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UTILITY PERMIT# d s O 0 31-�% LUA# c c/— 63 WO#
ADDRESS/STREET NAME(S): �)O VA-L A 4i e r-1c l
DEV: CNTR: CJ)6Q- CA ; OWN: (D&VIV t✓?e- ; CNSLT/ENG: Cp/0(!
OTHER ALIASES:
Circle Size of Waterline: 8" 10" 12" Circle One: New/Replace/Extension
Circle Size of Sewerline: 8" 10" 12" Circle One: New/Replace/Extension
Circle Size of Stormline: 12" 18" 24" Circle One New/Replace/Extension
CHECK EACH DISCIPLINE INVOLVED IN PROJECT Ltr Drwg #of sheets
tkL TED ❑ ❑
(off site improvements) (include TESC)
TRO El El
(Signalization,Channelization,Lighting)
cw�- WWP ❑ ❑
(sanitary sewer main,include basin name)
,Pl� -WTR ❑ ❑
L / �1 (Mains,Valves,Hydrants) (inc.composite&HorizontalCtrl)
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` (CIP onlyxinclude basin name)
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`s 31111
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Core Design,Inc.
14711 N.E.2 9th Place,Suite 101
1 CORE Bellevue,Washington 98007
DESIGN
425.885.7877 Fax 425.885.7963
Iwww.coredesigninc.com
I CONVEYANCE CALCULATIONS
IFOR
LAURELHURST -PHASE II
1
RENTON, WASHINGTON
i
- � J
I 2005
1
r Jq
co
� 3326
1 ANAL
EXPIRES 12-04- f'
I
1 Prepared by: Bradey S. Noble, E.I.T.
Project Manager: Robert H. Stevens, P.E.
Core Project No.: 02052
Date: March 2005
IENGINEERING • PLANNING SURVEYING
' 3/14/2005
I. PROJECT OVERVIEW
The Laurelhurst Plat is located in Section 15, Township 23 North, Rang 5 East
W.M. near the intersection of 1381h AVE, SE and SE 132nd ST in Renton,
Washington(See Figure I-Appendix). The site is approximately 30 acres. The
project proposes to construct 136 lots with the supporting roads, curb, gutter,
sidewalk and utilities. There is a 2.1-acre area in about the middle of the site that
is not part of the project. See Figure 2- Site Plan (Appendix), for the overall site
plan.
Phase I of this project has been approved by the City of Renton and is currently
under construction. The Technical Information Report for Laurelhurst Phase I has
been included under the appendix. This report will have important figures and
references that were used to complete the phase II conveyance calculations.
Phase I contains the flow control /water quality pond that will serve both Phase I
and II. The Technical Information Report for Laurelhurst Phase I has all
calculations that refer to the water flow and water quality pond. For any detention
calculations see that report in the appendix. This report will show that the Phase
' II storm drain system is adequate to convey the 100-year storm over to the
connection points in phase I. In the Phase I report this flow was accounted for
' when sizing their storm drain system and detention pond.
A KCRTS time series was developed to estimate the total flow for the site at 12.8
CFS for the 100-year storm (See appendix for developed time series). This flow
was then distributed to the different basins by the percentage of the total area that
each basin represented. These areas and a running total of the total flow in each
' portion of pipe can be found in Figure 1.
3/14/2005
II. Conveyance System Analysis and Design
The storm drainage conveyance system was designed in accordance the 1998 KCSWDM
to provide for all the conveyed runoff for the 100-year event to be totally contained with
in the catch basins. A KCRTS time series was developed showing that the total 100-year
maximum storm rate was 12.80 CFS for Phase I (22.05) and Phase II (14.27). This
would be for the entire 36.32-acre site (See appendix for KCRTS Developed Time Series
in Technical Information Report for Laurelhurst Phase I). For the phase I1 conveyance
system the total flow was proportioned based on area.
12.8*(14.27/36.32) = 5.03 CFS 100 Year Flow
7.68*(14.27/36.32) =3.02 CFS 25 Year Flow
The Tailwater Elevation values for the connection points were taken directly from the
Technical Information Report for Laurelhurst Phase I (See Appendix). The backwater
calculations were performed with the 100-year design storm in figure II showing that the
worst-case water surface elevation is well contained in the storm drain system for the
100-year storm.
CORE
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........... ......
......... .................
. �'L0W DE TAR II'�T��'ZOI�fi I00 YEAR KCRTS FLOW=5.03
OB NAME: LAURELHURS' JOB NUMBER: 02052 25 YEAR KCRTS FLOW=3.02
3NCRElyTE iT YC'' SUM' `:100 YEARS;'`:',';"` LS YEAIf IOTA€::; fi0TA2
.P..........I........ AREA TRBUTr17l1`AREA''.. TOTAL Fi.Q1V, 1'OTFcL F.'Oki':.::::f00 YR FLDIS'' .: :::25 YR FLOW
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DRAINAGE SYSTEM#1
CB 18 CB 16 0.14 0.140 5.03 3.02 0.049 0.030
C13 16 CB 15 0.00 0.670 5.03 3.02 0.236 0.142
CB 15 CB 14 1.01 1.680 5.03 3.02 0.592 0.355
CB 14 CB 13 0.21 1.890 5.03 3.02 0.666 0.400
CB 13 CB 12 0.52 2.410 5.03 3.02 0.849 0.510
CB 11 0 00', .. 5.03 3.02 1.470 0.882
CB II CB 10 0.22 4.390 5.03 3.02 1.547 0.928
CB 10 CB 9 1 1.07 5.460 1 5.03 3.02 1.924 1.155
CB 9 CB 8 tO.
7.340 5.03 3.02 2.587 1.552
CB 8 7.720 5.03 3.02 2.721 1.632
' CB 6 5.03 3.02 3.246 1.947
CB 6 CB 5 0.83 10.040 5.03 3.02 3.538 2.123
CB 5 EX CB 0.53 10.570 5.03 3.02 3.725 2.235
TOTAL AREA CONTRIBUTIONG TO DRAINAGE STSTEM#1 10.570 INCLUDES AREA FROM JUNCTIONS
JUNCTIONS TO DRAINAGE STSTEM#1
CB 17 CB 16 0.53 0.530 5.03 3.02 0.187 0.112
CB 19 CB 12 1.43 1.430 5.03 3.02 0.504 0.303
IN 12A CB 12 0.33 0.330 5.03 3.02 0.116 0.070
CB 21 CB 20 0.40 0.400 5.03 3.02 0.141 0.085
CB 20 CB 9 1.48 1.480 5.03 3.02 0.522 0.313
CB 22 1.30 1.300 1 5.03 3.02 0.458 0.275
DRAINAGE SYSTEM#2
CB 23 EX CB 1 0.60 0.600 1 5.03 3.02 0.211 0.127
TOTAL AREA CONTRIBUTIONG TO DRAINAGE STS"I ENI 1 0.600
DRAINAGE SYSTEM#3
CB 4 CB 3 1.20 1.200 5.03 3.02 0.423 1 0.254
CB 3 CB 2 0.84 2.040 5.03 3.02 0.719 0.432
CB 2 CBI 0.20 2.240 5.03 3.02 0.790 0.474
CBI EX CB 0.86 3.100 5.03 3.02 1.093 0.656
TOTAL AREA CONTRIBUTIONG TO DRAINAGE STSTENl#1 1100 1.
TOTAL AREA 14.27 AC SUNI OF 100 YEAR FL0 8A'S 5.03 S1'M OF 25 YEAR FLOWS 3.02
li FIGURE II :' BACKWA. --'g CALCLILATl0NS.:..
LAURELHURST PHASE II PREPARED BY: BSN
LIUB!\II:\IBLat: 02052 DESIGN STORM: 100 YEAR
!� ENTRANCE ENTRANCE EXIT OUTLET INLET APPROACH BEND JUNCTION
!!
j I'I I'E PIPE MANNING'S OUTLET INLET PIPE FLOW VELOCITY TAILWATER FRICTION HGL HEAD HEAD CONTROL CONTROL VELOCITY HEAD HEAD HEADWATER
rRn\I I l'u PLOW I,ICNG'I'll DIA. n ELEVATION ELEVATION AREA VELOCITY I1EAD ELEVATION LOSS ELEVATION LOSS LOSS ELEVATION ELEVATION HEAD LOSS LOSS ELEVATION
tls ('B (CFS) (FEE-1) (IN) VALUE (FEET) (FEET) (SQ FT) (FT/SEC) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) (FEET) RIM EL
DRAINAGE SYSTEM#1
jl i\i'13 27 - 13'_ 12 0.012 38521 385.55 0.79 4.74 0.3497 386.52 1.2174 387.74 0.1749 0.3497 388.26 387.11 0.3156 0.0280 0.0000 387.97 395.60
'CH i 3 9:8 69 12 0.012 385.55 388.63 0.79 4.51 0.3156 387.97 0.5741 389.63 0.1578 0.3156 390.10 390.09 0.2655 0.0252 0.0000 389.86 396.07
(-110 3.246 100 12 0.012 388.63 389.47 0.79 4,13 0.2655 389.86 0.7002 390.56 0.1328 0.2655 390.96 390.82 0.1366 0.3505 0.0348 391.16 398.33
'H', 2.721 72 12 0.012 389.47 389.84 0.79 3.46 0.1866 391.16 0.3542 391.51 0.0933 0.1866 391.79 390.84 0.1687 0.0037 0.0000 391.63 397.71
1?8 2587 114 12 0.012 389.84 390.36 0.79 3.29 0.1687 391.63 0.5070 392.14 0.0843 0.1687 392.39 391.36 0.0933 0.0034 0.0416 392.34 398.45
1"9 1.)24 22 12 0.012 390.36 390.58 0.79 2.45 0.0933 392.34 0.0541 392.40 0.0467 0.0933 392.54 391.58 0.0603 0.0019 0.0000 392.48 399.10
I .:It 1,, 1.547 130 12 0.012 39058 391.23 0.79 1.97 0.0603 392.48 0.2068 392.68 0.0302 0.0603 392.77 392.23 0.0544 0.0012 0.0000 392]2 400.24
'It I 1 1.470 4' 12 0.012 391.23 391.34 0.79 1.87 0.0544 392.72 0.0646 392.79 0.0272 0.0544 392.87 392.34 0.0182 0.0719 0.0242 392.94 401.59
c :1t C 0.849 104 12 0.012 391.34 391.91 0.79 1.08 0.0182 392.94 0.0499 392.99 0.0091 0.0182 393.02 392.91 0.0112 0.0125 0.0000 393.02 399.02
I I 0.666 - 12 0.012 391.91 392.27 0.79 0.85 0.0112 393.02 0.0221 393.27 0.0056 0.0112 393.29 393.27 0.0088 0.0018 0.0000 393.28 398.31
j U H I 0 il), 169 12 0.012 392.27 392.77 0,79 0.75 0.0088 393.28 0.0394 393.77 0.0044 0.0088 393.78 393.77 0.0014 0.0002 0.0000 393.78 397.30
0.'_36 114 12 0.012 392.77 393.11 0.79 0.30 0.0014 393.78 0.0042 394.11 0.0007 0.0014 394.11 394.11 0.0001 0.0019 0.0015 394.12 398.07
ii I�+ i`I3 IG 0.049 65 12 0.012 393.11 393.77 0-79 0.06 0.0001 394.12 0.0001 394.77 0.0000 0.0001 394.77 394.77 0.0000 0.0001 0,0000 394.77 397.32
j�
.11 N( PI()NS TO DRAINAGE SYSTEM#1
j .'It la 0.19 117 12 0.012 393.11 396.27 0.79 0.24 0.0009 394.12 0.0027 397.27 0.0004 0.0009 397.27 397.27 0.0000 0.0000 0.0000 39227 399.83
!
