HomeMy WebLinkAbout03356 - Technical Information Report 1 f
Cramer Northwest, Inc.
� • Surveyors •Planners •Engineers
h
m
m TECHNICAL INFORMATION REPORT
OF
LU SHORT PLAT
3441 LINCOLN DR NE
RENTON, WASHINGTON
FOR
GARY LU
3441 LINCOLN DR NE
RENTON, WASHINGTON 98056 `i c e n s e�S e a I
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October 25, 2006 `� �`
� � ; 6049 Q ��
C.N.I. JOB NO. 20Q4-254 _ ���s�NALT�E�'\��. �� � �
�L i'
� EXPIRES 11/26/2007
Prepared by Hubbel Ongking, E.I.T.
Checked by Larry S. Kruege�, P.E.
94�N.Cenual, Suite�104 Kent WA 98032
(253)85?-4880 Fa�(253) 852-4955
��������.cramernw.com E-maiL cniacramern«.com
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TABLE OF CONTENTS
I. PROJECT OVERVIEW
II. CONDITIONS AND REQUIREMENTS SUMMARY
III. OFFSITE ANALYSIS
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
VI. SPECIAL REPORTS AND STUDIES
VI1. BASIN AND COMMUNITY PLANS
Vlfl. OTHER PERMITS
IX. EROSIONlSEDIMENTATION CONTROL DESIGN
X. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF
COVENANT
XI. OPERATIONS AND MAINTENANCE MANUAL
APPENDIX A OFFSITE ANALYSIS
APPENDIX B CONVEYANCE CALCULATIONS
APPENDIX C THRESHOLD CALCULATIONS
I. PROJECT OVERVIEW
Existing Conditions: �I
This project is located at 3441 Lincoln Drive NE in the City of Renton. The site is I�
approximately 0.62 acres. There is an existing home located in the southeast '
corner of the property. There is a gravel driveway, some concrete pads and
numerous trees located on the property. The rest of the property consists of
mostly grass. The existing site drainage tends to sheetflow from the east to the
west. The runoff flows across private property until it reaches the intersection of
Lincoln Dr. NE and 112th PI. SE and enters a storm system along the south and
west side of 112th Place SE (Monterey PI. NE). The site's soil is an Alderwood
gravelly sandy loam, 15 to 30 percent (AgD).
Rroposed Conditions:
The project proposes to subdivide the site into three residential lots. The
northem lot will access via an existing residential driveway off of Lincoln Dr. NE.
The other two lots will access off of a new 20' access road off of Lincoln Dr. NE.
Soils on other projects in the area have proven to be not suited for infiltration
because of a high groundwater level. Therefore, roof runoff will be conveyed
through dispersion trenches.
I1. REQUIREMENTS SUMMARY
The core requirements of the King County Surface Water Design Manual
(KCSWDM) will be provided as follows:
Core Requirement#1, Discharge at the Natural Location:
The natural discharge location for this site is along the west property line.
This will remain the discharge location, but roof runoff will be conveyed
through dispersion trenches first.
Core Requirement#2, Offsite Analysis:
The runoff sheet flows across private property toward the intersection of
Lincoln Dr. NE and 112�' PI. SE and enters a storm system along the
south and west side of 112th Place SE (Monterey PI. NE). The runoff
continues to flow north towards I-405 along the west side of Monterey PI.
NE in a ditch and pipe system. A complete offsite analysis is included in
Appendix A.
Core Requirement#3, Flow Control:
This project is exempt from flow control per Section 1.2.3 of the 1990
KCSWDM. Calculations are provided in Appendix C. However, new roof
runoff will be controlled via roof downspout dispersion trenches.
Core Requirement#4, Conveyance Sygtem:
We are proposing a new catch basin at the west end of Lincoln Drive NE
to collect the road runoff. It will be conveyed via a 12" pi�e to an existing
catch basin at the intersection of Lincoln Dr NE and 112t Place SE.
Core Requirement#S, Erosion/Sedimentation Control:
An erosion and sedimentation control plan has been designed for this
project. Some of the elements that are anticipated to be included are a
construction entrance, silt fence, and seeding.
Core Requirement#6, Maintenance and Operations:
A maintenance and operations manual will be submitted at a later date, if
req uested.
