HomeMy WebLinkAboutRedlines Returned to ApplicantP_Civil_Construction_Plans_Bilti_181128_v1.pdf Markup Summary
Subject: Cloud+
Page Label: 1
Date: 12/5/2018 5:43:08 PM
Status:
Color:
Layer:
Space:
unable to find the ties to the renton control
monuments in the construction portion of the plan
set. They are shown on the topographic survey
from 2007, but unable to confirm bearings and
distances for construction set.
1 (5)
Subject: Callout
Page Label: 1
Date: 12/5/2018 7:36:06 AM
Status:
Color:
Layer:
Space:
NOTE THESE NUMBERS TO BE INPUT ON THE
COR TITLE BLOCK. SEE TITLE BLOCK
EXAMPLE SHEET PROVIDED
Subject: Text Box
Page Label: 1
Date: 12/5/2018 7:37:33 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 1
Date: 12/5/2018 7:39:10 AM
Status:
Color:
Layer:
Space:
R-404001
Subject: Callout
Page Label: 1
Date: 12/5/2018 7:46:44 AM
Status:
Color:
Layer:
Space:
NOTE THESE NUMBERS TO BE INPUT ON THE
COR TITLE BLOCK. SEE TITLE BLOCK
EXAMPLE SHEET PROVIDED
Subject: Text Box
Page Label: 2
Date: 1/2/2019 1:35:08 PM
Status:
Color:
Layer:
Space:
provide horizontal control plan
2 (3)
unable to find theties to the rentoncontrol monumentsin the constructionportion of the planset. They are shownon the topographicsurvey from 2007,but unable toconfirm bearingsand distances forconstruction set.
NOTE THESE NUMBERSTO BE INPUT ON THECOR TITLE BLOCK. SEETITLE BLOCK EXAMPLESHEET PROVIDED
TED-40-4040R-404001
NOTE THESE NUMBERSTO BE INPUT ON THECOR TITLE BLOCK. SEETITLE BLOCK EXAMPLESHEET PROVIDED
provide horizontal control plan
Subject: Text Box
Page Label: 2
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 2
Date: 12/5/2018 7:39:26 AM
Status:
Color:
Layer:
Space:
R-404002
Subject: Callout
Page Label: 3
Date: 1/4/2019 10:21:30 AM
Status:
Color:
Layer:
Space:
Use CIty's updated erosion control notes found on
Surface Water Standard Plan 268.00.
3 (3)
Subject: Text Box
Page Label: 3
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 3
Date: 12/5/2018 7:39:31 AM
Status:
Color:
Layer:
Space:
R-404003
Subject: Callout
Page Label: 4
Date: 1/4/2019 12:19:11 PM
Status:
Color:
Layer:
Space:
Must be removed by developer after construction
is complete
4 (4)
Subject: Text Box
Page Label: 4
Date: 12/31/2018 1:31:42 PM
Status:
Color:
Layer:
Space:
update all details to current details.TED-40-4040R-404002
Use CIty's updated erosion control notes foundon Surface Water Standard Plan 268.00.TED-40-4040R-404003
Must be removed bydeveloper afterconstruction iscomplete
update all details to currentdetails.
Subject: Text Box
Page Label: 4
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 4
Date: 12/5/2018 7:39:42 AM
Status:
Color:
Layer:
Space:
R-404004
Subject: Text Box
Page Label: 5
Date: 1/2/2019 4:11:20 PM
Status:
Color:
Layer:
Space:
provide composite utility plan showing location of
all proposed utilities.
5 (21)
Subject: Callout
Page Label: 5
Date: 1/2/2019 4:13:42 PM
Status:
Color:
Layer:
Space:
provide triangular wings at driveway entrance.
Subject: Callout
Page Label: 5
Date: 1/2/2019 4:14:26 PM
Status:
Color:
Layer:
Space:
1.5%
Subject: Callout
Page Label: 5
Date: 1/3/2019 10:13:14 AM
Status:
Color:
Layer:
Space:
Private
Subject: Callout
Page Label: 5
Date: 1/3/2019 10:19:46 AM
Status:
Color:
Layer:
Space:
PrivateTED-40-4040R-404004
provide composite utility plan showinglocation of all proposed utilities.
provide triangularwings at drivewayentrance.
1.5%
Private
Private
Subject: Callout
Page Label: 5
Date: 1/3/2019 10:20:00 AM
Status:
Color:
Layer:
Space:
Private
Subject: Callout
Page Label: 5
Date: 1/3/2019 10:20:25 AM
Status:
Color:
Layer:
Space:
Private
Subject: Callout
Page Label: 5
Date: 1/4/2019 1:04:36 PM
Status:
Color:
Layer:
Space:
Label these structures. (TYP.)
Subject: Callout
Page Label: 5
Date: 1/4/2019 11:35:56 AM
Status:
Color:
Layer:
Space:
Label roof drain collector pipes. Ensure pipes are
6" dia min, and have 0.5% min slope, and have 2'
min cover. (TYP.)
Subject: Callout
Page Label: 5
Date: 1/4/2019 11:54:44 AM
Status:
Color:
Layer:
Space:
Provide minimum 5' setback between cleanout and
lot line. (TYP.)
Subject: Callout
Page Label: 5
Date: 1/4/2019 11:56:39 AM
Status:
Color:
Layer:
Space:
Add arrows on all storm pipes to show flow
direction. (TYP.)
Subject: Callout
Page Label: 5
Date: 1/4/2019 12:23:38 PM
Status:
Color:
Layer:
Space:
eliminate this cb
Private
Private
Label these structures. (TYP.)
Label roof drain collector pipes.Ensure pipes are 6" dia min, and have 0.5%min slope, and have 2' min cover. (TYP.)
Provide minimum 5' setbackbetween cleanout and lotline. (TYP.)
Add arrows on allstorm pipes to showflow direction. (TYP.)
eliminate this cb
Subject: Callout
Page Label: 5
Date: 1/4/2019 12:25:45 PM
Status:
Color:
Layer:
Space:
Solid Locking Lid If Not Collecting Water
Subject: Cloud+
Page Label: 5
Date: 1/7/2019 1:38:22 PM
Status:
Color:
Layer:
Space:
The City of Kent approval is required for the storm
improvements in SE 192nd Street, prior to City
approval of construction plans - There is an
existing storm system in SE 192nd Street
Subject: Text Box
Page Label: 5
Date: 1/7/2019 2:41:54 PM
Status:
Color:
Layer:
Space:
Access openings shall be placed so no location
within the vault is more than 50' away from an
access opening.
Subject: Callout
Page Label: 5
Date: 1/7/2019 3:49:57 PM
Status:
Color:
Layer:
Space:
Provide a minimum 5'x5' vented grate over cell #2
outside of curb line.
Subject: Callout
Page Label: 5
Date: 1/7/2019 3:50:56 PM
Status:
Color:
Layer:
Space:
Provide a minimum 5'x5' vented grate over cell #3
outside of roadway.
Subject: Callout
Page Label: 5
Date: 1/7/2019 3:59:46 PM
Status:
Color:
Layer:
Space:
Ensure access road provides access to at least
one access point in each cell.
Subject: Length Measurement
Page Label: 5
Date: 12/17/2018 1:28:57 PM
Status:
Color:
Layer:
Space:
20'-3"
Solid Locking Lid IfNot CollectingWater
The City of Kentapproval is requiredfor the stormimprovements in SE192nd Street, priorto City approval ofconstruction plans -There is an existingstorm system in SE192nd Street
Access openings shall be placed so nolocation within the vault is more than50' away from an access opening.
Provide a minimum 5'x5' vented grateover cell #2 outside of curb line.
Provide a minimum 5'x5' vented grateover cell #3 outside of roadway.
Ensure access roadprovides access to atleast one accesspoint in each cell.
20'-3"
Subject: Text Box
Page Label: 5
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 5
Date: 12/5/2018 7:39:48 AM
Status:
Color:
Layer:
Space:
R-404005
Subject: Callout
Page Label: 6
Date: 1/2/2019 1:45:39 PM
Status:
Color:
Layer:
Space:
1.5%
6 (6)
Subject: Callout
Page Label: 6
Date: 1/2/2019 3:07:16 PM
Status:
Color:
Layer:
Space:
provide prior to permit issuance
Subject: Callout
Page Label: 6
Date: 1/4/2019 10:24:21 AM
Status:
Color:
Layer:
Space:
Use City's updated Surface Water Standard notes
found on Surface Water Standard Plans 267.00
and 267.10.
Subject: Callout
Page Label: 6
Date: 12/31/2018 1:43:56 PM
Status:
Color:
Layer:
Space:
replace surface water notes with standard details.
Subject: Text Box
Page Label: 6
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040TED-40-4040R-404005
1.5%
provide prior topermit issuance
Use City's updated Surface WaterStandard notes found on Surface WaterStandard Plans 267.00 and 267.10.
replace surfacewater notes withstandard details.TED-40-4040
Subject: Text Box
Page Label: 6
Date: 12/5/2018 7:39:54 AM
Status:
Color:
Layer:
Space:
R-404006
Subject: Callout
Page Label: 7
Date: 1/2/2019 4:10:31 PM
Status:
Color:
Layer:
Space:
need to have a minimum of 12 inch ventilation
pipes at all 4 corners of the vault.
7 (21)
Subject: Callout
Page Label: 7
Date: 1/2/2019 7:48:02 AM
Status:
Color:
Layer:
Space:
Per section 6.4.4.2 The Minimum sediment storage
depth in the first cell shall average 1 foot.
Subject: Callout
Page Label: 7
Date: 1/2/2019 7:54:29 AM
Status:
Color:
Layer:
Space:
provide elevation.
Subject: Callout
Page Label: 7
Date: 1/2/2019 7:55:37 AM
Status:
Color:
Layer:
Space:
specify pipe size
Subject: Text Box
Page Label: 7
Date: 1/4/2019 10:51:34 AM
Status:
Color:
Layer:
Space:
Update to current City of Renton Surface Water
Standard Plans.
Subject: Callout
Page Label: 7
Date: 1/7/2019 1:49:18 PM
Status:
Color:
Layer:
Space:
Notch connecting cell #3 to Cell #4 invert elevation
needs to match wetpool elevation of 504.60
R-404006
need to have a minimumof 12 inch ventilationpipes at all 4 cornersof the vault.
Per section 6.4.4.2The Minimum sedimentstorage depth in thefirst cell shallaverage 1 foot.
provide elevation.
specify pipe size
Update to current City of RentonSurface Water Standard Plans.
Notch connectingcell #3 to Cell #4invert elevationneeds to matchwetpool elevation of504.60
Subject: Cloud+
Page Label: 7
Date: 1/7/2019 1:50:32 PM
Status:
Color:
Layer:
Space:
Check elevation should be 503.41?
Subject: Text Box
Page Label: 7
Date: 1/7/2019 10:00:22 AM
Status:
Color:
Layer:
Space:
Access openings shall be placed so no location
within the vault is more than 50' away from an
access opening.
Subject: Callout
Page Label: 7
Date: 1/7/2019 10:02:48 AM
Status:
Color:
Layer:
Space:
Also install ventilation pipes at these two "corners"
created by the wall.
Subject: Callout
Page Label: 7
Date: 1/7/2019 12:56:57 PM
Status:
Color:
Layer:
Space:
5'x10' Removable locking solid panel with traffic
bearing lid
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:35:37 PM
Status:
Color:
Layer:
Space:
Provide and call out an average sediment storage
of 1 foot for cell #1.
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:36:24 PM
Status:
Color:
Layer:
Space:
Provide and call out an average sediment storage
of 6 inches for cell #2.
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:37:01 PM
Status:
Color:
Layer:
Space:
Provide and call out an average sediment storage
of 6 inches for cell #3.
Check elevation should be 503.41?
Access openings shall be placed so nolocation within the vault is more than50' away from an access opening.
Also install ventilation pipes at thesetwo "corners" created by the wall.
5'x10' Removable locking solidpanel with traffic bearing lid
Provide and call outan average sedimentstorage of 1 foot forcell #1.
Provide and call outan average sedimentstorage of 6 inchesfor cell #2.
Provide and call outan average sedimentstorage of 6 inchesfor cell #3.
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:42:27 PM
Status:
Color:
Layer:
Space:
removable
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:42:34 PM
Status:
Color:
Layer:
Space:
removable
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:47:36 PM
Status:
Color:
Layer:
Space:
Provide a minimum 5'x5' vented grate over cell #2
outside of curb line.
Subject: Callout
Page Label: 7
Date: 1/7/2019 3:48:08 PM
Status:
Color:
Layer:
Space:
Provide a minimum 5'x5' vented grate over cell #3
outside of curb line.
