/24100/7day1.30in.1.95in.2.85in.3.95in.9.80in.3.9061cfs7.7960cfs13.9285cfs21.9922cfs13.9057cfs2.2020ac/ft4.0430ac/ft6.8595ac/ft10.5132ac/ft27.8279ac/ft
KINGCOUNTY,WASHINGTON.SURFACEWATERDESIGNMANUALFIGURE3.5.1C2-YEAR24-HOURISOPLUVIALScd’t.qc2-YEAR24-HOURPRECIPITATION3.4ISOPLUVIALSOF2-YEAR24-HOURTOTALPRECIPITATIONININCHESo1234567•MIi1:300,0003.5.1-81o
KINGCOUNTY.WASHINGTON,SURFACEWATERDESIGNMANUAL-a.ec10-YEAR24-HOURPRECIPITATION3.4ISOPLUVIALSOF10-YEAR24-HOURTOTALPRECIPITATIONININCHES02234567IMfliFIGURE3.5.1E10-YEAR24-HOURISOPLUVIALS2.22.3.03y30I;300.0003.5.1-101O
KINGCOUNTY.WASHINGTON.SURFACEWATERDESIGNMANUALURE3.5.1H100-YEAR24-HOURISOPLUVIALS1tcDtEAR24-HOURPRECIPITATION3.ISOPLUVIALSOF100-YEAR24-HOURTOTALPRECIPITATIONININCHESO1234567BMII.i—--3.5.1-131300.0001o
KIXGCOUNTY.WASHINGTON,SURFACEWATERDESIGNMANUALFIGURE3.5.11100-YEAR7-DAYISOPLUVIALS100-YEAR7-DAYPRECIPITATION3.4—.-—ISOPLUVIALSOF100-YEAR7-DAYTOTALPRECIPITATIONININCHES01234567BUII.*3.5.1-14II1:3OOOQOI0
Ii9_af‘BeCf7•/,c?\ll•______‘LJ(BeD//:/4yec$2‘°p•..••.1.‘.ta_JSSt%1PZJSt*__BeCGolfourseIwoçcç]L.)\UtIBMV7‘—(\sew\ge\NgUtUt•I5JS••—•_••SUtM16[—m.—IUtPu••WiLongacre;1•—,.:•1I(/•,r—u•Rc_PyUtt_ljILUrIWoa.iIS—I——No;Track7‘V-—---—-1“Is———•—c’u129.-....._—It9UttilUt-INILPiR$rvoir•T—:.•=—.—•SoTu•4/7)Pu\4IoLWot2L.aa.-.:);L4=Lo[ô]S--LQ)(I)LiICI027’30”AL\Pu/‘r51i\lx\1i>“VIUQ“itrSkUSkUt/
KINGCOUNTY,WASHINGTON,SURFACEWATERDESIGNMANUAL(2)CNvaluescanbeareaweightedwhentheyapplytoperviousareasofsimilarCN’s(within20CNpoints).However,highCNareasshouldnotbecombinedwithlowCNareas(unlessthelowCNareasatelessthan15%ofthesubbasin).Inthiscase,separatehydrographsshouldbegeneratedandsummedtoformonehydrograph.FIGURE3.5.2AHYDROLOGICSOILGROUPOFTHESOILSINKINGCOUNTYHYDROLOGICHYDROLOGICSOILGROUPGROUP*SOILGROUPGROUP*AlderwoodCOrcasPeatDArents,AlderwoodMaterialCOridia0Arents,EverettMaterialBOvallCBeausiteCPilchuckCBellinghamDPugetDBriscot0Puyafiup8BuckleyDRagnarBCoastalBeachesVariableRentonDEadmontSiltLoamDRiverwashVariableEdgewickCSalalCEverettA/BSammamishDIndianolaASeattleDKitsapCShacarDKlausCSiSiltCMixedAlluvialLandVariableSnohomishDNeillonASultanCNewbergBTukwilaDNooksackCUrbanVariableNormalSandyLoamDWoodinvilleDHYDROLOGICSOILGROUPCLASSIFICATIONSA.(Lowrunoffpotential).Soilshavinghighinflltrationrates,evenwhenthoroughlywetted,andconsistingchieflyofdeep,well-to-excessivelydrainedsandsorgravels.Thesesoilshaveahighrateofwatertransmission.B.(Moderatelylowrunoffpotential).Soilshavingmoderateinfiltrationrateswhenthoroughlywetted,andconsistingchieflyofmoderatelyfinetomoderatelycoarsetextures.Thesesoilshaveamoderaterateofwatertransmission.C.(Moderatelyhighrunoffpotential).Soilshavingslowinfiltrationrateswhenthoroughlywetted,andconsistingchieflyofsoilswithalayerthatimpedesdownwardmovementofwater,orsoilswithmoderatelyfinetofinetextures.Thesesoilshaveaslowrateofwatertransmission.D.(Highrunoffpotential).Soilshavingveryslowinfiltrationrateswhenthoroughlywettedandconsistingchieflyofclaysoilswithahighswellingpotential,soilswithapermanenthighwatertable,soilswithahardpanorclaylayeratornearthesurface,andshallowsoilsovernearlyimperviousmaterial.Thesesoilshaveaveryslowrateofwatertransmission.*FromSC$,TR-55,SecondEdition,June1986,ExhibitA-i.RevisionsmadefromSC$,SoilInterpretationRecord,Form5,September1988.3.5.2-211/92
