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19116 --116TH AVENUE S.E.
E
f 113 _of EN
PITTMAN ENGINEERING
12819 SE 38TH STREET #159
BELLEVUE, SVA. 98006
425-562-7226
xb....:is .sss✓.�.s�am�.ai m�#z� s3a�v.'�Y �.- -.<
Section 1 -.
Technical Information Worksheet
Section 2:
Project Overview
Section 1
Drainage Review Requirements (CORE requirement revie
Section 4.-
Special Reports and Studies
Section 5:
Other Permits
Section 6:
Declaration of Covenant(s)
CITY OF RENTON SURFACE WATER DESIGN MANUAL
It E F E" R E 11 V4 C E z"i". A
TECHNICAL INFORMATION REPORT (TIR)
WORKSHEET
U
Project Owner lijA toy,.. BJ4--%
Phone tt G, - -:1--19 - ( -2L !t
Address n 1%, 6 —11
Lw A
Project Engineer .1,Nn n C -
Company I V.,P -AZLIn4
Phone L - t-- sa-rL-q-za, L
• # •
Technical Info
Type of Drainage Review
(check one):
Date (include revision
dates):
µ' -•
LJ Large Project
LJ Directed
0
Project Name
CED Permit #
Location Township.
Range
Section -5's
Site Address I I I I (e —11
2
LJ
U DFW HPA L3 Shoreline
L! COE 404 Management
• DOE Dam Safety A Structural
RockeryNault/
•
FEMA Floodplain LJ ESA Section 7
LJ COE Wetlands
Ll Other
Site Improvement Plan (En9r. Plans)
Plan Type (check
one):
Date (include revision
dates):
Date of Final:
a4 Full
U Modified
Ll Simplified
12- LCL
2017 City of Renton Surface Water Design Manual 12/1/2016
8-A-1
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
12/1/2016
2017 City of Renton Surface Water Design Manual
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Soil Type Slopes Erosion Potential
4 High Groundwater Table (within 5 feet)
❑ Other
❑ Additional Sheets Attached
LJ Sole Source Aqu
LJ Seeps/Springs
REFERENCE LIMITATION / SITE CONSTRAINT
❑ Core 2 — Offsite Analysis
❑ Sensitive/Critical Areas
❑ SEPA
❑ LID Infeasibility
❑ Other
Ll
❑ Additional Sheets Attached
Threshold Discharge Area:
(name or description~
Core Requirements (all 8 apply):
Discharge at Natural Location Number of Natural Discharge Locations:
Offsite Analysis Level: 1 / 2 / 3 dated:
Flow Control (include facility Standard:
summary sheet) or Exemption Number:
On-site BMPs:
Conveyance System Spill containment located at: e_x m
Erosion and Sediment Control i CSWPP/CESCVESC Site Supervisor:
Construction Stormwater Pollution Contact Phone:
Prevention After Hours Phone:
2017 City of Renton Surface Water Design Manual 12/1/2016
Ref 8-A-3
REFERENCE 8: PLAN RENEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 12 TIR SUMMARY SHEET
(provide one TIR Summary Sheet
per Threshold discharge Area)
Maintenance and Operation
Responsibility (circle one):Privat J Public
If Private, Maintenance Log Required: Yes / No
Financial Guarantees and Liability
Provided: Yes I No
Water Quality (include facility
Type (circle one): ' / Sens. Lake 1 Enhanced Basic I Bog
summary sheet)
or Exemption No.
Special Requirements (as applicable):
Area Specific Drainage
Type: SDO / MDP 1 BP / Shared Fac. / None
Requirements
Name:
Floodplain/Floodway Delineation
Type (circle one): Major / Minor / Exemption / None
100 -year Base Flood Elevation (or range):
Datum:
Flood Protection Facilities
Describe:
Source Control
Describe land use:
(commercial / industrial land use)
Describe any structural controls:
Oil Control
High -Use Site: Yes / No
Treatment BMP:
Maintenance Agreement: Yes / No ,
with whom?