Subject: Callout
Page Label: 7
Date: 12/31/2018 2:10:15 PM
Status:
Color:
Layer:
Space:
recommend adjusting elevations to allow for more
than 0.5. field constructibility will make it this
elevation difficult to achieve.
Subject: Callout
Page Label: 7
Date: 12/31/2018 3:13:39 PM
Status:
Color:
Layer:
Space:
Elevation difference is 5.56 feet
Subject: Text Box
Page Label: 7
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
removable
removable
Provide a minimum 5'x5' vented grateover cell #2 outside of curb line.
Provide a minimum 5'x5' vented grateover cell #3 outside of curb line.
recommend adjustingelevations to allowfor more than 0.5.field constructibilitywill make it thiselevation difficult toachieve.
Elevation differenceis 5.56 feet
TED-40-4040
Subject: Text Box
Page Label: 7
Date: 12/5/2018 7:40:02 AM
Status:
Color:
Layer:
Space:
R-404007
Subject: Text Box
Page Label: 8
Date: 1/4/2019 10:51:43 AM
Status:
Color:
Layer:
Space:
Update to current City of Renton Surface Water
Standard Plans.
8 (4)
Subject: Callout
Page Label: 8
Date: 1/4/2019 12:29:03 PM
Status:
Color:
Layer:
Space:
no city of renton logo in private syatem
Subject: Text Box
Page Label: 8
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 8
Date: 12/5/2018 7:40:12 AM
Status:
Color:
Layer:
Space:
R-404008
Subject: Text Box
Page Label: 9
Date: 1/2/2019 2:36:40 PM
Status:
Color:
Layer:
Space:
update all details to current details.
9 (3)
Subject: Text Box
Page Label: 9
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
R-404007
Update to current City of RentonSurface Water Standard Plans.
no city of rentonlogo in private syatem
TED-40-4040R-404008
update all details to current details.TED-40-4040
Subject: Text Box
Page Label: 9
Date: 12/5/2018 7:40:21 AM
Status:
Color:
Layer:
Space:
R-404009
Subject: Text Box
Page Label: 10
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
10 (2)
Subject: Text Box
Page Label: 10
Date: 12/5/2018 7:40:26 AM
Status:
Color:
Layer:
Space:
R-404010
Subject: Callout
Page Label: 11
Date: 1/2/2019 3:09:16 PM
Status:
Color:
Layer:
Space:
adjust sheet index
11 (3)
Subject: Text Box
Page Label: 11
Date: 12/5/2018 7:37:36 AM
Status:
Color:
Layer:
Space:
TED-40-4040
Subject: Text Box
Page Label: 11
Date: 12/5/2018 7:40:35 AM
Status:
Color:
Layer:
Space:
R-404011
Subject: Text Box
Page Label: 12
Date: 12/5/2018 7:40:58 AM
Status:
Color:
Layer:
Space:
TED-40-4040
12 (2)
R-404009
TED-40-4040R-404010
SHORT PLAT
adjust sheet index
7ÄTED-40-4040ENTON STANDARDS
R-404011
TED-40-4040
Subject: Text Box
Page Label: 12
Date: 12/5/2018 7:41:28 AM
Status:
Color:
Layer:
Space:
R-404012
Subject: Cloud+
Page Label: 15
Date: 1/3/2019 8:35:59 AM
Status:
Color:
Layer:
Space:
parcel
15 (1)
Subject: Callout
Page Label: 28
Date: 1/4/2019 10:47:59 AM
Status:
Color:
Layer:
Space:
The public storm systems identified by the utility
permit plans within the Kent city limits will be
maintained by the City of Kent. The private storm
systems located within the private drainage
easement or Tract A will be maintained by the
homeowner's association.
28 (4)
Subject: Cloud+
Page Label: 28
Date: 1/4/2019 10:48:15 AM
Status:
Color:
Layer:
Space:
within private lots
Subject: Callout
Page Label: 28
Date: 1/4/2019 10:48:37 AM
Status:
Color:
Layer:
Space:
within the Renton city limits
Subject: Cloud+
Page Label: 28
Date: 1/7/2019 1:12:23 PM
Status:
Color:
Layer:
Space:
The stormwater vault will be owned and
maintained by the homeowner's association.
Subject: Callout
Page Label: 52
Date: 1/7/2019 4:18:08 PM
Status:
Color:
Layer:
Space:
Ensure assumptions and calculations comply with
requirements within section C.2.9 of the manual.
52 (1)
R-404012
ill be retained after
on of the project to
ll be reviewed for
he City of Renton
orner to provide storm
cross a particle to the
tch on SE 192nd Street.
nd sewer services. oject tom the west.
d to be Alderwood
parcel
Core Requirement #6: Maintenance and Operations The utility permit plans have identified the public and private storm systems on the project. The stormwater vault will be owned by the homeowner’s association. The maintenance and operation of the internal portion of the stormwater vault will be provide by the City of Renton. The public storm systems identified by the utility permit plans will be maintained by the City of Renton. The private storm systems located on private property will be maintained by the individual home owner. TIR Section 10 of this Report provides routine maintenance requirements for the new facilities on this project. Core Requirement # 7: Financial Guarantees and Liability Financial Guarantees and Liabilities will be provided to the City of Renton as part of the issuance of the utility construction permit to construct the flow control facilities, storm conveyance systems, erosion control measures, and road improvements. A Bond Quantity worksheet has been provided within TIR Section 9 to provide support information to the City of Renton to determine financial requirements for bonds, fees, and sureties. Core Requirement No. 8 – Water Quality The subject project is required to provide water quality treatment. The water quality sizing is provided within TIR Section 4 of this Report. The water quality (dead storage) and sedimentation will be provided in the lower portion of the proposed stormwater vault. Section 1.3 Special Requirements Special Requirement #1: Other Adopted Area-Specific Requirements This project is not in a designated area included in an adopted master drainage plan, basin plan, salmon conservation plan, stormwater compliance plan, flood hazard reduction plan, or shared facilities drainage plan as identified under the City of Renton amendments to the King County Surface Water Design Manual dated February 2010.
The public storm systems identified by the utility permit plans within the Kent city limitswill be maintained by the City of Kent. The private storm systems located within theprivate drainage easement or Tract A will be maintained by the homeowner's association.
uirement #6: Maintenance and Operations utility permit plans have identified the public and private storm systems on the project stormwater vault will be owned by the homeowner’s association. The maintenance operation of the internal portion of the stormwater vault will be provide by the City of ton. The public storm systems identified by the utility permit plans will be maintained he City of Renton. The private storm systems located on private property will be ntained by the individual home owner. TIR Section 10 of this Report provides routine ntenance requirements for the new facilities on this project.
uirement # 7: Financial Guarantees and Liability ancial Guarantees and Liabilities will be provided to the City of Renton as part of the ance of the utility construction permit to construct the flow control facilities, storm veyance systems, erosion control measures, and road improvements. ond Quantity worksheet has been provided within TIR Section 9 to provide support
within private lots
ons
c and private storm systems on the project. eowner’s association. The maintenance mwater vault will be provide by the City of the utility permit plans will be maintained
ms located on private property will be Section 10 of this Report provides routine on this project.
d Liability ded to the City of Renton as part of the nstruct the flow control facilities, storm
and road improvements.
within the Renton city limits
Core Requirement #6: Maintenance and Operations The utility permit plans have identified the public and private storm systems on the project. The stormwater vault will be owned by the homeowner’s association. The maintenance and operation of the internal portion of the stormwater vault will be provide by the City of Renton. The public storm systems identified by the utility permit plans will be maintained by the City of Renton. The private storm systems located on private property will be maintained by the individual home owner. TIR Section 10 of this Report provides routine maintenance requirements for the new facilities on this project. Core Requirement # 7: Financial Guarantees and Liability Financial Guarantees and Liabilities will be provided to the City of Renton as part of the issuance of the utility construction permit to construct the flow control facilities, storm conveyance systems, erosion control measures, and road improvements. A Bond Quantity worksheet has been provided within TIR Section 9 to provide support information to the City of Renton to determine financial requirements for bonds, fees, and sureties. Core Requirement No. 8 – Water Quality The subject project is required to provide water quality treatment. The water quality sizing
The stormwater vault will beowned and maintained by thehomeowner's association.
1022 acres) acres) es)
ed impervious surface BMP: feet feet feet
feet .2388 acres) 034 acres)
es) )
Ensure assumptionsand calculationscomply withrequirements withinsection C.2.9 of themanual.
Subject: Text Box
Page Label: 57
Date: 1/4/2019 2:35:11 PM
Status:
Color:
Layer:
Space:
Include full model report in appendix.
57 (1)
Subject: Text Box
Page Label: 65
Date: 1/2/2019 7:50:00 AM
Status:
Color:
Layer:
Space:
elevations listed above differ from the elevations
on the plan set.
65 (7)
Subject: Callout
Page Label: 65
Date: 1/4/2019 10:03:30 AM
Status:
Color:
Layer:
Space:
Infiltration/permeability rate is not provided in
geotech reports.
Subject: Callout
Page Label: 65
Date: 1/4/2019 10:04:24 AM
Status:
Color:
Layer:
Space:
This soil description does not match geotech
reports, which define soil as silty sands with gravel,
not fine loamy sands or alderwood soils.
Subject: Callout
Page Label: 65
Date: 1/4/2019 10:05:46 AM
Status:
Color:
Layer:
Space:
No groundwater was present in attached geotech
reports.
Subject: Callout
Page Label: 65
Date: 1/4/2019 10:17:18 AM
Status:
Color:
Layer:
Space:
Assess feasibility of soil amendment.
Subject: Cloud+
Page Label: 65
Date: 1/4/2019 9:20:39 AM
Status:
Color:
Layer:
Space:
Basic
Include full model report in appendix.
gations have been account for and shown.
oject area breakdown, the KCRTS model was used to compute the existing from the project. To meet the performance standard and allow for the ge, the storm water detention volume was calculated at 10,692 cubic feet.
ithin the active (detention) portion) is 509.30’ overflow – 504.90’ outlet The detention portion of the vault would be 108’ x 22.50’ (wide) x 4.40’ 0,692 cubic feet. The proposed vault is adequately sized for flow control fo ment. elevations listed above differ from theelevations on the plan set.
n Drainage Manual, the following steps are required to determine the off of the developed project:
G (no good) – The property does not have adequate flow path l dispersion; G – The soils have been classified by the Geotechnical Engineer as h a low permeability rate; Alderwood Series soils w/ high ground soils are not adequate for full infiltration per the Drainage Manual. neer does not recommend infiltration or retention of onsite runoff d water table and poor draining soils. – N/G- With the presents of a high ground water table, the use of t recommended by the geotechnical Engineer or allowed by the City
– N/G – The soils, the high ground water table and the lack of
Infiltration/permeability rate isnot provided in geotech reports.
Flow Control System (Part D):
Based upon the City of Renton Drainage Manual, the following steps are required to determine the mitigation of storm water runoff of the developed project:
Full Dispersion – N/G (no good) – The property does not have adequate flow path lengths to allow for full dispersion; Full Infiltration – N/G – The soils have been classified by the Geotechnical Engineer as “fine loamy sands” with a low permeability rate; Alderwood Series soils w/ high ground water present. These soils are not adequate for full infiltration per the Drainage Manual. The Geotechnical Engineer does not recommend infiltration or retention of onsite runoff due to the high ground water table and poor draining soils. Limited Infiltration – N/G- With the presents of a high ground water table, the use of infiltration BMP’s is not recommended by the geotechnical Engineer or allowed by the City manual. Limited Dispersion – N/G – The soils, the high ground water table and the lack of available flow path do not allow for these types of BMP’s. Perforated Pipe Connection – This BMP will be used on the lots as each house connects to the onsite stormwater facility.
The project will be sized for a storm water facility (vault) to provide runoff control. The facility izing calculations can be found attached to this section.
The existing historic conditions of the site are required to be analyzed as “Forested Site Conditions”
Developed Project Area breakdown has been attached to indicate the developed conditions of the project after BMP mitigations have been account for and shown.
From the developed project area breakdown, the KCRTS model was used to compute the existing and developed runoffs from the project. To meet the performance standard and allow for the
This soil description does not match geotech reports, which define soilas silty sands with gravel, not fine loamy sands or alderwood soils.
s not have adequate flow path
d by the Geotechnical Engineer as
wood Series soils w/ high ground
filtration per the Drainage Manual.
ation or retention of onsite runoff soils. gh ground water table, the use of ical Engineer or allowed by the City
nd water table and the lack of P’s. d on the lots as each house connects
ovide runoff control. The facility
No groundwaterwas present inattached geotechreports.