Core Requirement#7, Financial Guarantees and Liability:
The owner will provide this information prior to permit issuance.
Core Requirement#8, Water Quality:
This project qualifies for smatl project drainage review per section 1.2 of
the 2005 KCSWDM. It is therefore exempt from formal water quality.
III. OFFSITE ANALYSIS
The runoff sheet flows across private property toward the intersection of Lincoln
Dr. NE and 112"' PI. SE and enters a storm system along the south and west
side of 112�' Place SE (Monterey PI. NE). The runoff continues to flow north
towards I-405 along the west side of Monterey P!. NE in a ditch and pipe system.
A complete offsite analysis is provided in Appendix A.
IV. RETENTION/DETENTION ANALYSIS AND DESIGN
' Flow control is not required for this site because it qualifies for an exemption per ,
Section 1.2.3 of the 1990 KCSWDM. Calculations are provided in Appendix C.
V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN
We are proposing a new catch basin at the west end of Lincoln Drive NE to
collect the road runoff. It will be conveyed via a 12" pipe to an existing catch
basin at the intersection of Lincoln Dr NE and 112th Place SE. Conveyance
calculations for this pipe are included in Appendix B.
VI. SPECIAL REPORTS AND STUDIES
There are none.
VII. BASIN AND COMMUNITY PLANS
No basin or community plans are known to exist.
VIII. OTHER PERMITS
No other permits are known to be required at this time.
IX. EROSIONISEDIMENTATION CONTROL DESIGN
An erosion and sedimentation control pla�i has been designed for this project.
Some of the elements that are included are a construction entrance, silt fence,
and seeding.
X. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF
COVENANT
This information will be provided prior to permit issuance if requested.
XI. MAINTENANCE AND OPERATIONS MANUAL
A maintenance and operations manual will be submitted at a later date, if
requested.
APPENDIX A
OFFSITE ANALYSIS
�
'
�
TABLE OF CONTENTS
I. TASK1 STUDY AREA DEFINIT{ON AND MAPS
II. TASK 2 RESOURCE REVIEW
111. TASK 3 FIELD INSPECTION
IV. TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
V. TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
TASK1 STUDY AREA DEFINITION AND MAPS
�
TASK 1
STUDY AREA DEFINITION
This project is located at 3441 Lincoln Drive NE in the City of Renton. The site is
approximately 0.62 acres. There is an existing home located in the southeast
corner of the property. There is a gravel driveway, some concrete pads and
numerous trees located on the property. The rest of the property consists of
mostly grass. The existing site drainage tends to sheetflow from the east to the
west. The runoff flows across private property until it reaches the intersection of
Lincoln Dr. NE and 112�" PI. SE and enters a storm system along the south and
west side of 112th Place SE (Monterey PI. NE). The site's soil is an Alderwood
gravelly sandy loam, 15 to 30 percent (AgD).
The project propases to subdivide the site into three residential lots. The
northern lot will access via an existing residential driveway off of Lincoln Dr. NE.
The other two lots will access off of a new 20' access road off of Lincoln Dr. NE.
MAPS
A vicinity map, sensitive areas map, aerial photograph, and offsite
drainage/topo map can be found in the proceeding pages.
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Legend
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TASK 2 RESOURCE REVIEW
Adopted Basin Plans and Finalized Drainage Studies:
The site appears to be located inside the May Creek basin plan area.
Basin Reconnaissance Summary Reports:
No known reports are known to exist.
Critical Drainage Area Maps:
The site is not known to be located in any critical drainage areas.
(FEMA) Maps:
The site is located outside the 100 year flood plain.
Other Offsite Analysis Reports:
None were available
Sensitive Areas Folio:
The site is located in an SAO Erosion area. See sensitive areas map under
Task 1.
I DNR Drainage Problems Maps: �'�
Not applicable.
Road Drainage Problems:
Not applicable.
King County Soils Survey:
Per the King County Soils Survey, soils on site are Alderwood Gravelly Sandy
Loam, 15 to 30 percent slopes (AgD}.
Wetlands Inventory Maps:
There are no wetlands located on the site. See map under Task 1.
Migrating River Studies:
Not applicable.
