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TECHNICAL INFORMATION REPORT
FOR
THE LANDING LOT 3
RENTON, WASHINGTON
Revised November 3, 2006
Revised October 5, 2006
Revised August 31, 2006
August 2, 2006
Prepared for:
Harvest Partners
8214 Westchester Drive, Suite 650
Dallas, TX 75225
Prepared by:
W& H PACIFIC,INC.
3350 Monte Villa Parkway
Bothell, Washington 98021
(425) 951-4800
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TECHNICAL INFORMATION REPORT
FOR
THE LANDING LOT 3
RENTON, WASHINGTON
Revised November 3, 2006
Revised October 5, 2006
Revised August 31, 2006
August 2, 2006
Prepared for:
Harvest Partners
8214 Westchester Drive, Suite 650
Dallas, TX 7522�
��
�- S�'�'J�
4���oF xasx k� Engineer:
�W �. * � �, Stephen R. Styskal, P.E.
� � �2 W& H Pacific, Inc.
� 3350 Monte Villa Parkway
3g Bothell, Washington 98021
,� �,w�' (425) 951-4800
� E�Is'rE¢��ti�
SSfONAL E� ��/� ��
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EXPtRES 07/tfi/
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TABLE OF CONTENTS
Section
1.0 Project Overview
1.1 Purpose and Scope
1.2 Existing Conditions
1.3 Developed Conditions
2.0 Preliminary Conditions Summary
2.1 Core Requirements
3.0 Off-Site Analysis
3.1 Upstream Drainage Analysis
3.2 Downstream Drainage Analysis
3.3 Berryman& Henigar Conveyance Maps
4.0 Retention/Detention Analysis and Design
4.1 Existing Site Hydrology
4.2 Developed Site Hydrology
4.3 Water Quality
4.4 Detention
�.0 Conveyance Systems Analysis and Design
�.1 Roof Downspout System
' �.2 Proposed On-Site Conveyance System
6.0 Special Reports and Studies
7.0 Basin and Community Planning Areas
8.0 Other Permits
9.0 Erosion/ Sedimentation Control Design
10.0 Bond Quantities Worksheet, Retention/Detention Facility Summary Sheet and
Sketch, and Declaration of Covenant
11.0 Maintenance and Operations ��anual
i
TABLE OF CONTENTS
FIGURES
1 T.I.R. Worksheet
2 Vicinity Map
3 Existing Conditions
4 Developed Conditions
5 USGS Topographic Map
6 Water Quality Basins Map
7 Conveyance Map
8 100-Year Flood Map
ii
�9��Y�t of Development and_EnvsonmecrFal Services
TECHNICAL [NFORMATtON t�EPOE�T (TIE�j WOF�KSHEET
_ _ __ . _ - - - -�
P�� P��3ECF-fl��-:�.RID _ ,_ �.ar�2_ Pr'�E:}�E£€ __ _ -
�TE-�;�_' = ° ,_ - _- _ - _ - .-- _
Pmject Owner Projed t�ame
f���v�s�f�,�r�/��s - - 7N� G�N�iNG
Address L.oca�on
gZi S�Gf/�SrCfl�sT�iG f/�I✓E�Su�TE Gs� Tovmship 23N
7�l��4f-5,TX 752z5
Phone $-�
(z!5�) 3G 9-OPi�o4 Range
Proj Engineer -------------Section /�!./��SE�rlan($ ;
T- _ S � ��.
Company �5f' /� J�f�j G/F/L
Address/Phone ��ZS� 9'S/- ��00
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�4P��iG�1�DN_.= : :- ::= :. - .:. � -�. -� - --- -
Subdivison DRN HPA ShoreEine Management
Short Subd'nrision COE 444 Rockery
Grading DOE Dam Safety Siructural Vaufts
Commercial FEMA Floodpfain Other
Other COE Wetiands
' _ _ _ _ _ _ � _
=Pait b ��-GQNIMI3NiTY,P,ND.DR�II�fAGE�B�tS.��t�;' ;
Community
G'i7`/ vF �,�i✓?7�i✓
. Drainage Basin
LUw�.e. CE�i�� l7i�t�.✓A-C7E �.¢sin/ �
_ _ . - - -,.. , _ _ __ _
-Part 6 �I�E Gi�ARACTE�IS�i�S - ` " -
River Ffoodpfain
Wetlands
Stream
5eeps/Springs
Critical Stream Reach
High GroundwaterTabl�
Depressions/Swales
Groundwater Recharge
Lake �`r�GT2Y.�:�/��� Other
Steep Slopes
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- ,_ : . - _ _ -
-=P�7 �E3tlS--= ` ' - - - ; ' -' --:
Sor�Type S�O�S ECQSIOR PC�..f�t31 Eressi�Velc�ies
- Gl,�aa�/ G��/o(u�e)
Additiona!Sheets Aitached
�ai#=8::�3��i3PMr3�3�`�N[iT,4�lONS' .
REFERENCE LIMITATION/SITE CONSTRAit�[T
Ch_4—Downstream Analvsis
Additionat Sheets Attached
- _ ;�,
: - ;_ -
�-a��9 .fS��EC�UiF�EMEf�TS ; . , . ' .