KINGCOUNTY,WASHINGTON,SURFACEWATERDESIGNMANUALTABLE5.2BSCSWESTERNWASHINGTONRUNOFFCURVENUMBERSSOSWESTERNWASHINGTONRUNOFFCURVENUMBERS(PublishedbySCSin1982)Runoffcurvenumbersforselectedagricultural,suburbanandurbanlanduseforType1Arainfalldistribution,24-hourstormduration.CURVENUMBERSBYHYDROLOGICSOILGROUPLANDUSEDESCRIPTIONABCDCultivatedland(1):wintercondition56919495—Mountainopenareas:lowgrowingbrushandgrasslands74828992—Meadoworpasture:65788589Woodorforestland:undisturbedoroldersecondgrowth42647681—Woodorforestland:youngsecondgrowthorbrush55728186Orchard:withcovercrop81889294Openspaces,lawns,parks,golfcourses,cemeteries,—landscaping.goodcondition:grasscoveron75%ormoteofthearea68808690faircondition:grasscoveron50%to75%ofthearea77859092Gravelroadsandparkinglots76858991—Dirttoadsandparkinglots72828789Impervioussurfaces,pavement,roofs,etc.98989898—Openwaterbodies:lakes,wetlands,ponds,etc.100100100100SingleFamilyResidential(2)DwellingUnit/GrossAcre%Impervious(3)1.0DU/GA15Separatecurvenumber1.5DU/GA20shallbeselected2.0DU/GA25forpeMousand2.5DU/GA30imperviousportion3.0DU/GA34ofthesiteorbasin3.5DU/GA384.0DU/GA424.5DU/GA465.0DU/GA485.5DU/GA506.0DU/GA526.5DU/GA547.0DU/GA56Plannedunitdevelopments,%imperviouscondominiums,apartments,mustbecomputedcommercialbusinessandindustrialareas.(1)ForamoredetaileddescriptionofagriculturallandusecurvenumbersrefertoNationalEngineeringHandbook,Section4,Hydrology,Chapter9,August1972.(2)Assumesroofanddrivewayrunoffisdirectedintostreet/stormsystem.(3)Theremainingperviousareas(lawn)areconsideredtobeingoodconditionforthesecurvenumbers.3.5.2-311/92
3DESCRIPTION3AREAfacte5)3RAINPRECIP(in)3TIMEINTERVALCr,in):3TIMEOFCONC(rrdn):3RAINFFiLLSELECTION:3ABSTRACTCOEFF3BASEFLOW(cf5)3STORMOURfhrs)33PERVIOUSPARCEL3AREA:27.800acres3CN:86.001.9610.0033.6660.200.00024.000IMPERVIOUSPARCELAREA:15.900acre5CN:98.00RAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPES.TYPE6.USER7.KC78.CUSTOM3SUMMARYDATA33PEARHYDROGRAPHTIME:8.00hrs33PEAKHYDHOGRAPHFLOW:7.7960cfsç’%C”f3.’IS.‘33TOTALHYDROGRAPHVOL:4.0430ac—ft33HOMEENDF1:FindF2:NewF3:GetF4:Tc—CalcF5:Delete33PgupPgdnF6:ComputeF?:F8:MethodF9:TemplateF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>3DESCRIPTION3AREA(acres)3RAINPRECIP(in)3TIMEINTERVAL(min):3TIMEOFCONC(mm):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOW(Cf5)3STORMOUR(hrs)S.TYPE36.USER17.KC7DAY8.CUSTOM3PERVIOUSPARCELIMPERVIOUSPARCEL33AREA:27.800acresAREA:15.900acres33CN:85.00CN:98.003aSUMMARYDATA33PEAKHYDROSRAPHTIME:8.00hrs33PEARHYDROGRAPHFLOW:3.9061cfs33TOTALHYDROGRAPHVOL:2.2020ac—ft33HOMEENDF1:FindF2:NewF3:GetF4:Tc—CalcFS:Delete33PgupPgUnF6:ComputeF7:F8:MethodFS:TemplateF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>FileBasinHydrographStorageDi5chargeLevelpooi3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA3SBUHHYDROGRAPH3BASINIDX2/24EXISTING2YR,24HR43.700hA3DAY3333333FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA3BASINID1/2X2SBUHHYDROGRAPH360%EXISTING2YR,24HR343.700RAINFALLCHOICES3___o?EZ.’Q4i.TYPEIA310.002.TYPEI333.663.TYPEII364.TYPEhA30.00024.000
33DESCRIPTION3AREA(acre5)3RAINPRECIPtin)3TIMEINTERVAL(rin):3TIMEOFCONC(mm):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOW(cfs)3STORMDURthrs)33PERVIOUSPARCEL3AREA:27.800acres3CN:88.003DESCRIPTION3AREA(acre5)3RAINPRECIP(in)3TIMEINTERVALtmin):3TIMEOFCONC(mm):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOW(cfs)3STORMDUR(hr5)33PERVIOUSPARCEL3AREA:27.800acres3CN:86.00343.70028510.0033.66a0.200.00024.000IMPERVIOUSPARCELAREA:CN3.9610.0033.66S0.200.00024.000IMPERVIOUSPARCELAREA:15.900acresCN:98.00RAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPEIIA5.TYPE36.USERI7.KC7DAY8.CUSTOMRAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPEhA5.TYPE36.USER17.KC7DAY8.CUSTOM333333333333333]j33333FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB3INPUT,MODIFYORBROWSEDATA3BASINIDX10EXISTING1OYR,24HRSBUHHYDROGRAPH16.900acres98.003SUMMARYDATA33PEAKHYDROGRAPHTIME:8.00hrs33PEAKHYDROGRAPHFLOW:13.9286cfs33TOTALHYDROGRAPHVOLt6.8895ac—ft33HOMEENDFl:FindF2:NewF3:GetF4:Tc—CalcF5:Delete33PgupPgdnF6:ComputeF?:F8:MethodF9:TemplateF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>FileBasinHydrographStorageDischargeLevelpooi3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA3BASINIDX100SBUHHYDROGRAPHEXISTING100YR,24HR43.70033SUMMARYDATA33PEAKHYDROGRAPHTIME:8.00hr533PEAKHYDROGRAPHFLOW:21.9922cf533TOTALHYDROGRAPHVOL:10.5132ac—ft33HOMEENDF1:FindF2:NewF3:GetF4:Tc—CalcF6:Delete33PgupPgdnF6:ComputeF7:F8:MethcdF9tTemplateF1@:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>
3DESCRIPTION3AREA(acres)3RAINPRECIPtin)3TIMEINTERVAL(in):3TIMEOFCONCtriin):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOWtcfs)23STORMOUR(hrs)33PERVIOUSPARCEL3AREA:27.800acres3CN:86.0060.0033.6670.200.000168.000IMPER’JIOUSPARCELAREA:CNRAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPEHAS.TYPE36.USER7.KC7DAY8.CUSTOM3333333333333FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB3INPUT,MODIFYORBROWSEDATA33BASINIDX1007SBUHHYDROGRAPH3EXISTING100YR,7DAY43.7009.8016.900acres98.003SUMMARYDATA33PEAKHYDROGRAPHTIME:66.00hrs33PEAKHYDROGRAPHFLOW:13.9057cfs33TOTALHYOROGRAPHVOL:27.8279ac—ft33HOMEENDFl:FjndF2:NewF3:GetF4:Tc—CalcFS:Delete33PgupPgdnF6:ComputeF7:F8:MethodF9:TepleteF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>