Drainage Complaints:
At this time, we are unaware of any drainage complaints within the downstream
analysis limits of this project.
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TASK 3 FIELD INSPECTION
A field inspection was conducted on April 26, 2006 to inspect the onsite
drainage system of the site. Offsite drainage systems were also inspected
downstream approximately 1/4 mile(s) from the discharge point of the site. The
inspection involved investigation of the ten specific items of a Level 1
Inspection per the King County SurFace Water Design Manual, 20Q5. The
inspection yielded the follawing findings:
1. There were no existing or potential problems observed.
2. The existing drainage system capacity was adequate.
3. There were no existing or potential flooding problems.
4. There were no existing or potential sedimentation, scouring or
bank sloughing problems.
5. No significant destruction of aquatic habitat or organisms was noticeable.
6. Qualitative data such as land use, impervious surfaces, topography, and
� soil types was noted and can be found in Task 4 information.
7. Information was collected on pipes, ditches, and structures. This
information is also included in the Task 4 information.
i
I 8. Tributary basins delineated in Task 1 were ver�ed.
�
II 9. No neighbors were contacted.
�� 10. The weather conditions at the time of the inspection were warm and sunny.
��
�� TASK 4 DRAINAGE SYS�EM DESCRIPTION AND
I PROBLEM DESCRI PTIONS
I '
I�i
TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM
DESCRIPTIONS
Site Drainaqe
This project is located at 3441 Lincoln Drive NE in the City of Renton. The site is
approximately 0.62 acres. There is an existing home located in the southeast
comer of the property. There is a gravel driveway, some concrete pads and
numerous trees located on the property. The rest of the property consists of
mostly grass. The existing site drainage tends to sheetflow from the east to the
west. The runoff flows across private property until it reaches the intersection of
Lincoln Dr. NE and 112th PI. SE and enters a storm system along the south and
west side of 112th Place SE (Monterey PI. NE). The site's soil is an Alderwood
gravelly sandy loam, 15 to 30 percent (AgD).
The project proposes to subdivide the site into three residential lots. The
northern lot will access via an existing residential driveway off of Lincoln Dr. NE.
The other two lots will access off of a new 20' access road off of Lincoln Dr. NE.
Offsite Drainaqe
An Off-Site Analysis Drainage System Table is provided on the next page that
describes in detail the offsite drainage components at least '/. mile downstream
from the project discharge location. Please refer to the offsite drainage map in
Task 1 because the map symbols listed in the table correspond to drainage
component symbols on the offsite drainage maps.
OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE
SIJRFACE WATER DESIGN MANUAL, CORE REQUIRF.MENT#2
Basin: MAY CREEK Subbasin Name: Subbasin Number:
Symbol Drainage Drainage Slope Distance Existing Potential Observations of�eld
Component Type, Component from site Problems Problems inspector, resource
Name, and Size Descri tion dischar e reviewer or resident
see map Type:sheet flow,swale, drainage basin,vegetation, % '/.ml=1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem,
stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overttow pathways,potential impacts
pond;Size:diameter, area,volume destruction,scouring,bank sloughing,
surface a�ea sedimentation,incision,other erosfon
A Site discharge,sheet Private property,yards �5-10% 0-300' none none No capacity or erosion problems
flow across private observed
properly
B Catch basins& ]8-24" Flows along south side of �5-10% 300'-800' none none No capacity or erosion problems
concrete and HDPE 112`�'Place SE observed
pipes
C Ditch with driveway 4-6' wide,grassy, 1-4' �5-10% 800'-1700' none none No capacity or erosion problems
culverts deep,flows along south observed
side of ll2�'Place SE
D Small ravine,swale Meanders,brushy,dirt �15- 1700'-2100' none none No capacity or erosion problems
bottom,3-4' wide,varying 30% observed
depth
E l2"HDPE Flows under Lincoln Ave �1% 2100'-2200' none none No capacity or erosion problems
NE observed
F 12"HDPE Flows along west side of �5% 2200'-2350' none none No capacity or erosion problems
Lincoln Ave NE observed
G Ditch&24"conc 6'deep ditch,grassy,flows �5% 2350'-2550' none none No capacity or erosion problems
into 24"conc under NE observed
40`f'to stream/swale
ya-a��nxoa
H stream/swale Brushy,5-10' wide,flaws �10- 2550'+ none none No capacity or erosion problems
along west side of 15% observed
Monterey Place N�
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TASK 5 MITIGATION OF EXISTING OR
POTENTIAL PROBLEMS
TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS
After a thorough field inspection and a detailed resource review there were no �,
existing problems identified. The proposed improvements will not produce a �
significant impact to the existing drainage patterns once the site has been �
stabilized and the runoff has been controlled via dispersion trenches and a new ,
conveyance system.