1 (71 I 2 OSO 310 12 0.012 391.23 396.92 0.79 0.64 0.0064 392.94 0.0523 397,92 0.0032 0.0064 397.93 397.92 0.0003 0.0085 0.0000 397.94 400.45
0.12 31 I'_ 0.012 391,23 396.61 0.79 0.15 0.0003 392.94 0.0003 397.61 0.0002 0.0003 397.61 397.61 0.0000 0.0000 0.0000 397.61 401.59
i
0.52 120 12 0.012 390.35 392.52 0.79 0.66 0.0069 392.34 0.0217 393.52 0.0034 0.0069 393.53 393.52 0.0005 0.0001 0.0000 393.53 396.07
11_'' 0.14 141 12 0.012 392.52 394.64 0.79 0.18 0.0005 393.53 0.0019 395.64 0.0003 0.0005 395.64 395.64 0.0000 0.0000 0.0000 395.64 398.21
I
'1 t 11 0.46 115 12 0.012 389.47 396.49 0.79 0.58 0.0053 391.16 0.0160 397.49 0.0026 0.0053 397.50 397,49 0.0000 0.0070 0.0000 397.50 400.05
j
I
ji DR;\I:\AGE SYSTEM#2
i�
0.21 7? 12 0.012 396.82 398.84 0.79 0.27 0.0011 400.26 0.0021 400.26 0.0006 0.0011 400.26 399.84 0.0000 0.0015 0.0000 400.27 402.46
im iWAGE SYSTEM�=#31=
it y 1 ;33 1 09 42 12 001, 38697 387.18 079 1 39 00301 386.56 0.0333 388.18 00150 0.0301 388.23 388.18 0.0157 0.0102 0.0000 388.22 390.76
1 0.79 94 12 0.012 1 387.18 1 389.06 0.79 1.01 1 0.0157 388.22 1 OM03891 390.06 1 0,00791 0401571 390.08 1 390.06 1 0.0130 0.0016 0.0000 390.07 392.58
I ('1,3 0.72 95 12 0.012 389.06 391.36 0.79 0.92 0.0130 390.07 0.0326 392.36 0.0065 0.0130 392.38 392.36 0.0045 0.0013 0.0000 392.38 394.95
Alt 1 C13 i 041 181 1S 0.012 391.36 395,52 0.79 0.54 0.0045 392.38 OmO2151 396.52 1 0.00231 0.0045 396.53 1 396.52 0.0000 0.0060 0.0000 396.53 399.16
' 3/14/2005
' III. EROSION CONTROL
In the existing conditions there is a basin break on the site and 5.5 Acres naturally drains
to the northeast and 8.77 Acres drains to the southwest. Separate time series have been
run for sizing the erosion control ponds and can be found just after this section. Under
these conditions two sediment ponds should be utilized. These ponds have been designed
using the 2004 KCSWDM requirements per appendix D page D-42.
' SA= (2 * Q2)/0.00096
SA = Surface Area at the top of the riser
Q2 = 15 Minute peak flow for the 2 year runoff event.
' Ao = 4.81(101-6) *As * (h)^0.5
Ao = Orifice Area (SF)
As = Pond surface area (SF)
h = Head of water above orifice
D = 13.54 * (Ao)10.5
' D = Diameter of orifice (inches)
Pond # I. Northeast corner
' SA = 2 * (0.230) / 0.00096 = 479.2 FTA2 Required
To get the 3.5' minimum depth in the pond with side slopes at 3:1 the pond
had to be larger than required.
SA = 30' * 35' = 1050 FTA2 Provided
rAo = 4.81 (10"-6) * 1050 (3.5)^0.5 = 0.00944 SF
D = 13.54 * (0.00944)^0.5 = 1.32 Inch orifice
Pond # 2: Southwest corner
SA = 2 * (1 .03) / 0.00096 = 2145.8 FTA2 Required
' SA = 40' * 60' = 2400 FTA2 Provided
Ao = 4.81 (10^-6) * 2400 (3.5)^0.5 = 0.0215 SF
D = 13.54 * (0.0215)^0.5 = 1 .99 Inch orifice
' 3/14/2005
' Pond # 1 Time Series
Assumed 4.5 AC Pasture, 0. 75 AC Forested and 0.25 AC impervious.
' Flow Frequency Analysis
Time Series File:eroperl5min.tsf
Project Location:Sea-Tac
' ---Annual Peak Flow Rates--- -----Flow Frequency Analysis--
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
' 0.442 3 2/09/01 12 :30 1.29 1 100.00 0.990
0.206 7 1/06/02 1:00 0.812 2 25.00 0.960
0.812 2 12/08/02 17:15 0.442 3 10.00 0.900
0.120 8 8/26/04 1:00 0.353 4 5.00 0.800
0.230 6 1/05/05 7:30 0.348 5 3 .00 0.667
0.348 5 1/18/06 19:00 0.230 6 2.00 0.500
0.353 4 11/24/06 3 :00 0.206 7 1.30 0.231
1.29 1 1/09/08 6:30 0.120 8 1.10 0.091
Computed Peaks 1.13 50.00 0.980
' Pond # 2 Time Series
Assumed 7.02 AC pasture and 1.75 AC impervious.
Flow Frequency Analysis
' Time Series File:pond2small.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
1.05 5 2/09/01 12 :30 3 .52 1 100.00 0.990
0.711 7 1/05/02 15 :00 2 .44 2 25.00 0.960
2 .44 2 12/08/02 17 :15 1.16 3 10.00 0.900
0.671 8 8/23/04 14 :30 1.08 4 5.00 0.800
1.03 6 10/28/04 16 :00 1.05 5 3 .00 0.667
' 1.08 4 10/27/05 10 :45 1.03 6 2. 00 0.500
1.16 3 10/25/06 22 :45 0.711 7 1.30 0.231
3 .52 1 1/09/08 6:30 0.671 8 1.10 0.091
Computed Peaks 3.16 50.00 0.980
1
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Core/ sign,q
' CORE
14711 N.E.29th Place Suite #101
Bellevue, Washington 98007
DESIGN
425.885.7877 Fax 425.885.7963
TECHNICAL INFORMATION REPORT
1
FOR
LAURELHURST -PHASE I
' RENTON,WASHINGTON
S A.
WAS
�O
CIO
31
EXPIRES 12/14/ 0'-�,
1
Prepared by: James A. Morin, P.E.
Project Manager: Robert H. Stevens, P.E.
Core Project No.: 02052
Date: September 2004
ENGINEERING PLANNING SURVEYING
9/22/2004
' LAURELHURST-PHASE I
TABLE OF CONTENTS
I. Project Overview
II. Conditions and Requirements
III. Off-Site Analysis
IV. Flow Control/Water Quality Facility Analysis and Design
' A. Hydraulic Analysis
B. Existing Conditions
' C. Developed Conditions
D. Detention Routing Calculations
' E. Water Quality Volume
V. Conveyance System Analysis and Design
' VI. Special Reports and Studies
VII. Other Permits
VIII. ESC Analysis and Design
IX. Operations and Maintenance Manual
CORE
9/22/2004
I. PROJECT OVERVIEW
' The Laurelhurst Plat is located in Section 15, Township 23 North, Rang 5 East
W.M. near the intersection of 138th AVE, SE and SE 132"d ST in Renton,
Washington(See Figure 1-Vicinity Map). The site is approximately 30 acres. The
' project proposes to construct 136 lots with the supporting roads, curb, gutter,
sidewalk and utilities. There is a 2.1 acre area in about the middle of the site that
' is not part of the project. See Figure 2- Site Plan, for the overall site plan.
The existing site is a 50150 mixture of forest and pasture with individual homes
and outbuildings scattered through out the property. See Figure 3- Landcover for
' a scaled aerial map of the property.
The City of Renton requires Level 2 flow control and the Basic Water Quality
menu for the site as specified in the 1998 King_County Surface Water Design
Manual. The on-site generated runoff will be conveyed to a combined detention/
water quality pond in the southwest comer of the property. All drainage discharge
from the pond will be conveyed via pipe to Maplewood Creek as shown in the
plan.
CORE
9/22/2004
' II. OFF-SITE ANALYSIS
Upstream Tributary area
The site is located at the top and edge of a drainage basin. There is approximately
' 5.1 acres of offsite tributary area. There is also a 5.5 acre portion of the site that
flows to the east that will be redirected to the west (called East Basin). This area
' has seen resent storm drainage improvements to mitigate flooding problems along
the adjacent stream corridor. This project proposes to relieve some of the still
' remaining flooding problems by redirecting the runoff from this 5.5 acre portion
back to the west and into the projects detention/water quality pond. Included, in
the Appendix of this report, is a complete King County Water and Land
Resources Division complaint list for this area.
Three areas are tributary to the project. A 2.10 acre group of parcels in the middle
' of the site (TA2), a 2.46 acre parcel on the north end (TA1) and a 0.56 acre parcel
at the south end (TA3). The tributary areas will flow through the pond but it is
assumed it will have its own detention and water quality facility when it is
developed.
See below for a detailed narrative of the remaining downstream system.
Downstream Analysis
' See Figure 6-Downstream Hydrology, as an aid in the following discussion.
On January 14, 2004 A site visit was conducted. The weather was cool, 45
degrees and overcast. The week prior to this site visit was moderately rainy and
' cold.
The downstream portion of the investigation began at the southwest comer of the
project where the proposed outfall from the pond will be. This area is a steep,
forested slope. The stream channel the area of the proposed pond outfall is
cal
1 9/22/2004
' wooded and steep. The energy dissipater proposed at the edge of the Maplewood
Creek will be located on the opposite side of the stream from an existing structure
that conveys stormwater from the plat to the west along Bremerton Ave. This
1 outfall is about 30-feet upstream of the one proposed.
On the day of this report the stream was flowing, the water surface was about 10
' feet wide with gravel and large cobble-stones visible. Slow pools of water show
signs of sediment deposition and steeper stream channel areas show signs of bank
erosion and scour. The stream channel is heavily wooded with alders and low
brush in this area. Approximately 0.3 miles downstream of the proposed pond the
1 stream valley opened wider and this stream combines with a stream that flows
from the east. This stream conveys the flow from the eastern 5.5 acres of the
1 project site.
1 From this location the stream valley opens even more. Isolated pools of sed 1_'--; ;
deposition and steeper areas of erosion exist along the channel here. This
1 continues until 0.8 miles from the discharge point where the stream enters a pond
at the North-East edge of Maplewood Golf course.
1 Downstream P
—Analysis Special Note
Y
1 The drainage area located on the eastern edge of the property receives
approximately 5.5 acres of runoff from the project site as detailed in the first
' paragraphs of this section. This area,known as Puget Colony Homes, has had
significant storm water runoff complaints (see King County Drainage Complaint
1 Map and individual complaint reports)received by the county both before recent
conveyance system improvements and after. Rather than adding flows to this
1 problematic basin and exacerbate the situation, this project proposes to remove
the 5.5 acres from this basin and redirect it to the proposed pond which discharges
to a basin with more capacity. This redirecting of storm water may reduce the
level of problems in the Puget Colony Homes project. Note both these basins
1 combine approximately 0.3 miles downstream of this project.
1 CORE
1
NE 4T�4 ST
SE 132NO ST
SITE SE 136T$4 ST
I RENTON
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DESIGN
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ICING COUNTY DRAINAGE COMPLAINT MAP
' .../com.6sri.esrimap.Esrimap?ServiceName=overview&ClientVersion=4.0&Form=True&Encod2/6/2004
�DEC.22.2003 10:40RM KC WLRD N0.415 P.2i113
KING COUNTY DEPARTMENT OF PUBLIC WORK
SURFACE WATER MANAGEMENT t?fb`5i0N
COMPLAINT INVESTIGATION REPORT
Date pec'a:
NATURE OF COMPLAINT: 3S-D.� ''
SEC _.._TWP GE „
CATION: SAS �� GS�b'—N Z-- KROLL PG.
L.AINANT: PHONE NO.
�A�-+4 F3V..�1 COUNCIL DIST.
MP
q � � HOME: ZSS�
tddress f? ~ Clty St&tE ap� WORK Z�LP - �4 4- 0
AILS OF COMPLAINT: r
a- 6&(,4fes � S
—4 CLU-.4LZ . CA" �7 6m "
�-4� te4 0�we-
�e Coo
' ,PLAINT RECEIVED I3Y:
DETAILS OF INVESTIGATION: sketch on reverse side:Yes No O Photos:Yes Gam` No❑
' DU2t:llly
On site 3-15-91.
The area of concern is relatively level with a general slope from north to south. There
�s vacant property north of SE 132nd St that has been ditched to 132nd. To the west is
1 a private residence that is ditched and culverted under an access road to an R/D pond,
and this is draining to the vacant property. The R/D pond also drains to the vacant lot.
Ditches and culverts were clean and functioning. This run off is then culverted under
132nd and to the south.
Photo 1) Fenced R/D pond north of 132nd.
2 Looks west at end of 132nd and access road to right.
1 3 Looks east at ditch on north side of 132nd.Cross culvert beyond truck.