MINIMUM ESC REQUIREMEMS MINIMUM ESC REQUIREMENTS
DURING CONSTRUCT(ON AFfER CONSTRUCTION
Sedimentation Facilities Stabilize Exposed Surface
Stabilized Construction Entrance Remove and Restore Temporary ESC Facilities
Perimeter Runoff Control C1ean and Remove All Silt and Debris
Clearing and Graing Restrictions Ensure Operation of Permanent Facilities
Cover Practices Flag Limits of SAO and open space
Construction Sequence preservation areas
Other Other
i
_ _ __ -- - -
, ; ,_ .._ ,.._ __
-_ _ _ . _.. - . ._ -::-_ ,
��rt�t�.�SE�F�F�4CE�N�l3�EFi=��ST�1 .° , _. - _
�ra�s L'a�ed Tar�c f�n ��°���
� �¢.� au� Depr�ao�t
P� �� Energy Dissagator Flow Dispersal on af Eliminated Site
Open Channel Wetiand Waiver Storage
Dry Pond - �� Regional
Wet Pond Detention
Brief Description of System Operation �/.�-7��v�1/�i.E�'�� Lj������`nQ
�7t� �����E��i�G�V/
Facifity Rela#ed Site Limitations
Reference`"� Facitity Limitation
�-ai#_T��F3l.i�T_[�f�.ANE1Lj'S1S: :Pari�i�: F�A�IIVfE�ITS�Ti�RA�"� _
Cast in Pface Vauft Drainage Easemenf
Retaining 11Vall Access Easemerrt
Rockery>4' High Native Growth Protection Easement :
Structural on Steep Slope Tract
Other Other
F.ai#�3 =�IG1�A3'URE�F�ROFESSlONAL Ei�1G�NFER
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.
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DRAWN BY: AN APPRo�o er.� THE LANDING
LAST EDIT.� 8 2 2006 PLOT DATE: OB 02 OB 9960 Yonle 9llle PerJcws�
^ � DATE BY REV RENSION CK D AP!'a. L OT� Bothell, lleshlnflon OBO$1-BO7B
�� " - EX1STING CONDITIONS ��»'-�°
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>CALE: PROJCCT N0. DRAWING FILE NAME: �°D°°" ' �°1°' '�"^'�°" '11°a'0'a•110��10�'
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1.0 PROJECT OVERVIEW
1.1 Purpose and Scope
The following Technical Information Report (TIR) is provided for The Landing Lot 3
development project. The existing site lies within a portion of NW 1/a Section 8,
Township 23 North, Range 5 East, in the City of Renton, Washington (see Figure 2 —
�, Vicinity Map). The site is approximately 13.2 acres in size. The site stormwater
currently discharges offsite to the existing tightline system in Garden Ave N which is
conveyed north to Lake Washington. The site is located in a direct discharge basin.
The proposed development will include buildings with associated drive aisles, pazking,
and landscape. These buildings are to be used primarily for parking garages, retail shops
and commercial purposes. As directed by the City of Renton, the hydrologic analysis and
' design will be based on the 2001 Department of Ecology Stormwater Management
Manual for Western Washington (Ecology Manual). Conveyance facilities will be based
on the 1990 King County Surface Water Design Manual (KCSWDIV�.
1.2 Existing Conditions
The existing site consists of asphalt parking lots, existing buildings, and landscape islands
(See Figure 3 - Ezisting Conditions). The site is composed of three drainage subbasins,
all of which are part of the John's Creek drainage basin which combine in the Garden
Ave N tightline system before being discharged to Lake Washington. The existing site
direct discharges, and does not contain flow control or water quality facilities with the
exception of an oiUwater separator. A more detailed description of each subbasin can be
found in Section 4.
1.3 Developed Conditions
The proposed development will include buildings with associated drive aisles, parking,
and landscape. These buildings are to be used primarily for parking garages, retail shops
and commercial purposes. All drainage facilities and water quality treatment facilities
were designed to a complete build-out condition, and were designed per the 2001
Department of Ecology Manual and the City of Renton Standards. The proposed ,
development will consist of asphalt parking, drive aisles, buildings, and landscaping I
throughout the entire site (See Figure 4 - Developed Conditions). A more detailed �
description of each subbasin can be found in Section 4.
The site was divided into three drainage subbasins per the drainage report prepared by '
Berryman and Henigar (BHC), titled South Lake Washington Roadway Improvements — �'
Conveyance System Analysis and Design, dated August 2006, with approximately half
the site draining west into the tightline system in Park Ave N, and the other half (two
subbasins) draining east into Garden Ave N. Baseline and design drainage basin maps
from this report are included in the Section 3 for review.
{i'&HPac�c,bic. TIR The Larrdrn,q—Han�est Partners
ti'ovember 2006
1
1.0 PROJECT OVERVIEW
The proposed storm system includes utilization of the existing tightline system where
applicable. The site was divided into three subbasins: north, east, and south. The north
and south basins are conveyed through a new tightline system before being routed
through respective wetvaults for water quality treatment, and then combine before
dischazging into Pazk Ave N. The east subbasin is conveyed through the existing
tightline system before being routed through a wetvault and discharging into Garden Ave
N at the existing point of discharge.