Other Drainage Structures
Describe:
12/1/2016
2017 City of Renton Surface Water Design Manual
REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS
MINIMUM ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
AFTER CONSTRUCTION
Clearing Limits
Stabilize exposed surfaces
❑ Cover Measures
❑ Remove and restore Temporary ESC Facilities
❑ Perimeter Protection
❑ Clean and remove all silt and debris, ensure
❑ Traffic Area Stabilization
operation of Permanent BMPs/Facilities, restore
L) Sediment Retention
operation of BMPs/Facilities as necessary
❑ Flag limits of sensitive areas and open space
❑ Surface Water Collection
preservation areas
❑ Dewatering Control
❑ Other
❑ Dust Control
❑ Flow Control
❑ Control Pollutants
❑ Protect Existing and Proposed
BMPs/Facilities
❑ Maintain Protective BMPs / Manage
Project
2017 City of Renton Surface Water Design Manual
Ref 8-A-5
12/]/2016
REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
1, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were
incorporated into this worksheet and the attached Technical Information Report. To the best of my
knowleda&lhe.informatiolU oroviAd hweis accurate.
12/1/2016
0 M''
2017 City of Renton Surface Water Design Manual
; Project
This proposed project is to create 4 single family lots from one king county tax parcel (#618940-0161)
located in the southerly portion of the City of Renton at 19116 116th Avenue SE. The project is a single lot
having 30,038 square feet of property. The property has an existing residence and driveway located on the
westerly side. This existing house will be retained after development. A new access road will be provided
along the southerly portion of the project to provide access and a utility corridor for the other three lots.
This project will be reviewed for drainage under the 2009 King County Surface Water Drainage Manual and
provide
(h ,.� " •y Renton
" A detentionin:. # +. .
y:. 11 .+r project ,urinstall aA� water vault the
southeasty comer yoao rm water
5 yY.Br.
33.
3 5Z
s
5 yY.Br.
33.
3 5Z
Based n Table 1.1.2.A., the project drainage rev "Full
The proposed discharge for the proposed project is to convey the developed runoff from the onsite proposed
vault and into the road side ditch on the north side of SE 192rO Street. This ditch flows to the east and into
the same conveyance system that the natural discharge connects.
propertyCore Requirement #2 — Oftife Analysis
The
ill direct discharge into the City storm n itchy on the north side of SE 192n
Street. itch is coil 12" storm pipe that flows to the east. Thegroject runoff ill continue
within a closed conveyance system (catch basins and pipe)until reaching 124 Avenue. At this point
new project is being constructed and the storm systemcould not be Poll
The proposed roj ill connect to the downstream starupstream of the natural discharge
int. There does not appear to be any capacity or overtopping issues within the downstream rsystem
along 192nd Street.
al
11-1. mmv,
CL
CL
CL
CL CL
�.:
�' " �t « - i
�!' +1 f
i! � ' ��
. � � ,,. � .., :... � ! � � � �. � +II 1, ";' . � � # " �' �► � ' � � � • • a � ,� .
Reference 11 -A
Flow Control Standards
Peak Rate Flow Control Standard Conditions)
Mw Control Duration Conditions)
Flood Problem Flow
Unincorporated Kng County Flow Control Standards
a Ronton City Limits
Potential r ' Area
� � r
f
pq^ F yy
Flow Frequency Analysis
Time Series File:predev.tsf
Pro-iect Location :Sea -Tac
---Annual
Peak
Flow Rates ---
Flow Rate
Rank
Time of
Peak
(CFS)
0.056
1
100.00
0.0,44
2
2/09/01
18:00
0.012
7
1/06/02
3:00
0.032
4
2/28/03
3:00
0.0018
0.028
3/24/04
21:00
0.019
6
1/05/05
9:
0.034
3
1/18/06
21:0000
0.028
5
11/24/06
4:00
0.056
1
1/09/08
9:00
Computed Peaks
-----Flow Frequency Analysis -------
Peaks
Rank
Return
Prot
(CFS)
Period
0.056
1
100.00
0.990
0.044
2
25.00
0.960
0.034
3
10.00
0.900
0.032
4
5.00
0.800
0.028
5
3.00
0.667
0.019
6
2.00
0.500
0.012
7
1.30
0.231
0.001
8
1,10
0.091.