4. Ditched area that drains into ditch on 132nd.
MPLAINT INVESTIGATED 6Y: DATE: f j
ION TAKEN: 3-Zz-p� . r?. fi�ld� ctfl.,� e o 1'fe �r� r� �ew�� � a��v2�� 6°�•�d,I� G-cS'
® �
�.Ses�s� c/ Q�Nbr' S,3o� . t✓� ,�viea^9r�2 .#��r�
mplainant advised of action possible or taken by: Phone 2r Letter ❑ Personal Contact
.,•,mpia(nt Action Handfed Dy 0e- ��^-.�GnJClosed: OK'd:
�e
Nrm+
—DEC.22.2002*-10:40AM-4 KC WLR NO.Al P.3/19
Sketch
safe gOW&
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�g ycw+19
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DEC.22.2003 10:41AM KC WLRD NO.415 P.b/19
y. KING COUNTY DEPARTMENT OF PUBLIC WORKS
SURFACE WATER MANAGEMENT DIVISION
COMPLAINT INVESTIGATION REPORT � o
Date Pee'a:
ATUAE OF COMPLAINT: RALI e- S'
JJoCATION: F, c-r Cot 4A) ' {;(nmes TLAT — s r-,rg E Et,oW C ("� SEC L5__ 7Wp Z.RGI_52:_
t KROLL PG. 29l®
COMPLAINANT: COUNCIL DIST. -sue
(qo.jq SE r33r� s'I� Ct.Q i3 S OME a_s�o5'
address 00 to 9 .1 Stated J zl WORK:
DETAILS OF COMPLAINT: (f mA p/Rrt� reMV4 b4 C�U,'f 1 0_+ Q lne(5L� CY' 00 i AP(&1 Vlt
p, tY11 LLt T l OD J A 1 h Rk d Cv lO I/1 •JJ'to /t(v�S�i S I GCLt
t ,�5E 134� 515-35A was rK� 11�C z- � a -
��I� ref _
o I BA ��
R.5195 . T� 1z
go 1 5
g_� (y r1C4;1% �tC f L
t_ti,1 �+�; �►o r tSe 9n !�, S rah a F 13 S-' we4 o-, ' _j4 �i�l� eir4g a l may "� �
L
OLAINT RECEIVED BY:
ILS OF INVESTIGATION: Sketch on reverse side:Yes ❑ No C3 Photos:Yes 0-No❑
r ta,andry
r
MtPLAINT INVESTIGATED SY: DAB
ON TAKEN: G- l3_bt 1n S'pJ�C/ a, Iom /I� lq-T-A�-'OYL�, Gov +}��-_ a" 12.� fKaw r-v�.� ...s L�J}a.. -f
a CAW\'t t� , - h,_ JC�+'� (�/�1� '7VJ L! V_^ C�L v1l h it1r ^Y��
1 1'�'ufc��-p trC LVbr_L►,{) "! fig\
G" GSr
s� r✓'L 4-0
7`Ti f.1>f .�_ /fit v S�d�i� .✓ fd ;�� h s��,,`I Gr r - .d r.,. f" 1
trnpiainant advised of action possible or taken by, Phone f�Letter O Personal Contact C
Iplaint ?Action Handled By � Closed: 010A 1 _ OK'd:
DEC.22.2003 10:41AM KC WLRD N0.415 P.7/19
PIMP
King C011111 ' LXre-11tive _
TU11 HILL
400 King Gn in1y Ctrurlhnum,
>)ti Thltd Alrnur•
urin}c.tivaa)tuiRun !1N)fi
(206)296-4040
January 14, 1991
Mr. Benn 0, Lamb
14105 Southeast 133rd Street
Renton, WA 98056
RE : Drainage Concerns - Southeast 133rd Street
Dear Mr. Lamb:
Thank you for your November 25, 1990 letter expressing your concerns about
surface water problems on the street in front of your property.
The Surface Water Management Division has completed the "Yahn Drainage Study,
' Phase II . " The first phase of this study identified all of the problems with
this drainage basin and the magnitude of those problems. The Pnase Ii portion
i of the study identified solutions and recommendations for solving these
problems. The study has recommended three areas which must be addressed to
solve the problem on your street: ( 1) to provide an adequate upstream storm-
water, storage facility; (2) to increase the capacity of the drainage system in
the basin; and (3) to provide erosion protection of the downstream natural chan-
nel and reduce the siltation of the Cedar River,
Based on the results of the• study, the proposed solution to the flooding and
' erosion problems will require a Capital Improvement Program ,(CIP) project
estimated a 300,00¢. This -project cannot be' started until all existing CIP
,i ,•;
--project comet tments are fulfilled. The Surface Water Management Division has a
commitment to design and construct 512.,3 million in CIP projects over a five-
- year period (1987 1991) . These CIP projects address serious Blooding and ero-
sion problems similar to the problems you are facing. All available funds are
being used to address these problems and, without additional funding, your CIP
project cannot be constructed in 1991.
The Surface Water Management Division will consider this CIP protect for funding
as part of a new five-year CIP beginning in 1992, This S300,000 project will
likely be high on the priority list, Please be aware, however, that there are
unrw t CIP project needs in King County estimated at over S80 million. Given
this demand for projects, this project must be evaivated along side other com-
peting projects and scheduled accordingly.
1 '
' DEC.22.2003 10:41AN KC WLRD N0.415 P.3i19
I �1 1ui Wog
Mr '_ Benn 0. Lamb
January 14, 199i
Page Two
Your request to clean the open ditches was inve5�:i
be clear of debris and are functionino correctl
due to a lack of capacity in the pipe system that gThedreason the careaafloodsear tis
These pipe systems are on Kin connects to the Open ditches.
correct the lack of ca acit gnCounty rignT-of-way and on private property. To
P Y this system, it Will require the CIP project
that was identified in our engineering study,
' The issue of the two mobile homes on on
second mobile home was installed because ofta Medicae is a l hardship.
condition.allowed by the Building and Land Development Division. a notice w Tne
' to
neighboring property owners for their comments, hardship. Before this was
approved the septic tank system for these mobile homes.- Theublic Health a Water
Management Division will inves419ate the filling of the open Surface Water
if the drainage has been impacted by the site changes,
P ditch to determine
?'hank you again for bringing
ticnal information concenigythe drainage to attention. If you need add!-
, Surface Water Management Division, Manager, a't°296- Please contact Jim Kramer,
Sincerely, 6585'
Tim Hill
King County Executive
' TH:BD:Im
(0108-4,5)
cc: Lois Schwennesen, Director, Parks, Plannino and Resources Depart"..
A�h' : Gregory Kipp, Manager, p rtrrwnt
Gary Kohler, Manager, Residential
and Land Development Division;
Bruce Miyabara, Acting Dire`-cor, Seattle KingPCountysDepartment
Paul Tanaka, Director, Department of public Works
ATTN. l.olJiS J. iiafr Of Health
--- , County Road Engineer
Jim Kramer, Manager, Surface Water Management Roads dDivisioretr�ng Division
r
DEC.22.2003 10:41AM KC WLRD N0.415 P.9i19
KING COUNTY DEPARTMENT OR PUBLIC WORKS
SURFACE WATER MANAGEMENT DIVISION
COMPLAINT INVESTIGATION REP
Owe kc'd:
NATURE OF COMPLAINT: fop,LOCATION: / 3�/O S /4/z�i1 4 V� S� it itlTD/�' SEC �TWPZ RGE
ourKROLL PG.
COMPLAINANT: P07-DSyN1A'. COUNCIL DIST.
tddress 1;Va5 /yZ•�'.9VE 4c Clty .vm s/ State Ztp�}d'�S' HOME. 2 (c Q S
WORK:
Dl;f1'sILS OF COMPLAINT: ,147r-w1N6— /4-.10 /410 '/'e FLOuof A"3yA�7.9a s
)4 QN6S� CIOWHIA,e- c6 v�r«+ate �}�r��- /33ot0 134�' STAr(� 3
1 1 3AS7 ,"
gN� �ios� u.up.EiL. / �S" sT y�/3L••� s% = 5E� l9�G'hhEp = �
iPLAINT RECEIVED BY:
DETAILS OF INVESTiGA710N: Sketch an reverse side:Yes ❑ No O Photos:Yes❑ No
MPLAINT"INVESTIGATED BY: DATE:
ETIaN Tal«N: C®t�.���a-r.�`
Tv— ��"
lm
mplainant advised of action possible or taken by: Phone ❑ Letter Personal Contact ❑
pla,ntAction Handled By ___L� �(rJ _ Closed.a Zo OK'd;
DEC.22.2003 10:42RM KC WLRD N0.415 P.10i19
KING COUNTY DEPARTIVI1ENT OF PUBLIC WORKS �
SURFACE WATER MANAGEMENT DIVISION
COMPLAINT INVESTIGATION REPORT swiv � -Q
0�2 -z' I - "
RIATURE OF COMPLAINT: iQ /�Vi4�s� oateaec'd:
SEC �S TWP Z3
�.ocATtv�I: ��IGFT Colo�vv �Do7I,e� RGE
KAt?LL PG, U .�
COMPLAINANT: /�/ L� /3 COUNCIL DIST. LO
P4 0)4'?do-
City State 7_tp WORK
DETAILS OF COMPLAINT:
rfl
opOz�o-� mx�t
7rl
qv-pz G
/10Air
�•o7ta
�g/•o7L3
.07T7
lDy6�
PLAINT RECEIVED BY:
a,AILS OF INVESTIGATION: Sketch on reverse side:Yes ❑ No O Photos:Yes®—No 0
o
L. M
PLAINT INVESTIGATED BY: DATE:
ON TAKEN: V, I-MhA b G(� CCV IDV r'fa-F� o S UJm -�`�1l'U 1 5 �1 y' u- 1 WLL41 '
Lof-S s 7 f qq, ' kilo ar—f r �
'rx-- c4az L4 o-28--q( (&4A
ompiainant advised of action possible or taken by: Phone ❑ Letter O� Personal Contact O
Inplaint Action Handed By '�m la.) Ciosed: � � 3&
Nam-1 INle ImdiH
' DEC.22.2003 10:4200 KC WLRD N0.415 P.11/19
KIN COUNT Ot1lSi0 V 14105 Sp, 133
stjfktE '� t% 1A�1��6E Renton, WA 98056
' 20 August 1991
Surface grater :Management Division
400 Peeler
Seattle, WA 98104
Dear �1r. Krame r
As you can see From the attached copy, we here in ?uget
' Colony have lived up to our part of the agreement we
struck in June. Chris and Barbara. Crosby have been
given copies of the permission foras to let County
repair crews have access to their property. These forms
' Were received by them on August 19, 1991 .
I think that the rest is now up to you. If you have not
receeved the forms back signed in aWreasonable length
the of
time, then we here in Puget Colony
un
to take enforcement action against the Crosbys.
If the County sees fit .not to follow through with this, then
we here in Puget Colony will be forced to seek other remedies
• available to us at law.
I realize that this is a strong letter, but "throw`�g down
the gauntlet" is not what it is about. I want you vo
understand that thia neighborhood is very serious in this
matter, and we will not let it rest until we have a
satisfactory resolution.
"_'hank you,
Senn. J. Jamb
c c : Randy Snow
'.;es 'hillipps
.11u°is 'c -ar'oara Crosby
DEC.22.2003 10:42AM KC WLRD _ H0.415 P. 12i19
�.. U T
'AUG 211g9�
"ts COUNTY 14105 SE 133
TE *10 "MEN Renton, WA 98056
19 August 1991
sing County Council
King County Courthouse
' Seattle, WA 98104
'Dear Wes:
Dan Leonard has played "telephone tag" with you for
the past few days, and I -decided that a letter might
make more sense at this point.
' In our June meeting here in Puget Colony, I agreed to
get signatures from owners of two lots. Those signatures
would permit County repair vehicles/personnel on the
respective lots.
Mr. Leonard recieved a fax from Randy Snow, SWM, on
' 7-18. The fax was the forms, which the property owners
had only to sign. I brought them 'round and got -them
signed and mailed back on 7-19. These signatures were
obtained by me in good faith, lacking information which
' is .readily available to County employees, which states
names and addresses of legal owners.
' Now, it seems, one of the signatures I obtained was not,
in fact, a property owner'a• With the help of Mr. Snow
I got the name and address of the owners, sent them a
registered letter explaining the situation, enclosed the
forms to sign and instructed them to retvzn them to Mr.
Snow at SWM.
I recieved a ca11 from Barbara Crosby, one of the owners,
this afternoon. (The other owner is Chris Crosby; address :
p.0. Box 2851 , Renton, WA 98056. ) She stated that she
wanted to cooperate, but did not want to eign the papers
because the outfit which is installing the drainfields told
her to give no one access to her property. I pointed out
that the County agreed to return the property to its original
' condition, and told her that if she refused to sign, she
might provide a cause of action for the County or for us in
the neighborhood.
She asked to speak to someone "in authority." I gave her
Jim Kramer's phone number.
1 The point of thi.e lt.tter iLi to keep you posted on the status
of this matter, and to let you know that T am beginning to
feel the agreement which flowered in June is rapidly beginning
' to wilt in August.
' DEC.22.2003 10:42AM KC WLRD NO.415 F.13/19
aL
Anything you.can do to move this along ,would be
greatly appreciated.