I
«`&H Pac�c,L�c. TIR The Landi�rg—Han�est Parmers
.'�-ovember?006
�
2.0 PRELIMINARY CONDITIONS SUMMARY
2.1 Core Requirements
➢ Core Requirement�l: Discharge at the'.�Tatural Location
The BHC report splits Lot 3 into three drainage subbasins, all of which are part of the
John's Creek drainage basin. Approximately half the site is proposed to be
discharged to Park Ave N while the other half (tvvo BHC basins) are proposed to
discharge to Gazden Ave I�T.
The north and south basins «-i11 discharge at a stub location into Park Ave I�T as part of
the City's South Lake Washington roadway improvements. The east basin
conveyance system will utilize the same discharge point into the 48-inch diameter
pipe along Garden Ave N.
➢ Core Requirement#2: Off-Site Analysis
The off=site analysis is found in Section 3 of this report. Upstream runoff does not
enter the Lot 3 site.
➢ Core Requirement#3: Runoff Control
The project is exempt from providing formal flow control facilities because it meets
the direct discharge requirements found in the 2001 Ecology Manual. The
requirements aze listed in Section 4.4 of this report.
➢ Core Requirement#4: Conveyance System
The new pipe tightline system is designed with sufficient capacity to convey and
contain the 25-year, 24-hour peak flow using the SBUH method for hydrologic
analysis. A backwater analysis is included in this report which uses HGL elevations
at the discharge points provided by BHC.
➢ Core Requirement#5: Temporary Erosion and Sediment Control
Erosion and sediment controls were installed during demolition and pre-loading of
the proposed building pads as detailed in the King County Erosion and Sediment
Control (ESC) Standards.
➢ Core Requirement#6: Maintenance and Operations
King County maintenance standazds are included for flo�� restrictors, catch basins,
pipe systems, landscaping, and wetvaults.
1�'&H Pacif c,Inc. TIR Tl:e Landrng—Harvest Parmers
,\�ovember 2006
3
2.0 PRELIMINARY CONDITIONS SUMMARY
2.1 Core Requirements
� Core Requirement#7: Financial Guarantees and Liability
Bond quantities are not included wzth this submittal.
� Core Requirement#8: Water Quality
The site is required to meet Basic Treatment Facility standards. The three subbasins
each have a corresponding wetc�ault designed to the 2001 Ecology Manual standards.
Ii'81I Paci�c,Inc. TIR The Landing—Harvest Parmers
:Vovember 2006
4
3.0 OFF-SITE ANALYSIS
3.1 tipstream Drainage Analysis
There is no upstream flow that enters the site. See Figure 3 —E�isting Conditions.
3.2 Downstream Drainage Analysis
Existing and proposed do��nstream drainage maps were completed by BHC and included
in Section 3 for reference. These maps show the existing and proposed tightline system
from Lot 3 to the Lake Washington outfall. These maps include reference to the
structures located between Lot 3 and eventual outfall at Lake Washington.
The proposed Lot 3 site falls within the John's Creek drainage basin tributary. In the
proposed condition, approximately half the site drains west into the tightline system in
Park Ave N, and the other half drains east into Garden Ave N. The runoff to Park Ave N
flows in a newly proposed 36-inch pipe north for approximately 800 feet before being
directed to the northeast for approximately 1,500 feet and entering a 42-inch pipe, a 48-
inch pipe, and then discharging into BHC named `Pond B'. The runoff to Garden Ave N
flows north in the existing 48-inch pipe approximately 1,500 feet before discharging into
BHC named `Pond A'.
The ultimate proposed site flows and volume of runoff generated will be similar to the
existing condition since the site does not add any new impervious surface. Therefore, the
development of Lot 3 would not aggravate a "severe flooding problem" or "severe
erosion problem".
r
F�'&H Pac�c;Inc. TIR The Lcrndrn�—Harvest Parrners
A'ovember 2006
5
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_-- P,����oFl�,o�.��o� '; - ' 'l South Lake Washington Roadway Improvements
; � ' r.ttf�s-2� _ ��
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�` �' � ' ' cor�.3-22- °�'r' ��
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4.0 RETENTION/DETENTION ANALYSIS AND DESIGN
4.1 Existing Site Hydrology
The Lot 3 site currently consists of 13.2 acres of asphalt parking, plantar strips, and I
existing two-story, 8,000 square foot building. The site is bound to the west by Park Ave !
N, to the east by Garden Ave N, and to the south by N 8�' Street. and the east side of the 'i
site is bound by Garden Ave. N. (See Figure 3 - Existing CondiNons). The lot is
relatively flat with elevations that range from 28 feet to 33 feet. The existing site area is
nearly 94% impervious surface.
Soils on the site consist primarily of Urban Land (Ur) which is fill soil. See the
Geotechnical Report found in Section 6 for more information on site soils. The site lies
outside the 500-year flood plain, per FEMA panel 53033C0977 F, dated may 16�' 1995.