Limited Infiltration – N/G- With the presents of a high g infiltration BMP’s is not recommended by the geotechnical manual. Limited Dispersion – N/G – The soils, the high ground w available flow path do not allow for these types of BMP’s. Perforated Pipe Connection – This BMP will be used on to the onsite stormwater facility. The project will be sized for a storm water facility (vault) to provid sizing calculations can be found attached to this section. The existing historic conditions of the site are required to be analy Conditions” Developed Project Area breakdown has been attached to indicate project after BMP mitigations have been account for and shown. From the developed project area breakdown, the KCRTS model wa
Assess feasibility of soil amendment.
The Geotechnica
due to the high
Limited Infiltr
infiltration BMP’ manual.
Limited Dispe
available flow p Perforated Pip
to the onsite sto
The project will be size
Basic
Subject: Text Box
Page Label: 65
Date: 1/8/2019 8:31:03 AM
Status:
Color:
Layer:
Space:
State that lot development will utilize reduced
impervious surface credit. Ensure assumptions
and calculations comply with requirements within
section C.2.9 of the manual. For the lots, any
recorded limit on total impervious surface less than
a norm of 4,000 sf or the maximum allowed by the
lot's zoning, whichever is smaller, qualifies for a
restricted footprint credit equal to the difference in
sf. Must provide covenant that states restricted
impervious area amount for each lot.
Subject: Callout
Page Label: 68
Date: 1/2/2019 11:54:57 AM
Status:
Color:
Layer:
Space:
plans show sediment volume of 94.09 cubic feet.
68 (6)
Subject: Text Box
Page Label: 68
Date: 1/2/2019 11:57:21 AM
Status:
Color:
Layer:
Space:
dimensions from the plan set give a west cross
section of 1.575 sq ft and at the east end 1.18125
sq ft with a rectangular section of 3.2625 sq ft.
Subject: Text Box
Page Label: 68
Date: 1/2/2019 11:59:21 AM
Status:
Color:
Layer:
Space:
15' x [((1.575 sq ft + 1.18125 sq ft) / 2) + 3.2625 sq
ft] = 48.9375 cubic feet
Subject: Text Box
Page Label: 68
Date: 1/2/2019 3:42:05 PM
Status:
Color:
Layer:
Space:
recommend lowering the bottom elevation in order
to achieve required depth.
Subject: Callout
Page Label: 68
Date: 1/2/2019 4:07:41 PM
Status:
Color:
Layer:
Space:
please revise the elevations to match the plans
and developed runoffs from the project. To meet the performance standard and allow for the bypass area to discharge, the storm water detention volume was calculated at 10,692 cubic feet. The proposed vault (within the active (detention) portion) is 509.30’ overflow – 504.90’ outlet (4.40’ active storage). The detention portion of the vault would be 108’ x 22.50’ (wide) x 4.40’ deep (detention) OR 10,692 cubic feet. The proposed vault is adequately sized for flow control for the proposed development.
State that lot development will utilize reduced impervious surfacecredit. Ensure assumptions and calculations comply with requirementswithin section C.2.9 of the manual. For the lots, any recorded limit ontotal impervious surface less than a norm of 4,000 sf or the maximumallowed by the lot's zoning, whichever is smaller, qualifies for arestricted footprint credit equal to the difference in sf. Must providecovenant that states restricted impervious area amount for each lot.
Calculation o 15’*(13.725+
Cell #1 contains an
Remainder of vault (Cell #2
plans show sedimentvolume of 94.09 cubicfeet.
5’ * 15’ = 168.75 cubic feet of
q. feet feet
OKAY
ev. 500.90
ment storage
dimensions fromthe plan set give awest cross sectionof 1.575 sq ft andat the east end1.18125 sq ft witha rectangularsection of 3.2625sq ft.
lculate average sediment volume for 12”: 12” (1’) * 11.25’ * 15’ = 168.75 cubic feet of orage to obtain 12” average sediment storage
ovided sediment volume within Cell #1: Cross sectional area at west end of Cell #1: 13.725 sq. feet Cross sectional area at east end of Cell #1: 12.82 sq. feet Calculation of provided sediment volume in Cell #1: 15’*(13.725+12.82)/2 = 199.09 cubic feet > 168.75 OKAY
ll #1 contains an average of 12” of sediment storage @ elev. 500.90
r of vault (Cell #2 and Cell #3) will have 6” (0.5’) of sediment storage
15' x [((1.575 sq ft + 1.18125 sq ft) / 2) + 3.2625 sq ft] =48.9375 cubic feet
Cross sectional area at west end of Cell #1: 13.725 sq. feet Cross sectional area at east end of Cell #1: 12.82 sq. feet Calculation of provided sediment volume in Cell #1: 15’*(13.725+12.82)/2 = 199.09 cubic feet > 168.75 OKAY Cell #1 contains an average of 12” of sediment storage @ elev. 500.90 Remainder of vault (Cell #2 and Cell #3) will have 6” (0.5’) of sediment storage
recommend lowering the bottom elevation in order to achieve requireddepth.
sq. feet
eet
s: quare feet of new PGIS (6,250 sq. feet proposed ed driveways. Therefore, water quality treatment is
ater quality volume are attached to this section. The et of dead storage. The northerly half of the vault will he first portion of this area will be Cell #1. Cell #1 water quality.
5’ wide x 15’ long x (504.90-500.90) – volume 33.12%<35% OKAY
please revise the elevations tomatch the plans
Subject: Callout
Page Label: 68
Date: 1/7/2019 1:14:56 PM
Status:
Color:
Layer:
Space:
West x-section = Rectangle + Triangle =
11.25*(499.04-498.75) +
0.5*11.25*(498.75-498.47) = 3.2625 + 1.575 =
4.8375 SF
EAst x-section = Rectangle + Triangle =
11.25*(499.04-498.82) +
0.5*11.25*(498.82-498.54) = 2.475 + 1.575 = 4.05
SF
Average x-section = 0.5 * (4.8375+4.05) = 4.44375
SF
First Cell Volume = 15' * 4.44375 SF = 66.66 CF
First cell sediment storage volume is deficient.
Subject: Text Box
Page Label: 100
Date: 1/2/2019 12:11:23 PM
Status:
Color:
Layer:
Space:
update to new form on city's website
100 (1)
y half of the vault will be Cell #1. Cell #1
0.90) – volume
75 cu. feet
= 168.75 cubic feet of
90
age
West x-section = Rectangle + Triangle =11.25*(499.04-498.75) + 0.5*11.25*(498.75-498.47) =3.2625 + 1.575 = 4.8375 SFEAst x-section = Rectangle + Triangle =11.25*(499.04-498.82) + 0.5*11.25*(498.82-498.54) =2.475 + 1.575 = 4.05 SF
Average x-section = 0.5 * (4.8375+4.05) = 4.44375 SFFirst Cell Volume = 15' * 4.44375 SF = 66.66 CF
First cell sediment storage volume is deficient.
7
ON OF COVENANT AND EASEMENT FOR INSPECTION
update to new form on city's website
Broadleaf Deciduous
Quantity Symbol Scientific Name Common Name Code Name Planting Size
10 Amelanchier grandiflora 'Autumn Brilliance'Serviceberry AGab 2"-Cal
2 Nyssa sylvatica Sour gum Nysy 2"-Cal
Grass
Quantity Symbol Scientific Name Common Name Code Name Planting Size
11 Miscanthus sinensis 'Little Kitten'Dwarf Maiden Grass MSlk 1-Gal
Ground Cover
Quantity Symbol Scientific Name Common Name Code Name Planting Size
186 Mix Arcostaphylos uva-ursi Kinnikinnick Aruv 1-Gal
Perennial
Quantity Symbol Scientific Name Common Name Code Name Planting Size
5 Bergenia cordifolia Heartleaf bergenia Beco 1-Gal
13 Sedum telephium 'Autumn Joy'Autumn Joy Sedum ATaj 1-Gal
Shrub
Quantity Symbol Scientific Name Common Name Code Name Planting Size
24 Berberis thunbergii 'Crimson Pygmy'Crimson Pygmy BTcp 2-Gal
3 Euonymus alatus 'Compactus'Dwarf Burning Bush EAbb 2-Gal
29 Nandina domestica 'Nana'Harbour Dwarf Nandina NadoN 2-Gal
1 Potentilla fruticosa Bush cinquefoil Pofru 2-Gal
62 Thuja occidentalis 'Emerald Green' arborvitae Thoc 4' - 6'116 AVE S.E.20'
42" high full screening fence
6-foot high full screening fence
REPAIR EXISTING LAWN AS NEEDED
MSlk
BTcp
NadoN
EAbb
AGab
Thoc
LOCATION OF TREES ON PRIVATE ROAD TO BE
COORDINATED WITH DRIVEWAYS
PLANTER STRIP
SIDEWALK
10' LANDSCAPE STRIP
L-1
2" DEPTH BARK MULCH
4" WATERING BASIN
SURROUNDING PLANT
FINISH GRADE
REMOVE BURLAP FROM TOP
1/3 OF ROOTBALL. LIGHTLY
SCARIFY ROOTBALL OF
CONTAINER-GROWN PLANTS.
FERTILIZE ALL PLANTS WITH
APPROVED STARTER FERTILIZER
APPLIED AT MANUFACTURER'S
SUGGESTED RATES
PLANT SHRUB 1/2" HIGHER
THAN DEPTH GROWN AT
NURSERY.
SCARIFY PLANTING PIT WALLS
PLANTING BACKFILL
SET ROOTBALL ON MOUND OF
COMPACTED PLANTING BACKFILL MIX
EXISTING SUBGRADE 2 TIMES
ROOTBALL DIA.
PRIOR TO BACKFILLING
TREE PLANTING
NO SCALE
GENERAL NOTES
1.ALL WORK SHALL BE PERFORMED BY PERSONS FAMILIAR WITH THIS KIND OF WORK AND UNDER THE
SUPERVISION OF A QUALIFIED FOREMAN.
2.ALL PLANT MATERIAL SIZES AND QUALITY TO CONFORM TO AMERICAN ASSOC. OF NURSERYMEN, AMERICAN
STANDARD FOR NURSERY STOCK, 2002.
3.PLANT LOCATIONS ON THE PLANS ARE DIAGRAMMATIC AND MAY BE SUBJECT TO ADJUSTMENT IN THE FIELD
BY THE LANDSCAPE CONTRACTOR.
4.ALL PLANT MATERIAL SHALL BE OF NURSERY STOCK AND SHALL BE OF THE TYPE, SIZE AND CONDITION
SPECIFIED. THE PLANT MATERIAL SHALL EXHIBIT NORMAL HABITS OF GROWTH FOR THE SPECIES, SHALL
HAVE BUDS INTACT AND SHALL BE FREE OF DISEASE, INSECTS, SCARS, BRUISES, BREAKS, SEED AND WEED
ROOTS.
5.SEE NOTES THIS SHEET FOR TOPSOIL DEPTH AND SPECIFICATION.
6.FINE BARK MULCH IS TO BE INSTALLED AT ALL NEW PLANTING AREAS WITH A MINIMUM OF 2 INCHES.
7.ALL PLANTING PITS TO HAVE SOIL AMENDED WITH A WETTING AGENT (TERA-WET OR EQUAL) APPLIED AT
MANUFACTURES RECOMMENDED RATE.
8.LANDSCAPE CONTRACTOR SHALL VERIFY LOCATION OF ALL SITE UTILITIES PRIOR TO LANDSCAPE
IMPLEMENTATION. PLANT LOCATIONS MAY BE ADJUSTED TO AVOID CONFLICT.
9.LANDSCAPE CONTRACTOR SHALL TAKE NECESSARY PRECAUTIONS TO PROTECT EXISTING SITE
IMPROVEMENTS, PAVING, WALLS, AND UNDERGROUND UTILITIES. DAMAGE SHALL BE REPAIRED TO THE
OWNER'S SATISFACTION AND AT NO ADDITIONAL COST.
10. PLANT COUNT IS FOR THE CONTRACTOR'S CONVENIENCE; IF THERE IS A DISCREPANCY, THE PLAN SHALL
GOVERN. ACTUAL PLANT QUANTITIES TO BE DETERMINED BY REQUIRED PLANT SPACING.
11. ALL AREAS TO BE PLANTED WITH GROUNDCOVER ARE INDICATED ON THE PLAN WITH A HATCH PATTERN.
SEE PLANT LIST FOR PLANT TYPE, SIZE, AND SPACING.
12. SUBSTITUTION OF PLANT VARIETIES DUE TO LACK OF AVAILABILITY SUBJECT TO APPROVAL BY THE OWNERS
REPRESENTATIVE.