Thank you,
Benn 0. Lamb
' CC: Randy Snow
Jim Kramer
Bruce Liang
' - DEC.22.2003 10:42AM KC WLRD N0.415 P. 14i19
' King County
Surface Water Management DMsion
Department of Public Works
Yesler Building
' 400 Yesler Way-Room►400
Seattle,WA 9A104-263,
(206)z96-6519
' August 28, 1991
' Mr. Bann 0. Lamb
14105 Southeast 133rd Street
Renton, WA 98056
RE: Puget Colony Project
' Dear Mr. Lamb:
Thank you for your August 20, 1991 letter concerning the planned repair of
the pipe across Lots 37 and 44 of Puget Colony Homes.
Chris and Barbara Crosby have both expressed their willingness to grant
access to County forces to repai.r the pipe across their property. I expect
' to shortly receive their written permission in the form of the temporary
access easement and right of entry documents which were forwarded to them.
Upon receiving these, we will schedule the project at the earliest possible
date. .
Thank you again for your concern and assistance in this matter. If further
information is needed, please call Randy Snow, Drainage Investigation Unit
Engineer, at 296-6519.
Sincerely,
IZ—, 1�r
Jim Kramer
Manager
JK:RS:vs
' M22:LT12
cc: Bruce Laing, King County Councilmember
ATTN: Wes Phillips, Legislative Aide
' Tim Hill , King County Executive
Chris and Barbara Crosby
Dick Thiel , P.E. , Manager, Engineering Services Section
' ATTN: Curt Crawford, P.E. , Acting Supervising Engineer, Drainage
Investigation Unit
' DEC.22.2003 10:43AM KC WLRD 110.415 P.15i19
tKING COUNTY SURFACE WATER MANAGEMENT DIVISIO
-�-� DRAINAGE INVESTIGATION REPORT
Page 1: INVESTIGATION REQUEST
�.
Received by: OKd b rr.� File Isla.Gate,. , q �j ��
Received from: (Please print plainty for scannino). (Day)
NAME: J/ n1jrDS�G!/ �/'7 PHONE
ADDRESS: 1 T D/U S �3 f ST City statep
Location of problem, if different: Aye ss��
Reported Problem:
See
for- ✓a cci cr? C'r Q cat�1O
✓ I Cole), 4em
r�o i'ield Inv�5iir^i1 11 (\?�Jc^
'('•a„<..�r.r w<s�'�<s ya.C•rF a•1P1r<�'.
' i:«:Y+�cic_ *<oc+Crx. •rx�a,trr:miFr:icz—.�.l—...�.�` ���I�� ' !.`v�- �. .. ~� 1 . '.En':;:.•:ny�
ST C '
�49� g�D 3�D �ld i ll Bres: New
15 Z3 5 cla 35D5
C2sinL-C� Council Dist./2- Charce No:
Rc"SPONSE: Citizen noffied on 5 -BY phone letter in person
'
DISPOSiTlON: Turned to on by
OPT: No further action recommended beta
Lead agency has been notified; -"
Froblem has been corrected, No problem bas been identified. Prio, itt�c:tiget1an adoresses probe
' --- TSee Fla 4+__ ...
— Priva;e problem - NDA? will not consider because:
Water originates cnsite and/or on neighboring parcel
' Location is outside SWI'vi Servicep�Arepa. Other (Spech'),
' DEC.22.2003D 10:42AM KC WLRD N0.415 P. 16i15
complaint 95-0763 Dembroski, Alfred
' investigated by Doug Dobkins on 9-18-95
Mr. Dembroski is requesting to vacate some ROW along 140th avenue SE.
' The area in question is unopened ROW and not maintained. The only drainage
that I could find was•at the end of SE 132nd avenue which crossed the 140th
Ave. SE ROW from the west to the east. This is a 12"concrete pipe. No other
pipes or drainage systems were found in this ROW.
Drainage within the plat of Puget Colony Homes drains away from the 140th
avenue southeast right-of-way to the southeast. On the westside of the 140th
Ave se ROW there are 4 large parcels which have no drainage systems affected
by this proposed vacation of ROW.
' Y P Right of Way isn't improved for travel,
9
' see attached drawin_q
DEC.22.2003 10:43RM KC WLRD N0.415 P. 17/19
KING COUNTY WAIF CANTO REsou:RCES DMSI®IJ.
Pagel: INVESMAnONREQ%sT r Type ,�
.B PR AJft� y
f E �yO,
Received from:
Russ _0C Ale M �`� (Da�►� `� (Eve)
- N`
ATI �i�10 }� PHONE,-- G
P.
�. Location,
.r .}ram .yip- ��fj�,.. ., _ . -�: ,-,,. .` ,;, , -, ., .� ;_ , - i•� _i>.r _- '
Loc tion,QL proble� i diffirenf:
' k otted'Problem:., CALL IE'IRST
Be (Would Like.To Be Present)
L�.c���1 �e= G.�.✓�' �
' Plat name: et Lot No: (F Bloch No:
Other agencies involved: No field investigation required
' - initials
G 2,;�, E5
1`4 S T R Parcel No. CoO27W `'D/,?Z) Kroll /d Th.Bros: New k� -
Old 65D�2-
' Basin Council District tZ Charge No,
RESMJV F': Citizen notified on by: phone letter in person
DISPOSITION: Turned to on I I by OR, No further action recommended because.
Lead agency has been notified:
Problem has been corrected. No problem has been identified. Prior investigation addresses problem:
s$s FUZ#
' Private problem-NDAP will not consider because:
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Service Area. Other(Specify):
DATIE CLOSED: ! By,
DEC.22.2003 10:43AM KC WLP.D N0.415 P.18/19
!"Milo 11
�._...
Gettle, Larry
From; Kara,Wendy
Sent: Wednesday, January 06, 1999 8:36 AM
' To: Gettle, Larry
Cc: Jacobson,Jeff
Subject: drainage complaint In Puget Colony Homes
Here's Info on a drainage complaint was reported to me at 14013 SE 133rd St_ Cindy Dearmlt(sp?)called
reporting that her horse and yard has settled. They releveled the house last summer and now it's settled again.
Cabinets pulled away from walls,walls cracking,fenceposts out of the ground, etc. She says the problems started
this past year. Her husband thinks it might be the result of a small project that we had Jeff Jacobson do for their
neighbors last year. We had a small drain line installed that outlets to a basin near their house. Her husband
thinks the basin is"broken", so the water doesn't have anywhere to go. I think Jeff would be the ideal candidate to
investigate this one since he's already familiar with the area.
Whoever goes can talk to me first. We have a project planned for the next couple months(pending funding)
behind the house in question,but it won't solve this problem (though it may help slightly).,Let me know when
someone might go out so I can let Cindy know. Her phone number Is(425)277-6953. Thank youl
' Page 1
' DEC.22.2003 10:44AM KC WLRD N0,415 P.19/19
PING COUNTY WATER AND LAND RES d11:t® CES DIVISION
DRAINAGE INVEST1GATION REPORT
r� ` INYESTIC3ATIGN lQussr Type
.tOBLEM: DfZ A 11
,A C E'
.2
1R.EcE=By, J'4 1 G lJStC: 5 Q ?d I.E l� _
Received from:
1 (nay) (Eve) l
N,W: YA 114 t PHONE 226 - 2,9 iL
ADDRESS: L 10 a�f✓ City State t Zip �J -0 5
- -
LoCAmN OF PROBLEM, IF DIFFERENT:
'Access Permission Granted 10 CaU First (would Like To Be Present)
0104� co
17
Platame: fjo,✓, Lot No: Block No:
ILthe'r agencies involved: No field investigation required-DR-U-®
V4 S T R Parcel No. A5,2i3 6 I Z Troll��gE Th.Bros: New
Basin�' Council District /Z Charge No.
ESPONSE. Citizen noted on a a a by; phone letter in person
coif IgL.:Tt4AySs2 t ] AA" , Y44�J 7'd
G l p Pizn. �. > i a� V. �} GE,sS�4R-y s r�/►�S S.�T'� S'F O
ISPOSITION; Turned to on I / by OR; No further action recommended because:
Lead agency has been notified: 2>o p J s9 L,74�q iJS 4f—/�-�
Problem has been corrected. No problem Kas been identified. Prior investigation addresses problem:
SEE FILE#
Private problem -NDAP will not consider because;
Water originates onsite and/or on neighboring parcel.
Location is outside WLRD Service Area. Other(Specify):
LATE CLOSED: 42-z' a By:
9/22/2004
IV. FLOW CONTROL /WATER QUALITY FACILITY ANALYSIS /DESIGN
A. HYDRAULIC ANALYSIS
The drainage analysis was modeled using the King County Runoff Time Series
(KCRTS) software version 4.2. The site soils are Alderwood (AgC), KCRTS
' group, Till. The site is located in Sea-Tac rainfall region with a sale factor of 1.0.
See the Appendix for the soils map and scale factor exhibits.
B. EXISTING CONDITIONS
The Laurelhurst Property is 30.1 acres and currently drains to the east, three areas
1 totaling 4.92 acres (2.26 +2.10+ 0.56) are also tributary along with 1.10 acres of
roadway along Duvall Ave NE. By using the topographic survey for the project
1 the measured exiting impervious, forested and pasture areas were measured.
Below is a summary of the areas, see Figure 3a for a detailed tabulation of the
measured areas. Note that the 5.50 area on the east side of Phase II is not included
in the predeveloped timeseries because it flows to the east. This information was
used to produce the Predeveloped Runoff Timeseries (PREDEV) in the KCRTS
1 program.
i
i
1
r
9/22/2004
rAREA TABULATIONS
TRIBUTARY AREAS
' Area/Ground Cover Area (ac)
AREA TI
r Till-forest 0.70
Till-pasture 1.38
Impervious Area(measured) 0.38
' Subtotal: 2.46
AREA T2
Till-forest 0.23
Till-pasture 1.35
Impervious Area (measured) 0.52
r Subtotal: 2.10
AREA T3
Till-forest 0.10
Till-pasture 0.26
Impervious Area(measured) 0.20
Subtotal: 0.56
Tributary Area Totals
Till-forest 1.03
Till-pasture 2.99
rImpervious Area(measured) 1.10
FRONT (Frontage) Area (ac)
Till-forest 0.25
Till-pasture 0.35
r Impervious Area(measured) 0.50
Total: 1.10
iONSITE (Phase I + II) Area(ac)
Till-forest 11.06
r Till-pasture 11.63
Impervious Area (measured) 1.91
Total: 24.60
r
PREDEVELOPED CONDITIONS Total area= 30.82 ac
' (Complete Summary of Areas)
Ground Cover Area (ac)
Till-forest 12.34
rTill-pasture 14.97
Impervious Area (measured) 3.51
ISee the KCRTS calculations in the Appendix for the detail
r
1
9/22/2004
PREDEVELOPED TIMESERIES
Flow Frequency Analysis
rTime Series File:PREDEV.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis------
q Y Y
Flow Rate Rank Time of Peak -- Peaks -- Rank Return Prob
(CFS) (CFS) Period
2.42 2 2/09/01 15:00 4.34 1 100.00 0.990
i1.34 7 1/05/0216:00 2.42 2 25.00 0.960
2.42 3 2/27/03 7:00 2.42 3 10.00 0.900
0.941 8 8/26/04 2:00 2.35 4 5.00 0.800
1.43 6 1/05/05 8:00 2.18 5 3.00 0.667
2.35 4 1/18/0616:00 1.43 6 2.00 0.500*
2.18 5 11/24/06 4:00 1.34 7 1.30 0.231
' 4.34 1 1/09/08 6:00 0.941 8 1.10 0.091
Computed Peaks 3.70 50.00 0.980
fiowable release rate = '/2 1.43 cfs = 0.72 cfs
1
9/22/2004
EAST BASIN TIMESERIES
PREDEVELOPED CONDITIONS Total area=5.50 ac
East Basin
Ground Cover Area (ac)
Till-forest 0.50
Till-pasture 4.75
' Impervious Area(measured) 0.25
Flow Frequency Analysis
Time Series File:EASTBASIN.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak --Peaks -- Rank Return Prob
(CFS) (CFS) Period
0.405 2 2/09/0115:00 0.728 1 100.00 0.990
0.186 7 1/05/0216:00 0.405 2 25.00 0.960
0.392 3 2/28/03 3:00 0.392 3 10.00 0.900
' 0.083 8 8/26/04 2:00 0.372 4 5.00 0.800
0.223 6 1/05/05 8:00 0.354 5 3.00 0.667
0.372 4 1/18/06 16:00 0.223 6 2.00 0.500
0.354 5 11/24/06 4:00 0.186 7 1.30 0.231
0.728 1 1/09/08 6:00 0.083 8 1.10 0.091
Computed Peaks 0.620 50.00 0.980
9/22/2004
C. DEVELOPED CONDITIONS
rThe developed site will consist of 136 lots, 69 lots in Phase I and 67 lots in Phase
H. The impervious area for the plat was determined by measuring the right of way
' area which is 100% impervious and adding 4,000 SF per lot.