Existing Lot 3 => 13.19 acres
Impervious surface => 12.36 acres '
Pervious surface => 0.83 acres '
4.2 Developed Site Hydrology ,I
This proposed development of Lot 3 will consist of retail shops and restaurants with an I�
asphalt parking lot. Landscaping will be provided around each building and in landscape I
islands. The developed site consists of three subbasins: North, South, and East. The
�1orth and South subbasins combine and discharge into Park Ave N to the west, and the
East subbasin discharges to Garden Ave N (See Figure 4 - Developed Conditions).
Develo�ed Lot 3 => 13.19 acres
Impervious surface => 12.35 acres
Pervious surface => 0.84 acres
4.3 Water Quality
The site is required to meet Basic Treatment Facility standards. The three subbasins each
have a corresponding wetvault designed to the 2001 Ecology Manual standards.
The water quality sizing was performed using StormShed software. This software
performs hydrologic modeling using the Santa Barbara Urban Hydrograph (SBUH)
method. This method computes a 24-hour hydrograph (flow versus time) based on the
WdcH Pacifrc,Inc. TIR The L,andrng—Harvest Partners
A�ovember 2006
6
4.0 RETENTION/DETENTION ANALYSIS AND DESIGN
inputs of precipitation data, time of concentration, contributing area, percent impervious
area, and pervious area curve number.
Wetvaults are proposed for each of the three subbasins w�ill be used for water quality
treatment. The vaults were sized based on the volume of the water quality design storm
using the 2001 Ecology Manual, or 72 percent of the 2-year, 24-hour storm volume. The
entire site is routed through wetvaults for water quality treatment except for roof runoff
(4.54 acres total) and four sma11 areas (0.38 acres total) of bypass ���hich v��ere not able to
be conveyed in the proposed Lot 3 storm system.
The StormShed output for each basin is found in this section along with the water quality
volume and flow rate calculations.
South Basin
Impervious area => 0.89 acres
Pervious landscape azea => 0.08 acres
Total WQ area => 0.97 acres
Water Quality Volume required => 4,554 cf
A 48' x 16' x 8.4' two celled concrete wetvault is proposed. One foot of average
sediment storage is provided along the entire vault bottom.
East Basin
Impervious area => 2.06 acres
Pervious landscape area => 0.26 acres
Total WQ area => 2.32 acres
Water Quality Volume required => 10,717 cf
� A 88' x 30' x 6.4' two celled concrete wetvault with interior wall is proposed. One foot
of average sediment storage is provided along the entire vault bottom.
North Basin
Impervious area => 4.42 acres
Pervious landscape area => 0.74 acres
Total WQ area => 5.16 acres
Water Quality Volume required => 23.431 cf
W'&I-1 Pac�c,Inc. TIR The LaratinR—Harvest Partners
.�%ovember 2006
�
4.0 RETENTION/DETENTION ANALYSIS AND DESIGN
A 120' x 40' x 7.�' two celled concrete weri�ault w-ith interior wall is proposed. One foot
of average sediment storage is provided along the entire vault bottom.
Preceding each ���etvault is a flow splitter which is designed to send the water quality
flow rate to the wetvault and flows exceeding this amount to a bypass line. The type of
flow splitter used contains a baffle wall within the catch basin sized to provide the
appropriate hydraulic head acting on an orifice sized for the vvater quality flow rate. The
orifice is attached to a closed top half-tee riser which is connected to a pipe leading to the
�vetvault.
The water quality flow rate was sized according to the 2001 Ecology Manual. This rate
is computed by multipl}�ing the 2-yr, 24-hr flow rate by a ratio found in Volume 5, Table
4.1 in the Ecology Manual. The ratio is determined by the effective impervious area for
each basin.
The water qualit�� flow rates for each basin are as follows:
Water uality flow rate
South Basin 0.13 cfs
East Basin 0.30 cfs
North Basin 0.66 cfs
The flow splitter calculations are found in this section along with plan and profile views
of the structure.
Oil Control Facility Requirements
Calculations were performed to determine if Lot 3 qualified as a "high-use site". Based
on average daily traffic (ADT) counts, it was determined this site does not require oil
control facilities. The calculations are found in this section.
4.� Detention
Flo«�control is not required of Lot 3, since flows from the site will directly discharge to
Lake Washington. The project area meets the following requirements for exemption:
• The area must be drained by a conveyance system that is entirely comprised of
manmade conveyance elements and extends to the ordinary high water line of the
receiving water.
• Any erodible elements of the manmade conveyance system for the area must be
adequately stabilized to prevent erosion.
i{'&H Paci�c,Inc. TIR The Landing—Harvesf Partners
.'�'ovember 2006
8
_ �
4.0 RETENTION/ DETENTION A:�IALYSIS ��D DESIGN
� Surface �ater from the area must not be diverted from or increased to an existing
wetland, stream, or near-shore habitat sufficient to cause a significant adverse
impact.