0.052
50.00
0.980
=0
116 .. Avenue SE and SE 192"' Street, Renton
2009 KCRTS DETENTION CALCULATIONS
Developed
Area
Peak
es�
Till Forest 0.00 8 cri
Flow Rate
rill Pasture, 0.00 acres
Time of
Till Grass, 0.33 acres
(CFS)
Outwash Forest 0.00 acresl
1
Outwash Pasturecres,
0.117
Outwash Grass! 0-008 cres,
2/09/01
Wetland' 0.00 acres=
0.092
lmpervious�0.36 acresil"
1/05/02
F- Total
0.141
0.69 acresI
2/27/03
----- ------------------ - ---- - ----
Scale Factor: 1.00 Hourly Reduced
0.096
Time Series:
8/26/04
Compute rime Series
0.116
Modify User Input
10/28/04
File for computed Time Series J.TSF)
......... ..
Flow Frequency Analysis
Time Series File:dev.tsf
Project Locaton: Sea -Ta
c
---Annual
Peak
Flow Rates ---
Flow Rate
Rank
Time of
Peak
(CFS)
0.240
1
100.00
0.117
5
2/09/01
2:00
0.092
8
1/05/02
16:00
0.141
2
2/27/03
7:00
0.096
7
8/26/04
2400
0.116
6
10/28/04
16:00
0.124
4
1/1.8/06
16600
0.139
3
10/26/06
0:00
0.240
1
1/09/08
6:00
Computed Peaks
----- Flow Frequency Analysis------_
Puke
s -------
Peaks
Rank
Return
Prot
(CFS)
Period
0.240
1
100.00
0.990
0.24
2
25.00
0.960
0.139
3
10.00
0.900
0.3-24
4
5.00
0.800
0.117
5
3.00
0.667
0.116
6
2.00
0.500
0.096
7
1.30
0.231
0.092
8
1.10
0.091
0.207
50.00
0.980
116th Avenue SE and SE 192 nd Street, Renton
,inna L4fe,,,,oT-q nI=Tr-MTInM r.AI M11 ATInN.R
Type of Facility:
Detention
Vault
Facility Length:
101.00
ft
Facility Width:
20.00
ft
Facility Area:
2020.
sq. ft
Effective Storage Depth:
4.00
ft
Stage 0 Elevation:
4.00
ft
Storage Volume:
8080.
cu. ft
Riser Head:
4.00
ft
Riser Diameter:
12.00
inches
Number of orifices.,
2
Full Head
Pipe
orifice # Height
Diameter
Discharge
Diameter
(ft)
(in)
(CFS)
(in)
1 0.00
0.50
0.014
2 3.00
1.10
0.033
4.0
Top Notch Weir:
None
Outflow Rating Curve:
None
116'hAvenue SE and SE 192 d Street, Renton
2009 KCRTS DETENTION CALCULATIONS
Stage
Elevation
Storage
Discharge
Percolation
(ft)
(ft)
(cu. ft) (ac -ft)
(cfs)
(cfs)
0.00
4.00
0.
0.000
0.000
0.00
0.01
4.01
20.
0.000
0.001
0.00
0.02
4.02
40.
0.001
0.001
0.00
0.03
4.03
61.
0.001
0.001
0.00
0.04
4.04
81.
0.002
0.001
0.00
0.05
4.05
101.
0.002
0.001
0.00
0.15
4.15
303.
0.007
0.003
0.00
0.25
4.25
505.
0.012
0.003
0.00
0.35
4.35
707.
0.016
0.004
0.00
0.45
4.45
909.
0.021
0.005
0.00
0.55
4.55
1111.
