HomeMy WebLinkAbout03192 - Technical Information Report - Drainage ' -..�.�.:- �-r:.:,,-,.: � ���� P'
, - ���:: �F-� �;�: Tay�or RECEIVED TECHNICAL
� ' � Engineering MEMORANDUM
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� From: Bill Taylor, P.E.
m To: City of Renton Plan Review
Date: April 27, 2004
Topic: Eagle Ridge Phase 2 — Drainage Report Re-submittal
Please accept the attached Drainage Report, originally submitted to the City of Renton on
January 20, 1998, for the Phase 1 portion of this Eagle Ridge project. The report now
accompanies the Phase 2 plans. The drainage and erosion control calculations completed for
Phase 1 of the project included the currently proposed Phase 2 development.
On April, 26, 2004, Kayren Kittrick, confirmed that the project would be vested under this
original Drainage Report assuming there aren't significant changes to the originally proposed
development.
, Prior to Phase 1, the site was fully developed. The Phase 1 Eagle Ridge development
replaced impervious parking pavement with new building areas. The attached hydrologic
calculations submitted with the Phase 1 project included the proposed Phase 2 development
areas and predicted an increase in the 100-year peak runoff of only 0.14 cfs.
Please call with any questions.
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205 Front SL S. • P.O.Box 1787 • Issaquah,WA 98027-0073 • tel.(425)391-1415 • fax(425)391-1551 • www.teccivil.com
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Taylor
T�� , _;� , Engineering
�� Consultants
DRAINAGE REPORT
(including Level 1 Analysis)
for
The Lodge at Eagle Ridge
Site Address:
1600 Eagle Ridge Drive
Renton, Washington
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EXPIRES 1/41
Prepared by: Lorna M. Taylor, P.E.
Date: April 28, 1997
Revised: January 20, 1998
24224 SE 28th Street . Issaquah,Washington 98029 . telephone(206)391-1415 • fax(206)391-1551
TABLE OF CONTENTS �
Section I Project Overview
Section II Preliminary Conditions Summary
Section III Off-Site Analysis
Task 1: Study Area Definition and Maps
Task 2: Resource Review
Task 3: Field Inspection
Task 4: Drainage System Description and Problem Screening
Task 5: Mitigation
Section IV Retention/Detention Analysis and Design
Section v Conveyance System Analysis and Design
Section VI Special Reports and Studies
Section VII Basin and Community Plan Areas
Section VIII Other Permits
Section IX Erosion/Sedimentation Control Design
Section X Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet
and Declaration of Covenant
Section XI Maintenance and Operations Manual
References
Appendices
, Appendix A: Figures
Appendix B: King County Sensitive Areas Map Folio Excerpts & City of Renton Problem
Site Summary Table
Appendix C: Off-site Analysis Drainage System Map and Table
Appendix D: SBUH Model Input& Output Summary
Appendix E: Geotechnical Report
Appendix F: Maintenance Requirements
TEC, Inc.
SECTION I. PROJECT OVERVIEW
This project will redevelop the old Elks Lodge at 1600 Eagie Ridge Drive as a retirement home I
to be called the Eagle Ridge Senior Campus. The site itself is fairly ftat, though the land �
slopes up steeply to the east and down to the west. Fill was used to flatten the site for the
original development. ,
Since the site is already fully developed and paved, there are no obvious natural drainage
patterns either on-site or off-site. There is a system of catch basins in the existing parking lot,
and two 12-inch storm drain pipes route runoff from the site down the hill to the west. The
proposed project will direct runoff from the site into these two existing storm drains.
The site property covers 5.27 acres and the project will construct a 23,700 square foot addition
on the existing building, as well as four detached duplexes totaling 7,000 square feet. Much of
this construction will occur over the existing parking lot. While the project will increase the
impervious area of the site, the predicted increase in runoff is less than 0.5 cfs, so detention
will not be required per the King County Surface Water Design Manual (KCSWDM). The area
subject to vehicular traffic will actually be reduced, so treatment (biofiltration) will not be
required either.
SECTION II. PRELIMINARY CONDITIONS SUMMARY
The area contributing flow to the site is fairly limited because the top of the ridge is just behind
the adjacent properties to the east. Using the USGS map of the area and estimating
conservatively, the upstream tributary area is about 5 acres in size (see Figure 3 in Appendix
A). There are no obvious subbasins and even the drainage from this area may conveyed
around or through the proposed site in storm drainage piping.
Soils on the site are classified by the Soil Conservation Service as Alderwood Gravelly Sandy
Loam, either 6 - 15% slopes or 15 - 30% slopes (see Figure 4 in Appendix A). A geotechnical
report was produced for the project, and is included in Appendix E.
SECTION III. OFF-SITE ANALYSIS
Introduction
This Level 1 Analysis is submitted to the City of Renton Development Services Division. The
report and analysis are in accordance with the 1994 edition of the King County Surface Water
Design Manual (KCSWDM). This Level 1 Off-site Analysis fulfills Core Requirement#2.
Task 1: Study Area Definition and Maps
The site address is 1600 Eagle Ridge Drive, Washington. See Figure 1 in Appendix A for a
map of the vicinity. Figure 2 shows a portion of the County Assessor's Map
The 5.27 acre site was originally developed as an Elks Club lodge and the building is currently
used as a night club. This project proposes to add on to the existing building and build four
small detached duplexes.
TEC, Mc.
. Drainage Report - Eagle Ridge Senior Campus '
Page 2
The tributary drainage area extends east to the top of the hill, south to Eagle Ridge Drive, and
north to the edge of the ravine. USGS mapping was used to determine the boundaries of the
tributary basin, as shown on Figure 3. For estimating runoff, conservative assumptions were
made regarding the extents of the tributary basin. Downstream of the project site, drainage is
conveyed in two 12-inch pipes to Benson Road, where continues in a single 12-inch pipe,
which crosses Benson Road just north of the project's north property line, eventually joining
the drainage system in Talbot Road and crossing to the north side of Interstate 405. North of
I-405, the drainage flows west.
Task 2: Resource Review
The following resources were reviewed for information regarding existing and potential flooding
and erosion problems:
Adopted Basin Plans and Finalized Drainaqe Studies - The project site is not within any
adopted basin plan area, nor is there a finalized drainage study for the area.
Basin Reconnaissance Summary Reports and 1" = 400' scale problem summary maps - The
project site is not covered by any basin reconnaissance summary reports.
Critical Drainaqe Area Maps - The project site is not within or adjacent to any mapped critical
area.
Flood plain/floodwaY (FEMA) Maps - The project site is not located within any FEMA mapped
flood plain/floodway.
Other Off-Site Analysis Reports in the same sub-basin, if available - No other off-site analysis
reports were available for the same subbasin.
Sensitive Areas Folio - Copies of the pertinent folio maps are included in Appendix B. The
project site is not located near any mapped sensitive areas.
SWM Division Drainaqe Investiqation Section Problems Maps - There are no reports of
problems in the vicinity of the project. The City's problem area summary for the vicinity is
included in Appendix B.
US Department of Aqriculture, Kinq Countv Soils Survev - A copy of the soils map is included
in Appendix A, Figure 4. The soils are predominantly Alderwood gravelly sandy loam, 6 to 15
percent slopes and 15 to 30 percent slopes. These soils have moderate to high runoff
potential.
Wetlands Inventory Maps - There are no wetlands systems on the site identified in the King
County Wetlands Inventory (King County, 1990).
Task 3: Field Inspection
The site and off-site drainage systems were inspected on finro occasions, most recently on
April 28, 1997. The parking lot drainage system appeared to be adequate and no signs of
flooding were observed. Though the slopes on the east and west sides of the property are
quite steep, no signs of erosion or sloughing were noted. The two 12-inch pipes draining the
TEC, Inc.
� _ Drainage Report - Eagle Ridge Senior Campus
Page 3 �
site appear to be adequate. Downstream, the pipes all appeared to be adequate, and to
beyond '/4 mile downstream. No problems are on record with the City within the '/4 mile
downstream area.