bL'&II Pac�c,Inc. TIR The Landin�-Harvest Partners
14ovember 2006
9
The Landing Lot 3
Water Quality Stormshed Output and Calculations
AN 7/30106
SOUTH BASIN
SOUTH BASIN Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
------ (cfs) (hrs) (ac-ft) ac /Loss
SOUTH BASIN 0.43 7.83 0.1451 0.97 SBUH/SCS TYPEIA 2 yr
Drainage Area: SOUTH BASIN
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.0800 ac 86.00 0.07 hrs
Impervious 0.8900 ac 98.00 0.07 hrs
Total 0.9700 ac
Supporting Data:
Pervious CN Data:
LANDSCAPE 86.00 0.0800 ac
Impervious CN Data:
IMPERVIOUS PARKING LOT 98.00 0.8900 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Shallow ACROSS PARKING LOT 80.00 ft 2.00% 27.0000 0.35 min
Channel PIPE 1 118.00 ft 0.50% 42.0000 0.66 min
Channel PIPE 2 596.00 ft 0.50% 42.0000 3.34 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Shallow SHALLOW 80.00 ft 2.00% 27.0000 0.35 min
Channel PIPE 1 118.00 ft 0.50% 42.0000 0.66 min
Channel PIPE 2 576.00 ft 0.50% 42.0000 3.23 min
WQ Volume
2-yr, 24-hr vol. = 0.1451 *43560 = 6325 cf
6-mo, 24-hr vol. = 2-yr, 24-hr vol. `0.72%
6-mo, 24-hr vol. = 6325" 0.72% =4554 cf
WQ Flow Rate
Q„� = 2-yr, 24-hr* Ratio
Effective impervious Area = 0.89/0.97 = 0.92
Ratio= 0.31 (from Vol. 5, Table 4.1 -'01 DOE Manual)
QWq = 0.43cfs* 0.31 = 0.13cfs
EAST BASIN
EAST BASIN Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
EAST BASIN 0.96 8.00 0.3417 2.32 SBUH/SCS TYPEIA 2 yr
Drainage Area: EAST BASIN
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.2600 ac 86.00 0.25 hrs
Impervious 2.0600 ac 98.00 0.16 hrs
Total 2.3200 ac
Supporting Data:
Pervious CN Data:
LANDSCAPE 86.00 0.2600 ac
Impervious CN Data:
IMPERVIOUS PARKING LOT 98.00 2.0600 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet SHEET 30.00 ft 1.00% 0.1500 6.09 min
Shallow ACROSS PARKING LOT 64.00 ft 1.32% 27.0000 0.34 min '
Channel PIPE 1 167.00 ft 0.63% 42.0000 0.83 min '
Channel PIPE 2 80.00 ft 0.15% 42.0000 0.82 min
Channel PIPE 3 218.00 ft 0.27% 42.0000 1.66 min
Channel PIPE 4 180.00 ft 0.19% 42.0000 1.64 min
Channel PIPE 5 317.00 ft 0.12% 42.0000 3.63 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time '�
Sheet SHEET 33.00 ft 1.15% 0.0110 0.77 min �
Shallow SHALLOW 69.00 ft 1.19% 27.0000 0.39 min
Channel PIPE 1 167.00 ft 0.63% 42.0000 0.83 min
Channel PIPE 2 80.00 ft 0.15% 42.0000 0.82 min
Channel PIPE 3 218.00 ft 0.27% 42.0000 1.66 min
Channel PIPE 4 180.00 ft 0.19% 42.0000 1.64 min
Channel PIPE 5 317.00 ft 0.12% 42.0000 3.63 min
WQ Volume
2-yr, 24-hr vol. = 0.3417 *43560 = 14,884 cf
6-mo, 24-hr vol. = 2-yr, 24-hr vol. 4 0.72%
6-mo, 24-hr vol. = 14,884* 0.72% = 10.717 cf
WQ Flow Rate
Q„� = 2-yr, 24-hr* Ratio
Effective impervious Area = 2.06/2.32 = 0.89
Ratio = 0.31 (from Vol. 5, Table 4.1 -'01 DOE Manual)
QWq= 0.96 cfs " 0.31 =0.30 cfs
NORTH BASIN
NORTH BASIN Event Summary:
BasiniD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
NORTH BASIN 2.18 8.00 0.7471 5.16 SBUH/SCS TYPEIA 2 yr
Drainage Area: NORTH BASIN
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.7400 ac 86.00 0.17 hrs
Impervious 4.4200 ac 98.00 0.10 hrs
Total 5.1600 ac
Supporting Data:
Pervious CN Data:
LANDSCAPE 86.00 0.7400 ac
Impervious CN Data:
IMPERVIOUS PARKING LOT 98.00 4.4200 ac
Pervious TC Data:
Flow type: Description: Length: Slope: C�eff: Travel Time
Sheet SHEET 30.00 ft 1.00% 0.1500 6.09 min
Shallow ACROSS PARKING LOT 173.00 ft 0.87% 27.0000 1.14 min
Channel PIPE 1 420.00 ft 0.76% 42.0000 1.91 min
Channel PIPE 2 253.00 ft 1.14% 42.0000 0.94 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet SHEET 173.00 ft 0.87% 0.0110 3.24 min
Channel PIPE 1 420.00 ft 0.76% 42.0000 1.91 min
Channel PIPE 2 253.00 ft 1.14% 42.0000 0.94 min
WQ Volume
2-yr, 24-hr vol. = 0.7471 '`43560 = 32,544 cf
6-mo, 24-hr vol. = 2-yr, 24-hr vol. *0.72%
6-mo, 24-hr�ol. = 32,544* 0.72% = 23,431 cf
WQ Flow Rate
Q",,�,=2-yr, 24-hr" Ratio
Effective impervious Area =4.42/5.16 = 0.86
Ratio = 0.31 (from Vol. 5, Table 4.1 - �01 DOE Manual)
QWq= 2.18 cfs * 0.31 =0.66 cfs
LOT 3 FLOW SPLITTER CALCULATIONS
SOUTH BASIN:
QwQ = 0.13 CFS WQ WS EL = 23.80
3co . $�Q
(Z � .