0.026
0.005
0.00
0.65
4.65
1313.
0.030
0.005
0.00
0.75
4.75
1515.
0.035
0.006
0.00
0.85
4.85
1717.
0.039
0.006
0.00
0.95
4.95
1919.
0.044
0.007
0.00
1.05
5.05
2121.
0.049
0.007
0.00
1.15
5.15
2323.
0.053
0.007
0.00
1.25
5.25
2525.
0.058
0.008
0.00
1.35
5.35
2727.
0.063
0.008
0.00
1.45
5.45
2929.
0.067
0.008
0.00
1.55
5.55
3131.
0.072
0.008
0.00
1.65
5.65
3333.
0.077
0.009
0.00
1.75
5.75
3535.
0.081
0.009
0.00
1.85
5.85
3737.
0.086
0.009
0.00
1.95
5.95
3939.
0.090
0.009
0.00
2.05
6.05
4141.
0.095
0.010
0.00
2.15
6.15
4343.
0.100
0.010
0.00
2.25
6.25
4545.
0.104
0.010
0.00
2.35
6.35
4747.
0.109
0.010
0.00
2.45
6.45
4949.
0.114
0.011
0.00
2.55
6.55
5151.
0.118
0.011
0.00
2.65
6.65
5353.
0.123
0.011
0.00
2.75
6.75
5555.
0.128
0.011
0.00
2.85
6.85
5757.
0.132
0.011
0.00
2.95
6.95
5959.
0.137
0.012
0.00
3.00
7.00
6060.
0.139
0.012
0.00
3.01
7.01
6080.
0.140
0.012
0.00
3.02
7.02
6100.
0.140
0.013
0.00
3.03
7.03
6121.
0.141
0.014
0.00
3.05
7.05
6161.
0.141
0.016
0.00
3.06
7.06
6181.
0.142
0.018
0.00
3.07
7.07
6201.
0.142
0.020
0.00
3.08
7.08
6222.
0.143
0.021
0.00
3.09
7.09
6242.
0.143
0.022
0.00
3.19
7.19
6444.
0.148
0.026
0.00
3.29
7.29
6646.
0.153
0.030
0.00
3.39
7.39
6848.
0.157
0.033
0.00
3.49
7.49
7050.
0.162
0.036
0.00
3.59
7.59
7252.
0.166
0.038
0.00
3.69
7.69
7454.
0.171
0.040
0.00
3.79
7.79
7656.
0.176
0.042
0.00
M Z 4
116 th Avenue SE and SE 192 nd Street, Renton
2009 KCRTS DETENTION CALCULATIONS
-----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.240 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.073 CFS at 11:00 on Jan 9 in Year 8
Peak Reservoir Stage: 4.01 Ft
Peak Reservoir Elev: 8.01 Ft
Peak Reservoir Storage: 8097. Cu -Ft
0.186 Ac --Ft
3.89
7.89
7858.
0.180
0.044
0.00
3.99
7.99
8060.
0.185
0.046
0.00
4.00
8.00
8080.
0.185
0.046
0.00
4.10
8.10
8282.
0.190
0.356
0.00
4.20
8.20
8484.
0.195
0.921
0.00
4.30
8.30
8686.
0.199
1.650
0.00
4.40
8.40
8888.
0.204
2.450
0.00
4.50
8.50
9090.
0.209
2.730
0.00
4.60
8.60
9292.
0.213
2.990
0.00
4.70
8.70
9494.
0.218
3.220
0.00
4.80
8.80
9696.
0.223
3.440
0.00
4.90
8.90
9898.
0.227
3.650
0.00
5.00
9.00
10100.
0.232
3.840
0.00
5.10
9.10
10302.
0.237
4.030
0.00
5.20
9.20
10504.
0.241
4.210
0.00
5.30
9.30
10706.
0.246
4.380
0.00
5.40
9.40
10908.
0.250
4.540
0.00
5.50
9.50
1111-0.
0.255
4.700
0.00
5.60
9.60
11312.