Task 4: Drainage System Description and Problem Screening
The downstream drainage system is shown on the map in Appendix C and described in the
"Off-site Analysis Drainage System Table", also found in Appendix C. No drainage problems
were observed or reported. The City drainage problem area summary is included in Appendix
B.
A Santa Barbara Urban Hydrograph (SBUH) model was used to determine runoff generated on
land above the property. At 527 acres, the existing property constitutes about 50 percent of
the total basin area tributary to the two 12-inch storm drain pipes. The effect of the proposed
project on site runoff will be to increase the peak 100-year flow from 3.91 cfs to 4.04 cfs. A
summary of the results of the SBUH model and input data is included in Appendix D.
Task 5: Mitigation
No problems exist that will require mitigation.
SECTION IV. RETENTION/DETENTION ANALYSIS AND DESIGN
The Santa Barbara Urban Hydrograph (SBUH) method was used to calculate the existing and
proposed runoff from the site for the 2-, 10-, and 100-year storms. The runoff only increased
0.14 cfs for the 100-year design storm. The County does not require detention if the increase
in flow is less than 0.5 cfs (Section 1.2.3, Runoff Control. The SBUH input and output data are �
included in Appendix D.
SECTION V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN II
All storm new storm drain pipes on the site will be designed to convey the predicted 100-year ��
flow. The capacity of existing pipes which will remain will also be checked. Appendix D ,
contains conveyance calculations for starm drainage piping. '
SECTION VI. SPECIAL REPORTS AND STUDIES I��
The Geotechnical Report for this project is included in Appendix E.
SECTION VII. BASIN AND COMMUNITY PLAN AREAS '
The project is located within an area designated Center Neighborhood (CN}. The proposed
use is generally consistent with the intent of the CN designation.
SECTION VIII. OTHER PERMITS
No other required permits are anticipate to affect the drainage plan for this project.
TEC, Inc.
, Drainage Report - Eagle Ridge Senior Campus -
Page 4
SECTION IX. TEMPORARY EROSION AND SEDIMENTATION CONTROL ANALYSIS AND
DESIGN
All Temporary Erosion and Sedimentation Control Facilities will be designed to accommodate
the 100-year storm and will meet the requirements of the City of Renton's adopted
requirements.
SECTION X. BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY
SUMMARY SHEET AND DECLARATION OF COVENANT
N/A
SECTION XI. MAINTENANCE AND OPERATIONS MANUAL
The pond should be maintained as described in Appendix F (excerpted from the KCSWDM
Maintenance Requirements for Privately Maintained Drainage Facilities).
REFERENCES
KC 1995. King County Surface Water Design Manual, January 1990, King County Department
of Public Works. Revised November 1995.
SCS 1972. Soil Survey of King County Area, Washington, United States Department of
Agriculture Soil Conservation Service.
USGS 1949. Renton Quadrangle, 7.5 Minute Series. US Geological Survey. Revised 1994.
TEC, Inc.
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APPENDIX B
KING COUNTY
SENSITIVE AREAS MAP FOLIO EXCERPTS
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CITY OF RENTON
PROBLEM SITE SUMMARY TABLE
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� PS-3�2 SOU7H T92NDISR-167 BLACi( ' S6 FLaODWG OCCURS AT X X 8R-2-M
CUI.VERT CROSSfNG R.IVER 11�tT�R5EC�'ION O� S. -n
. - _ - 192t�lD ST. ftND SR-167 DUE � : �:
-.
' TO U��DERSIZED WSDOT - ��
• ," .,. . CULVERT:4i�10 SED�MENT - _ �
._.. ., . _.,. ,
. ; . ;. , , . , . , ACCUAAUi.ATION THA7 ��
,, .
�,. . � , . .: �- _ , PLUGS CULVERT. CAUSES :,.:: �
<_,: . . ;
,- . . - � _ SHE S7REAM T� OIVERT ►�
� FRaM NATURAE.C.CUURSE: , �
° �. ,... ,, : . ._ ,'� " , FUTURE IAND USE "
- ` . ' CONDIT�ON �LO1NS Wl�l �
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CAPAClTY. _ , .,. . _. r ._ _ �,._�,��,.,.,�:�
PS�3 RENTO(� ' BLACK 54 WtOESPREf,O FLOODING X SR-3-M �
VILI.AGElGRADY WAY RIV�R Af�OElND RENTON �
StJ. STORM SYSTEM VILLA�E, GRADY WAY, & �
(MPROVEiV�Eh1�' TALBOT RD. .CONVEYANCE =j
SYSTEM IN STREETS ANO . . ' z
� TO ROLLING HILLS CREEK � �"
�..,- <. ; LACKS CAPACITY DURING ', : . cv
,
� ; .� � : SIGNI�ICANT STORMS. �
: , _ "' FLOODED INTERSECTIaNS, .. - , '
- ` PARKING LaTS. PRtVATE
= 6UILDINGS THREATENED.
� 5-34 . ' EAST VALE�EY RO $I.ACK 53 LOCAUZED AREAS OF X - 8R-4.M!
BETWEE � taLE�t>,.�-�:� F�90UItV�^.`.:r......a.«�_ .,,,r....,-.,,.,,,n,.,�„ .,..,,,�.
3 O ST -^ ,-.�:,t_ _...4�
. 'PS-35 SW 43RD STREET 6LACK 53 WATER PONDING AT 20+ x 8R-4-M
_ RIVER YEAR EVENTS
'PS-36 OAKESDALE� BLACK b3 CULU�RT OVERTOPS THE X , X BR-4M
S#'RINGBROOK CREEK R1VER ROAD SUfZFACE DUfZ1NG
, ° � �XTREME EVENTS. _
..: . . SPRlNGBROOK CREEK .
, �
. _ , �; ; ., WATER QUALITY J5 .
� GENERAL�Y PQOR. -
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APPENDIX C
OFF-SITE ANALYSIS
DRAINAGE SYSTEM MAP & TABLE
�', "
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, �_` -
� ',� OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE �
, Surface Water Design Manual, Core Requirement#2
Basin: ��00.t�t I��V�r Subbasin Name: Subbasin Number: -
Symbc�l , Qrair�a�e Drainage Gomponent Slope Distance Existing f 'Potential Clbservat+ons of field inspector'
' Component TypB,l �escription ' from:s+te ' Problems' Problems resource reuiewer, or resident
Name and S�ze dischar e
' Type:sheet tlaw,sv�'ale,: > : '' : constrictions,under capacity�Pqnding, ,
., see map > atream,channe4 pipe : drafnage basin�vegetat�on,c�v.eC;:. % 4!4 mi=1,320 ft overtopping,flooding,habdaf or organism tributary area,Ukel(hood af problem.
pond;5fze:diameter., ; deplh,type of sensat[ve erea,votume destnuGon,scouring,bank sloughing, ;; overtlow pathways,pot�ntfal impgtt5.
surtace area sedimentation incisfon otfiererosion
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APPENDIX D
SBUH MODEL INPUT & OUTPUT SUMMARY
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� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 4.3.4A NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWING FULL
1000 ' _
900 _
800 .0001
700 2.0 :
;. _ .
600 . _ .0002
500 Minimum
.��3 Allowable - �
400 . .0004 .o0ot Velocity
.000s (Flowing '3 .
30o Full)
120 � .0008 .0002
` 108 0 :001 .0003
200 : 96 u .0004 `?�.
90 c .�02 .0005 4.0
_ � � .0006 �J
. 72 O .003 .0008
66 w .004
a .005 .001 5 0
100 60 p :006 � ,
90 `� c j .008 .002 p '
80 , N 48 .01 .6 o w 6.0
7G W 42 � � �
2 �4 p� �
� 60 Z 36 ( .02 .005 p wa 7A
.006
z 50 • Z 30 .008 a w 8.0 `:
40 w .010 O w � .'
� ,
. , . .. -
, _ — . . • .; -
w a 27 .05 � z 9.0 -
C7 a .06 —
. a� 30 O 24 .08 .020 � 10.0
2 2t .10 - r
�. � .030 _ t O ..