C�,
EL=30.75
� ` 3�.aaCo•�3� `
L�.Z�7)Z 'r , • � . . '
d � . • .- .
�• .
� a ' `d �'' � ' ��� � � EL=29.32
�t ` �•q �� ' .
a
�.
�' .�
, . ..
i
,a
i •��
'�
�
, � TOP OF BAFFLE EL=24. 70 '
i i . . . .
`� �° a ° . °� Q a� - a � 12" BYPASS, ?2"W
WQ WS EL = 23.80 �� � � �. � � � � � � n � lE=23.89
� . f�ALF T�E — � ::
b• ;o � 1N�S�LtD :TOP�� _ �°� . � 8" TO WQ VAULT
�_ � . . a .. ��. �. �. � . , � d . �; IE=22.62
. � � ° � a a�
, . . . a:
/r a' - '. ' � ��" � &" RlSER, 2 25"� OR1 F1 CE
. a . . — ;
� d d Q
' C . .d
. . . � . �� Gd d.
iz•sr,a..s a - • 2' MMJ. � . . .
� � . . . �
. d .4 . . d. ' . . • . .
• .d G d
,2•w � ° �. � � �4 � EL=19.62
' . d' .. �.a ' . � ..
FLOW SPLITTER DETAIL-54" TYPE 2 CB
SDUTH VAULT- CB #4 3
��C2. 1
LOT 3 FLOW SPLITTER CALCULATIONS
EAST BASIN:
QwQ = 0.30 CFS WQ WS EL = 23.42
�L=��. ��
ai- ��� Q � r �
'– 4 • ��
�
��' .
-: Q:
�0•�� �,d•��1 �' ; . .
� ' L �. ;..
(3.25�
� . e•' • �• . � ' .: '.
. .. . . a. • , .-. � ;, :�
' • � - . '_ . � ' - . `. � � " � . . EL=28.8.;
1� = GI �T ° �
:�
�
:�
r
;
.. ,,----,,
, �
, . : .
� �� �`�" �F,1 tr—�� :t
e' riV �L . /`t
� ,
1 I
� '
`
� i� T�JF ��� BAFFLE tL=24.52
. a � � � .� . � � � .
. . . - � �`� .°° ..�a � �� � 36" ?l••J&0(_�T ;E=23.74
WQ WS EL = 23.42 ' � Q: -� .�� � a . � �. a - � ..
� ° °1-IALF TEE � �; �
��� a� �� � �: W/SOLID TOP � ° . 8" TO WQ VAULT
e• rowfl _ a . � � �. : - � `. � � 22.15
a . . :s � • .
d. . . e :g .
12'1N : a' .. ' a d . � -
a.� . . � . �, a� . �?�c�R, 3.25"� �R�'��IC�
�e .a• a . .. . - . —
_ a a a � '. .
. a_ .
. _ . ' . a.
a . . . -a . .
; . �.� ° a � . 2' MIN. : � �� �a
.. . . . . �, .a � . .
. a . - - � � _ ��': ..
� . � � � ° �- a EL=19.15
3S'1N 35'Otli ' � . - ' . � •
� 'i � .
'Q.
:��
:,;,7`(-� ('1/'� ,
��_ 'v ! , ,_ .
-" - FLOW SPLITTER DETA/L - 72" TYPE 2 CB
EAST VAULT - CB#11 2 �
C2. 1 l
; LOT 3 FLOW SPLITTER CALCULATIONS
NORTH BASIN:
Q«�Q = 0.66 CFS WQ WS EL = 23.35
�Z ^ 3(c.��Q
� �
�
3�.�b,� ������ Z. ��_��?.n5
h — � z
��.�� �� . a ,-. - . . . �. .
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' .. � . . ' '�•` ' `'� y .. rF ". :�P. 'y . ' .
. 'd• �.
(� = l•l�e FT
a
a
d
• 1L�i� i��r B�,�r��� r-�� —?u.Jl
. _��. ' • .Q . � ' .
'o. • . � :
�; .: � :� ; �.:..'�.�. -'�� .:� .-.•. �. �: �" ��-��:� o� �� 24" BYPASS & 18" !N
•. .o. . . .�. �� . °..'. • . . :: , �
WQ WS EL = 23.35 � • .: .. :�•d-. .: � � . ..�... .: ;� � . � ��.� IE=23.40
�.� . . � . .o� .. . .
. �.. .��, :� .. ,. .w..
as'iN ,o , .' .. � . • ,�s .� ' � �.• • �. .