DEVELOPEDFLOWSTOPOND(PARCELS1,2,3,4—A&4—B)STORMRAINPRECIP.IPEAKFLOWPEAKVOL.2/2410/24100/24100/7day1.95in.2.85in.3.95in.9.80in.9.1477cfs15.2693cfs23.2337cfs14.2898cfs4.5487ac/ft7.4141ac/ft11.1008ac/ft28.9792ac/ft
3DESCRIPTION3AREA(acre5)3RAINPRECIP(in)3TIMEINTERVAL(min):3TIMEOFCONC(riin):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOW(cfs)3STORMDURfhrs)33PERVIOUSPARCEL3AREA:18.500acres3CN:81.00SUMMARYDATATIME:FLOW:44.0001.9510.0033.1260.200.00024.000IMPERVIOUSPARCELAREA:26.500acresCN:98.00RAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPEIIAS.TYPE36.USER17.KC7DAY8.CUSTOM33FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA3BASINIDD10SBUHHYDROGRAPH3DESCRIPTION3AREA(acres)3RAINPRECIP(in)3TIMEINTERVAL(min):3TIMEOFCONC(riin):3RAINFALLSELECTION:3ABSTRACTCOEFF3BASEFLOW(cfs)3STORMDURthrs)33SUMMARYDATA33PEARHYDROGRAPHTIME:8.00hrs33PEARHYDROGRAPHFLOW:15.2693Cf533TOTALHYDROGRAPHVOL:7.4141ac—ft33HOMEENDF1:FindF2:NewF3:GetF4:Tc—CalcFS:Delete33PgupPgdnFB:ComputeF7:F8:MethodF9:TemplateF10:Exit3TMMIIMMMMMMMMMMMMMMMIIMMMMMMMMMIIMMMMMIIMMIIMMMMMMMMMMMMMMMMMMMMMMMMIIMMMMMMIIMMMMMM>FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA33BASINIDD2/24SBUHHYDROGRAPH3DEVELOPED2YR,24HR33333333338.00hrs39.1477cfs33PEAKHYDROGRAPH3PEAKHYDROGRAPH3TOTALHYDROGRAPHVOL:4.5487ac—ft33HOMEENDF1:FindF2:NewF3:GetF4:Tc—CalcF6:Delete33PgupPgdnFS:ConputeF7:F8:MethodF9:TenplateF10:Exit3TMMIIMMMMMMMMIIMMMIIMMMMMIIMMMMMMMMMMMMMMMIIMMMMIIMMIIMMMMMMMMMIIMMMMMMMMMMMMMMMMMMMM>333DEVELOPED10YR,24HR44.0002.8510.0033.12S(.,f.0.00024.000IMPERVIOUSPARCELAREA:26.S00acresCN:98.003PERVIOUSPARCEL3AREA:18.500acres3CN281.00RAINFALLCHOICES1.TYPEIA2.TYPEI3.TYPEII4.TYPEIIAS.TYPE36.USER17.KC7DAY8.CUSTOM3333333333j
FileBa5inHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMS3INPUT,MODIFYORBROWSEDATA33BASINIDD100SBUHHYDROGRAPH33OESCRIPTION:DEVELOPED100YR,24HR33AREA(acres):44.000RAINFALLCHOICES3RAINPRECIP(in)23.951.TYPEIA33TIMEINTERVALCin):10.002.TYPEI33TIMEOFCONC(mm):33.123.TYPEII33RAINFALLSELECTION:64.TYPEIIA3ABSTRACTCOEFF:0.206.TYPE333BASEFLOW(cfs)20.0008.USER13ZSTORMDUR(hr5):24.0007.KC7DAY38.CUSTOM3PERVIOUSPARCELIMPERVIOUSPARCEL3AREA:18.600acresAREA:25.500acres33CN:81.00CN:98.003333SUMMARYDATA33PEAKHYDROGRAPHTIME:8.00hrs33PEAKHYDROGRAPHFLOW:23.2337cfs33TOTALHYDROGRAPHVOL:11.1008ac—ft33HOMEENDFl:FindF2:NewF3:GetF4:Tc—CalcF6:Delete33PgupPgdnF6:ComputeF7:F8:MethodF9:TemplateF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>FileBasinHydrographStorageDischargeLevelpool3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83INPUT,MODIFYORBROWSEDATA33BASINIDD1007SBUHHYDROGRAPH33DESCRIPTION:DEVELOPED100YR,7DAY33AREA(acres):44.000RAINFALLCHOICES33RAINPRECIP(in):9.801.TYPEIA33TIMEINTERVAL(min):60.002.TYPEI33TIMEOFCONC(mm):33.123.TYPEII33RAINFALLSELECTION:74.TYPEIIA3ABSTRACTCOEFF:0.206.TYPE333BASEFLOW(cfs):0.0006.USER133STORMDUR(hrs)168.0007.1<07DAY338.CUSTOM33PERVIOUSPARCELIMPERVIOUSPARCEL33AREA:18.600acresAREA;25.600acres33CN:81.00CN:98.00333SUMMARYDATA33PEARHYDROGRAPHTIME:66.00hrs33PEARHYDROGRAPHFLOW:14.2898cfs33TOTALHYDROGRAPHVOL:28.9792ac—ft33HOMEENDFl:FindF2:NewF3:GetF4:Tc—CalcF6:Delete33PgupPgdnFE:ComputeF7:F8:MethodF9;TemplateF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>