� 20, W �8 .040 W <;
� .050 _ >
� Q 15 .060 , �'_: ,.`
,
p .080 -
" 1. , . �2 , �. .100 `
ti:`
. � � . . - � .. - _ - - -.i;'.
10 �' . 10 :
9 � ��p� SAMPLE:USE F �;
$ l , . _ ��
8 24"dia. CMP @ 29'o slo e ields
P Y 20 0 �
. . _ .. . � . . �u'!
. . . . 7 . . . . ... .�
s - 17cfs @ 5.2 FPS velocity � .;
(n = 0.024} �
r 5 6 � �
4 , : Values per Manning's Equation `" ��
'Q_ � 1.49� AR�/�SYz ' ` ;
: � n ° � 30.0 �3
� P�P� ` � � _ �_
This table can be conve�ted '
,:, -
- _ ,
� ta other"n"values by applying �^
2 - formula:
,_
40 0� ��
` - Cly: l,.i �z �k ,
,.� ' t�2 - �2 V1�, , �<? �
_ � .� . --, ,
-,y,;: �
, '
4.3.4-1$ , 1/90
.
��y ,�. � .. " � � . .
, KING COUN'TY DEPARTMENT OF PUBLIC WORKS
Surface Water Management Division
HYDROGRAPH PROGRAMS
Version 4 .21B
1 - INFO ON THIS PROGRAM
2 - SBUHYD
3 - MODIFIED SBUHYD N`{�j�'�� j{Z..
4 - ROUTE
• 5 - ROUTE 2 ��U% ��� � t�� `¢ ��5�
6 - ADDHYD
7 - BASEFLOW
8 - PLOTHYD
9 - DATA
10 - RDFAC
11 - RETURN TO DOS
ENTER OPTION:
SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH
STORM OPTIONS :
1 - S .C.S . TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S .C.S . TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ (YEAR) , DURATION(HOUR.) , PRECIP (INCHES)
2 24 . 00 2 . 00
----------------------------------------------------------------------
******************** S .C.S . TYPE-lA DISTRIBUTION ********************
********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. *********
------------ ----------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
3 . 1 86 . 0 2 .2 98 . 0 10 . 0
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES)
A CN A CN
5 .3 3 .1 86 . 0 2 .2 98 . 0 10 . 0
PEAK-Q (CFS) �,T- FAK(HRS) VOL(CU-FT) �
1.56 7 .83 23516 �y2 �ctS`r���
ENTER [d: ] [path] filename [ .ext] FOR STORAGF OF COMPUTED HYDROGRAPH:
2yu.hyd
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
c
---------------------------------------------------------------------- '
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN N0. 2 I,
2 . 6 86 . 0 2 .6 98 .0 10 . 0
DATA PRINT-OUT: .
AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES)
A CN A CN
5 . 3 , 2 . 6 86 . 0 2 . 6 98 . 0 10 . 0
PEi AK-Q (CFS) \` T-PEAK (HRS) VOL (CU-FT)
1 . 68 7 . 83 25060 ,� ��{ � P���fJs�
_
ENTER [d: ] [path) filename [ .ext] FOR STORAGE OF COMPUTED HYDROGR.APH:
2yd.hyd
SPECIFY: C - CONT•INUE, N - NEWSTORM, P - PRINT, S - STOP
n
STORM OPTIONS:
1 - S .C.S . TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S .C. S . TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES)
10 24 . 00 2 . 90
------------------- ---------------------------------------------------
******************** S . C.S . TYPE-lA DISTRIBUTION ********************
********* 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP. *********
----- ------- --------------- ------------------------ -------------------
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
3 . 1 86 . 0 2 .2 98 . 0 10 . 0
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES) ,
A CN A CN
5 .3 3 . 1 86 . 0 2 .2 98 . 0 10 . 0
PEAK-Q (CFS) T-PEAK(HRS) VOL(CU-FT)
2 . 64 7 . 83 38746 �,� 1�• L12 �IST� Ny
ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
l0yu.hyd
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 2
2 . 6 86 . 0 2 . 6 98 . 0 10 . 0
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUT$S)
A CN A CN
5 .3 2 . 6 86 . 0 2 . 6 98 . 0 10. 0
PEAK-Q (CFS) T-PEAI� (HRS) VOL (CU-FT)
. f 2 . 78 7 . 83 40569 �'"" � �u-�C� ��j��}5�
ENTER [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH:
l0yd.hyd
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
n
STORM OPTIONS :
1 - S .C. S . TYPE-lA
2 - 7-DAY DESIGN STORM
3 - STORM DATA FILE
SPECIFY STORM OPTION:
1
S .C.S . TYPE-lA RAINFALL DISTRIBUTION
ENTER: FREQ (YEAR) , DURATION(HOUR) , PRECIP (INCHES)
1�0 24 . 00 3 . 90
----------------------------------------------------------------------
******************** S .C. S . TYPE-1A DISTRIBLTTION ********************
********* 100-YEAR 24-HOUR STORM **** 3 .90" TOTAL PRECIP . *********
-- --- ----------------------------------------------------- ------------
ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC FOR BASIN NO. 1
3 . 1 86 . 0 2 .2 98 . 0 10 . 0
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC {MINUTES)
A CN A CN
5 . 3 3 . 1 86 .0 2 .2 98 . 0 10 .0
/ EAK-Q(CFS) T-PEAK(HRS) VOL (CU-FT)
3 .91 7 . 8 3 5 6 4 7 7 �--�--��" ���' ��� �(�����j
ENTER [d: ] [path] f ilename [ .ext] FOR STORAGE OF COMPUTED HYDROGR.APH:
100yu .hyd
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP
C
'' ----------------------------------------------------------------------
ENTER: A(PERV) , CN(PERV) , A(IMPFRV) , CN(IMPERV) , TC FOR BASIN NO. 2
2 . 6 86 . 0 2 . 6 98 . 0 10 .0
DATA PRINT-OUT:
AREA(ACRES) PERVIOUS IMPERVIOUS TC (MINUTES)
A CN A CN
5 .3 2 . 6 86 .0 2 .6 98 . 0 10 . 0
�.n.e_..
/%�_EAK-Q (CFS) T-PEAK(HRS) VOL(CU-FT)
4 .04 7 . 83 58496 ,,�_ �Q(� y� M��-^�
u•-i�
ENTPR [d: ] [path] filename [ .ext] FOR STORAGE OF COMPUTED HYUROGRAPH:
100yd.hyd
SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP I
s '
Stop - Program terminated. ,
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KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL
FIGURE 3.S.lE 10•YEAR 24-HOUR ISOPLUVIALS '
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TOTAL PRECIPITATION IN INCHES 3Q "
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APPENDIX E
GEOTECHNICAL REPORT
G E O T E C H March 3, 1997
CONSULTANTS, INC_ ���`�
13256 N.E.20th St.iN��nhup��'atil.Suite lh l, JN 96448
Qellevue.WA 980�15
(206)747-5618
FAX 747-8561
Koruga and Associates
5454 - 30th Avenue Southwest
Seattle, Washington 98126
Attention: Kris Koruga
Subject: Geotechnical Engineering Study
Proposed Eagle Ridge Senior Center
1600 Eagle Ridge Drive South
Renton, Washington
Dear Mr. Koruga:
We are pleased to present this geotechnical engineering report for the senior center complex to be
constructed in Renton, Washington. The scope of our work consisted of exploring site surface and
subsurface conditions, and then developing this report to provide recommendations for general
earthwork and design criteria for foundations, retaining walls, and pavements. You authorized our
work by accepting our proposal, dated December 20, 1996. '
The subsurface conditions of the proposed building site were explored with 12 test pits that
encountered varying depths of loose fill and weathered soil overlying dense glacial till. The
proposed apartments and duplexes can be supported by conventional foundations bearing on
dense, native gtacial till or on structural fill placed above this competent, native soil. The loose fill
soils should be remaved from slab areas, but they could be left in place if some potential for
settlement can be tolerated. Due to the moisture sensitivity of the existing fill and native soils,
earthwork operations conducted in the wet winter months or during wet weather will be more
difficult and will result in additional expenditures for imported granular fill.