.N�LF;w�E��. � 'o. ' ' '. • . � , : �
- ..W�.,S��Ib�:T�P� :. . ',': -�::' �°•- '' '�a�. i��� � 12" TO 6�VQ VAULT
:.-. �.� . . : . . . .-.-�. '._ . .a- EL=21.8 0
, . o•ti ;' .:� � . .
. . . . o . '.
�' . � � . _• . � .. "�'-..
' - .��- �� � .. - • ..b.
•9 - � • � ��. i .' • .'►.� ' ''� .9.. .• .
,: :" �•.�. : :.�- .. . � . . . . � �. - . 12" RISER, 4.75"� OR1FlCE
. , , . . o - �� � �,:• � � ...
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24'BIPASS • + �'�.�� IwIN."+ .. �. :� �•y ,'",9'�.�. .. o �. '
:: . o •
7 ' .Q ; ' • ' �. : ' �• ' �' i • � �� d
. .' •. .� ' o . • . . .
1�� �12��70 WO .. � . . '�.�• - '..�.� ' a . sQ, ' .�,�o ' '."
� �d� . EL=1S.80
. �. � �►.. . .:. �.. ,,: a.. y a .
�;:
- — —j(
FLOW SPLITTER DETAIL-72" TYPE 2 CB
NORTH VaULT - CB #�9 1 ��
C2. 1
DNG MDDL• _-� ' � —- :
.4Si�-.� . .. . .;-.- �
-._-- �� .._-� ._ . �
1
�
TN ST — � " .,o
--' Ep N 10 _ , y� �
_ _- PR�P�S - = � ��
� - ,_—___- _. .
_ __�_.
,, ,
BYPASS � "�`�
,,, _.,- _ -� __ `
(UNTREATED)� _ , _ �"'"` �� �� �
. 0.14ac - ----- - - n� ���,
. _ — _- � �m �
' �" -- �
'� I 6
� 0.32A.0 ; � _ � ��
, - ,-� ���� � � �
R�OF AREA& ' Z �� . :- �- ` ��J� � ao
;
BY�ASS AREA � ;'� _ � � �
� O.1� AC ��
(UNTREATED} > � ��'" -- l � " � z NORTH WQ BASI N 3 w�
p Y� � " -' ` �L ` l M P E R V l O U S=4.2 7ac z�
Q 021 AC _ m PERVIOUS=0.74ac Q �i
� _"� ` z TOTAL =5.01ac � Z�
- 3 tq
� -: . .� �I� / . � Q�
-- IMPERVIOUS T°' �� . �
NORTH WE7VAULT - - io.aMlN `
120'Lx4Q'Wx7.5'H r; _ _ - -- -' ' ..____ ---- _ _- -PERvious �._ ' `. 88'�30'W 6.4'H T c4
� - - - - ZC� �
; = " - ' _ ` m
� ; �O (� �-
. �.z _ ; . - -
EAST WQ BAS1N - - - - - -- -- " / �� o � o
lMPERVIOUS =2.06ac -- � W W J Q Z
PERVIOUS =0.26ac ' - — -- - � -- - >� � W
TOTAL =2.32ac M Iw T,- .6MIN ` - ; � BYPASS � 'o
� (UNTREATED} _ � �
, .: __-� PE I T�=1 IN �F :- --�"-�- �- . .-�_ ,..._.� �-- - -- .
� � .,- - - � , Q.��C � �
.� . , - - - - — . 1�
.� _
u ' �� . � �-� � �� ..
� . -- — — -- — -- -- - � -
1 �
,�-'� ' �� � •
� _ _. .- --, . O
i � O
j - , % i
^o� i ". - __ ;fl
�� _ _ _ __ ROOF ARcA ��
��, f � , (UNTREATED) � BYPASS � �;;^
�,� � � '- -- " 0.05ac ; (UNTREATED) W �
�o � -
e , � 0.09ac � �
�
� SOUTH WETVAULT _ R�OF AREA N
�" 48'Lx16'Wx8.4'H (UNTREATED) ', �
�N B -- 0.95ac ROO�AREA
(UNTREATE�) z -
h� W ; 287Gc � - -
�
U� � �': � � I ' C li
�� � � O C
iV � ; .. _ / / % � Q . H � ��i
O
V o - t �' _-- _._� �. �/- / Y .
� , Q � -- / / � / " j /
/ N � U
�L
�
0o SOUTH WQ BASIN a ` � �i -- ����� i� ��/ ��:i� � �oo o �0 100 20o Y o � o
� IMPERVIOUS= 0.89ac � ��INPERDIOUS-T='4:2MIN/ '-�� / � = a o "s
o PERVIOUS =0.08ac - / / �
.� � •PERVIOUS T.=4.2HIN � '-� U a � �
�< TOTAL =0.97ac -, _/_/ /_ � -/�_ /_ �, /� / � / ( FEET ) a
.,
/- / /- _ : _ _ ._ __ _.. `..\ 1 1NCH = 100 FT I<I' �
� � � �
_ - - - -- _.
---- _ _._-- - --
ea,� --.