13. ALL DIMENSIONS ARE ASSUMED TO BE PARALLEL OR PERPENDICULAR UNLESS OTHERWISE NOTED.
14. ALL SOIL GRADES TO BE A MINIMUM SIX INCHES BELOW ADJACENT FINISH FLOOR ELEVATIONS UNLESS
NOTED OTHERWISE ALL GRADES ADJACENT TO A BUILDING SHALL HAVE A MAXIMUM SLOPE OF 5% 3' FROM
FOUNDATION.
15. ALL GRADES, DIMENSIONS AND EXISTING CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO
CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE LANDSCAPE
ARCHITECT.
16. PLANTING PLAN EMPHASIZES DROUGHT TOLERANT AND NATIVE PLANTS TO BE USED IN AN AMENDED SOIL IN
LIEU OF AN AUTOMATED IRRIGATION SYSTEM AS A WATER CONSERVATION 'BEST PRACTICE'.
SUPPLEMENTAL HAND WATERING WILL BE DONE DURING FIRST YEAR TO GUARANTEE PLANT
ESTABLISHMENT.
17. BASEMAP PROVIDED BY DRYCO SURVEYING, INC.
PLANTING LEGEND
SOIL NOTES
1.CONTRACTOR MAY STOCKPILE SITE TOPSOIL FOR POSSIBLE RE-USE IN LANDSCAPE BEDS. STOCKPILED
TOPSOIL TO BE APPROVED BY OWNERS REPRESENTATIVE.
2.SITE TOPSOIL TO BE SCREENED TO REMOVE ALL GRASS CLODS AND DEBRIS LARGER THAN 1"
3.EXISTING SITE TOPSOIL TO BE AMENDED WITH COMPOST AT A RATIO OF 3:1. 3 UNITS OF EXISTING SOIL TO
ONE UNIT OF COMPOST.
4.IN LIEU OF AMENDING SITE TOPSOIL CONTRACTORS MAY CHOOSE TO USE IMPORTED 3-WAY TOPSOIL.
5.TOPSOIL DEPTHS
5.1.TOPSOIL TO BE PLACED AT A MINIMUM OF 6" IN ALL LANDSCAPE BED AREAS AND TILLED INTO EXISTING
SUBGRADE.
6.IN ALL INSTANCES, PLACED TOPSOIL TO BE ROTOTILLED INTO EXISTING GRADE.
STREET FRONTAGE LANDSCAPE
1" = 16'-0" (CHECK SCALE BAR FOR ACCURACY)
2" DEPTH BARK MULCH
8 FOOT, 3" ROUND
GUYING APPARATUS:
HEAVY DUTY POLY CHAIN LOCK
4" WATERING BASIN
SURROUNDING TREE
PULL BURLAP OFF TOP 1/3
OF ROOTBALL
PLANTING BACKFILL MIX
SCARIFY PLANTING
SET ROOTBALL ON MOUNDOF COMPACTED PLANTINGBACKFILL MIX
EXISTING SUBGRADE
FINISH GRADE
1.5 - 2 TIMES ROOT
BALL DIAMETER
PIT WALLS
2 PER TREE
4 TIMES ROOT BALL DIAMETER
PLANT TREE 1/2" HIGHER THAN
DEPTH GROWN AT NURSERY.
FERTILIZE ALL TREES WITH
APPROVED STARTER FERTILIZER
APPLIED AT MANUFACTURER'S
SUGGESTED RATES
TREE STAKES TO BE VERTICAL,
PARALLEL, EVEN-TOPPED,
UNSCARRED AND DRIVEN INTO
UNDISTURBED SUBGRADE
12"MIN.
MULCH
LODGEPOLE PINE STAKES,
SHRUB PLANTING
NO SCALE7Ä$+.6+A5*146A2.#6CITY OF
RENTON.Ä.7# Ä5*2.Ä#/1& % $+.6+A5*146A2.#6Ä
IN COMPLIANCE WITH CITY OF RENTON STANDARDS 24 ÄBILITI SHORT PLAT
DesignGEEQU ..%
eccosDesign
Landscape Architecture and Planning
Mount Vernon, WA 98273
p. 360.419.7400
f. 800.508.2017
www.eccosdesign.com
RTGRCTGFD[
PATRIK DYLAN
CERTIFICATE NO. 793
STATE OFWASHINGTON
REGISTERED
LANDSCAPE ARCHITECT
Table of Contents
· Section 1: Project Overview
· Section 2: Conditions and Requirements Summary
· Section 3: Offsite Analysis
· Section 4: Flow Control and Water Quality Analysis and Design
· Section 5: Conveyance System Analysis and Design
· Section 6: Special Reports and Studies
· Section 7: Other Permits
· Section 8: CSWPPP Analysis and Design
· Section 9: Bond Quantities, Facility Summaries, and Declaration of Covenant
· Section 10: Operations and maintenance Manual
TIR Section 1: Project Overview
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 the City of Renton
Amendments. The project will install a storm water vault in the southeast corner to provide storm
water detention and water quality. The storm water facility will discharge across a particle to the
south, owned by the same owners, and connect to the existing road side ditch on SE 192nd Street.
The property is served by Soos Creek Water and Sewer District for water and sewer services.
Access to the development will be from 116th Avenue SE which abuts the project tom the west.
The property is flat with very gentle grade to the east. The soils were found to be Alderwood
Series (Glacial Till) soils. There is a high ground water table on the property due to the hard-
compact soils just below the grass. These soils allow for minimal infiltration of runoff. The
proposed developed stormwater mitigation will be to provide a storm water facility to treat
developed runoff flows and water quality treatment.
Figure #1 – TIR Worksheet
City of Renton
TECHNICAL INFORMATION REPORT (TIR) WORKSHEET
Part 1 PROJECT OWNER AND
PROJECT ENGINEER Part 2 PROJECT LOCATION AND
DESCRIPTION
Project Owner: Simion & Cecilia Bilti
Address: 19116 – 116th Avenue SE
Renton, WA 98056
Phone:
Project Engineer: Darrell Offe, P.E.
Company: Offe Engineers, PLLC
Address/Phone: 13932 SE 159th Place
Renton, WA 98058
(425) 260-3412
Project Name: Bilti Short Plat
Location
Township: 23 North
Range: 5 East
Section: 33
Part 3 TYPE OF PERMIT
APPLICATION Part 4 OTHER REVIEWS AND PERMITS
Subdivision
X Short Subdivision
• Grading
• Commercial
• Other _______________________
_______________________________
• DFW HPA • Shoreline Management
• COE 404 Rockery
• DOE Dam Safety Structural Vaults
• FEMA Floodplain • Other
• COE Wetlands
Part 5 SITE COMMUNITY AND DRAINAGE BASIN
Community
Soos Creek Community Area
Drainage Basin
Soos Creek/Green River/Puget Sound
Part 6 SITE CHARACTERISTICS
• River
_________________________________
• Stream
• Critical Stream Reach
• Depressions/Swales
• Lake _____________________________
• Steep Slopes ______________________
• Floodplain ______________________
• Seeps/Springs
• High Groundwater Table
• Groundwater Recharge
• Other __________________________
Part 7 SOILS
Soil Type
_________________
Qvt
_________________
_________________
Slopes
_________________
5 – 10%
_________________
_________________
Erosion Potential
_________________
minor
_________________
_________________
Erosive Velocities
_________________
_________________
_________________
_________________
• Additional Sheets Attached
Part 8 DEVELOPMENT LIMITATIONS
REFERENCE
• Ch. 4 – Downstream Analysis______
• ______________________________
• ______________________________
• ______________________________
• ______________________________
• ______________________________
• Additional Sheets Attached
LIMITATION/SITE CONSTRAINT
_________________________________
_______________________________________
_______________________________________
_______________________________________
_______________________________________
Part 9 ESC REQUIREMENTS
MINIMUM ESC REQUIREMENTS
DURING CONSTRUCTION
• Sedimentation Facilities
• Stabilized Construction Entrance
• Perimeter Runoff Control
• Clearing and Grading Restrictions
• Cover Practices
• Construction Sequence
• Other
MINIMUM ESC REQUIREMENTS
AFTER CONSTRUCTION
• Stabilize Exposed Surface
• Remove and Restore Temporary ESC Facilities
• Clean and Remove All Silt and Debris
• Ensure Operation of Permanent Facilities
• Flag Limits of SAO and open space
preservation areas
• Other
Part 10 SURFACE WATER SYSTEM
• Grass Lined
Channel
• Pipe System
• Open Channel
• Dry Pond
Tank
Vault
• Energy Dissipater
• Wetland
• Stream
Infiltration
• Depression
•
• Waiver
• Regional
Detention
Method of Analysis
2009 City of Renton
KCRTS
Compensation/Mitigati
on of Eliminated Site
Storage
_________________
Brief Description of System Operation: Catch basin within curb line of proposed private
street to collect runoff and convey into a stormwater vault located on the southeast
corner of project. Vault will discharge to the south within a pipe into an existing
roadside ditch along the shoulder of SE 192nd Street.
Facility Related Site Limitations
Reference Facility Limitation
____________ ________________ ________________________________________________
____________ ________________ ________________________________________________
Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTS/TRACTS
Cast in Place Vault
• Retaining Wall
Rockery > 4’ High
• Structural on Steep Slope
• Other
Drainage Easement
•
X Access Easement
Tract
• Other
Part 13 SIGNATURE OF PROFESSIONAL ENGINEER
I or a civil engineer under my supervision my supervision have visited the site. Actual site
conditions as observed were incorporated into this worksheet and the attachments. To the best of
my knowledge the information provided here is accurate.
Signed/Date
Figure #2 – Site Location
Figure #3 – Drainage Basins, Subbasins, and Site Characteristics
X
SITE
Figure #4 - Soils
X
SITE
TIR Section 2: Conditions and Requirement Summary
Section 1.2 Core Requirements
Core Requirement #1: Discharge at Natural Location
The subject property has a natural discharge location of sheet flow along the east property
line. The discharge sheet flows over existing developed property to the east and into the
public storm system located within 117th Place SE. This public system flows through a
detention pond located at the southeast corner of 117th Place SE and SE 192nd Street. The
pond is 225 feet downstream of the subject property east property line. The pond
discharges into a public conveyance (pipe) system within SE 192nd Street. The proposed
discharge from the subject property will be to convey runoff from an onsite detention/water
quality facility and into the public storm system within SE 192nd Street. The developed
discharge will connect into the natural discharge system 300 feet west of the discharge
point of the downstream pond.
Core Requirement #2: Offsite Analysis
An upstream and downstream analysis has been provided within this Report within TIR
Section 3. There were no indications of existing offsite flooding, erosion, drainage or water
quality problems at the time of the downstream/upstream site visit in December 2015 or in
November 2018.
Core Requirement #3: Flow Control
The subject property is located within the City of Renton, Flow Control Duration Standard,
Forested Conditions. An onsite flow control facility will be installed (stormwater vault) in
the southeast corner of the development which will provide and be designed to perform to
the required Duration Standards. The stormwater flow control (detention) sizing of the
stormwater vault can be found within TIR Section 4 of this Report.
Core Requirement #4: Conveyance System
The proposed onsite and offsite conveyance systems have been analyzed and designed to
meet the City of Renton amendments dated February 2010. All new pipes and catch basin
will be sized to provide capacity for the 25-year event and the catch basins will have a
minimum of 6” of freeboard above the 25-year event. The review and analysis of this
proposed conveyance system includes calculations using the “Rational Method of Analysis”
at the 25-year event. The design and analysis of the new system can be found in TIR
Section 5 of this Report. The design of the proposed new system meets this Core
requirement.
Core Requirement #5: Erosion and Sediment Control
A Temporary Erosion and Sediment Control Plan has been designed and provided as part of
utility permit plan set. The implementation of these plans during construction will provide
erosion and sedimentation control during the construction process. The erosion and
sedimentation control plans are designed to minimize downstream impacts of the public
storm system from the transportation of sediments, silts, and erosion.
Core Requirement #6: Maintenance and Operations
The utility permit plans have identified the public and private storm systems on the project.
The stormwater vault will be owned by the homeowner’s association. The maintenance
and operation of the internal portion of the stormwater vault will be provide by the City of
Renton. The public storm systems identified by the utility permit plans will be maintained
by the City of Renton. The private storm systems located on private property will be
maintained by the individual home owner. TIR Section 10 of this Report provides routine
maintenance requirements for the new facilities on this project.
Core Requirement # 7: Financial Guarantees and Liability
Financial Guarantees and Liabilities will be provided to the City of Renton as part of the
issuance of the utility construction permit to construct the flow control facilities, storm
conveyance systems, erosion control measures, and road improvements.
A Bond Quantity worksheet has been provided within TIR Section 9 to provide support
information to the City of Renton to determine financial requirements for bonds, fees, and
sureties.