The attached report contains a discussion of the study and our recommendations. Please contact
us, if there are any questions regarding this report or if we can be of further assistance during the
design and construction phases of this project.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
-- �
; James H. Strange; Jr.
Geotechnical Engineer
- - t -
.�
�
�
�-�-�- �-
GEOTECHNICAL ENGINEERING STUDY
Eagle Ridge Senior Center
1600 Eagle Ridge Drive South
Renton, Washington
This report presents the findings and recommendations of our geotechnicai engineering study for
the site of the proposed senior apartment complex in Renton. The Vicinity Map, Plate 1, illustrates
the genera( location ofithe site.
We were provided with several preliminary site development plans that were prepared by
Fraley/Stricker Architects. The existing topography and proposed site developments were shown
on these plans, but the owner has indicated that the development plans for the site may change in
the future. The plans show that several units of apartments will be built to the southwest of the
existing lodge. These new units would be attached to the existing building and would feature
partial daylight basements. A relatively short wing of apartments will branch off from the main units
to the northwest. This wing will step down a portion of the western slope. Several duplexes are to
be built on the southeastem portion of the site. These duplexes will not be situated near the steep ,
eastern slope. Two additional duplexes are planned for a future expansion to the south of the main
apartment complex.
SITE CONDITIONS
Surface
The subject property is roughly rectangular and covers approximately 5 acres. The site stretches
an average of 630 feet in the north-south direction and has a depth of approximately 375 feet. A
powerline easement extends across the northern 100 feet of the site. The subject site is currently
developed with a one-story, lodge-type, nightclub building. The structure is located on the
northeastern portion of the site, and asphalt parking occupies the southeastern section of the
property.
The property is accessed by a two-lane road extending from Eagle Ridge Drive South to the
southern edge of the site. This road continues to the northv�rest across the southwestern corner of
the site to provide access for the adjacent site to the west. Several utility lines cross the site and
pass through the areas of the proposed buildings. A 10-inch water line crosses the eastern end of
the site. About halfway across the site, an 8-inch line branches off fhis water line and continues
across the middle of the western edge of the property. ln addition, the sewer line for the existing
nightclub runs southwest from the structure through the location of some of the proposed
apartments.
Steep cut slopes are located along the eastern and southeasfern edges of the site. These 15- to
20-foot-tall slopes descend onto the site and are sparsely covered with small trees and grasses.
Through its middle section, the site slopes gently down to the west, but approximately 100 feet
from the western boundary, the ground declines at about 15 to 40 percent to the adjacent property
to the west. This western slope is vegetated with moderately dense, mature, deciduous and --
evergreen trees and underbrush.
GEOTECH COVSULTANI'S,[�1C.
• Koruga and Associates JN 96448
March 3, 1997 Page 2
The adjacent property to the east is developed with apartments. Additional apartments are located
distantly to the north of the site. The adjacent property to the west is occupied by the Eagle Ridge
Professional Center building, and the property to the south of the site is undeveloped.
Subsurface
The subsurface conditions were explored by excavating 12 test pits at the approximate locations
shown on the Site Exploration Plan, Plate 2. The field exploration program was based upon the
proposed construction and required design criteria, the site topography and access, the subsurface
conditions revealed during excavation, the scope of work outlined in our proposal, and the time and
budget constraints.
Test pits 1 through 8 were excavated on January 3, 1997 with a rubber-tired backhoe. After the
locations of some of the proposed buildings had been changed, we returned to the site on January
22, 1997 and observed the excavation of four additional test pits with a track-hoe. A geotechnical
engineer from our staff observed the excavation process, logged the test pits, and obtained
representative samples of the soil encountered. "Grab" samples of selected subsurface soil were
collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3
through 8.
The test pits excavated on the re(atively flat middle portion of the site revealed up to 8 feet of loose
fill overlying the native soils. In general, the fill extends deeper near the crest of the western slope.
Most of the fill consists of very moist to wet, gravelly, silty sand. However, the fill encountered in
Test Pits 5, 6, and 7 was very organic and contained roots. In nearly all of the test pits that
encountered fill, the old topsoil layer was present between the fill and native soils. Underlying the
original topsoil, we observed reddish brown to brown, loose, very moist to �vet, gravelly, silty sand,
which is commonly called weathered till. For the most part, the weathered till is underlain by gray,
dense, moist glacial till about 2 to 3 feet below the original topsoil. An exception to this was found in
the test pits located on the western slope. None of these test pits encountered fill, but the dense
glacial till was not revealed until 6 to 7 feet below the ground surface.
The final logs represent our interpretations of the field logs and laboratory tests. The stratification
lines on the logs represent the approximate boundaries between soit types at the exploration
locations. The actual transition between soil types may be gradual, and subsurface conditions can
vary between exploration locations. The logs provide specific subsurface information only at the
locations tested. The relative densities and moisture descriptions indicated on the test pit logs are
interpretive descriptions based on the conditions observed during excavation. The compaction of
backfill was not in the scope of our services. Loose soil will therefore be found in the area of the
test pits. If this presents a problem, the backfill will need to be removed and replaced with
structural fill during construction.
Groundwater
Groundwater seepage was observed at depths between 3 and 8 feet. The test pits were left open
for anly a short time period. Therefore, the seepage levels on the logs represent the location of
transient water seepage and may not indicate the static groundwater level. It should be noted that
groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater
GEOTECH CONSULTANTS,I:�tC.
Koruga and Associates JN 96448 .
March 3, 1997 Page 3
could be found in pockets of more permeable soil layers within the till, between the fill and the
native soils, and between the weathered tilf and the underlying glacial till.
CONCLUSIONS AND RECOMMENDATIONS
General
Based on our test pit information, the construction of the proposed apartment buildings appears
feasible from a geotechnical engineering standpoint. The main challenge to constructing the
apartments will be the removal of the loose fill from the proposed areas of foundations and bearing
portions of the structures. To avoid unacceptable long-term settlements, the loose fill should be
removed, and foundations and slabs should bear on medium-dense to dense, native soil or on
newly placed structural fill overlying these competent, native soils. However, any foundations
located on the western slope should bear directly on the dense, native soil. Other ways to avoid
settlement would be to structurally support the slab with piling or to construct a wood floor over a
crawl space. However, if some slab settlement could be tolerated, only the upper 12 feet of the old
fill will need to be replaced with structural fill. If this is done, the slab should be reinforced with #3
rebar at 18-inch centers.
Based on the plans provided to us, it appears that some of the buildings are to be c�nstructed over
the locations of the existing water and se�ver lines. Where these utility lines pass under the
proposed buildings, they may need to be relocated. Where building footings will be located over
the existing utility trenches, either the existing trench backfill should be replaced with structural fill
or the footings should be structurally reinforced to span the trench.
As part of this investigation, we reviewed the Engineering Report for the Renton, Washingfon Area,
which was completed by Morrison-Knudsen in January 1985 and shows the locati�ns of the known.
mines and mine entries in the Renton area. The maps included with the report clearly show the
' Talbot Mine, #3 Seam as the closest mine to the subject property. The entrance to this mine is
located to the southeast of the subject site, across Eagle Ridge Drive South. The body of the mine
is located to the east of the entrance and generally extends in a north-south direction. According to
the maps, the subject site is not underlain by the Talbot Mine or other know mine excavations.
Due to the high silt content of the native soils and existing fill, they are moisture-sensitive and will
be very difficult to grade in wet weather. Because of the high organic content of the fill we
encountered in Test Pits 6 and 7, this fill wi{I not be useable as structural fill. Some of the
weathered soil and most of the fill encountered in our test pits exhibited high moisture content.
These wet, silty sands will not be useable as structuraf fill without drying of the soil during hot, dry
weather. The costs associated with grading during wet weather will be higher than those of grading
operations undertaken in drier weather. If wet weather grading is attempted, if the site soils
become wet, or if groundwater is a problem, importation of sandy structural fill will be required.