PONDWATERLEVELSTHEFOLLOWINGWATERLEVELSREFLECTTHEFLOWSFROMAFULLYDEVELOPED44ACREDRAINAGEBASINFORTHE2,10,100&100YEAR,7DAYDESIGNSTORMS.THEDEVELOPEDPONDISASSUMEDTOHAVEASTATICWATERLEVELATELEVATION10.5FEETWITHNOINFILTRATION.THEPUMPISSETTOSTARTUPATELEVATION11.50ANDSHUTOFFATELEVATION11.00.IINFLOWPEAKJPEAKSTAGE2/2410/24100/24100/7day9.15cfs15.27cfs23.23cfs14.29cfs11.50’11.57’12.11’12.17’2.12cfs3.90cfs3.90cfs3.90cfsSTORMPEAKOUT
FileBa5inHydrographStorageDischargeLevelpoolBush,2MMMMMMMMMMMMMMMMMMMMMMS333Rectangularvault33Trapezoidalbasin33Undergroundpipe33Stolist33Customfile33MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB3CUSTOMSTG—STOLIST33STORAGESTRUCTUREID:DPOND33NAME:DEVELOPEDWETLANDSPOND33INCREMENT:0.103333STAGEAREAsfSTAGEAREAsf331:10.000.006:14.00233876310.600.007:15.00248900333:11.001722768:16.00286400334:12.002039009:17.00328726335:13.0021166010:18.00374300333PGUPPGDNF2:AREAF3:GETFE:DeleteF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>AvailableMemoryremaining:137008bytesCurrentDataSetName:D:\WORKS\JAL\90369—04FileBasinHydrographStorageDischargeLevelpoolBush,RoedrH1t2MMMMMMMMMMMMMMMMMMMMMMBRelease333Proportionalweir3v—Weir33Notchweir33Broadcrestedweir33Orificedesign33MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMS3CUSTOMSTG—DISCURVE33DISCHARGESTRUCTUREID:PUMP33NAME:WETLANDSOVERFLOWPUMP33INCREMENT:0.01333STAGEDISCHARGESTAGEDISCHARGE331:10.000.006:14.003.90332:11.490.007:16.003.903—33:11.503.908:16.003.90334:12.003.909:17.003.903‘35:13.003.9010:18.003.903333PGUPPGDNF3:GetFE:DeleteF10:Exit3TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>AvailableMemoryremaining:137008bytesCurrentDataSetName:D:\WORKS\JAL\90369—04
FileBasinHydrographStorageDischargeLevelpoolBush,Roed&Hitchings,Inc2MMMMMMMMMMMMMMMMMB3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM83ROUTINGCOMPARISONTABLE33MATCHINFLOWSTODISPEAKPEAKOUT33DESCRIPTIONPEAKPEAKNo.No.STGOUTHYD33====—======——===========—================================—_======—_======33DELJ2YR0.009.15DPONDPUMP11.602.121133DEV10YR0.0016.27DPONDPUMP11.673.901233DEU100YR0.0023.23OPONDPUMP12.113.901333DEU100YR/7DAY0.0014.29DPONDPUMP12.173.90143333333333333TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM>AvailableMervoryremaining:137008bytesCurrentDataSetName:fl:\WORKS\JAL\90369—O4
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V.PIPESIZINGCALCUlATIONS
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X.BONDQUANTITIESWORKSHEET,RETENTION/DETENTIONFACILITYSUMMARYSHEETANDSKETCH,ANDDECLARATIONOFCOVENANT