Phase I:
measured r/w=3.16 Ac
' Impervious area= [69 x 4000]/43560+ 3.16 = 9.50 Ac
Phase H:
Measured r/w=2.91 Ac
Impervious Area= [67 x 4000]/43560 +2.91 = 8.55 Ac
The remainder of the area was assumed to be lawn.
1 Below is a summary of the areas, see Figure 3a for a detailed tabulation of the
measured areas. Note that the 5.50 area on the east side of Phase II is included in
the developed timeseries. This information was used to produce the Predeveloped
Runoff Timeseries (DEV) in the KCRTS program.
The entire east basin 5.50 ac will be directed to the west basin in the developed
( ) p
' state. The difference between the predeveloped area(30.82) and the developed
area (36.32) is the 5.50 acres.
i
9/22/2004
AREA TABULATIONS
TRIBUTARY AREAS
Area/Ground Cover Area (ac)
AREA TI
i Till-forest 0.70
Till-grass 1.38
Impervious Area 0.38
Subtotal: 2.46
AREA T2
Till-forest 0.23
Till-grass 1.35
Impervious Area 0.52
Subtotal: 2.10
AREA T3
Till-forest 0.10
Till-grass 0.26
hn ervious Area 0.20
Subtotal: 0.56
Tributary Area Totals
Till-forest 1.03
Till-grass 2.99
Impervious Area 1.10
FRONT(Frontage) Area (ac)
Till-forest 0.0
Till-grass 0.20
i Impervious Area 0.90
Total: 1.10
ONSITE Phase 1+II Area(ac)
Till-forest 0.0
Till-grass 12.05
Impervious Area 18.05
Total: 30.10
DEVELOPED CONDITIONS Total area=36.32 ac
(Complete Summary of Areas)
Ground Cover Area (ac)
Till-forest 1.03
' Till-grass 15.24
Impervious Area 20.05
See the KCRTS calculations in the Appendix for the detail
9/22/2004
' DEVELOPED TIMESERIES
Flow Frequency Analysis
Time Series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis------
1 Flow Rate Rank Time of Peak - -Peaks-- Rank Return Prob
(CFS) (CFS) Period
6.28 6 2/09/01 2:00 12.80 1 100.00 0.990
5.00 8 1/05/0216:00 7.68 2 25.00 0.960
7.56 3 2/27/03 7:00 7.56 3 10.00 0.900
5.28 7 8/26/04 2:00 6.66 4 5.00 0.800
6.38 5 10/28/0416:00 6.38 5 3.00 0.667
6.66 4 1/18/06 16:00 6.28 6 2.00 0.500
7.68 2 10/26/06 0:00 5.28 7 1.30 0.231
12.80 1 1/09/08 6:00 5.00 8 1.10 0.091
' Computed Peaks 11.09 50.00 0.980
1
9/22/2004
D. DETENTION ROUTING CALCULATIONS
' The City of Renton requires that the Level 2 Flow Control standard apply to this
project. This standard requires that the proposed pond outfall match 2-year
' predeveloped release rate and the not exceed the other predeveloped design storm
' events up to the 10 year event. The pond is also required not to exceed frequency
and duration for V2 the 2-year up to the 50-year storm events.
Using the appropriate release rates the developed timeseries was modeled in a
pond with 2:1 sides slopes, 12-feet of water depth and a pond bottom of 21,762 sf
(234 x 93).A two orifice control structure was design to meet the release rates
and frequency duration standards. See the Appendix of this report for the detailed
KCRTS calculations. The resultant pond volume required was 355,215 cf.
The volume provided on the plan is 402,785 c£ Therefore the pond, as shown on
p P
the plans is adequate to provide the required volume and maintain the frequency
and duration of storm runoff from the project.
Pond Outfall Timeseries, release rate Check
Time Series File:rdout.tsf
' Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
' Flow Rate Rank Time of Peak - -Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
2.41 2 2/09/0120:00 7.80 11.76 1 100.00 0.990
' 0.618 7 12/29/0110:00 2.41 11.23 2 25.00 0.960
1.75 4 3/06/03 22:00 1.94 10.05 3 10.00* 0.900
0.538 8 8/26/04 7:00 1.75 9.67 4 5.00 0.800
' 0.688 6 1/05/0518:00 1.45 9.18 5 3.00 0.667
1.45 5 1/18/06 23:00 0.688 7.30 6 2.00** 0.500
1.94 3 11/24/06 8:00 0.618 5.89 7 1.30 0.231
7.80 1 1/09/0810:00 0.538 4.48 8 1.10 0.091
Computed Peaks 6.00 11.66 50.00 0.980
' * release rate at or below Predeveloped release rate
** release rate at or below %the Predeveloped rate
9/22/2004
' Comparing Predeveloped with Pond Outfall, Frequency and Duration Check
Duration Comparison Anaylsis(see complete listing in the Appendix)
' Base File:predev.tsf
New File:rdout.tsf
Cutoff Units:Discharge in CFS
-----Fraction of Time-------------Check of Tolerance-------
Cutoff Base New %Change Probability Base New%Change
0.719 1 0.65E-02 0.52E-02 -20.7 1 0.65E-02 0.719 0.703 -2.3
0.7741 0.57E-02 0.27E-02 -53.3 1 0.57E-02 0.774 0.712 -8.0
1 0.829 0.51E-02 0.24E-02 -52.6 1 0.51E-02 0.829 0.721 -13.1
0.884 0.45E-02 022E-02 -50.2 1 0.45E-02 0.884 0.728 -17.7
1.211 0.19E-02 0.17E-02 -11.1 0.19E-02 1.21 0.981 -19.1
' 1.271 0.17E-02 0.17E-02 1.01 0.17E-02 1.27 1.32 4.3
1.321 0.15E-02 0.17E-02 13.31 0.15E-02 1.32 1.44 9.1
1.381 0.13E-02 0.16E-02 25.31 0.13E-02 1.38 1.50 9.2
1.431 0.12E-02 0.15E-02 28.21 0.12E-02 1.43 1.54 7.5
1.491 0.1 iE-02 0.13E-02 24.61 0.11E-02 1.49 1.57 5.5
1.541 0.96E-03 0.11E-02 18.61 0.96E-03 1.54 1.60 3.7
1.601 0.86E-03 0.98E-03 13.21 0.86E-03 1.60 1.67 4.7
1.651 0.73E-03 0.88E-03 20.01 0.73E-03 1.65 1.73 4.5
1.711 0.68E-03 0.80E-03 16.71 0.68E-03 1.71 1.74 2.0
1.881 0.33E-03 0.31E-03 -5.0 1 0.33E-03 1.98 1.98 -0.2
' 2.031 0.29E-03 026E-03 -11.1 1 0.29E-03 2.03 2.00 -1.5
2.091 023E-03 0.24E-03 7.1 1 0.23E-03 2.09 2.13 2.1
2.141 0.16E-03 0.20E-03 20.01 0.16E-03 2.14 2.23 4.0
2.201 0.98E-04 0.18E-03 83.31 0.98E-04 2.20 2.32 5.5
2.251 0.98E-04 0.15E-03 50.01 0.98E-04 2.25 2.32 2.9
2.311 0.98E-04 0.98E-04 0.01 0.98E-04 2.31 2.32 0.4
2.36 j 0.82E-04 0.65E-04 -20.0 ( 0.82E-04 2.36 2.34 -1.2
2.421 0.33E-04 0.00E+00-100.0 1 0.33E-04 2.42 2.39 -1.3
Maximum positive excursion = 0.134 cfs ( 9.9%) 4< 10%
occuring at 1.35 cfs on the Base Data:predev.tsf
and at 1.48 cfs on the New Data:rdout.tsf
' Maximum negative excursion=0.344 cfs(-31.0%)
occuring at 1.11 cfs on the Base Data:predev.tsf
and at 0.766 cfs on the New Data:rdout.tsf
' Therefore, the pond as modeled is adequate. The volume summary is:
' Live Storage:
355,215 cf required
' 402,785 cf provided
9/22/2004
E. WATER QUALITY VOLUME
The water quality volume (dead storage)was determined using the procedure
outlined in the King County Surface Water Design Manual Page 6-68. In this
procedure a volume is determined using the areas of Impervious, Forest and Grass
land-covers in the developed basin. The volume(Vr) is then multiplied by a factor
' (3 in this case) to determine the total minimum volume required. The land-covers,
as determined in the pond sizing calculations, are repeated in the following table:
b EV ELOPED CONDITIONS Total area'= 36.32 ac
(Complete Sq;nmaa of Areas
Ground Cover Area(ac)
Till-forest 1.03
Till-grass 15.24
Impervious Area 20.05
iThe calculation for minimum required dead storage volume is:
' The basic water quality menu (KCSWDM 6.4.1.1,page 6-68):
Vr= 0.90*Ai + 0.25*Ag+ 0.1 OAtf X R/12
Vr= [0.90*(20.05*43560) + 0.25*(15.41*43560) + 0.10(1.03*43560)] x R/12
Vr=(786,040 + 167,814 +4,487) x 0.47/ 12
Vr=37,535
Vb= 3 x Vr
Vb =3 * 37,535
Vb = 112,605 cf
Dead Storage:
' 112,605 cf required
' 122,008 cf provided
1
DETENTION /WQ POND
VOLUME SUMMARY
Laurelhurst 02052
By: JAM 9/22/2004
CUMLATIVE
' ELEVATION AREA HEIGHT VOLUME VOLUME
(SF) (FT) (CF) (CIF)
' 378 47,078
46,035 448,820
377 44,991 - = - � E
� 1 43,991 402,785
i376� 42,990 ,
.._ 2 82,044 358,795
374 39,054 - WE
' Z 74,288 276,751
372 35,234
2, ..66,784 202,463
370 31,550 ,111, - V
2 59,545 135,679
368 27,995 Nu
v 2 - 52,497 76,134
366 24,5 M I Wifttp �
µ 1 23,637 23,637
365 22,771 � '
live/dead interface
365 22,771
21,726 122,008
364 20,680
` 2 37,838 100,282
362 17 158 jf � .
' 2 311,126 62,444
360 13,968
2 24,868 31,318
' 358 10,900 ri
n _ 1 6,450 6,450
357 ;.,. 2,000
_ M
SHEET NO. II
' KING COUNTY AREA, WASHINGTON
(RENTON QUADRANGLE)
10, 1 680 000 FEET 1220 7/30/1
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27
Ur �""`11 King County Soils Map
PREDEV.PKS
Flow Frequency Analysis
Time series File:predev.tsf
Project Location:sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
, Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) Period
2.42 2 2/09/01 15:00 4.34 1 100.00 0.990
1.34 7 1/05/02 16:00 2.42 2 25.00 0.960
' 2.42 3 2/27/03 7:00 2.42 3 10.00 0.900
0.941 8 8/26/04 2:00 2.35 4 5.00 0.800
1.43 6 1/05/05 8:00 2.18 5 3.00 0.667
2.35 4 1/18/06 16:00 1.43 6 2.00 0.500
2.18 5 11/24/06 4:00 1.34 7 1.30 0.231
4.34 1 1/09/08 6:00 0.941 8 1.10 0.091
computed Peaks 3.70 50.00 0.980
' Page 1
DEV.PKS
Flow Frequency Analysis
Time series File:dev.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
' Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (cFS) Period
6.28 6 2/09/01 2:00 12.80 1 100.00 0.990
5.00 8 1/05/02 16:00 7.68 2 25.00 0.960
' 7.56 3 2/27/03 7:00 7.56 3 10.00 0.900
5.28 7 8/26/04 2:00 6.66 4 5.00 0.800
6.38 5 10/28/04 16:00 6.38 5 3.00 0.667
6.66 4 1/18/06 16:00 6.28 6 2.00 0.500
7.68 2 10/26/06 0:00 5.28 7 1.30 0.231
12.80 1 1/09/08 6:00 5.00 8 1.10 0.091
computed Peaks 11.09 50.00 0.980
1
' Page 1
Retention/Detention Facility
Type of Facility: Detention Pond
' Side Slope: 2 .00 H:1V
Pond Bottom Length: 234. 00 ft
Pond Bottom Width: 93.00 ft
Pond Bottom Area: 21762. sq. ft
Top Area at 1 ft. FB: 40356. sq. ft
0.926 acres
Effective Storage Depth: 11.35 ft
Stage 0 Elevation: 365.00 ft
Storage Volume: 339047. cu. ft
7.783 ac-ft
Riser Head: 11.35 ft
' Riser Diameter: 24.00 inches
Number of orifices: 2
Full Head Pipe
' Orifice # Height Diameter Discharge Diameter
(ft) (in) (CFS) (in)
1 0.00 3 .06 0.857
2 8.70 6.00 1.589 8.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation Surf Area
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) (sq. ft)
0.00 365.00 0. 0.000 0. 000 0.00 21762.
' 0.03 365.03 653 . 0.015 0. 045 0.00 21801.