Core Requirement No. 8 – Water Quality
The subject project is required to provide water quality treatment. The water quality sizing
is provided within TIR Section 4 of this Report. The water quality (dead storage) and
sedimentation will be provided in the lower portion of the proposed stormwater vault.
Section 1.3 Special Requirements
Special Requirement #1: Other Adopted Area-Specific Requirements
This project is not in a designated area included in an adopted master drainage plan, basin
plan, salmon conservation plan, stormwater compliance plan, flood hazard reduction plan,
or shared facilities drainage plan as identified under the City of Renton amendments to the
King County Surface Water Design Manual dated February 2010.
Special Requirement #2: Flood Hazard Area Delineation
This project does not contain or adjacent to a flood hazard area for a river, stream, lake,
wetland, closed depression, marine shoreline within the City of Renton. There are no
regulations within the City of Renton amendments dated February 2010 to study flood
hazards on this property.
Special Requirement #3: Flood Protection Facilities
The subject property does not rely on any flood protection facilities or proposes to modify
or construct a new flood protection faciality.
Special Requirement #4: Source Control
The proposed project does not require a commercial building or commercial site
development permit.
Special Requirement #5: Oil Control
The proposed project is a single-family residential subdivision. This project does not meet
the requirements of a high-use site.
Special Requirement #6: Aquifer Protection Area
The proposed site development is not within an Aquifer Protection Area (APA) zone 1 or
zone 2 as identified on the attached Groundwater Protection Areas map dated 01/09/2014
Preliminary Short Plat Conditions of Approval
TIR Section 3: Offsite Analysis
TASK 1: Study Area Definition and Maps
The subject project has an upstream contributing area and downstream system. Within the
Downstream Analysis will be an overview and analysis of the downstream system approximately
1,300 feet downstream. The Upstream contributing area is from the roadway and open channel
along the east side of 116th Avenue SE. This area will be conveyed through the proposed frontage
conveyance system and connect into the downstream system. This area (upstream) will bypass
the storm water facility on the subject property. The storm water facility will be sized to account
for the bypass area of the 116th Avenue SE required frontage improvements.
UPSTREAM/DOWNSTREAM MAP
UPSTREAM/DOWNSTREAM PHOTOS
Photo 1 – High Point within 116th Ave SE viewing south
Photo 2 – Beginning of open channel along east side of 116th Avenue SE (viewing south)
Photo 3 – Open ditch downstream of subject property (viewing north)
Photo 4 – Catch basin located at 116th Ave SE and SE 192nd Street (NE corner of int’x)
Photo 5 – Open ditch on east side of 116th Ave SE at int’x of SE 192nd Street (viewing south)
Photo 6 – Catch basin along north side of SE 192nd St. (viewing east on 192nd Street)
Photo 7 – Driveway crossing along north side of SE 192nd St. (viewing east on 192nd Street)
Photo 8 – Discharge location of downstream pond on north side of SE 192nd Street
UPSTREAM MAP and Discussion
The upstream contributing area consists of runoff the from the centerline – east into a road side
ditch. As field measured, 525 feet from the catch basin wat the intersection of 116th Avenue SE
and SE 192nd Street is the “high point” within 116th Avenue SE. This contributing area is from the
centerline of 116th flowing east into a road side channel which then flows south towards the
intersection of 116th and SE 192nd Street. The road side ditch has three culvert crossing for
property access. The upstream area, above the subject property is a portion of this total area
since the subject property is located 135 feet north of the intersection. This upstream area (north
of the subject property) consists of 0.25 acres. This area will be conveyed across the frontage of
the subject property in a culvert. The subject frontage improvements will connect into this culvert
and bypass the on-site stormwater facility. The onsite stormwater facility will be sized to account
for this developed bypass area. The bypass frontage along 116th is 0.07 acres.
TASK 2: Resource Review
Online maps from King County, Google Earth and the City of Renton storm water maps were
reviewed before the upstream and downstream system was walked.
TASK 3: Field Inspection
Downstream System:
The subject property sheet flow discharges along the east property line and onto the neighboring
developed property to the east. The natural discharge flows through he yards and around existing
houses and onto 117th Place SE. Within 117th Place SE the discharge is collected within catch
basins and conveyed into a stormwater pond located at the SE corner of 117th place SE and SE
192ND Street. The stormwater pond discharges into a conveyance system along the north side of
SE 192nd Street and continues to flow east within storm pipes and open ditch. This system
continues to the east for another 1200 feet before entering a new developed subdivision on the
east side of Soos Creek. During the winter of 2015 and in November 2018, this system was
walked and reviewed for capacity issues. Neither time during the field walk of this downstream
system were there any indications of flooding, overtopping, or erosion.
TASK 4: Drainage System Description and Problem Descriptions
The existing downstream drainage system consists of:
0+00’ - 1+75’ Discharge from property to 117th Place SE. No indications of flooding in
rear yards of neighbors, existing yard drains on neighboring property indicates flow coming from
subject property. No flooding or scouring problems seen from over fence.
1+75’ - 2+60’ Public conveyance within 117th Place SE. No problems seen.
2+60’ - 4+15’ Existing stormwater pond and outfall. No problems seen.
4+15’ – 19+50’ Existing conveyance system along the north side of SE 192nd Street.
No indications of overtopping or scouring within system.
TASK 5: Mitigation of existing or potential Problems
There are no mitigations necessary for the downstream system
TIR Section 4: Flow Control and Water Quality Analysis and Design
Existing Site Hydrology (Part A):
The project site is 30,040 square feet in size. The existing characteristics and land cover will not
be utilized for this project. The project is located within the “Existing Conditions – Forested
conditions” drainage area; therefore, the project will utilize a fully forested condition as the pre-
developed modeling. The existing site is under laid by Alderwood series soils classified as Vashon
Glacial Tills (as identified within the Geotechnical Report within this Report. This type of soils is
hard and compact with pockets of high groundwater during the wet weather season.
The existing drainage on the project sheet flows towards the east onto the neighboring property
and development. A new flow control facility will be placed in the southeast corner and connect
into the public storm system within SE 192nd Street.
Developed Site Hydrology (Part B):
Drainage Review Requirements
Project Characteristics:
Total Site Area = 30,040 square feet
Offsite Improvements: frontage improvements along the east side of 116th Avenue SE
Total Improvement: Value of development cost more than $100,000
Developed Impervious = 18,420 square feet (new plus replaced)
Drainage Review:
Based upon Table 1.1.2.A., the project drainage review meets “Full Drainage Review”.
The project will be developed to provide storm water detention for the area of the project that can
gravity flow into the facility in the southeast corner of the project. The frontage improvements will
bypass the onsite facility. Further discussion of this bypass area is contained below.
Developed Site data:
4 single-family lots ranging from 5020 to 6938 square feet in size. (23,614 square feet)
Tract A – access and utility tract (5,074 square feet)
Dedicated R/W (1352 square feet)
Developed Site Conditions:
On-site contributing to storm water vault
Tract A: 5,074 square feet (0.1165 acres)
Impervious 4,450 square feet (0.1022 acres)
Pervious 624 square feet (0.0169 acres)
Lots 1-4: 23,614 square feet (0.5421 acres)
Lot development will utilize reduced impervious surface BMP:
Lot 1: maximum 2500 sq. feet
Lot 2: maximum 2500 sq. feet
Lot 3: maximum 2500 sq. feet
Lot 4: maximum 2900 sq. feet
Impervious 10,400 square feet (0.2388 acres)
Pervious 13,214 square feet (0.3034 acres)
Areas to vault (summary):
Impervious 14,850 sq. feet (use 0.34 acres)
Pervious 13,955 sq. feet (use 0.32 acres)
Bypass Area: **
Dedicated Frontage: 1,352 square feet
Impervious 832 square feet (0.0122 acres)
Pervious 520 square feet (0.0119 acres)
116th Widening/walkway
Impervious 1968 square feet (0.0452 acres)
Pervious 530 square feet (0.0122 acres)
** The project bypass area must be verified for compliance with Section 1.2.3.2.E of the 2009
Surface Water Design Manual Amendment. Mitigation of Target Surfaces that Bypass facility:
1. The bypass area and the flow control (vault) discharge at the same point of
convergence, into SE 192nd Street system, the two discharges converge less than ¼
mile downstream;
2. The developed 100-year flow rate is 0.030 cfs at release from the vault; this is less than
the allowable of 0.60 cfs. Peak discharge from the bypass area does not increase the
100-year existing condition flow rate by 0.60 cfs.
3. Runoff from the bypass area does not create a significant adverse downstream impact;
4. There is 1,660 square feet of the bypass area that is PGIS; this is less than 5,000
square feet; therefore, no water quality required for this area.
5. Compensatory mitigation must be provided by flow control facility. The flow control
facility (vault) has been sized to reduce the allowable discharge by the bypass flow
rate. The combination of the bypass flow and the vault discharge flow are equal to or
less than the historic allowable flow rate. This condition has been met.
The project will be modeled using KCRTS. The existing historical condition (forested) was modeled
to provide parameters for the design outfall match of the proposed storm water vault. Further
modeling and calculations can be found within Part C.
Performance Standards (Part C):
Area-specific flow control facility standards: From the “Flow Control Application Map”,
reference 11-A, the project discharge is required to meet Flow Control Duration Standard
(Forested Conditions). Flow control BMP’s are required for this project and will be further
evaluated within Part D of this Section.
Conveyance system capacity standards: The new conveyance system will be analyzed and
designed to meet the developed 25-year flow rates. Capacity within the catch basins shall have 6”
(0.5’) of freeboard above the 25-year hydraulic grade within the catch basin.
Area-specific water quality treatment menu: As identified under Section 1.2.8.1.A.
“Required Treatment Menu”, this project is NOT a commercial, industrial or multifamily land use
and is NOT a road project with 7,500 ADT. Therefore, the project is required to provide Basic
Water Quality Treatment. Water Quality sizing calculation can be found in Part D of this Section
The Bilti Short Plat project is subject to the City’s 2009 Surface Water Design Manual Amendment
(City Manual). This essentially adopts the 2009 King County Surface Water Design Manual (County
Manual), with some minor modifications. The project is subject to the “Flow Control Duration
Standard Matching Forested Site Conditions”, as outlined on Page 1-35 of the City Manual. Here is
a discussion of those requirements, and how they have been achieved:
· The model must assume the historic site conditions to be fully forested. This is shown in
the input parameters on the first page of the attached calculations.
· The model must meet the requirements listed under “Evaluating Flow Control
Performance”, as shown on Page 3-43 of the County Manual. This section of the manual is
not modified by the City Manual. The requirements of this section are:
1. The post-development flow duration curve lies strictly on or below the
predevelopment curve at the lower limit of the range of control.
This condition has been met. It is presented graphically on the last page of the
attached calculations. The numerical analysis presented on that same page
indicates a duration reduction of nearly 10% at the lower limit (1/2 the 2-yr peak).
2. At any duration within the range of control, the post-development flow is less than
1.1 times (10%) the predevelopment flow.
This condition has been met. The numerical analysis provided on the last page of
the attached calculations indicates that the maximum positive excursion through the
range of control is only 0%. Maximum is never exceeded.
3. The target duration curve may not be exceeded along more than 50% of the range
of control.
This condition has been met. From the graphic representation on the final page of
the calculations, it can be visually observed that most of the post-developed curve
lies beneath the target curve. The numerical analysis provided on that same sheet
evaluates 14 data points, and of those, zero data points are exceeded.
4. The peak flow at the upper end of the range of control (reduced, 25-year; historical,
50 year) may not exceed predeveloped levels by more than 10%.