Geotech Consultants, Inc. should be allowed to review the final development plans to �erify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
GEOTECH CONSULTANTS,INC.
' � Koruga and Associates JN 96448
March 3, 1997 Page 4
Conventional Foundations
The proposed structure can be supported on conventionai continuous and spread footings bearing
on undisturbed, native soil or on structural fill placed above this competent, native soil. See the
later sub-section entitled General Earthwork and Structural Fill for recommendations regarding
the placement and compaction of structural fill beneath structures. We recommend that continuous
and individual spread footings have minimum widths of 12 and 16 inches, respectively. They
should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost
protection. The local building codes should be reviewed to determine if different footing widths or
embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil
prior to pouring concrete. Depending upon site and equipment constraints, this may require
cemoving the disturbed soil by hand.
Depending on the final site grades, some overexcavation may be required below the footings to
expose competent, native soit. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet �vide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
The following allowable bearing pressures are appropriate for footings constructed according to the
above recommendations:
Allowable
Bearinq Condition Bearinq Pressure
Placed directly on competent, 4,000 psf
medium-dense to dense,
native.soil
Supported on structural fill placed 2,500 psf
above competent, native soil
Where:
psf is pounds per square foot.
A one-third increase in these this design bearing pressures may be used when considering short-
term wind or seismic loads. For the above design criteria, it is anticipated that the total post-
construction settlement of footings founded on competent, native soil, or on structural fill up to 5
feet in thickness, will be about three-qua�ters of an inch, with differential settlements on the order of
one-half inch in a distance of 50 feet along a continuous footing.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or surrounded by leve(, structural fill. We recommend using the following
design values for the foundation's resistance to lateral loading:
GEOTECH CONSULTANT3,[NC.
Koruga and Associates JN 96448
March 3, 1997 Page 5
Parameter Design Value
Coefficient of Friction 0.40
Passive Earth Pressure 350 pcf
Where:
1. pcf is pounds per cubic foot.
2. Passive earth pressure is computed
using the equivalent fluid density.
If the ground in front of a foundation is loose or sioping, the passive earth pressure given above wili
not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to
lateral loading, when using the above design values.
Seismic Considerations
The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1994 Uniform
Building Code (UBC). In accordance with Table 16-J of the 1994 UBC, the site soil profile is best
represented by Profile Type S2. The dense glacial till which underlies the subject site is not
susceptible to seismic liquefaction.
Slabs-on-Grade
The slab subgrade should be prepared as noted in the General Section. The subgrade soil must
be in a firm, non-yielding condition at the time of slab construction or underslab fill placement. Any
soft areas encountered should be excavated and replaced with select, imported, structural fill.
All slabs-on-grade should be underlain by a capillary break or drainage layer consisting of a
minimum 4-inch thickness of coarse, free-draining, structural fill with a gradation similar to that
discussed later in Permanent Foundation and Retaininq Walls. In areas where the passage of
moisture through the slab is undesirable, a vapor barrier, such as a 6-mil plastic membrane, should
be placed beneath the slab. Additionally, sand should be used in the fine-grading process to
reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce
shrinkage cracking by improving the concrete curing process.
Permanent Foundation and Retaininq Walls
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended design parameters are for walls that
restrain level backfill: -
GEOTECH COVSULTANTS,INC.
' � Koruga and Associates JN 96448
March 3, 1997 Page 6
Parameter Desiqn Value
Active Earth Pressure' 35 pcf
Passive Earth Pressure 350 pcf
Cae�cient of Friction 0.40
Soil Unit Weight 130 pcf
Where:
1. pcf is pounds per cubic foot.
2. Active and passive earth pressures are
computed using the equivalent fluid
densities.
' For a restrained wall that cannot deflect
at least 0.002 times its height, a
uniform lateral pressure equal to 10 psf
times the height of the wall should be
added to the above active equivalent
fluid pressure.
The values given above are to be used to design permanent foundation and retaining walls only.
The passive pressure given is appropriate for the depth of level, structural fill placed in front of a
�retaining or foundation �vall only. We recommend a safety factor of at least 1.5 for overturning and
sliding, Nrhen using the above values to design the v�ralls.
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that no surcharge slopes or loads, such as vehicles, will be placed behind the
walls. If these conditions exist, those pressures should be added to the above lateral soil
pressures. Also, if sloping backfill is desired behind the wafls, we will need to be given the wall
dimensions and the slope of the backfill in order to provide the appropriate design earth pressures.
The surcharge due to traffic loads kiehind a wall can typically be accounted for by adding a uniform
pressure equal to 2 feet multiplied by the above active fluid density.
Heavy construction equipment should not be operated behind retaining and foundation walls within
a distance equal to the heigf�t of a wall, unless the walls are designed for the additional lateral
pressures resulting from the equipment. The wall design criteria assume that the backfill will be
wel!-compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should
be accomplished with hand-operated equipment to prevent the walls from being overloaded by the
higher soil forces that occur during compaction.
Retaining Watl Backfill
Backfill placed behind retaining or foundation walls should be coarse, free-draining,
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 incf�es in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 7Q percent. If the native sand
is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against
the backfilled retaining walls. The drainage composites should be hydraulically connected
GEOTECH CONSULTANTS,INC.
Koruga and Associates JN 96448
March 3, 1997 Page 7
to the foundation drain system. For increased protection, drainage composites should be
placed along cut slope faces, and the walis should be backfiiled with pervious soil.
The purpose of these backfill requirements is to ensure that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled walls to reduce the potential for surface water to percolate into
the backfill. The sub-section entitled General Earthwork and Structural Fill contains
recommendations regarding the placement and compaction of structural fill behind retaining
and foundation walls. The above recommendations are not intended to waterproof the
below-grade walls. If some seepage through the walls or moist conditions are not
acceptable, damp-proofing or waterproofing should be provided. This could include limiting
cold-joints and wall penetrations, and possibly using bentonite panels or membranes on the
outside of the walls. Applying a thin coat of asphalt emulsion is not considered
�vaterproofing, but it will help to prevent moisture, generated from water vapor or capillary
action, from seeping through the concrete.
Rockeries '�
We anticipate that rockeries may be used in the site development. A rockery is not intended to
function as an engineered structure to resist lateral earth pressures, as a retaining wall would do.
The primary function of a rockery is to cover the exposed, excavated surface and ttiereby retard
the erosion process. We recommend limiting rockeries to a height of 8 feet and placing them
against only dense, competent, native soil.
The construction of rockeries is to a large extent an art not entirely controllable by engineering
methods and standards. It is imperative that rockeries, if used, are constructed with care and in a
proper manner by an experienced contractor with proven ability in rockery construction. The
rockeries sho�ld be constructed with hard, sound, durable rock in accordance with accepted King
County standards. Soft rock, or rock with a significant number of fractures or inclusions, should not
be used, in order to limit the amount of maintenance and repair needed over time. Provisions for
maintenance, such as access to the rockery, should be considered in the design. In general, we
recommend that rockeries have a minimum dimension of one-third the height of the stope cut
above them. Tiered rockeries are not recommended, unless there is sufficient space to construct
upper tiers that do not exert lateral pressure on the lower tiers. The base of a tiered rockery's
upper wall should be set back from the rear of the lower rocks an amount equal to fhe height of the
lower tiers.
Excavations and Slopes
Excavation slopes should not exceed the limits specified in local, state, and national government
safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in
unsaturated soil, if there are no indications of slope instability. Based upon Washington
Administrative Code (WAC) 296, Part N, the majority of the soils at the subject site would be
GEOTECH CO�SULTANTS,[NC.
Koruga and Associates JN 96448
March 3, 1997 Page 8
classified as Type 8. Therefore, temporary cut slopes greater than 4 feet in height cannot be
excavated at an inclination steeper than 1:1 (Horizontal:Verticaf), extending continuously between
the top and the bottom of a cut.
The above-recommended temporary slope inclination is based on what has been successful at
other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a
relatively short duration to allow for the construction of foundations, retaining walls, or utilities.
Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes
should also be backfilled or retained as soon as possible to reduce the potential for instability.
Please note that sand and loose soil can cave suddenly and without warning. Utility contractors
should be made especially aware of this potential danger.
All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Fill slopes should
also not be constructed with an inclination greater than 2:1 (H:V). Depending upon the
requirements of the local sensitive areas ordinances, any completed slopes greater than 10 feet in
height with inclinations of 40 percent or steeper may be classified as "steep slopes," which could
affect future construction next to the slopes. To reduce the potential for shallow sloughing, fill must
be compacted to the face of these slopes. This could be accomplished by overbuilding the
compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow
uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed
slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve
the stability of the surficial layer of soil.
Any disturbance to the existing slopes outside of the building limits may reduce the stability of the �
slope. Damage to the existing vegetation and ground should be minimized, and any disturbed ,
areas should be revegetated as soon as possible. Soil from the excavation should not be placed �
on the slope, and this may require the off-site disposal of any surplus soil.
Drainage Considerations �
We recommend the use of footing drains at the base of footings and at the base of all backfilled, I
earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus,
washed rock and then wrapped in non-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or
similar material). At its highest point, a perforated pipe invert shoufd be at least as low as the
bottom of the footing, and it should be sloped for drainage. Drainage should also be provided
inside the footprint of the structures behind the daylight basement foundation walls, and where (1)
a cra�r�l space will slope or be lower than the surrounding ground surface, (2) an excavation
encounters significant seepage, or (3) an excavation for a building will be close to the expected
high groundwater elevations. We can provide recommendations for interior drains, should they
become necessary, during excavation and foundation construction.
All roof and surface water drains must be kept separate from the foundation drain system. A
typical drain detail is attached to this report as Plate 9. For the best long-term performance,
perforated PVC pipe is recommended for all subsurface drains.
GEOTECH CONSULTA�TS,RvC.
Koruga and Associates JN 96448 -
March 3, 1997 Page 9
Groundwater v�ras observed during our field work. If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to the buildings
should slope away at least 2 percent, except where the area is paved. Water from roof, storm
water, and foundation drains should not be discharged onto slopes; it should be tightlined to a
suitable outfall located away from any slopes.
Pavement Areas
All pavement sections may be supported on competent, native soil or structuraf fill, provided these
soils can be compacted to a 95 percent density and are in a stable, non-yielding condition at the
time of paving. If some risk of future settlement and subsequent repair of the pavement sections
can be tolerated, the existing fill may be left under the pavement sections, provided it is stable and
is overlain by a minimum of 1 foot of granular structural fill. Additional structural fill or fabric may be
needed to stabilize soft, wet, or unstable areas. We recommend using Supac 5NP, manufactured
by Phillips Petroleum Company, or a non-woven fabric with equivalent strength and permeability
characteristics. In most instances where unstable subgrade conditions are encountered, 12 inches
of granular, structural fill will stabilize the subgrade, ezcept for very soft areas where additional fill
could be required. The subgrade should be evaluated by Geotech Consultants, Inc., after the site
is stripped and cut to grade. Recommendations for the compaction of structural fill beneath
pavements are given in a later sub-section entitled General Earthwork and Structural Fill. The
performance of site pavements is directly related to the strength and stability of the underlying
subgrade.
The pavement for lightly loaded traffic and parking areas should consist of 2 inches of asphalt
concrete (AC) over 4 inches of crushed rock base (CRB) or 3 inches of asphalt-treated base (ATB).
We recommend providing heavily loaded areas with 3 inches of AC over 6 inches of CRB or 4
inches of ATB. Heavily loaded areas are typically main driveways, dumpster sites, or areas with
truck traffic.
The pavement section recommendations and guidelines presented in this report are based on our
experience in the area and on what has been successful in similar situations. Some maintenance
and repair of limited areas can be expected. To provide for a design without the need for any
repair would be uneconomical.
General Earthwork and Structural Fill
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, old
footings, and other deleterious material. The stripped or removed materials should not be mixed
with any materials to be used as structural fill, but they could be used in non-structural areas, such
as landscape beds.
GEOTECH CONSULTANTS,I�C.
� Koruga and Associates JN 96448
March 3, 1997 Page 10
Structural fill is defined as any fiil placed under a building, behind permanent retaining or foundation
walls, or in other areas where the underlying soil needs to support loads. All structural fill should be
placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The
optimum moisture content is that moisture content that results in the greatest compacted dry
density. The moisture content of fill is very important and must be closely controlled during the
filling and compaction process.
The allowable thickness of the fill lift will depend on the materia� type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the filf is not
compacted to specifications, it can be recompacted before another fift is placed. This eliminates
the need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill: �
Minimum
Location of Fill Placement Relative Compaction
Beneath footings, slabs, 95%
or walkways
Behind retaining walls 90%
Beneath pavements 95% for upper 12
inches of subgrade,
90°/o below that level
Where:
Minimum Relative Compaction is the ratio,
expressed in percentages, of the compacted dry
density to the maximum dry density, as
determined in accordance with ASTM Test
Designation D 1557-78 (Modified Proctor).
Use of On-Site Soil
If grading activities take place during wet weather, or when the silty, on-site soil is wet, site
preparation costs may be higher because of delays due to rain and the potential need to
import granular fill. The on-site soil is generally silty and therefore moisture-sensitive.
Grading operations will be difficult during wet �veather, or when the moisture content of this
soil exceeds the optimum moisture content.
The moisture content of the silty, on-site soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than optimum. The moisture content of the on-site
soil was generally above the estimated optimum moisture content at the time of our
explorations. The on-site silty sand underlying the topsoil could be used as structural fill, if -
GEOTECH COVSULT.A�ITS,INC.
Koruga and Associates JN 96448
March 3, 1997 Page 11
grading operations are conducted during hot, dry weather, when drying the wetter soii by
aeration is possible. During excessively dry weather, however, it may be necessary to add
water to achieve the optimum moisture content.
Moisture-sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, �vhen the moisture content is greater than the
optimum moisture content. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
fdeally, structural fill that wili be placed in wet weather should consist of a coarse, granular soil with
a silt or ciay content of no more than 5 percent. The percentage of particles passing the No. 200
sieve should be measured from that portion of soil passing the three-quarter-inch sieve.
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they existed at the time of our exploration and assume that the soil encountered in
the test pits is representative of subsurface conditions on the site. If the subsurface conditions
encountered during construction are significantfy different from those observed in our explorations,
�ve should be advised at once so that we can review these conditions and reconsider our
recommendations where necessary. Unanticipated soil conditions are commonly encountered on
construction sites and cannot be fully anticipated by merely taking soil samples in test pits.
Subsurface conditions can also vary between exploration locations. Such unexpected conditions
frequently require making additional expenditures to attain a properly constructed project. It is
recommended that the owner consider providing a contingency fund to accommodate such
potential extra costs and risks. This is a standard recommendation for all projects.
The recommendations presented in this report are directed toward the protection of only the
proposed structures from damage due to sfope movement. Predicting the effects of development
on the stability of slopes is an inexact and imperfect science that is currently based mostly on the
past behavior of slopes with similar characteristics. Landslides and soil movement can occur on
steep slopes before, during, or after the development of property. At additional cost, we can
provide recommendations for reducing the risk of future movement on the steep slopes, which
could involve regrading the slopes or installing subsurface drains or costly retaining structures.
However, the owner must ultimately accept the possibility that some slope movement could occur,
resulting in possible loss-of-ground or damage to the facilities around the proposed buildings.
This report has been prepared for the exclusive use of Koruga and Associates and its
representatives for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials, and selective laboratory testing and engineering
analyses. Our conclusions and recommendations are professional opinions derived in accordance
with current standards of practice within the scope of our services and within budget and time
constraints. No warranty is expressed or implied. The scope of our services does not include
` services related to construction safety precautions, and our recommendations are not intended to
direct the contractor's methods, techniques, sequences, or procedures, except as specifically
described in our report for consideration in design. We recommend including this report, in its -
entirety, in the project contract documents so the contractor may be aware of our findings.