KingCountyBuildingandLandDevetopnentDivisionCOMMERCIAL/MULTIFAMILYGROUPBONDQUANTITIESWORKSHEETPage1of2Date:_I1,_.4BALDProjectNo.:L—UA—R4—-2.‘HIIIProjectName:(PpgOAoç+jo€NtahoSiteAddress:oecoA€4,.J,IFiLLinthoseitemswhichpertaintothisprojectandreturntotheComerciat/HuttifamityGroup-SiteDeveLopmentReviewUnit.PUBLICROADWAYIMPROVEMENTSPRIVATEON-SITEIMPROVEMENTSUnitPriceUnitQuantityPriceQuantityPriceA.C.Pavement$6.00SY$_________5I2-SCementConc.Curb&Gutter..9.00CF$__________5ExtrudedAsphattCurb2.50CF5$ConcreteSidewaLk9.00CF5$___________6”pipe7.50CF558”pipe10.00CF$__________4Y54,X212”pipe75.00CF5$________75”pipe16.00CF5518”pipe20.00CF5$___________24”pipe26.00CF5I36”pipe30.00CFI$__________68”pipe50.00Cf$__________I$___________60”pipe65.00CF$__________I$__________72”pipe80.00CF$__________I$__________CurbInlet500.00EA.5$___________CRTYPEI&I-C750.00EA.5I_________CRTYPEII-68”1600.00EA.5ICBTYPEII-56”2100.00EA.5$__________CBTYPEII-72”3400.00EA.5I$__________CBTYPEII-96”6000.00EA.$_________$__________Restrictor/Separator12”...650.00EA.$___________IRestrictor/Separator15”...500.00EA.$___________IRestrictor/Separator18”...600.00EA.IRestrictor/Separator24”...750.00EA.IFencing(aroundpond)10.00CFIRiprap30.00CY$_________I$Rockery,Gabion&ecoLogywatt-7.00Sf$ConcreteRetainingWatt..6.00SFI$__________ExcavationforPond5.00CY$___________IInfiLtrationTrench15.00IFS__________FtowSpreader15.00CFITrenchDrain15.00CF5ITrashRack100.00EA.$__________I__________DetentionPipeRiser600.00EA.IP%J%__AI$_____IR--L-.ya4-xv.I$_______54°$_____$_____SUBTOTAL$_________SUBTOTAL251O
BONDQUANTITIESWORKSHEETIcingCoaityBuUdingandLandDevetopnentDivisionCoenerctat/MuttlfamityGrotpage2of2TetephoneNo.:ThefottowinginformationwiltbecorptetedbytheKingCo4.mtySiteDeveLopmentReviewUnit.PUBLICROADWAYINPROVENENTS:PRIVATEOl-StTEIMPROVEMENTS:EROSION/SEDIMENTATIONCONTROL$$$SUBTOTAL$2OXCONTINGENCY$IITOTALBONDAI4OUNT:$___________IIIIIRIGUT-OF-WAYBONDS#8:BONDSHEE.WPF17/25/19891f?OEROSION/SEDIMENTATIONCONTROLFACILITIESSittFenceSeeding/MutchTefrporaryPondStarw*)ipeCSInterimProtectionQuarrySpeLt/Rip-rapRockConstructionEntrancePipeCinchdia)UnitPrice•..S3.003000.00•..5.00•..200.0025.0O30.00••.300.00UnitQuantityLF_______________ACRE______________CY_______________EA.____________EA.____________CY_______________EA.____________CF_______________Price5$S5$$$$SSiSignature:SUBTOTAL2S___________FirmName:t
XI.MAINTENANCEANDOPERATIONSMANUAL
Appendix B
Original approved construction drawing titled
“Regional Retention Pond Pump Outfall Facility”
Prepared
11/3/94 and checked for compliance 11/26/96
Appendix C
Regional Detention Facility Pump Station Agreement
and Reciprocal Easements Recording # 9506191492
Original document prepared on
3/28/95 and signed on various dates
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)
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You created this PDF from an application that is not licensed to print to novaPDF printer (http://www.novapdf.com)