This condition has been met at the point of compliance. The analysis used the
reduced record, and the peak flows for the 25-yr event are as follows:
25-yr Historic Peak Flow for Project: 0.047 cfs
25-yr Developed Peak Flow at the Point of Compliance: 0.052 cfs
25-yr Peak Flow Increase: 1.1%
· Page 1-35 of the City Manual also requires the design to match the 2-yr and 10-yr peak
discharge rates at point of compliance. Here is a summary of those rates for the project:
2-yr Peak Rate (Historic): 0.020 cfs
2-yr Peak Rate (Developed): 0.022 cfs
10-yr Peak Rate (Historic): 0.036 cfs
10-yr Peak Rate (Developed): 0.032 cfs
X
SITE
Historic Conditions
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
0.047 2 2/09/01 18:00 0.060 1 100.00 0.990
0.012 7 1/06/02 3:00 0.047 2 25.00 0.960
0.035 4 2/28/03 3:00 0.036 3 10.00 0.900
0.001 8 3/24/04 19:00 0.035 4 5.00 0.800
0.020 6 1/05/05 8:00 0.030 5 3.00 0.667
0.036 3 1/18/06 21:00 0.020 6 2.00 0.500
0.030 5 11/24/06 4:00 0.012 7 1.30 0.231
0.060 1 1/09/08 9:00 0.001 8 1.10 0.091
Computed Peaks 0.055 50.00 0.980
Developed Conditions
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
0.111 5 2/09/01 2:00 0.228 1 100.00 0.990
0.087 8 1/05/02 16:00 0.134 2 25.00 0.960
0.134 2 2/27/03 7:00 0.132 3 10.00 0.900
0.091 7 8/26/04 2:00 0.117 4 5.00 0.800
0.110 6 10/28/04 16:00 0.111 5 3.00 0.667
0.117 4 1/18/06 16:00 0.110 6 2.00 0.500
0.132 3 10/26/06 0:00 0.091 7 1.30 0.231
0.228 1 1/09/08 6:00 0.087 8 1.10 0.091
Computed Peaks 0.197 50.00 0.980
Bypass Conditions
Flow Frequency Analysis
Time Series File:bypass.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
0.016 6 2/09/01 2:00 0.032 1 100.00 0.990
0.014 8 1/05/02 16:00 0.022 2 25.00 0.960
0.020 3 2/27/03 7:00 0.020 3 10.00 0.900
0.015 7 8/26/04 2:00 0.019 4 5.00 0.800
0.019 4 10/28/04 16:00 0.018 5 3.00 0.667
0.018 5 1/18/06 16:00 0.016 6 2.00 0.500
0.022 2 10/26/06 0:00 0.015 7 1.30 0.231
0.032 1 1/09/08 6:00 0.014 8 1.10 0.091
Computed Peaks 0.029 50.00 0.980
Facility Design
Retention/Detention Facility
Type of Facility: Detention Vault
Facility Length: 108.00 ft
Facility Width: 22.50 ft
Facility Area: 2430. sq. ft
Effective Storage Depth: 4.40 ft
Stage 0 Elevation: 100.00 ft
Storage Volume: 10692. cu. ft
Riser Head: 4.40 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 0.38 0.008
2 3.35 1.00 0.028 4.0
Top Notch Weir: None
Outflow Rating Curve: None
Stage Elevation Storage Discharge Percolation
(ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs)
0.00 100.00 0. 0.000 0.000 0.00
0.01 100.01 24. 0.001 0.000 0.00
0.02 100.02 49. 0.001 0.001 0.00
0.03 100.03 73. 0.002 0.001 0.00
0.13 100.13 316. 0.007 0.001 0.00
0.23 100.23 559. 0.013 0.002 0.00
0.33 100.33 802. 0.018 0.002 0.00
0.43 100.43 1045. 0.024 0.003 0.00
0.53 100.53 1288. 0.030 0.003 0.00
0.63 100.63 1531. 0.035 0.003 0.00
0.73 100.73 1774. 0.041 0.003 0.00
0.83 100.83 2017. 0.046 0.003 0.00
0.93 100.93 2260. 0.052 0.004 0.00
1.03 101.03 2503. 0.057 0.004 0.00
1.13 101.13 2746. 0.063 0.004 0.00
1.23 101.23 2989. 0.069 0.004 0.00
1.33 101.33 3232. 0.074 0.004 0.00
1.43 101.43 3475. 0.080 0.005 0.00
1.53 101.53 3718. 0.085 0.005 0.00
1.63 101.63 3961. 0.091 0.005 0.00
1.73 101.73 4204. 0.097 0.005 0.00
1.83 101.83 4447. 0.102 0.005 0.00
1.93 101.93 4690. 0.108 0.005 0.00
2.03 102.03 4933. 0.113 0.005 0.00
2.13 102.13 5176. 0.119 0.006 0.00
2.23 102.23 5419. 0.124 0.006 0.00
2.33 102.33 5662. 0.130 0.006 0.00
2.43 102.43 5905. 0.136 0.006 0.00
2.53 102.53 6148. 0.141 0.006 0.00
2.63 102.63 6391. 0.147 0.006 0.00
2.73 102.73 6634. 0.152 0.006 0.00
2.83 102.83 6877. 0.158 0.006 0.00
2.93 102.93 7120. 0.163 0.007 0.00
3.03 103.03 7363. 0.169 0.007 0.00
3.13 103.13 7606. 0.175 0.007 0.00
3.23 103.23 7849. 0.180 0.007 0.00
3.33 103.33 8092. 0.186 0.007 0.00
3.35 103.35 8141. 0.187 0.007 0.00
3.36 103.36 8165. 0.187 0.007 0.00
3.37 103.37 8189. 0.188 0.008 0.00
3.38 103.38 8213. 0.189 0.009 0.00
3.39 103.39 8238. 0.189 0.010 0.00
3.40 103.40 8262. 0.190 0.012 0.00
3.41 103.41 8286. 0.190 0.014 0.00
3.42 103.42 8311. 0.191 0.014 0.00
3.43 103.43 8335. 0.191 0.015 0.00
3.53 103.53 8578. 0.197 0.019 0.00
3.63 103.63 8821. 0.203 0.022 0.00
3.73 103.73 9064. 0.208 0.024 0.00
3.83 103.83 9307. 0.214 0.026 0.00
3.93 103.93 9550. 0.219 0.028 0.00
4.03 104.03 9793. 0.225 0.030 0.00
4.13 104.13 10036. 0.230 0.032 0.00
4.23 104.23 10279. 0.236 0.033 0.00
4.33 104.33 10522. 0.242 0.035 0.00
4.40 104.40 10692. 0.245 0.036 0.00
4.50 104.50 10935. 0.251 0.345 0.00
4.60 104.60 11178. 0.257 0.910 0.00
4.70 104.70 11421. 0.262 1.640 0.00
4.80 104.80 11664. 0.268 2.430 0.00
4.90 104.90 11907. 0.273 2.720 0.00
5.00 105.00 12150. 0.279 2.970 0.00
5.10 105.10 12393. 0.285 3.210 0.00
5.20 105.20 12636. 0.290 3.430 0.00
5.30 105.30 12879. 0.296 3.630 0.00
5.40 105.40 13122. 0.301 3.830 0.00
5.50 105.50 13365. 0.307 4.020 0.00
5.60 105.60 13608. 0.312 4.190 0.00
5.70 105.70 13851. 0.318 4.360 0.00
5.80 105.80 14094. 0.324 4.530 0.00
5.90 105.90 14337. 0.329 4.680 0.00
6.00 106.00 14580. 0.335 4.840 0.00
6.10 106.10 14823. 0.340 4.990 0.00
6.20 106.20 15066. 0.346 5.130 0.00
6.30 106.30 15309. 0.351 5.270 0.00
6.40 106.40 15552. 0.357 5.410 0.00
Hyd Inflow Outflow Peak Storage
Stage Elev (Cu-Ft) (Ac-Ft)
1 0.23 0.03 3.96 103.96 9626. 0.221
2 0.13 0.03 4.06 104.06 9868. 0.227
3 0.13 0.00 1.71 101.71 4145. 0.095
4 0.12 0.01 2.79 102.79 6791. 0.156
5 0.11 0.03 3.83 103.83 9317. 0.214
6 0.11 0.00 0.90 100.90 2189. 0.050
7 0.09 0.00 1.22 101.22 2963. 0.068
8 0.09 0.01 2.78 102.78 6756. 0.155
25 year elevation withinstorm water vault
Hyd R/D Facility Tributary Reservoir POC Outflow
Outflow Inflow Inflow Target Calc
1 0.03 0.03 ******** 0.06 0.05
2 0.03 0.02 ******** ******* 0.04
3 0.00 0.02 ******** ******* 0.03
4 0.01 0.02 ******** ******* 0.02
5 0.03 0.02 ******** ******* 0.03
6 0.00 0.02 ******** ******* 0.02
7 0.00 0.02 ******** ******* 0.02
8 0.01 0.01 ******** ******* 0.02
----------------------------------
Route Time Series through Facility
Inflow Time Series File:dev.tsf
Outflow Time Series File:rdout.tsf
POC Time Series File:dsout
Inflow/Outflow Analysis
Peak Inflow Discharge: 0.228 CFS at 6:00 on Jan 9 in Year 8
Peak Outflow Discharge: 0.034 CFS at 21:00 on Feb 9 in Year 1
Peak Reservoir Stage: 4.28 Ft
Peak Reservoir Elev: 104.28 Ft
Peak Reservoir Storage: 10398. Cu-Ft
: 0.239 Ac-Ft
Add Time Series:bypass.tsf
Peak Summed Discharge: 0.046 CFS at 9:00 on Jan 9 in Year 8
Point of Compliance File:dsout.tsf
Flow Duration from Time Series File:rdout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % % %
0.000 23919 39.007 39.007 60.993 0.610E+00
0.001 10481 17.092 56.099 43.901 0.439E+00
0.002 5608 9.145 65.245 34.755 0.348E+00
0.003 9338 15.228 80.473 19.527 0.195E+00
0.004 4884 7.965 88.438 11.562 0.116E+00
0.005 3628 5.917 94.354 5.646 0.565E-01
0.006 2591 4.225 98.580 1.420 0.142E-01
0.007 110 0.179 98.759 1.241 0.124E-01
0.008 520 0.848 99.607 0.393 0.393E-02
0.009 21 0.034 99.641 0.359 0.359E-02
0.010 18 0.029 99.671 0.329 0.329E-02
0.011 13 0.021 99.692 0.308 0.308E-02
0.012 7 0.011 99.703 0.297 0.297E-02
0.013 5 0.008 99.711 0.289 0.289E-02
0.013 5 0.008 99.720 0.280 0.280E-02
0.014 12 0.020 99.739 0.261 0.261E-02
0.015 13 0.021 99.760 0.240 0.240E-02
0.016 19 0.031 99.791 0.209 0.209E-02
0.017 9 0.015 99.806 0.194 0.194E-02
0.018 6 0.010 99.816 0.184 0.184E-02
0.019 7 0.011 99.827 0.173 0.173E-02
0.020 6 0.010 99.837 0.163 0.163E-02
0.021 5 0.008 99.845 0.155 0.155E-02
0.022 5 0.008 99.853 0.147 0.147E-02
0.023 5 0.008 99.861 0.139 0.139E-02
0.024 6 0.010 99.871 0.129 0.129E-02
0.025 7 0.011 99.883 0.117 0.117E-02
0.026 7 0.011 99.894 0.106 0.106E-02
0.026 11 0.018 99.912 0.088 0.881E-03
0.027 4 0.007 99.918 0.082 0.815E-03
0.028 6 0.010 99.928 0.072 0.718E-03
0.029 7 0.011 99.940 0.060 0.603E-03
0.030 10 0.016 99.956 0.044 0.440E-03
0.031 9 0.015 99.971 0.029 0.294E-03
0.032 6 0.010 99.980 0.020 0.196E-03
0.033 5 0.008 99.989 0.011 0.114E-03
Flow Duration from Time Series File:dsout.tsf
Cutoff Count Frequency CDF Exceedence_Probability
CFS % % %
0.001 24235 39.522 39.522 60.478 0.605E+00
0.002 10637 17.347 56.869 43.131 0.431E+00
0.003 5415 8.831 65.700 34.300 0.343E+00
0.004 10521 17.158 82.857 17.143 0.171E+00
0.005 4959 8.087 90.944 9.056 0.906E-01
0.007 2918 4.759 95.703 4.297 0.430E-01
0.008 1391 2.268 97.971 2.029 0.203E-01
0.009 446 0.727 98.699 1.301 0.130E-01
0.010 240 0.391 99.090 0.910 0.910E-02
0.011 134 0.219 99.309 0.691 0.691E-02
0.012 91 0.148 99.457 0.543 0.543E-02
0.014 46 0.075 99.532 0.468 0.468E-02
0.015 36 0.059 99.591 0.409 0.409E-02
0.016 35 0.057 99.648 0.352 0.352E-02
0.017 30 0.049 99.697 0.303 0.303E-02
0.018 32 0.052 99.749 0.251 0.251E-02
0.020 16 0.026 99.775 0.225 0.225E-02
0.021 17 0.028 99.803 0.197 0.197E-02
0.022 12 0.020 99.822 0.178 0.178E-02
0.023 11 0.018 99.840 0.160 0.160E-02
0.024 6 0.010 99.850 0.150 0.150E-02
0.025 7 0.011 99.861 0.139 0.139E-02
0.027 10 0.016 99.878 0.122 0.122E-02
0.028 11 0.018 99.896 0.104 0.104E-02
0.029 6 0.010 99.905 0.095 0.946E-03
0.030 7 0.011 99.917 0.083 0.832E-03
0.031 8 0.013 99.930 0.070 0.701E-03
0.033 8 0.013 99.943 0.057 0.571E-03
0.034 9 0.015 99.958 0.042 0.424E-03
0.035 6 0.010 99.967 0.033 0.326E-03
0.036 5 0.008 99.976 0.024 0.245E-03
0.037 5 0.008 99.984 0.016 0.163E-03
0.038 2 0.003 99.987 0.013 0.130E-03
0.040 1 0.002 99.989 0.011 0.114E-03
0.041 3 0.005 99.993 0.007 0.652E-04
0.042 3 0.005 99.998 0.002 0.163E-04
Duration Comparison Anaylsis
Base File: predev.tsf
New File: dsout.tsf
Cutoff Units: Discharge in CFS
-----Fraction of Time----- ---------Check of Tolerance-------
Cutoff Base New %Change Probability Base New %Change
0.010 | 0.97E-02 0.96E-02 -0.7 | 0.97E-02 0.010 0.010 -1.0
0.013 | 0.66E-02 0.52E-02 -20.4 | 0.66E-02 0.013 0.012 -9.6
0.016 | 0.51E-02 0.37E-02 -28.0 | 0.51E-02 0.016 0.013 -16.9
0.018 | 0.39E-02 0.24E-02 -36.7 | 0.39E-02 0.018 0.015 -17.5
0.021 | 0.29E-02 0.19E-02 -34.7 | 0.29E-02 0.021 0.018 -17.4
0.024 | 0.22E-02 0.15E-02 -32.1 | 0.22E-02 0.024 0.020 -17.9
0.027 | 0.15E-02 0.12E-02 -21.7 | 0.15E-02 0.027 0.024 -9.5
0.030 | 0.10E-02 0.88E-03 -15.6 | 0.10E-02 0.030 0.028 -5.3
0.033 | 0.64E-03 0.57E-03 -10.3 | 0.64E-03 0.033 0.032 -1.4
0.035 | 0.34E-03 0.29E-03 -14.3 | 0.34E-03 0.035 0.035 -2.5
0.038 | 0.23E-03 0.13E-03 -42.9 | 0.23E-03 0.038 0.037 -3.9
0.041 | 0.16E-03 0.49E-04 -70.0 | 0.16E-03 0.041 0.037 -9.0
0.044 | 0.98E-04 0.00E+00 -100.0 | 0.98E-04 0.044 0.041 -7.6
0.047 | 0.16E-04 0.00E+00 -100.0 | 0.16E-04 0.047 0.043 -7.9
There is no positive excursion
Maximum negative excursion = 0.005 cfs (-20.8%)
occurring at 0.023 cfs on the Base Data:predev.tsf
and at 0.018 cfs on the New Data:dsout.tsf
Flow Control System (Part D):
Based upon the City of Renton Drainage Manual, the following steps are required to determine the
mitigation of storm water runoff of the developed project:
Full Dispersion – N/G (no good) – The property does not have adequate flow path
lengths to allow for full dispersion;
Full Infiltration – N/G – The soils have been classified by the Geotechnical Engineer as
“fine loamy sands” with a low permeability rate; Alderwood Series soils w/ high ground
water present. These soils are not adequate for full infiltration per the Drainage Manual.