GEOTECH CONSULTANTS,INC.
Koruga and Associates JN 96448
March 3 1997 Pa e 12
, 9
ADDITIONAL SERVICES
In addition to reviewing the final plans, Geotech Consultants, inc. should be retained to provide
geotechnical consultation, testing, and observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated by our exploration, to evaluate
whether earthwork and foundation construction activities comply with the general intent of the
recommendations presented in this report, and to provide suggestions for design changes in the I
event subsurface conditions differ from those anticipated prior to the sta�t of construction.
However, our work would not include the supervision or direction of the actual work of the
contractor and its employees or agents. Also, job and site safety, and dimensional measurements,
will be the responsibility of the contractor.
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 - 8 Test Pit Logs
Plate 9 Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
Respectfully submitted,
TECH CONSULTANTS, INC.
- �`�
`� �ERT � ames H. Strange, Jr.
, W� . Geotechnical Engineer
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i_EXPIR�S �n�,t � . D. Robert Ward, P.E.
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cc: Cornerstone Architectural - Phil Case -
Regency Pacific- Glenn Caser
GEOTECH CONSULTANTS,INC.
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� �----�
LEGEND:
� PROPOSED DUPLEXES
r , EXISTING BUILDING
L�J
0 APPROXIMATE TEST PIT LOCATtONS
" SiTE EXPLORATION PLAN
___ � GEOTECH 1600 EAGLE RIDGE DR S _
, CONSULTANTS
� RENTON, WA
� � - ✓oD No.r- Do1e� P/ole�
���' � 98448 FEB 1997. 2
�, ,a�
TEST PIT 1
4� 1yc y�..
4�' �� ��
G° USCS Descri tio�r Elevntro�: +/-40'
�
- - - . _ - - - - -
FILL Gray and brown, silty SAND with occasional gravel, very mvist to wet,loose
�
5 Dark brown, silty topsoil, very moist,loose
:: Grayish brown, silty SAND with occasional gravel and iron-stains, fine- to
: strt : medium-grained, very moist, loose
�
10 :: Brown, gravelly, silty SAND, fine-to medium-grained, moist, dense
Test pit terminated at l0 feet below grade on 1-3-97.
Slight groundwater seepage encountered at 3' and 8' feet during excavation.
No caving.
15
TEST PIT 2
r� yse�
�4 0�5�`�0
c
4 �,° USCS Description Elevatio�: +/-42'
�
Gray and brown, silty SAND with occasional b avel and organics, very
moist to wet,loose �
FILL
5
Z Old topsoil
�
�s�'s.: Reddish brown, silty SAND with occasional gravel and heavy iron-stainina,
� :::: : ine-to medium-grained,wet to saturated, loose to very loose
10 � S�'1.: Brown, gravelly, silty SAND, fine- to medium-grained, moist, dense
Test pit terminated at 11 feet below grade on 1-3-97.
Pockets of perched groundwater in fill, slight grot►ndwater seepage
encountered at 6' , and moderate groundwater encountered at 7' and 9'
15 diuing excavation.
No cavin�.
' TEST PIT LOGS
�__
�1 GEOTECH 160� EAGLE RIDGE DR1VE SOUTH
CONSULTANTS, lrrc. RENTON, WA
Job No: Date: Logged by: Plafe:
96448 FEB i997 JHS 3
� TEST PIT 3
�
a� �`�� .
�' o �..
�G° USCS Descri tion Elevation +/-43'
� - FILL Gray and brown, silty SAND with occasional gravel, very moist to wet,loose
� Old to soil with roots
��shi�: Reddish-brown, silty SAND with occasional gravel and heavy iron-staining,
� .: fine- to medium-grained, wet to saturated, loose to ve loose
::S�': Brown,gravelly, silty SAND, fine-to medium-grained, moist, dense
(Glacial Till) �
Test pit terminated at 7 feet below grade on 1-3-97.
10 Heavy groundwater seepage encountered at 3' during excavation.
No caving. �
15
TEST PIT 4
¢�q�, �`'`.c`
i¢,
S`
4 G° USCS Descri tion Elevation +/-45'
0 0
- :: Grayish-brown,gravelly, silty SAND with iron-stains, fine- to medium-
;: grained, moist, medium-dense
------------- _. - ._ --- -�-- ----- ---.... —_ ------ _ --- -----------------
: sNt : _becomes dense(Glacial Till)
5 -becomes very dense
Test pit terminated at 6 feet below grade on 1-3-97. .
No groundwater seepage encountered during excavation.
1 Q No caving.
15 �
' TEST PIT LOGS
�--
� GEOTECH 1600 EAGLE RIDGE DRIVE SOUTH
CONSULTANTS, 1NC. . RENTON, WA
Jo6 No: Dafe: Logged by: P/ate:
96448 FFB i997 JHS 4
TEST PIT 5
Qs�`, �3��
•y o
4�' o �,�
�G° USCS Descri tion Elevation +/-¢2'
�
----�—� -- FILL Brown, silty SAND with organics, moist to very�moist,-loose �-"--�
::: Reddish-brown, silty SAND with iron-stains and occasional gravel,very
� moist to medium-dense, loose
5 � SM �� - becomes wet
: -becomes grayish-brown, moist, dense (Glacial Till)
� - becomes Qray, ver�r dense
10 Test pit terminated at 8 feet below grade on 1-3-97.
Slight groundwater seepage encountered at 1', moderate groundwater
encountered at 4' during excavation.
No caving.
15
----- _- �� � -
TEST PIT 6
L�----3 __ _ _ _ _ _ ----- -- --------- ------
vq a�`'���'�` -
c
� G� USCS Descri tio�c Elev�rtion +/-43'
0 SOCI
FILL Gray and brown, silty SAND with some gravel, moist to very moist,loose
Dark brown, very silty, organic SAND with tree roots, very moist,loose
5 FILL
-becomes wet
z �
��::: Gray to greenish-gray, silty SAND with gravelly, fine- to medium-grained,
10 ' SM •� moist, medium-dense
: -becomes dense (Glacial Till)
Test pit terminated at 11 feet below grade on 1-3-97.
Slight groundwater seepage encountered at 8' during excavation.
No caving.
15
TEST PIT LOGS
�--
GEOTECH 16Q0 EAGLE RIDGE DRIVE SOUTH
CONSULTANTS, nvc. RENTON, WA -
� Job No: Date: Logged by: P/ale:
96448 FEB 1997 JHS 5
�
� TEST PIT 7
� �
q`�' .1y�3��
q� �'c °..
G° USCS Descri tioir Elevation +/-38'
O O
FILL Gray and brown, silty SAND with some gravel, moist to very moist, loose
FILL Dark brown, very silty, organic SAND with tree roots, very moist, loose
5 ►
�� Gray to greenish-gray, silty SAND with gravelly, fine- to medium-grained, �
:'SM": moist, medium-dense, wet, loose
: -becomes moist, medium-dense to dense
10
Test pit terminated at 8 feet below grade on 1-3-97.
Slight groundwater seepage encountered at 5' durin;excavation. ,
No caving. ,
15
�� Js�
TEST PIT 8 �
r � �
- �,a o`y�,�
4 �G° USCS Descri tio�i Elevation +/-48'
� ar
FILL Brown to gray, silty SAND, fine- to medii�m-grained, very moist,loose
::: Grayish-brown,gravelly, silty SAND with iron-stains, fine-to medium-
:5�.1�: grained, moist, medium-dense .
5 -becomes dense
Test pit terminated at 6 feet below grade on 1-3-97.
No groundwater seepage encountered during excavation.