0.260
4.850
0.00
5.70
9.70
11514.
0.264
5.000
0.00
5.80
9.80
11716.
0.269
5.150
0.00
5.90
9.90
11918.
0.274
5.290
0.00
6.00
10.00
12120.
0.278
5.420
0.00
Hyd
Inflow Outflow
Peak
Storage
Target
Calc
Stage
Eley
(Cu -Ft)
(Ac -Ft)
1
0.24
0.06
0.07
4.01
8.01
8097.
0.186
2
0.12
0.04
3.71
7.71
7496.
0.172
3
0.14
0.04
3.46
7.46
6997.
0.161
4
0.12
0.03
3.20
7.20
6456.
0.148
5
0.12
0.01
2.76
6.76
5585.
0.128
6
0.07
0.01
2.28
6.28
4605.
0.106
7
0.09
0.01
1.90
5.90
3841.
0.088
8
0.10
0.01
1.25
5.25
2515.
0.058
-----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.240 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.073 CFS at 11:00 on Jan 9 in Year 8
Peak Reservoir Stage: 4.01 Ft
Peak Reservoir Elev: 8.01 Ft
Peak Reservoir Storage: 8097. Cu -Ft
0.186 Ac --Ft
116'hAvenue SE and SE 192nd Street, Renton
C009 KCRTS DETENTION CALCULATION&
Flow Duration
from Time Series File:rdout.tsf
Cutoff
Count
Frequency
CDS'
Exceedence-Probab
ilii y
CFS
0.001
31429
51.254
51.254
48.746
0.487E+00
0.002
8873
14.470
65.724
34.276
0.343E+00
0.003
2783
4.538
70.263
29.737
0.297E+00
0.004
6427
10.481
80.744
19.256
0.193E+00
0.005
5198
8.477
89.220
10.780
0.108E+00
0.006
1823
2.973
92.193
7.807
0.781E-01
0.007
1602
2.613
94.806
5.194
0.519E-01
0.009
1.304
2.127
96.932
3.068
0.307E-01
0.010
771
1.257
98.190
1.810
0.181E-01
0.011
507
0.827
99.017
0.983
0.983E-02
0.012
407
0.664
99.680
0.320
0.320E,-02
0.013
69
0.113
99.793
0.207
0.207E-02
0.014
11
0.018
99.811
0.189
0.189E-02
0.015
12
0.020
99.830
0.170
0.170E-02
0.016
7
0.011
99.842
0.158
0.15 °02
0.017
4
0.007
99.848
0.152
0.152E-02
0.019
4
0.007
99.855
0.145
0.145E-02
0.020
2
0.003
99.858
0.142
0.142E-02
0.021
4
0.007
99.865
0.135
0.135E-02
0.022
2
0.003
99.868
0.132
0.132E-02
0.023
8
0.013
99.881
0.119
0.119E-02
0.024
8
0.013
99.894
0.106
0.106E-02
0.025
5
0.008
99.902
0.098
0.978E-03
0.026
8
0.013
99.915
0.085
0.848E-03
0.027
2
0.003
99.918
0.082
0.815E-03
0.029
4
0.007
99.925
0.075
0.750E-03
0.030
4
0.007
99.932
0.068
0.685E-03
0.031
7
0.011
99.943
0.057
0.571°03
0.032
5
0.008
99.951
0.049
0.489E-03
0.033
6
0.010
99.961
0.039
0.391E-03
0.034
4
0.007
99.967
0.033
0.326E-03
0.035
4
0.007
99.974
0.026
0.261E-03
0.036
3
0.005
99.979
0.021
0.212E-03
0.037
2
0.003
99.982
0.018
0.179E-03
0.039
3
0.005
99.987
0.013
0.130E-03
0.040
3
0.005
99.992
0.008
0.815E-04
1 16thAvenue SE and SE 192nd Street, Renton
2009 KCRTS DETENTION CALCULATIONS
Duration Comparison Anaylsis
Base File: predev.tsf
New File: rdout.tsf
Cutoff Units: Discharge in CFS
----- Fraction of me-_-_- --------- Check of Tolerance -------
Cutoff
Base
New
%Change
Probabilit y
Base
New
%Change
0.010
0.80E-02
0.10E-01
28.1 1
0.8DE-02
0.010
0.011
4.9
0.013
0.58E-02
0.20E-02
-65.4
0.58E-02
0.013
0.011
0.01-6
0.43E-02
0.16E-02
-62.0
0.43E-02
0.016
0.011
-29.7
0.018
0.33E-02
0.15E-022
-56.4 1
0.33E-02