The Geotechnical Engineer does not recommend infiltration or retention of onsite runoff
due to the high ground water table and poor draining soils.
Limited Infiltration – N/G- With the presents of a high ground water table, the use of
infiltration BMP’s is not recommended by the geotechnical Engineer or allowed by the City
manual.
Limited Dispersion – N/G – The soils, the high ground water table and the lack of
available flow path do not allow for these types of BMP’s.
Perforated Pipe Connection – This BMP will be used on the lots as each house connects
to the onsite stormwater facility.
The project will be sized for a storm water facility (vault) to provide runoff control. The facility
sizing calculations can be found attached to this section.
The existing historic conditions of the site are required to be analyzed as “Forested Site
Conditions”
Developed Project Area breakdown has been attached to indicate the developed conditions of the
project after BMP mitigations have been account for and shown.
From the developed project area breakdown, the KCRTS model was used to compute the existing
and developed runoffs from the project. To meet the performance standard and allow for the
bypass area to discharge, the storm water detention volume was calculated at 10,692 cubic feet.
The proposed vault (within the active (detention) portion) is 509.30’ overflow – 504.90’ outlet
(4.40’ active storage). The detention portion of the vault would be 108’ x 22.50’ (wide) x 4.40’
deep (detention) OR 10,692 cubic feet. The proposed vault is adequately sized for flow control for
the proposed development.
Water Quality System (Part E):
The proposed project will include the installation of a wet sump (dead storage) within the
proposed storm water vault for water quality treatment.
PGIS:
Tract A 4,450 sq. feet
Lots 1-3 use 400 sq. ft./lot = 1,200 sq. feet
Lot 4 use 600 sq. ft.
Total proposed PGIS: 6,250 square feet
Check project for Water Quality Exemption:
Section 1.2.8.1 Surface Area Exemptions:
Project creates greater than 5,000 square feet of new PGIS (6,250 sq. feet proposed
PGIS) – new roads, and new proposed driveways. 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 2,038 cubic feet of dead storage. The northerly half of the vault will
be used for water quality or 108’ x 11.25’. The first portion of this area will be Cell #1. Cell #1
will contain between 25-35% of the required water quality.
Proposed Cell #1 water quality volume: 11.25’ wide x 15’ long x (504.90-500.90) – volume
provided = 675 cubic feet. OR 675/2038 = 33.12%<35% OKAY
Provided Cell #2 water quality volume: 11.25’ x 35’ x (504.90-500.90) = 1,575 cu. feet
Total Water Quality provided = 2,250 cu. feet > 2,038 cu. feet OKAY
Check for average sediment storage of 12” (1’) within Cell #1
Calculate average sediment volume for 12”: 12” (1’) * 11.25’ * 15’ = 168.75 cubic feet of
storage to obtain 12” average sediment storage
Provided sediment volume within Cell #1:
Cross sectional area at west end of Cell #1: 13.725 sq. feet
Cross sectional area at east end of Cell #1: 12.82 sq. feet
Calculation of provided sediment volume in Cell #1:
15’*(13.725+12.82)/2 = 199.09 cubic feet > 168.75 OKAY
Cell #1 contains an average of 12” of sediment storage @ elev. 500.90
Remainder of vault (Cell #2 and Cell #3) will have 6” (0.5’) of sediment storage
Project Name:
Project Number:
Facility Description:
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. 6.4.1.A
Step 3: Calculate runoff from the mean annual storm (Vr) for the developed site.
Vr = (0.9Ai + 0.25Atg + 0.10Atf + 0.01Ao) x (R / 12)
where:Ai = Impervious Surface Area =15,650 s.f.
Atg = Till Grass Area =13,038 s.f.
Atf = Till Forest Area =0 s.f.
Ao = Outwash Area =0 s.f.
Vr = 679 c.f.
Step 4: Calculate required wetpool volume (Vb).
Vb =f x Vr
Vb = 2,038 c.f.
Per 2009 King County Stormwater Management Manual
Wetpool Sizing Calculations
Bilti Short Plat
Water Quality Sizing
TIR Section 5: Conveyance System Analysis and Design
The proposed on-site conveyance improvements will include a catch basins and storm pipe being
conveyed to the proposed storm water vault. The design conveyance system will be analyzed
using Section 4 of the King County Storm Water Manual.
A Backwater analysis is attached to show the adequate capacity of the onsite design. The tail
water elevation within the vault, at the 25-year developed flow is 508.96 (per the KCRTS
modeling). Verification from the backwater analysis shows the designed storm system is adequate
to convey the 25-year event.
STORMWATER CONVEYANCE BACKWATER CALCULATION SHEET(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)(11)(12)(13)BarrelEntranceEntrance Pipe25 yearPipeOutlet InletBarrelBarrelVelocityTWFrictionHGLHeadSegmentQLengthPipe"n"ElevElevAreaVelocityHeadElevLossElevLossCB to CB(cfs)(ft)SizeValue(feet)(feet)(sq. feet)(fps)(feet)(feet)(feet)(feet)(feet)vault-#51.316212"0.012502.60507.500.791.660.04508.660.174508.830.009(*)(*) Tail water in vault at 25 year is calculted within the Modeling as 4.06 feet above outlet - 504.60' + 4.06' = 508.66Ex. CB-#40.69 84 12" 0.024 507.50 510.00 0.79 0.87 0.01 508.50 0.081 508.58 0.002CB#4-CB#30.69 44 12" 0.012 510.00 510.44 0.79 0.87 0.01 510.63 0.043 510.67 0.002CB#3-CB#20.69 4 12" 0.012 510.44 510.48 0.79 0.87 0.01 511.07 0.004 511.07 0.002CB#2-CB#10.69 82 12" 0.012 510.48 511.30 0.79 0.87 0.01 511.11 0.080 511.19 0.002(14) (15) (16) (17) (18) (19) (20) (21)Exit Outlet Inlet Approach Bend JunctionHead Control Control Velocity Head Head HWAddRIM ELEVLoss Elev Elev Head Loss Loss Elev6"UPSTREAM (feet) (feet) (feet) (feet) (feet) (feet) (feet)overtopCBvault-#5 0.04 508.88 508.10 0.04 0.00 0.00 508.14508.64511.50OK!Ex. CB-#40.01 508.60 510.60 0.01 0.01 0.01 510.63511.13512.58OK!CB#4-CB#30.01 510.69 511.04 0.01 0.01 0.01 511.07511.57513.28OK!CB#3-CB#20.01 511.09 511.08 0.01 0.01 0.01 511.11511.61513.25OK!CB#2-CB#10.01 511.20 511.90 0.01 0.01 0.01 511.93512.43513.80OK!
TIR Section 6: Special Reports and Studies
GEOTECHNICAL REPORT
Robert M. Pride, LLC Consulting Engineer
Robert M. Pride, LLC Page 1
13203 Holmes Point Drive NE Kirkland, WA 98034
March 27, 2018
Mr. James Hanson
17446 Mallard Cove Lane
Mt. Vernon, WA 98274
Re: Geotechnical Exploration
Proposed Residences
Lots 2 – 4 on 116th Ave SE
Renton, Washington
Permit# U-16-006856
Dear Mr. Hanson
This report summarizes the results of our subsurface test borings performed on Lots 2, 3
and 4 located just east of 116th Avenue SE in Renton. The following subsurface test
boring information provides confirmation of the depths to native Drawing No 1:
TH-1 Located near the NE corner of Lot 2 – Elev 512 feet
0.0 to 0.6ft Topsoil – Silty Sand with organic; brown, moist, loose;
0.6 to 2.5ft Weathered glacial till – Silty Sand with gravel; grey brown, slightly
2.5 to 4.5ft Sandy gravel with silt; grey brown, slightly moist, very dense; no
groundwater encountered;
TH-2 Located at the south side of Lot 3 – Elev 510 feet
0.0 to 0.4ft Topsoil – Silty Sand with organics; brown, moist, loose;
0.4 to 1.5ft Weathered glacial till – Silty and gravelly sand; grey brown, slightly
moist, medium dense;
1.5 to 4.0ft Silty Sand with gravel; grey brown, slightly moist, very dense;
No groundwater encountered;
TH-3 Located near the NE corner of Lot 3 – Elev 508.5 feet
0.0 to 0.6ft Topsoil – Silty Sand with organics; brown, slightly moist, loose;
0.6 to 2.0ft Weathered glacial till - Gravelly Silty Sand; grey brown, slightly
moist, dense;
2.0 to 4.5ft Silty and Gravelly Sand; grey, slightly moist, very dense; no
Groundwater encountered;
Geotechnical Recommendations
On the Basis of our site exploration and evaluation of the existing subsoil conditions this
site is underlain by native soil deposits and there has been no observed changes in the
original ground contours. Our previous recommendations for storm water collection
and discharge into the city storm water system is still valid.
Please call me if there are any questions.
Robert M. Pride, LLC Page 2
13203 Holmes Point Drive NE Kirkland, WA 98034
Respectively,
Robert M. Pride, P. E.
Principal Geotechnical Engineer
dist: (1) addressee
rmp: Bilti116thRes2
TIR Section 7: Other Permits
The total disturbance for this project, including the frontage improvements and off site
downstream improvements in the shoulder of SE 192nd Street, amount to 38,000 square feet or
0.87 acres. This total disturbance area is less than 1.0 acres which would require an NPDES
permit. Since project disturbance is below threshold, then permit not required.
A building permit to construct the stormwater vault will be obtained from the City of Renton.