0.06 365.06 1308. 0.030 0.064 0.00 21841.
0.10 365.10 2183 . 0.050 0.079 0.00 21893 .
0.13 365. 13 2840. 0 .065 0.091 0. 00 21932.
0.16 365.16 3499. 0.080 0.102 0.00 21972.
0.19 365.19 4158. 0 .095 0.111 0.00 22011_
0.22 365.22 4819. 0 .111 0.120 0.00 22051.
0.26 365.26 5702 . 0 .131 0.129 0.00 22103.
0.45 365.45 9926. 0.228 0. 170 0.00 22354 .
0.64 365.64 14197. 0.326 0.204 0.00 22606.
0.83 365.83 18516. 0.425 0.232 0.00 22859.
1.02 366.02 22883 . 0.525 0.258 0.00 23113 .
1.22 366.22 27533 . 0.632 0.281 0.00 23382.
1.41 366.41 32000. 0 .735 0.302 0.00 23638.
' 1.60 366.60 36515. 0.838 0.322 0.00 23896.
1.79 366.79 41080. 0.943 0.341 0.00 24155.
1.99 366. 99 45938 . 1.055 0.359 0.00 24428.
2 .18 367.18 50604. 1.162 0.376 0.00 24689.
2 .37 367.37 55320. 1.270 0.392 0.00 24952.
2.56 367.56 60086. 1.379 0.407 0.00 25215.
2 .76 367.76 65157. 1.496 0.422 0. 00 25494.
2 .95 367.95 70026. 1.608 0.437 0.00 25760.
' 3 .14 368.14 74946. 1.721 0.451 0.00 26027.
3 .33 368.33 79917. 1.835 0.465 0.00 26295.
3 .53 368.53 85204. 1.956 0.478 0. 00 26579.
3 .72 368.72 90280. 2 .073 0.491 0.00 26849.
3 .91 368 .91 95407. 2 .190 0.503 0.00 27121.
' 4.10 369.10 100586. 2 .309 0.515 0.00 27394.
4.30 369.30 106093 . 2.436 0.527 0.00 27682.
' 4.49 369.49 111379. 2.557 0.539 0.00 27957.
4.68 369.68 116717. 2.679 0.551 0.00 28234.
4.87 369.87 122108 . 2.803 0.562 0.00 28511.
' 5.06 370.06 127551. 2.928 0.573 0.00 28790.
5.26 370.26 133339. 3 . 061 0.583 0.00 29085.
5.45 370.45 138892. 3 .189 0.594 0.00 29366.
5.64 370.64 144498. 3 .317 0.604 0.00 29648.
5 .83 370.83 150158. 3 .447 0.615 0.00 29931.
6.03 371.03 156174. 3 .585 0.625 0.00 30231.
6.22 371.22 161945. 3.718 0.635 0.00 30517.
' 6.41 371.41 167771. 3 . 851 0.644 0.00 30804.
6.60 371.60 173651. 3 .986 0.654 0.00 31092.
6.80 371.80 179900. 4.130 0.663 0.00 31396.
6. 99 371.99 185892 . 4.268 0.673 0.00 31687.
' 7.18 372.18 191941. 4.406 0.682 0.00 31978.
7.37 372.37 198044 . 4.546 0.691 0.00 32271.
7.57 372.57 204529. 4.695 0.700 0.00 32580.
7.76 372.76 210748. 4.838 0.709 0.00 32876.
7.95 372.95 217022. 4.982 0.718 0.00 33172.
8.14 373.14 223353. 5.127 0.726 0.00 33469.
8 .33 373 .33 229741. 5.274 0.735 0.00 33768.
' 8.53 373 .53 236526. 5.430 0.743 0.00 34083 .
8.70 373.70 242343 . 5.563 0.751 0.00 34353.
8.76 373.76 244407. 5.611 0.764 0.00 34448.
8.83 373 .83 246822 . 5. 666 0.798 0.00 34559.
8.89 373.89 248898. 5.714 0.851 0.00 34655.
8 .95 373 .95 250980. 5.762 0.924 0.00 34750.
9.01 374.01 253068. 5. 810 1.010 0.00 34846.
' 9.08 374.08 255512 . 5.866 1.360 0.00 34958 .
9. 14 374 .14 257612. 5.914 1.420 0.00 35054 .
9.20 374 .20 259718. 5. 962 1.460 0.00 35150.
9.39 374.39 266425. 6. 116 1.590 0.00 35455.
9.58 374.58 273191. 6.272 1.710 0.00 35761.
9.78 374.78 280375. 6.437 1.810 0.00 36085.
9.97 374 .97 287261. 6.595 1.900 0.00 36393 .
' 10.16 375.16 294205 . 6. 754 1.990 0.00 36703.
10.35 375.35 301208 . 6.915 2 .070 0.00 37014.
10.55 375.55 308644. 7. 085 2 .150 0.00 37342 .
10.74 375.74 315768. 7.249 2.230 0.00 37655.
10.93 375.93 322953 . 7.414 2.300 0 .00 37970.
11. 12 376.12 330197. 7.580 2.370 0.00 38285.
11.32 376.32 337887. 7.757 2.440 0.00 38619.
' 11.35 376.35 339047. 7.783 2.450 0.00 38669.
11.45 376.45 342922 . 7. 872 3.100 0.00 38836.
11.55 376.55 346814. 7. 962 4.260 0.00 39004.
11. 65 376.65 350723. 8. 051 5.750 0.00 39172 .
' 11.75 376.75 354648 . 8. 142 7.510 0.00 39340.
11.85 376.85 358591. 8. 232 9.500 0.00 39509.
11.95 376.95 362550 . 8.323 11.690 0.00 39677.
12 .05 377.05 366526. 8.414 14.080 0.00 39847,
12 . 15 377.15 370519. 8.506 16.230 0.00 40016.
12 .25 377.25 374529. 8.598 17.080 0.00 40186.
12 .35 377.35 378557 . 8. 690 17.890 0.00 40356.
12.45 377.45 382601. 8.783 18.660 0.00 40527.
12 .55 377.55 386662 . 8 . 877 19.390 0.00 40697.
12.65 377.65 390740. 8 .970 20.090 0.00 40869.
12.75 377.75 394836. 9.064 20.770 0.00 41040.
' 12.85 377.85 398948. 9.159 21.430 0.00 41212.
12.95 377.95 403078. 9.253 22.060 0.00 41384.
13.05 378.05 407225. 9.349 22 .680 0.00 41556.
13.15 378.15 411389. 9.444 23 .280 0.00 41729.
13 .25 378.25 415571. 9.540 23.860 0.00 41902.
Hyd Inflow Outflow Peak Storage
' Target Calc Stage Elev (Cu-Ft) (Ac-Ft)
1 12 .80 4.34 7.80 11.76 376.76 355215. 8.155
2 6.28 2.42 2 .41 11.24 376.24 334627. 7.682
3 7.68 2.42 1.94 10.06 375.06 290507, 6.669
4 7.56 2.35 1.76 9.67 374.67 276433. 6.346
5 6.66 2.18 1.45 9.18 374.18 259074. 5.948
6 6.38 0.72 0.69 7.30 372.30 195910. 4.497
' 7 5.00 ******* 0.62 5.89 370.89 151820. 3.485
8 5.28 ******* 0.54 4.48 369.48 111140. 2.551
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
' Inflow/Outflow Analysis
Peak Inflow Discharge: 12.81 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 7.80 CFS at 10:00 on Jan 9 in Year 8
' Peak Reservoir Stage: 11.76 Ft
Peak Reservoir Elev: 376.76 Ft
Peak Reservoir Storage: 355215. Cu-Ft
t8.155 Ac-Ft
Flow Frequency Analysis
Time Series File:rdout.tsf
Project Location:Sea-Tac
---Annual Peak Flow Rates--- -----Flow Frequency Analysis-------
Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob
(CFS) (CFS) (ft) Period
2.41 2 2/09/01 20 :00 7. 80 11.76 1 100.00 0.990
0.618 7 12/29/01 10:00 2 .41 11.23 2 25.00 0.960
' 1.75 4 3/06/03 22 :00 1.94 10.05 3 10.00 0 . 900
0.538 8 8/26/04 7:00 1.75 9.67 4 5.00 0 . 800
0.688 6 1/05/05 18 :00 1.45 9.18 5 3 .00 0.667
' 1.45 5 1118/06 23 :00 0.688 7.30 6 2.00 0.500
1.94 3 11/24/06 8 :00 0.618 5.89 7 1.30 0.231
7.80 1 1/09/08 10:00 0.538 4.48 8 1.10 0 . 091
Computed Peaks 6.00 11.66 50.00 0.980
' Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % °s
0.034 37920 61.840 61. 840 38.160 0.382E+00
0.102 4300 7 .012 68. 852 31.148 0 .311E+00
0.169 4499 7 .337 76. 189 23 .811 0.238E+00
' 0.237 3835 6.254 82.443 17.557 0 .176E+00
0.305 3318 5 .411 87. 854 12 .146 0 .121E+00
1
0.372 2458 4.008 91.862 8 .138 0 .814E-01
0.440 1730 2.821 94 .684 5.316 0.532E-01
0.507 1144 1.866 96.549 3.451 0.345E-01
0.575 747 1.218 97 .767 2.233 0.223E-01
0.643 566 0.923 98 .690 1.310 0.131E-01
0.710 473 0.771 99.462 0.538 0.538E-02
0.778 177 0.289 99.750 0.250 0.250E-02
0.845 17 0.028 99.778 0.222 0.222E-02
0.913 16 0.026 99.804 0.196 0.196E-02
0.980 12 0.020 99 .824 0.176 0 .176E-02
1.05 9 0.015 99.839 0.161 0.161E-02
1.12 5 0.008 99.847 0.153 0.153E-02
1.18 2 0.003 99 .850 0.150 0.150E-02
1.25 1 0.002 99.852 0.148 0.148E-02
1.32 3 0.005 99.856 0.144 0.144E-02
1.39 3 0.005 99.861 0.139 0.139E-02
1.45 15 0.024 99.886 0.114 0.114E-02
1.52 7 0.011 99.897 0.103 0.103E-02
1.59 7 0 .011 99.909 0.091 0.913E-03
1.66 6 0.010 99.918 0.082 0.815E-03
1.72 8 0.013 99.932 0.068 0.685E-03
1.79 10 0.016 99.948 0.052 0.522E-03
1.86 6 0.010 99. 958 0.042 0.424E-03
1.93 6 0.010 99.967 0.033 0.326E-03
1.99 3 0.005 99. 972 0.028 0.277E-03
2.06 2 0.003 99.976 0.024 0.245E-03
2.13 3 0.005 99.980 0.020 0.196E-03
2.20 1 0.002 99 .982 0.018 0.179E-03
2.26 3 0.005 99.987 0.013 0.130E-03
2.33 3 0 .005 99.992 0.008 0 .815E-04
2.40 4 0.007 99.998 0 .002 0 .163E-04
Inflow outflow Peak Storage
Target Calc Stage Elev {Cu-Ft) (Ac-Ft)
12.80 4.34 7 .80 11.76 376.76 355215. 8. 155
2 6.28 2.42 2 .41 11.24 376.24 334627, 7.682
3 7.68 2.42 1.94 10.06 375.06 290507. 6.669
4 7.56 2.35 1.76 9.67 374.67 276433 . 6.346
5 6.66 2.18 1.45 9.18 374. 18 259074. 5.948
6 6.38 0.72 0.69 7.30 372.30 195910. 4.497
7 5 .00 ******* 0.62 5.89 370.89 151820. 3 .485
8 5.28 ******* 0.54 4.48 369.48 111140. 2.551
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
CutoffBase New %Change Probability Base New %Change
0.719 0.65E-02 0.48E-02 -26.7 0.65E-02 0.719 0.695 -3 .4
0.774 0 .57E-02 0.25E-02 -55.8 0.57E-02 0.774 0.707 -8.7
0.829 0.51E-02 0.23E-02 -54 .5 0.51E-02 0.829 0.715 -13.7
0.884 0.45E-02 0.21E-02 -54 .2 0.45E-02 0.884 0.724 -18.0
0.939 0 .40E-02 0.19E-02 -53 .4 0.40E-02 0.939 0.732 -22 .0
0.993 I 0 .35E-02 0. 17E-02 -52 .3 0.35E-02 0.993 0.738 -25 .7
1.05 0.31E-02 0.16E-02 -47.6 I 0.31E-02 1.05 0.746 -28 . 9
1.10 I 0 .27E-02 0.16E-02 -42 .9 I 0 .27E-02 1.10 0 .754 -31.6
1.16 0.22E-02 0.15E-02 -32.8 0 .22E-02 1. 16 0.839 -27.5
1.21 I 0.19E-02 0.15E-02 -22.2 0.19E-02 1.21 0.934 -23 .0
1.27 I 0.17E-02 0.15E-02 -10.8 0.17E-02 1.27 0.995 -21.5
1.32 0.15E-02 0.14E-02 -2.2 ( 0. 15E-02 1.32 1.28 -3 .4
1.38 ! 0.13E-02 0.14E-02 11.4 I 0 . 13E-02 1.38 1.42 3 .0
1.43 ( 0.12E-02 0.13E-02 8.5 ( 0.12E-02 1.43 1.45 1.1
1.49 0.11E-02 0 .11E-02 3 .1 0 .11E-02 1.49 1.50 1.2
1.54 0.96E-03 0.96E-03 0.0 0.96E-03 1.54 1.55 0.4
1.60 I 0.86E-03 0.91E-03 5.7 0.86E-03 1.60 1.65 3 .2
1.65 I 0.73E-03 0.83E-03 13.3 0.73E-03 1.65 1.70 3 .1
1.71 0.68E 03 0.72E 03 4.8 0 .68E-03 1.71 1.73 1.6
1.76 0.62E-03 0.60E-03 -2.6 0. 62E-03 1.76 1.75 -0.4
1.82 0.55E-03 0.49E-03 -11.8 0.55E-03 1.82 1.77 -2 .3
1.87 0.51E-03 0.41E-03 -19.4 I 0.51E-03 1.87 1.81 -3 .1
1.93 0.41E-03 0.34E-03 -16.0 0.41E-03 1.93 1.87 -2 .7
1.98 0.33E-03 0.28E-03 -15.0 0.33E-03 1.98 1.93 -2.4
2.03 0.29E-03 0.24E-03 -16.7 0.29E-03 2.03 1.98 -2 .9
2.09 I 0.23E-03 0.23E-03 0.0 0.23E-03 2.09 2.12 1.3
2.14 I 0.16E-03 0.20E-03 20.0 0.16E-03 2.14 2.22 3 .7
' 2.20 0.98E-04 0.18E-03 83.3 0.98E-04 2.20 2.32 5.6
2 .25 ( 0.98E-04 0.15E-03 50.0 0.98E-04 2.25 2 .32 3 .0
2.31 0.98E-04 0.98E-04 0.0 ( 0.98E-04 2.31 2 .32 0.6
2.36 0.82E-04 0.65E-04 -20.0 0.82E-04 2.36 2 .34 -1.2
2 .42 0.33E-04 0.00E+00 -100.0 0 .33E-04 2.42 2 .39 -1.0
Maximum positive excursion = 0.137 cfs ( 6.3%)
occuring at 2 .19 cfs on the Base Data:predev.tsf
and at 2 .32 cfs on the New Data:rdout.tsf
Maximum negative excursion = 0.354 cfs (-31.9%)
occuring at 1.11 cfs on the Base Data:predev.tsf
and at 0.756 cfs on the New Data:rdout.tsf
1
SECTION 5.3 DETENTION FACILITIES
' Riser Overflow
The nomograph in Figure 5.3.4.H can be used to determine the head(in feet)above a riser of given
' diameter and for a given flow(usually the 100-year peak flow for developed conditions).