0.018
Oa012
-35.9
0.021
0.26E-02
0.14E-02
-48.1 1
0.26E-02
0.021
0.012
-42.8
0.024
0.20E-02
0.11E-02
-43.0 1
0s4E-202
0.024
0.014
-42.4
0.026
0.13E-02
0.86E-03
-33.8
.13E-02
0.026
0.022
-15.8
0.029
0.83E-03
0.72E-03
-13.7
0.83E-03
0.029
0.027
-7.4
0.031 1
0.51E-03
0.54E-03
6.5 1
0.51E-03
0.031
0.032
0.8
0.034
0.29E-03
0.34E-03
16.7 1
0.29E-03
0.034
0.035
2.2
0.037
0.18E-03
0.20E-03
9.1 1
0.18E-03
0.037
0.037
2.2
0.039
0.15E-03
0.98E-04
-33.3
0.15E-03
0.039
0.038
-3.2.
0.042
0.65E-04
O.00E+00
-IS-00.0
0.65E-04
0.042
0.040
-4.3
MaximLLTn positive excursion = 0.001 cfs ( 4.9%)
occurring at 0.010 cfs on the Base Data:predev.tsf
and at 0.011 cfs on the New Data-.rdout.tsf
Maximum negative excursion = 0.011 cfs (-46.9%)
occurr'incr at 0.023 cfs on the Base Data:predev.tsf
and at 0.012 cfs on the New Data:rdout.tsf
C.2.11 PERFORATED PIPE CONNECTION
Your property contains a stormwater management flow control BMP (best management practice) called a
,*perforated pipe connection," which was installed to reduce the stormwater runoff impacts of some or all of
the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance
pipe with holes in the bottom, designed to "leak" runoff, conveyed by the pipe, into a gravel filled trench
where it can be soaked into the surrounding soil, The connection is intended to provide opportunity for
infiltration of any runoff that is being conveyed from an impervious surface (usually a roof) to a local
drainage system such as a ditch or roadway pipe system.
The size and composition of the perforated pipe connection as depleted by the flow control BMP site plan
Ie. design details must be maintained and may not be changed without written approval either from the
King County Water and Land Resources Division or through +4 development permit from King
County. The soil overtop of the perforated portion of the system must not be compacted or covered with
impervious materials.
FIGURE C.2.11.A PERFORATED PIPE CONNECTION FOR A SINGLE FAMIELY RESIDENCE
7102TITT"ITHI
filter fabric
6 pert pipe
71 Von 0
8" min a
V
a 11/2" - 3/4" washed rock
CIO � aa
V On 0
7a
a
24" min
TRENCH X -SECTION
NTS
to road
PLAN VIEW OF ROOF
NTS
2009 Surface Water Design Manual — Appendix C 1/9/2009
C-81
Core Requirement #4 — Conveyance System
The proposed on-site conveyance improvements will include a catch basin inlet proposed over the lid f the
stormwater facility. This will allow for the private access road to dischargedirectly into the facility (vault).
The proposed new houses will connect into the vault via C fight line. The utf ll storm pipe that
discharges the storm water facility ill be sized at the time of the civil engineering utility plans with
calculations. Based upon the outlet flows form the t nti n volume sizing, 2" outfall at 0.50% slope will
provide tcapacity for this project.