10 No caving.
15
' TEST P1T LOGS
-�--
� GEOTECH 1600 EAGLE R1DGE DRIVE SOUTH
CONSULTANTS, INC. RENTON, WA
Job No: Date: Logged by: Plate:
96448 JAN 1997 JHS 6
� TEST PIT 9
��� 3��
q�4� �1����
�G° USCS Descri tion Elevation +/-28'
0 o soi
Reddish-brown, very silty SAND, very moist
� - becomes tan with iron-stains and gravel, wet
� SM � '
5 - becomes grayish-brown, moist, medium-dense �
-becomes very dense(Glacial Till)
10 Test pit terminated at 8 feet below grade on 1-22-97.
-
- ------ - Slight groundwater seepage encountered at 3' during excavation. - --
Slight caving at 2' -3'.
15
TEST PIT 10
r�� �s��
e,q o�y���'c
s
� G° USCS Descri tion Elevatior� +/-36'
� Topsoil
�� Grayish-brown, silty SAND with occasional gravel and iron-stains, fine- to
.� �� medium-grained, very moist,loose �
��sNt�: -becomes tan with iron-stains and gravel, wet
5
� -becomes grayish-brown, silty, moist, medium-dense
� -becomes very dense(Glacial Till)
Test pit terminated at 8 feet below grade on 1-22-97. �
10 Slight groundwater seepage encountered at 3' during excavation.
Slight caving at 2'-3'.
15
' TEST PIT LOGS
�.._
GEOTECH 1600 EAGLE RIDGE DRIVE SOUTH
CONSULTANTS, irrc. RENTON, WA
� Job No: Date: Logged by: Plate:
96448 PEB 1997 JHS 7
i
TEST PIT 11 .
4�e� •;��
4z �� °�
G° USCS Descri tio�c Elevation +/-30'
�
- Topsoil with roots -
- �� Grayish-brown, silty SAND with occasional gravel_and iron-stains, fine-to
- �� medium-grained, very moist, loose
........
5 ........
-- -- — - - .. . - -- -- - ----- ---- -
:: sh1 : =becomes brown with some iron-stains, very moist, loose to medium-dense
-becomes brown, medium-dense
- becomes dense (Glacial Till)
- becomes very dense
10 Test pit terminated at 9 feet below grade on 1-22-97.
Moderate groundwater seepage encountered at 3.5' during excavation.
Slight caving at 2'-3'.
15
TEST PIT 12
�� ,��
�,Q o�y`,.�c` .
�
4 G° USCS Descri tion Elevatron +/-40'
�
Gray and brown, silty SAND with occasional gravel, very moist to wet, loose
-becomes wet
FILL
- encountered downspout drain
5 �
topsoi
Test pit terminated at 6.5 feet below grade on 1-22-97.
No groundwater seepage encountered during excavation.
ld No caving.
15
' TEST PIT L4GS
.�__
� GE�TECH 1600 EAGLE RIDGE DR1VE S�UTH
CONSULTANTS, INC. RENTON, WA
Job No: Date: Logged by: Plafe:
gsqqg FFB 1997 JHS 8
S/o�e bockfi// owoy f�om '
founda/ion. �
� ` T/GHTL/NE ROOF ORA/P�
� Do no/ connecl lo fooling d�oin.
` BACKF/L L
See lexl !or V.4POR BARR/ER
�equiremen/s. SLAB _�
WASHED ROCK ••° ..o... :'� ;'• � %��• `:�, 4„min.
O ..O A• `/. , �
1 C " .' u. � ` � /`P� ` ,/�Q
6�min. �.o...
FREE-ORAlN/NG
SAND/GRAVEL
NONWOVEN GEOTEXT/LE
f1LTER FABR/C
4��PERFORATED NARD PVC P/PE
/nver/ ol leas/ os /ow os fooling ond/o�
crow/ spoce. S/ope lo droin. P/oce
weepho/es downwo�d.
� FOOTING DRAiN DETAIL
__�� ; GEOTECH 1600 EAGLE RIDGE DR S
� CONSULTANTS -
� RENTON,.WA
� � JoD No.� Oara: Sco/e� PloJt:-
�2���� 98448 FEB 1997 N.T.S. -• 9
APPENDIX F
MAINTENANCE REQUIREMENTS
KINC� COUN.TY, WASHINGTON, SURFACE WATER DESIGN MANUAL
MAINTENANCE REQUIREMENTS FOR , .
PRIVATELY MAINTAINED DRAINAGE FACILITIES �
NO: 1 - PONDS
Maint�n�no� Ca�didons Mlh�n Malnt�mna R�sulb E�cp�ct�d YVh�n
Compor»nt Mf�ct M NMd�d M�int�nana M P�rfwnNd �
Gsnad T�sah&Debri� Any tresh and debri� which oxceed 1 cubic Treeh and debris clesrsd f►om
foot per 1,000 squsro fest Ithis i� ebout equal site. ;{".
to the emount of tresh it would teke to fill up
ons atendard size office perbape can). In , . .
, penerel,thero should be no visud svidoncs of -"; ;`
dumpinp. _
. Pa�onow Any poi�onou�vepststion which may No dsnper of pasonous � 'y'�-
Vepetation corntituts a hwrd to County penonnel or the vepetedon whero County
_ public. Exerriple�of pasonow vepetetion personnel or the public mipht -
includs: tensy rsywort,pa�on osk, sdnpinp normelly be. (Coordination with�
, nettle�,devib club. Seattls/Kinq County Heelth
� Depertrnent) ' `Y�'
Pollution Oil, pa�olins, or otMr oontaminents of ons No oontertwn�nt�prs�ont oths�
' pallon or mors or�ny smount found that then s wrface film. (Coordinedon
oould: 11 cause demape to plent, enimal,or with Ssettle/Kiny County Hedth
�' , ' , merins lifs; 2)comtituts�firs hszard;or DepsrtmenU
3)bs flushed downatresm duriny rain�tomu.
� • Unnwwsd Gres�/ If feciUty i�located in privets reeidential arsa, When mowinp is nseded,
� Ground Cover mowinp ie nesded when 9ress exceed• 18 prosaJpround cover should be
inchea in heiqht. In other ereas,the penerd mowed to 2 inches in heipht.
poticy is to meke the pond aite metch sdjecent �
- . pround cover end terrein es lonp es there i�no
interference with the function of the fecility.
� _ Rodent Holes Any evidence of rodent hole�if fecilit�is Rodents destroyed end dem or.
acdnp ea a dam or berm, or any evide�ce of bertn repared. (CoordinaUon with
- water D�D��fl throuph dam or berm via�odent SeattlelKi�p County Hsalth
� � - hole�. Depertrnen�
, �
', , ; In�scU When insect��uch ss wesps end homet� ' Ineects desuoyed o�removed'
� ' ' � interfere with mantenance sctivitiss. from site.
� .�..
� Troe Growth Tns prowth doe�not sllow mantenence Trees do not hinder msintenancs
scoeso or inte►feres with msintenance activity ecUviUe�. Selectively cultivets
" � (i.s.,slope mowinp, sih removel, vsctorinq, or troes wch ss alden for firewood. �
squipment movements). If trees ero not ' .
interferinp with'scce�s,lesve trees alone. � ,;'
' ' Side Slops� of Erosion Eroded demape over 2 inchs�desp whsro, Slopes ehould bs stebilized by- - ; �,�
i' ' Pond - csuss of damaps is atill prosent or wMro usinp eppropriets erosio�conud
i .,. .
- there it potentid fa continued erosion. meesuro(s),e.p., rock
' reinforcemeM, pls�tinp of prass,
.;,',.� compection. ' _
Sto►ps Ars� Ssdimsnt Accumuletsd ssdiment that ezcssd� 10%of Sediment cleaned out to dsaqnsd
'c,� � the dedpned pond depth. pond ehaee end depth: pond
►sosedsd►f�ecb��ery to control
sroeion.
*':-{
Pond Diks� Settlemenb Any pert of dike which hss setded 4 inche� Diks�hould be buflt back to the
lowedthan the deeipn elevetion. dsaiqn ele4ation. ;; �". _
EmsrQancy Rock Mi�sinp Only one layer of rock exiets above native �oil' Replace rocks to desifln ;.; r
_ Ovsrflow/SpiNwsy ' in aro five square feet or lerper,or any stenderda. .
F`= exposurs of netive sal.
��;
- �`.
� r,�
.
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