FIGURE 5.3.4.H RISER INFLOW CURVES
r ,00 _
72 54 48 t
42 _1z WO 000,'
36 00,
33
30
00000
' 27
N 100000,
- 4
1100<
tfM� ` 000
1
C
£ lu000
a0ni '1 t 18 1000
d 3
a
m 10 L,<r
oe
15
w
U
O
7
� b w
O 12 ,00
000
00000
eloo 10
01000
� 110001
S
4 77t
� 7
t
{
0.1 10
HEAD IN FEETt(m easured from crest of riser)
Qvreir=9.739 DH312
z 112
Q in cfs, D and H in feet
Slope change occurs at weir-orifice transition
' 9/1/98 1998 Surface Water Design Manual
5-50
9/22/2004
V. Conveyance System Analysis and Design
The storm drainage conveyance system was designed in accordance the 1998 KCSWDM
to provide for all the conveyed runoff for the 100-year event to be totally contained with
in the catch basins. The King County Backwater Analysis program,version 4.22 was
used to model the system. The total 100-year maximum storm rate of 12.39 CFS from the
28.1 acre site was proportioned to the individual sub-basins based on area. For example a
catchment 5.5 acres in size would have a 100-year flow of
5.5/28.1*12.39=2.4 cfs
Q ratios were computed for each catchment based on the area entering flow at the
junction divided by the total area upstream of the node. A detailed list of the q ratios, a
1 schematic of each drainage conveyance model, and the results follow.
i
1
1
Q ratios J.Morin
Laurelhurst 02052 06/30/04
node area at node area upstream Q ratio
Pond 0.0 28.1 100.00
CB 3 14.3 13.8 1.04
CB 2 0.0 13.8 0.00
CB 27 10.1 3.7 2.73
CB south 3.7 0.0 0.00
CB 39 0.2 0.3 0.67
CB 40 0.3 0.0 0.00
CB 36 0.0 8.8 100.00
CB 43 1.4 7.4 0.19
CB 44 0.9 6.5 0.14
CB 46 4.1 2.4 1.71
CB 47 0.3 2.1 0.14
CB 48 0.2 1.9 0.11
CB 49 1.3 0.6 2.17
CB 50 0.1 0.5 0.20
CB 46 0.0 3.8 100.00
CB 52 1.1 2.7 0.39
CB _ro: 0.1 2.6 0.04
CB; _�+ 1.2 1.4 0.84
CB 55 0.4 1.0 0.39
1.0 0.0 0.00
} 0.0 1.5 100.00
0.1 1.4 0.07
CB 29 0.1 1.3 0.08
CB 30 0.4 0.9 0.44
CB 31 0.7 0.2 3.50
CB 3 0.0 14.3 100.00
CB 4 0.3 14.0 0.02
CB 5 1.4 12.6 0.11
CB 6 1.8 10.8 0.17
CB 7 0.1 10.7 0.01
CB 8 1.2 9.5 0.13
CB 13 4.6 4.9 0.94
CB 14 0.6 4.3 0.14
CB 15 1.0 3.3 0.30
CB 16 0.8 2.5 0.32
CB 17 0.3 2.2 0.14
CB 18 0.9 1.3 0.69
CB 19 1.3 0.0 0.00
ratio
1
node area at node area upstream Q ratio
CB 13 0.0 4.6 100.00
CB 24 0.9 3.7 0.24
CB 25 0.9 2.8 0.32
1 CB 8 0.0 2.1 100.00
CB 9 0.5 1.6 0.31
CB 10 0.1 1.5 0.07
CB 11 0.5 1.0 0.50
CB 12 1.0 0.0 0.00
CB 15 0.0 0.9 100.00
CB 34 0.3 0.6 0.50
CB 58 0.5 0.1 5.00
CB 58a 0.1 0.0 0.00
well
z g
tRim %4 16 116-' Wj
le-3?D 4
L)
1-7
mw'-
lot
TbG'10
Pipe Model, Run®1
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:run-l.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:377. feet
Discharge Range:12.39 to 12 .39 Step of 1. [cfs]
Overflow Elevation:391. feet
Weir:NONE
Upstream Velocity:0. feet/sec
PIPE NO. 1: 45 LF - 1811CP @ 17.87%J'OUTLET: 372 .30 INLET: 380.34 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 388 .34 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 1.04
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
12.39 2 .75 383 .09 * 0.012 1.33 0.52 4.70 4.70 1.33 ***** 2.75
PIPE NO. 2: 167 LF - 18"CP @ 2.22% OUTLET: 380.34 INLET: 384 .04 INTYP: 5
JUNC NO. 2 : OVERFLOW-EL: 395.65 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00
Q(CFS) HW(FT) HW ELEV_ * N-FAC DC DN TW DO DE HWO HWI
6.07 1.52 385.56 "* 0.012 0.96 0.63 2.75 2.75 0.96 ***** 1.52
PIPE NO. 3 : 188 LF - 18"CP @ 0.50% OUTLET: 384.04 INLET: 384 .98 INTYP: 5
JUNC NO. 3 : OVERFLOW-EL: 399.25 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 2 .73
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
6.07 1.54 386.52 * 0. 012 0.96 0.98 1.52 1.52 1. 08 1.54 1.47
PIPE NO. 4 : 244 LF - 12"CP @ 0.50% OUTLET: 385.48 INLET: 386.70 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
1.63 0.86 387.56 * 0. 012 0.55 0 .56 1.04 1.04 0 .56 0 .86 0.80
i
i
r
r Pipe model, Run-1
........
V- (4:�
Or
YO
IV,
15?3
11'
4:0
DIE,
050
AT
I 7Ar
L12 Vvl
07
5y4
'm(o
!Z''Il `�E'lG
1c,W-m-
17, 0;J0
qy, 3-3)1cDP
-e
.bl
Pipe Model, Run-2
i
BACKWATER COMPUTER PROGRAM FOR PIPES
' Pipe data from file:run-2 .bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:383 .09 feet
Discharge Range:6.31 to 6.31 Step of 1. [cfs]
Overflow Elevation:402 .8 feet
Weir:NONE
Upstream Velocity:0. feet/sec
PIPE NO. 1: 132 LF - 1811CP @ 0.50% OUTLET: 380.34 INLET: 381.00 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 385.26 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.20
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
6.31 2.86 383.86 Z* 0.012 0.98 1.01 2 .75 2.75 2 .50 2 .86 1.58
PIPE NO. 2 : 138 LF - 1811CP @ 2 .32% OUTLET: 381.00 INLET: 384.20 INTYP: 5
JUNC NO. 2 : OVERFLOW-EL: 388.63 BEND: 10 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0.14
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
5.26 0.89 385.09 ` * 0. 012 0.89 0.57 2.86 2.86 0.89 ***** 0.87
PIPE NO. 3 : 248 LF - 1211CP @ 2 .48% OUTLET: 384.70 INLET: 390 .84 INTYP: 5
JUNC NO. 3 : OVERFLOW-EL: 395.63 BEND: 45 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 17
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
4.61 1.84 392 .68 * 0.012 0.90 0.66 0.39 0.66 0. 90 ***** 1. 84
PIPE NO. 4: 150 LF - 12"CP @ 1.20% OUTLET: 390. 84 INLET: 392 .64 INTYP: 5
JUNC NO. 4 : OVERFLOW-EL: 396.84 BEND: 0 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0.01
Q(CFS) HW(FT) HW ELEV. * N FAC DC DN TW DO DE HWO HWI
*******************************************************************************
3 .94 1.82 394.46 ' * 0 .012 0.85 0.77 1. 84 1.84 1.61 1.82 1.29
PIPE NO, 5 : 78 LF - 1211CP @ 1.18% OUTLET: 392 .64 INLET: 393 .56 INTYP: 5
JUNC NO. 5 : OVERFLOW-EL: 398.23 BEND: 30 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0. 13
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
3 .90 2.08 395.64 * 0.012 0.84 0.77 1. 82 1.82 1.71 2 .08 1.44
PIPE NO. 6: 140 LF - 12"CP @ 0 .50% OUTLET: 393 .56 INLET: 394 .26 INTYP: 5
JUNC NO. 6: OVERFLOW-EL: 402 .44 BEND: 90 DEG DIA/WIDTH: 4. 0 Q-RATIO: 0.94
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
3 .45 3.02 397.28`-J* 0.012 0.80 1.00 2 .08 2.08 2.50 3.02 1.51
PIPE NO. 7: 220 LF - 1211CP @ 0.50% OUTLET: 394.26 INLET: 395.36 INTYP: 5
JUNC NO. 7: OVERFLOW-EL: 400.95 BEND: 5 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.60
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
1.78 2.49 397.85:- * 0.012 0.57 0.59 3.02 3.02 2.39 2.49 0.83
PIPE NO. 8: 47 LF - 12"CP @ 0.51% OUTLET: 395.36 INLET: 395.60 INTYP: 5
JUNC NO. 8: OVERFLOW-EL: 401.20 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.30
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
1.11 2.33 397.93 * 0.012 0.45 0.45 2.49 2.49 2.30 2.33 0.62
PIPE NO. 9: 80 LF - 12"CP @ 0.50% OUTLET: 395.60 INLET: 396.00 INTYP: 5
JUNC NO. 9: OVERFLOW-EL: 400.50 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.32
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.86 2.01 398.01 * 0.012 0.39 0.39 2.33 2.33 1.98 2 .01 0.55
PIPE NO.10: 150 LF - 12"CP @ 0.50% OUTLET: 396.00 INLET: 396.75 INTYP: 5
JUNC NO.10: OVERFLOW-EL: 401.22 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.14
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
.65 1.32 398.07 * 0.012 0.34 0.34 2.01 2.01 1.31 1.32 0.46
PIPE NO.11: 139 LF - 12"CP @ 0.5096 OUTLET: 396.75 INLET: 397.45 INTYP: 5
JUNC NO.11: OVERFLOW-EL: 401.92 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.90
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.57 0.68 398.13 * 0.012 0.32 0.31 1.32 1.32 0.66 0.68 0.43
i
PIPE NO.12: 167 LF - 12"CP @ 0.50% OUTLET: 397.45 INLET: 398 .29 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.30 0.34 398.63/ 0.012 0.23 0.23 0.68 0.68 0.23 0.34 0.30
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Pipe Model,el, Run-2a
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:run-2a.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:398.28 feet
Discharge Range:2.03 to 2.03 Step of 1. [cfs]
Overflow Elevation:404.76 feet
Weir:NONE
Upstream Velocity:0. feet/sec
PIPE NO. 1: 77 LF - 1211CP @ 5.42% OUTLET: 394.26 INLET: 398.43 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 402.09 BEND: 60 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.24
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
2.03 0.89 399.32 f* 0.012 0.61 0.33 4.02 4.02 0.61 ***** 0.89
PIPE NO. 2: 148 LF - 1211CP @ 0.89% OUTLET: 398.43 INLET: 399.74 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 403.47 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.32
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
1.64 0.77 400.51 -* 0 .012 0.55 0.48 0.89 0.89 0.55 ***** 0.77
PIPE NO. 3 : 129 LF - 1211CP @ 1.00% OUTLET: 399.74 INLET: 401.03 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
1.24 0.67 401.70 * 0.012 0.48 0.39 0.77 0.77 0.48 ***** 0.67
1
Pipe Model, Run-2a
GO
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Pipe Model, Run-2b
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:run-2b.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:395.46 feet
Discharge Range:0.93 to 0.93 Step of 1. (cfs]
Overflow Elevation:403.2 feet
Weir:NONE
' Upstream Velocity:0. feet/sec
PIPE NO. 1: 74 LF - 1211CP @ 0.51°s OUTLET: 393 .56 INLET: 393.94 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 397.62 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.31
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.93 1.61 395.55v* 0. 012 0.41 0.40 1.90 1.90 1.57 1.61 0.57
PIPE NO. 2 : 88 LF - 1211CP @ 1. 00% OUTLET: 393 .94 INLET: 394.82 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 398.39 BEND: 15 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.71 0.78 395.60` * 0. 012 0.36 0.30 1.61 1.61 0.76 0.78 0.47
PIPE NO. 3 : 35 LF - 1211CP @ 0.6096 OUTLET: 394 .82 INLET: 395.03 INTYP: 5
JUNC NO. 3 : OVERFLOW-EL: 398.59 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.50