Core Requirement
The on-site storm ill be owned andmaintained riv t ly. The maintenanceand operations for this
systemill be included within the Declaration of Covenants for the individual BMPs providedn the project
and the final civil construction plans.
Core Requirement #7 — Finandal Guarantees and Liability
The Financial Guarantees and Liabilities will be required prior to the project being finalized by the City of
Renton. Bond Quantity worksheets will be provided at time of final engineering plan submittal.
core nequirement #8 - water quality
The proposed project will include the installation of a wet sump within the proposed stormwater vault for
water quality treatment.
Check project for Water Quality Exemption:
Section 1.2.8.1 Surface Area tions®
Project creates gmaterthan 5,,000 square feet of new PGIS — road plus proposed driveways (6,700
square feet). Therefore water quality treatment is required.
Water Quality Sizing — calculations for the water quality volume are attached to this section. The calculated
volume required is 2,081 cubic feet. The minimum water quality depth within a stormwater vault (per code)
is 3'. The proposed water quality volume within the vault would be T(minimum) x 20'x 50'OR 3,000 cubic
feet proposed. The westerly half of the vault will be used for water quality volume.
Facility Description: WaterQuality Sizing ((01/10/201'q-,
Step 1: Identify required wetpool volume factor (f).
f = 3 Per KCSWDM 6.4.1 .1
Step 2: Determine rainfall (R) for the mean annual storm.
R = 0.47 Per KCSWDM Fig.
Step 3: Calculate runoff from the mean annual storm (V,) for the developed site.
Vr = (0. gAq + 0.25Atg + 0. 1 OAtf + 0.01 Aj
where, Ai Impervious Surface Area 15,681 s.f.
Ala Till Grass Area 14,375 s,f.
Atf Till Forest Area 0 S.f.
k Outwash Area 0 s-f-
1177-r=' MH
Spedal Requirement #5 — Olt CantrvI
The project is NOT a hig-use site or the re -development of a high -use site. Project is exempt from oil
control.
Reference -
t"% of Date: 01/0912014
k.,-jroundwater Protection Areas
rMr0 1 2
a1
Section 4.- Special Reports and Studies
Geotechnical Site Assessment prepared by Robert Pride, P.E. dated October 8,, 2015
Reference 11-C
Soil
(} 1 2Miles
s
Mr. Simon Bilti
c/o Mr. James Hanson
17446 Mallard Cove Lan,;
Mt. Vernon, WA 98274
This report summanizes the results of our geologic evaluation of the property located on
the east side of ii6thAvenue SE and just north of SE ig2nd Street in Renton. Preliminary
design shows that there will be three proposed residences constructed on these lots as
shown on the Dryco survey plan.
The purpose of this report is to describe the geologic conditions onsite, and to provide
recommendations for the proposed residential construction. References include
geologic mapping by Booth, et al and previous geotechnical investigations performed in
this area of Renton.
The three lots are located east of an existing residence that is located on the east side of
116th Avenue. Access to the three lots to the rear of this residence will be provided by a
driveway along the south side of these lots.
Impervious surface areas will require collection of storm water runoff with discharge
into the city storm drain system. I
Concrete slabs and driveway pavement should be supported with a minimum six inch
layer of compacted crushed gravel that is placed on the dense native soils. It is
. 0-'#V1W-1-Mff4 1- k74r1-.&4- �*yxAx r-Mz) our recommendations are
achieved during site development and building construction.
Our conclusions, recommendations and opinions presented in this report are based on
prior experience in this area combined with my site assessment and geologic research.
The findings and recommendations of this report were prepared in accordance with
generally accepted principles of geotechnical engineering as practiced in the Puget
Sound area at the time this report was submitted. We make no warranty, either express
or implied.
Robert M. Pride, P. E.
Principal Geotechnical Engineer
dist.- (i) Addressee
Robert M. Pride Page
13203 Holmes Point Drive NE Kirkland, WA 98031
s.ection S,: Mer Permol);;
None at this time
Section W, Declaration of Covenants
The proposed storm water BMP covenants will be provided as part of the final engineering plan submittal for
City review and approval.