TIR Section 9: Bond Quantities, Facility Summaries, and Declaration of
Covenant
Bond Quantities Worksheet
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: AddressAbbreviated Legal Description:A portion of the Southwest quarter of the Southwest quarter of Section 33, Township 23 North, Range 5 East, W.M., in King County, WashingtonCity, State, Zip19116 - 116th Avenue SE11624 SE 192nd StreetAdditional Project OwnerSE 192nd Street & 116th Avenue SE206-718-156411/15/2018Prepared by:FOR CONSTRUCTIONProject Phase 1darrell.offe@comcast.netDarrell L. Offe, Jr.27460Offe Engineers, PLLC13932 SE 159th Place, Renton, WA 98058425-260-3412SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONSOOS CREEK WATER & SEWERSOOS CREEK WATER & SEWER1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationBilti Short PlatRenton, WA 98058619840-0161Simion Bilti16-000012Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY3202,080.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each2160.00Catch Basin ProtectionESC-335.50$ Each6213.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY50450.00Excavation-bulkESC-62.00$ CY12002,400.00Fence, siltESC-7SWDM 5.4.3.11.50$ LF360540.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY22001,760.00Interceptor Swale / DikeESC-121.00$ LF150150.00Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each11,800.00Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF50950.00Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR404,400.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost30.00$ Lin. Feet 1.25$ S.F. EROSION/SEDIMENT SUBTOTAL:14,903.00SALES TAX @ 10%1,490.30EROSION/SEDIMENT TOTAL:16,393.30(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)6' Temp. FencingTemp. Sediment Pond WRITE-IN-ITEMS Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SY200200.00115115.00Bollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.575,700.00Excavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CY1804,860.00451,215.001002,700.00Fill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SY220550.0045112.50Grading, fine, with graderGI-202.00$ SY5101,020.00Monuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ Day1850.001850.0032,550.00Surveying, lot location/linesGI-251,800.00$ Acre0.691,242.00Topsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR161,920.008960.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:8,380.003,252.5013,212.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SY441,320.00AC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY20700.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF1001,250.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF100185.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY1003,800.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SY12492.00Sidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ EachStriping, per stallRI-217.00$ EachStriping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SY531,484.0051014,280.00HMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:9,231.0014,280.00(B)(C)(D)(E)Page 2 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1225.00$ EACH3675.00Median LandscapingLA-2Right-of-Way LandscapingLA-34.25$ SQ. FT.Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:675.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1350.00$ Street Light System ( # of Poles)TR-24,800.00$ Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:17,611.003,927.5027,492.00SALES TAX @ 10%1,761.10392.752,749.20STREET AND SITE IMPROVEMENTS TOTAL:19,372.104,320.2530,241.20(B)(C)(D)(E)Page 3 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each46,000.0011,500.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each for additional depth over 4' D-7480.00$ FTCB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LF1602,080.00Culvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:6,000.003,580.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 1 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LF14211,928.0018415,456.00Culvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:11,928.0015,456.00(B)(C)(D)(E)Page 2 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 3 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3105,000.00$ Each 1105,000.00Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:105,000.00(B)(C)(D)(E)Page 4 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Yard DrainsWI-1750.00$ Detention Tank tract access roadWI-21,500.00$ WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:17,928.00124,036.00SALES TAX @ 10%1,792.8012,403.60DRAINAGE AND STORMWATER FACILITIES TOTAL:19,720.80136,439.60(B) (C) (D) (E)Page 5 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LS16" SleeveSS-2685.00$ L.F.Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)19,372.10$ Future Public Improvements Subtotal(c)4,320.25$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)156,160.40$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond35,970.55$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)16,393.30$ 19,372.10$ 185,218.55$ 16,393.30$ -$ 156,160.40$ -$ 201,611.85$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS11/15/2018Darrell L. Offe, Jr.27460Offe Engineers, PLLCR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)425-260-3412darrell.offe@comcast.netBilti Short Plat16-00001219116 - 116th Avenue SE619840-0161FOR CONSTRUCTION 13932 SE 159th Place, Renton, WA 98058Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
Declaration of Covenant
Page 1 of
3
Return Address:
City Clerk’s Office
City of Renton
1055 S Grady Way
Renton, WA 98057
DECLARATION OF COVENANT AND EASEMENT FOR INSPECTION
AND MAINTENANCE OF DRAINAGE FACILITIES AND ON-SITE BMPS
Grantor:
Grantee: City of Renton
Legal Description:
Assessor's Tax Parcel ID#:
IN CONSIDERATION of the approved City of Renton (check one of the following)
residential building permit, commercial building permit, clearing and grading permit,
subdivision permit, or 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 covenants(covenant) with the City of Renton, a
political subdivision of the state of Washington, that he/she(they) will observe, consent to, and abide by
the conditions and obligations set forth and described in Paragraphs 1 through 9 below with regard to the
Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby
grants(grant), covenants(covenant), and agrees(agree) as follows:
1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners ") shall at their
own cost, operate, maintain, and keep in good repair, the Property's drainage facilities constructed as
required in the approved construction plans and specifications __________ on file with the City of
Renton and submitted to the City of Renton for the review and approval of permit(s)
_____________________________. The property's drainage facilities are shown and/or listed on Exhibit
A. The property’s drainage facilities shall be maintained in compliance with the operation and
maintenance schedule included and attached herein as Exhibit B. Drainage facilities include pipes,
channels, flow control facilities, water quality facilities, on-site best management practices (BMPs) and
other engineered structures designed to manage and/or treat stormwater on the Property. On-site BMPs
include dispersion and infiltration devices, bioretention, permeable pavements, rainwater harvesting
systems, tree retention credit, reduced impervious surface footprint, vegetated roofs and other measures
designed to mimic pre-developed hydrology and minimize stormwater runoff on the Property.
2. City of Renton shall have the right to ingress and egress over those portions of the Property
necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance
activities specified in this Declaration of Covenant and in accordance with the Renton Municipal Code.
City of Renton shall provide at least 30 days written notice to the Owners that entry on the Property is
Simion Bilti
619840-0161
A PORTION OF THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 33,
TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., IN KING COUNTY, WASHINGTON
X
U17xxxxx
16-000012
U17xxxxx
Page 2 of
3
planned for the inspection of drainage facilities. After the 30 days, the Owners shall allow the City of
Renton to enter for the sole purpose of inspecting drainage facilities. 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 drainage facilities 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 engineer on behalf of the Owners, shall provide the engineer’s 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
drainage facilities without further notice.
3. If City of Renton determines from its inspection, or from an engineer’s report provided in
accordance with Paragraph 2, that maintenance, repair, restoration, and/or mitigation work is required to
be done to any of the drainage facilities, City of Renton shall notify the Owners of the specific
maintenance, repair, restoration, and/or mitigation work (Work) required pursuant to the Renton
Municipal Code. The City shall also set a reasonable deadline for the Owners to complete the Work, or to
provide 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 drainage facilities unless an engineer’s report has
been provided verifying completion of the Work. If the Work is not completed within the time frame set
by the City, the City may initiate an enforcement action and/or perform the required maintenance, repair,
restoration, and/or mitigation work and hereby is given access to the Property for such purposes. Written
notice will be sent to the Owners stating the City’s intention to perform such work. This work will not
commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the
City, there exists an imminent or present danger, the seven (7) day notice period will be waived and
maintenance and/or repair work will begin immediately.
4. The Owners shall assume all responsibility for the cost of any maintenance, repair work, or
any measures taken by the City to address conditions as described in Paragraph 3. Such responsibility
shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such
work performed. Overdue payments will require payment of interest at the maximum legal rate allowed
by RCW 19.52.020 (currently twelve percent (12%)). If the City initiates legal action to enforce this
agreement, the prevailing party in such action is entitled to recover reasonable litigation costs and
attorney’s fees.
5. The Owners are required to obtain written approval from City of Renton prior to filling,
piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated
stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or
modifications to the drainage facilities referenced in this Declaration of Covenant.
6. Any notice or consent required to be given or otherwise provided for by the provisions of this
Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail,
return receipt requested.
7. With regard to the matters addressed herein, this agreement constitutes the entire agreement
between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever
whether oral or written.
8. This Declaration of Covenant is intended to protect the value and desirability and promote
efficient and effective management of surface water drainage of the real property described above, and
shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This
Page 3 of
3
Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s')
successors in interest, and assigns.
9. This Declaration of Covenant may be terminated by execution of a written agreement by the
Owners and the City that is recorded by King County in its real property records.
IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of
Drainage Facilities is executed this _____ day of ____________________, 20_____.
GRANTOR, owner of the Property
GRANTOR, owner of the Property
STATE OF WASHINGTON )
COUNTY OF KING )ss.
On this day personally appeared before me:
, 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
Notary Public in and for the State of Washington,
residing at
My appointment expires
TIR Section 10: Operations and Maintenance Manual
The stormwater detention/water quality facility will be maintained by the City of Renton. Tract A,
access and utility tract, will be owned by the Home Owners Association. The private storm stubs
and on-lot BMP’s will be maintained by the individual property owners. The maintenance and
operations for the private systems has been included within TIR Section 9.
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: AddressAbbreviated Legal Description:A portion of the Southwest quarter of the Southwest quarter of Section 33, Township 23 North, Range 5 East, W.M., in King County, WashingtonCity, State, Zip19116 - 116th Avenue SE11624 SE 192nd StreetAdditional Project OwnerSE 192nd Street & 116th Avenue SE206-718-156411/15/2018Prepared by:FOR CONSTRUCTIONProject Phase 1darrell.offe@comcast.netDarrell L. Offe, Jr.27460Offe Engineers, PLLC13932 SE 159th Place, Renton, WA 98058425-260-3412SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONSOOS CREEK WATER & SEWERSOOS CREEK WATER & SEWER1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationBilti Short PlatRenton, WA 98058619840-0161Simion Bilti16-000012Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY3202,080.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each2160.00Catch Basin ProtectionESC-335.50$ Each6213.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY50450.00Excavation-bulkESC-62.00$ CY12002,400.00Fence, siltESC-7SWDM 5.4.3.11.50$ LF360540.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY22001,760.00Interceptor Swale / DikeESC-121.00$ LF150150.00Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each11,800.00Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF50950.00Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR404,400.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost30.00$ Lin. Feet 1.25$ S.F. EROSION/SEDIMENT SUBTOTAL:14,903.00SALES TAX @ 10%1,490.30EROSION/SEDIMENT TOTAL:16,393.30(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)6' Temp. FencingTemp. Sediment Pond WRITE-IN-ITEMS Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SY200200.00115115.00Bollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.575,700.00Excavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CY1804,860.00451,215.001002,700.00Fill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SY220550.0045112.50Grading, fine, with graderGI-202.00$ SY5101,020.00Monuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ Day1850.001850.0032,550.00Surveying, lot location/linesGI-251,800.00$ Acre0.691,242.00Topsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR161,920.008960.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:8,380.003,252.5013,212.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SY441,320.00AC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY20700.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF1001,250.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF100185.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY1003,800.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SY12492.00Sidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ EachStriping, per stallRI-217.00$ EachStriping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SY531,484.0051014,280.00HMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:9,231.0014,280.00(B)(C)(D)(E)Page 2 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1225.00$ EACH3675.00Median LandscapingLA-2Right-of-Way LandscapingLA-34.25$ SQ. FT.Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:675.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1350.00$ Street Light System ( # of Poles)TR-24,800.00$ Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:17,611.003,927.5027,492.00SALES TAX @ 10%1,761.10392.752,749.20STREET AND SITE IMPROVEMENTS TOTAL:19,372.104,320.2530,241.20(B)(C)(D)(E)Page 3 of 3Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each46,000.0011,500.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each for additional depth over 4' D-7480.00$ FTCB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LF1602,080.00Culvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:6,000.003,580.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 1 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LF14211,928.0018415,456.00Culvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:11,928.0015,456.00(B)(C)(D)(E)Page 2 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 3 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3105,000.00$ Each 1105,000.00Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:105,000.00(B)(C)(D)(E)Page 4 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Yard DrainsWI-1750.00$ Detention Tank tract access roadWI-21,500.00$ WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:17,928.00124,036.00SALES TAX @ 10%1,792.8012,403.60DRAINAGE AND STORMWATER FACILITIES TOTAL:19,720.80136,439.60(B) (C) (D) (E)Page 5 of 5Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
CED Permit #:ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LS16" SleeveSS-2685.00$ L.F.Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018
Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)19,372.10$ Future Public Improvements Subtotal(c)4,320.25$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)156,160.40$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond35,970.55$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)16,393.30$ 19,372.10$ 185,218.55$ 16,393.30$ -$ 156,160.40$ -$ 201,611.85$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS11/15/2018Darrell L. Offe, Jr.27460Offe Engineers, PLLCR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)425-260-3412darrell.offe@comcast.netBilti Short Plat16-00001219116 - 116th Avenue SE619840-0161FOR CONSTRUCTION 13932 SE 159th Place, Renton, WA 98058Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 11/15/2018