A temporary erosion and sedimentation controi plan will be created at the final
design stage to minimize the transport of sediment laden runoff to the
downstream conveyance system.
APPENDIX B �
CONVEYANCE SYSTEM CALCULAT{ONS
. .. . '
Project Summary Report
Pro1ect Description
Wcrtcsheet 12"CMP�0.3%
Flcw Element CircularChannel
Method Manning's Formula
Sdve For Discharge
Input Data
Mannings Ccefficient 4.024
Slopa 0.003000 fUft
Dep'i� 1.00 ft
Diameter 1.00 ft
Results
Diacharge 1.06 cfs
Fl�mr Area 0.8 ftZ
Wetted Perimeter 3.14 ft
Top Width O.QO ft
Crtical Depth 0.43 ft
PEroent Full 100.0 %
Critical Sbpe �.0'l9899 ftJft
Ve�xity '1.35 ft/s
Velxity Head 0.03 ft
Spscific Energy 1.03 ft
Froude Number 0.00
Maximum Discharc 1.14 cfs
Discharge Full � 1.06 cfs
S�ope Full 0.003000 fUft
Flvw",-ype N/A
Project Engineer.farry krueger
c:�hatstadUm�M2004-254.fm2 cramer�orthwest FlowMaster�6.0[614e]
04/25�08 02:25:16 PM G Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1686 Page 1 of 1
APPENDIX C
THRESHOLD CALCULATI4NS
Per Section 1.2.3, page 1.2.3-5 of the 1990 King County Surface Water Design Manual, peak
rate runoff control is not required if"The proposed project site post-developed peak runoff rate
for the 100-year, 24-hour duration design storm event is calculated for each discharge location
to be less than 0.5 cfs more than the peak runoff rate for the existing site conditions."
The calculations (using StormShed) provided in the next page show that the predeveloped flow
is 1.496 cfs, while the developed flow is 1.548 cfs. The difference is only.052 cfs, which is
significantly less than 0.5 cfs threshold. Therefore detention/runoff control is not required.
The conditions of approval for this project required us to prove that detention was not required
per the 1990 King County Surface Water Design Manual. The above information and the
proceeding calculations provide that proof.
Project Precips
[100 yr] 9.80 in
Drainage Area: predev
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor. 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.6800 ac 86.76 0.14 hrs
Impervious 0.0600 ac 98.00 0.00 hrs
Total 0.7400 ac
Supporting DaYa:
Pervious CN Data:
woods 81.00 0.1900 ac
pasture 89.00 0.4200 ac
gravel road 89.00 0.0700 ac
Impervious CN Data:
pavement 98.00 0.0600 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet pasture 140.00 ft 10.00% 0.1500 8.32 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet dummy 1.00 ft 50.00% 0.0100 0.01 min
Drainage Area: dev
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur 24.00 hrs
Area CN TC
Pervious 0.4600 ac 86.26 0.14 hrs
Impervious 0.2800 ac 98.00 0.00 hrs
Total 0.7400 ac
Supporting Data: �
Pervious CN Data:
pasture 89.00 0.0400 ac
lawn/grass 86.00 0.4200 ac
Impervious CN Data:
lot impervious 8�rd improvements 98.00 0.2800 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet grass/lawn 140.00 ft 10.00% 0.1500 8.32 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet dummy 1.00 ft 50.00% 0.0100 0.01 min
BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event
(cfs) (hrs) (ac-ft) ac /�oss
FREDEV 1.4964 8.00 0.5114 0.74 SBUH/SCS TYPEIA 100 yr
DEV 1.54T8 8.00 0.5342 0.74 SBUH/SCS TYPE1A 100 yr