Grantor:
Grantee: City of Renton
Legal Description:
Additional Legal(s) on:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved City of Renton(cheek one of the following) L1 residential
building permit, U commercial building it, LJ clearing and grading permit, U subdivision it, or
U short subdivision permit for Application File No. LUA/SWP relating to the
real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby
he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and describoi
in Paragraphs I through 8 below with regard to the Property. Grantor(s) hereby grants(grant),
1. Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall retain, uphold,
zu 31=11=31PI1
pi II 111 111 pil
2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's
BMPs as described in the approved Design and Maintenance Details for each BN4P attached hereto ani]
3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the
Property is planned for the inspection of the BMPs. After the 30 days, the Owners shall allow the City of
Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the
Owners may elect to engage a licensed civil engineer registered in the state of Washington who has
expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the
engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen
days of receiving the City's notice of inspection. Within 30 days of giving this notice, the Owners, or the
engineer on behalf of the Owners, shall provide the engineers report to the City of Renton. If the report
is not provided in a timely manner as specified above, the City of Renton may inspect the BMPs without
further notice.
4. If the City determines from its inspection, or from an engineer's report provided in accordancm
with Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for the BMPs,
The City shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work
(Work) required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the
Work or providing an engineer's report that verifies completion of the Work. After the deadline has
passed, the Owners shall allow the City access to re -inspect the BMPs unless an engineer's report has
been provided verifying completion of the Work. If the work is not completed properly within the time
frame set by the City, the City may initiate an enforcement action. Failure to properly maintain the BMPs
is a violation of RMC 4-6-030 and may subject the Owners to enforcement under the RMC 1-3, including
5. Apart from performing routine landscape maintenance, the Owners are hereby required to
obtain written approval from the City or Renton before performing any alterations or modifications to the
Ityl
6. Any notice or approval required to be given by one party to the other under the provisions of
this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three (3)
days from the date that the notice or approval is mailed with delivery confirmation to the current address
on record with each Party. The parties shall notify each other of any change to their addresses.
7. This Declaration of Covenant is intended to promote the efficient and effective management of
surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City of
Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be
8. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City of Renton that is recorded by King County in its real property records.
fN WITNESS WHEREOF, this Declaration of Covenant for the Maintenance and Inspection of
Flow Control BMPs is executed this - day cif__ 20-.
IT'Imp=#
STATE OF WASHfNGTON )
COUNTY OF KING )ss
—, to me known to be the individual(s) described in
and who executed the within and foregoing instrument and acknowledged that they signed the same as
their free and voluntary act and deed, for the uses and purposes therein stated.,
Given under my hand and official seal this ___ day of .20-.
Printed name
®t Public in and for the State of Washington,
residing at
My appointment expires
"-IOU
This lot contains stormwater management flow control BMP (best management practice)
called a "Perforated pipe connection," which was installed to reduce the stormwater runoff
impacts of some or all of the impervious surface on your property. A perforated pipe
connection is a length of drainage conveyance pipe with holes in the bottom, designed to
"leak" runoff, conveyed by the pipe, into a gravel filled trench where it can be soaked into
the surrounding soil. The connection is intended to provide opportunity for infiltration of any
runoff that is being conveyed from an impervious surface (usually a roof) to a local drainage
system such as a ditch or roadway pipe system.
The size and composition of the perforated pipe connection as depicted by the flow contr
BMP site plan and design details must be maintained and may not be changed witho
written approval from the City of Renton. The soil overtop of the perforated portion of thl-
system must not be compacted or covered with impervious materials.
. ......... ..
4k I J tJ 4 � 01
A
Your property contains a stormwater management flow control BMP (best management
practice) known as "restricted footprintF" the practice of restricting the amount of impervious
surface that may be added to a property so as to minimize the stormwater runoff impacts
caused by impervious surface. The total impervious surface on your property may not
exceed 2,600 square feet without written approval from the City of Renton.
m
t,