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.66 0.63 395.66 "`f* 0. 012 0 .34 0.33 0.78 0.78 0.58 0.63 0.47
i
PIPE NO. 4: 200 LF - 12"CP @ 1.60% OUTLET: 395.03 INLET: 398.22 INTYP: 5
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.44 0.37 398.59 ' * 0. 012 0.28 0.21 0.63 0.63 0.28 ***** 0.37
' Pipe Model, u �
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Jill
Pipe Model, Run-2c
BACKWATER COMPUTER PROGRAM FOR PIPES
Pipe data from file:run-2c.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:400.22 feet
Discharge Range:0.4 to 0.4 Step of 1. [cfs]
Overflow Elevation:402.57 feet
Weir:NONE
Upstream Velocity:0. feet/sec
PIPE NO, 1: 152 LF - 1211CP @ 0.80% OUTLET: 395.60 INLET: 396.82 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 403.36 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.50
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.40 3.43 400.25 * 0.012 0.27 0.23 4.62 4.62 3.42 3.43 0.35
PIPE NO. 2: 78 LF - 1211CP @ 2 .29% OUTLET: 396.82 INLET: 398.61 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 404.46 BEND: 0 DEG DIA/WIDTH: 2.0 Q-RATIO: 5.00
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.27 1.65 400.26 ", 0.012 0.22 0.15 3 .43 3.43 1.65 1.65 0.28
PIPE NO. 3: 27 LF - 1211CP @ 1.00% OUTLET: 398.61 INLET: 398 .88 INTYP: 5
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.04 1.39 400.27 * 0.012 0.09 0.08 1.65 1.65 1.39 1.39 0.11
i
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1
Pipe Model, Run-2c
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Ll�I
Q AL
Pipe Model, Run-le 'O'SA9
BACKWATER COMPUTER PROGRAM FOR PIPES
' Pipe data from file:run-1e.bwp
Surcharge condition at intermediate junctions
Tailwater Elevation:386.55 feet
Discharge Range:0.66 to 0.66 Step of 1. [cfs]
Overflow Elevation:401.07 feet
Weir:NONE
Upstream Velocity:0. feet/sec
PIPE NO. 1: 166 LF - 12"CP @ 6.50% OUTLET: 385.48 INLET: 396.27 INTYP: 5
JUNC NO. 1: OVERFLOW-EL: 400.08 BEND: 90 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.07
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.66 0.44 396.71 * 0.012 0.34 0.18 1.07 1.07 0.34 ***** 0.44
PIPE NO. 2: 181 LF - 1211CP @ 0.23% OUTLET: 396.77 INLET: 397.18 INTYP: 5
JUNC NO. 2: OVERFLOW-EL: 400.98 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.08
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
0.62 0.50 397.68 * 0.012 0.33 0.40 0.00 0.33 0.40 0 .50 0.44
PIPE NO. 3 : 30 LF - 1211CP @ 0.50% OUTLET: 397.18 INLET: 397.33 INTYP: 5
.TUNC NO. 3 : OVERFLOW-EL: 400.98 BEND: 90 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.44
"a'S) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
**************************************************************************
-57 0.48 397.81 * 0.012 0.32 0.32 0 .50 0.50 0.36 0.48 0.43
PIPE NO. 4: 67 LF - 1211CP @ 0.51% OUTLET: 397.33 INLET: 397.67 INTYP: 5
JUNC NO. 4: OVERFLOW-EL: 400.97 BEND: 45 DEG DIA/WIDTH: 4.0 Q-RATIO: 3 .50
Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
0.40 0.35 398.02 * 0.012 0.27 0.26 0.48 0.48 0.27 ***** 0.35
PIPE NO. 5: 34 LF - 1211CP @ 0.50% OUTLET: 397.67 INLET: 397.84 INTYP: 5
' Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI
*******************************************************************************
' 0.09 0.21 398.05 * 0.012 0.13 0.13 0.35 0.35 0.19 0.21 0.16
Pipe Model, Run-le
i
9/22/2004
VI. Special Reports and Studies
Geotechnical Engineering Study, Laurelhurst Single-Family Residential Development ,
Earth Consultants, Inc. January 28, 2004
' Storm Detention Pond Liner
' Earth Consultants, Inc. April 15, 2004
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04/16, 2004 13:17 4257460860 EARTH CONSULTANTS PAGE 01,'03
it
i Earthy consultants, Inc.
1 ccacct��r,�.4aogtusa�„�,�sama�4
ew�an,cfk�n a ICBo�wnBo Ins�ec�lon ScrvKcs
Reference: E
' Dater!
FCC MVIE.H_S.HEET
To: f2. Pu:�Uc__L � L C�vY1C
FAX Number. a
f _-
Subject: �
' Number -�of Pages Including Cover Sheet:
If you do not receive all of this FAX or have any questions, please call (425) 643-3786.
' Comments:
2.
Original Copy to be mailed: P-Yes El No
This FAX is intended solely for the use of the Individual to whom It Is addressed and may contain
information that is privileged,confidential or otherwise exempt from disclosure under applicable law. If the
receiver of this FAX is not the intended recipient or the employee or agent responsible for delivering the
massage to the intended recipient,you are hereby notified that any diaaemination,distribution or copying
of this communication is strictly prohibited.
' 1805 - 136th Place N.E., Suite 201, Bellevue,Washington 98005
Bellevue (425) 643-3780 FAX(425)746-0860 Toll Free (888)739-6670
04/161/2004 13:17 425746/860 EARTH CONSULTANTS PAGE 02/03
Earth resultants, Inc;.
C ifYn(T"IltlKill l.11SJ(h'LYt(itT�(1j;I.'3tiA,IJ7VlrrrlrnCl)1a1�('ie!)tl'ta Esl�iblish(-,d 197:i
(imctrtX'1i(N1 12r11(r,F I(lit l;W',\I t()fnyr:lion s vk C
April 15, 2004
E-10g88
' Conner Homes
846 — 108" Avenue Northeast, Suite 202
Bellevue, Washington 98004
Attention: Mr. Paul 011estad
Subject: Storm Detention Pond Liner
Laurelhurst, Tract U
Renton, Washington
Reference: Earth Consultants, Inc.
' Geotechnical Engineering Study
E-10988, dated January 28, 2004
Dear Mr. 011estad:
At your request, Earth Consultants, Inc. (ECI) is pleased to provide this letter presenting our
' recommendations for the pond liner in the proposed Tract U storm detention pond. We previously
prepared the referenced geotechnical engineering study for this project. In preparing this letter, we
reviewed the proposed storm drainage plans and our previous work.
' The approximately 30-acre, irregular shaped site, located at 138th Avenue Southeast and
Southeast 132"d Street in Renton, Washington, is to be developed with one hundred thirbj-nine
(139) single-family residence lots. Stormwater runoff from the proposed development is to be
diverted to a large stormwater control pond to be located in Tract U near the southwest corner of
the site. The stormwater control pond is to contain two cells, each with a bottom elevation of
' approximately 364 feet. Excavations of twelve (12) to twenty-four (24) feet below existing grade
are expected to reach this proposed grade. The proposed stormwater pond will be bordered
immediately to the west by an approximately 20 to 30 foot high southwest-facing slope that
descends southwest to a creek at gradients of around 65 to 100 percent.
A total of fifteen (15) test pits were excavated at the subject site on December 31, 2003, to
determine subsurface soil conditions. At our test pit locations, we generally encountered six (6)
to twelve (12) inches of topsoil and duff. Underlying the topsoil and duff layers, we encountered
loose to medium dense silty sand with gravel overlying weathered to unweathered silty sand
' with gravel, which we classified as glacial till. At five of our test pit locations, we encountered
one and one-half to two and one-half feet of gravel with varying amounts of silt and sand. This
gravel layer was observed between the surficial layer of silty sand the underlying glacial till.
' Four of the five test pit locations containing this gravel lens were located north of the proposed
pond, at distances ranging from forty (40) feet to three hundred (300) feet north of the north
idge of the pond. As such, we anticipate gravel may be encountered in the proposed pond
excavation.
1805 136th Place N.E., Suite 201, Bellevue,WA 98005
Bellevue(425)643-3780 FAX(425)746-0860 Toll Free (888)739-6670
04I16/2004 13: 17 42574600,60 EARTH CONSULTANTS PAGE 03/03
' Conner Homes
Agri! 15, 2004 E-10988
Page 2
Conclusions and Recommendations
' Due to the
proximity of the pond to the slope and the potential for encountering a relatively
permeable gravel lens in the pond excavation, which could provide a conduit for water seepage
between the pond and slope, it is our opinion that the proposed pond should be lined with a low
permeability soil liner. The soil finer should be at least eighteen (18) inches thick and meet the
1 following gradational requirements:
Gradational Requirements
' Sieve Size Percent Passing
6-inch 90
4-inch 100
No. 4 70 — 100
No. 200 20 — 100
' The pond liner should consist of a glacial till derived ed fill. Based on laboratory testing of test pit
samples, there are soils within the site that meet these gradational requirements.
' The liner materials should be placed in six-inch thic
k loose lifts and each lift should be compacted
to 95 percent of maximum dry density per ASTM D-1557, Modified Proctor. A representative from
ECI should be on-site during the compaction operation and liner placement to observe the
materials, soils that are encountered, sample and test the liner, and test the relative compaction of
the soil liner.
We trust this information meets
your needs. If you have any questions, please call.
' Respectfully submitted, C�'EV
EARTH CONSULTANTS, INC.
' 21 t `
P�s�d Gebti
Eric L. Woods Scott
Staff Geologist Associate Principal
ELMSDD/sm
cc: Core Design
Attention: Mr. Rob Stevens, P.E.
Earth Consultants,inc,
9/22/2004
VII. Other Permits
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VIII. ESC Analysis and Design
Total area=36.49 Ac
' Therefore a sediment pond will be used
' The E.S.C. manual page D-28:
SA=2 x Q2/0.00096
' Q2 =6.28 cfs
' SA=2(6.28)/0.00096
SA= 13,083 SF of Sediment Ponds
' See the E.S.C. Plans for locations of the sediment ponds.
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9/22/2004
1
1 IX. Operations and Maintenance Manual
1 The detention/water quality pond,along with all the conveyance pipe and structures are all
public so the Operations and Maintenance Manuals are not required.
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