, _ __
-- ; ' �
_ -- -- --
- -----_ _ __
� � m
aN N 8TH ST N 8TH ST � � W
"� ! BYPASS � � Q o
' /.,_ _' _.__ __. ..___". ___ —___" 1� � J
_ _' .____"_ . ___-,._
_ >_. /,:;�� .� ;,--- ----- - --- �__;T i (UNTREATE�)
�^ . , . I ` O.OJaC . � SHEET
0o FIG. 6
1 2 3 4 5 6 7
� � �
. . � . � .
�„-� ;� s � ' �,
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Project ��� � Subject � � 1 i � � Ih,\ C Sheet No.� of_ �
Job No. �:�"�,)� Prepared by��f� Date ��2�'�� ,�ked by Date
Harvest Partners- Lakeshore Landing
PM Peak Trip Generation
Subarea A-B Buildout Potential b Proponent
P.M. Peak Hour Trip Generation
Trip Rates Trips Generated
ITE :"`••=PM Peak Hour`""'` "*`""PM Peak Hour"':.=,
Land Use Area Uni[s' LUC Z In Ou[ Total In Ou[ Total
Subarea A
RETAIL 203,500 GFA 820 48% 52% 3.75 366 397 763
lnternal Trips From Residential 8elow 8 15 23
From O�ce Below 8 2 10
Retail-Bceing PWnt(20%) 73 79 753
Passby 3 34% 96 100 196
5ubtotal = 181 20� 3g�
MULTIFAMILY 900 UNITS 221 65% 35% 0.52 303 163 467
lnterna!Trips Residential-Retail/Cinema(15%) 46 25 7p
From O�ce 8elow 24 5 2g
Retail-Boeing Plant(20%) 46 25 7p
SubtoUl = 169 110 298
Subarea A SubtoUl = 369 31 O 680
Subarea B
RETAIL 344,500 GFA 820 48% 52% 3.75 620 672 �,Zgz
In[emal Trips From Residen[ra!Above 14 26 40
From O�ce 8elow 13 3 �g
Retail-Bceing Plan[(20%) 124 134 258
Passby 3 34% 163 ]69 332
Subtotal = 306 340 646
CINEMA 59,000 GFA 444 64% 36% 3.80 143 81 Zp4
fnternaf Trips From Residential Above 2 4 0
From O�ce Befow 2 0 3
Retail-Boeing Plant(ZO%) 29 16 45
Subtotal = 712 64 176
HOTEL 1�0 ROOMS 3l0 539'0 47% 0.61 49 43 g2
ln[ema!Trips(not applied) � � 0
0 0 p
SubtoUl = 49 43 g2
OFFICE 57,000 GFA 710 17% 63% 2.50 24 119 143
Intemal Trips Retai!/Cinema•D�ce(20%) 5 24 2g i
Residential-Office(20%) 5 24 Zg I
Subtatal = 15 71 8g II
Subare�B Subtotal = 482 518 1,000
Subarea D- G CONSOLIDATED OPERATIONS
BOEING PLANT` 9,400 EMP -- 25% 75% 0.29 682 2,045 2,726
!n[erna!Trips From Retail Above 230 226 456
Residential-OfiKe(15%) 25 46 7p
Subtotal = 427 1,773 2,200
Subarea 0.G Subtotal = 427 1,773 2,200
Gross P.M. Peak Hour Trips Generated from Redevelopment Area = 2,188 3,519 5,707
Less Total Internal Trips = 653 653 1,2gg
Less Total Passby Trips = 259 269 528
Net P.M. Peak Hour Trips Generated from Redevelopment Area = 1,276 2,597 3,880 ,
Notes:
� GFA is Gross Floor Area, GLA is Gross Leasable Area. ',
Z Institute of Transportation Engineers,Trip Generation Manual,7th Edition. 2003 Land Use Codes.
' Passby percent of 34 percent for proposed retail use based on documented average rate from ITE Trip Generation Handbook.
° Trip generation for proposed office use based on ITE,with minimum rate of 1.20 trips per 1,000 sf.
Existing Office use in Subarea C is Boeing employment that is part of the consolidated operations headcount assumed in the BRCPA EIS.
O`f-site trip generation is accounted for in Subarea D,however,internalization between uses in other subareas are accounted in this portion of the table.
' Trip generation fhas been proporticned tc the�99C Boeing EIS: 14,000 er-iployees and 4.060 p m.peak hour trips
� a I
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ivanoas
MJR Landin5 Tnc Ge�=�ation 2005.4-B PM
�o �
/ �,, �
OEVELOPMENTSUMMARY: � �
;,
PHASE ONE �� %� j �
QUADRANT'A' � '"` ,�1 C A L L I S O N
EIIiEF'inlll� t ��� �% ��„ �;�
RATIO s.6�1,000 oir.rF��.� y!h ...V" � Q
T y ' �
QUADRANT'B' ' ��1 �,, � �r ,• \\
�� +
w,rio:oFFices �m os� 3.a�.aoo � ,,,.. � ''� �. A
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RATIO:RETML (91�ps� �.d1,000 / / � ' II � r+1 \
! y
O �UADRANT'C ��n\ � �. ,��i �� ��� �1
� � ' � „� ., , �/�{� _ ,.n
T MTIO 4.41.000 /��� t � � ' - )x+::..--� `/\ T�
� = 3 f n:II I 0 r��:-.�'J � i' . I � ,_yy/+ � \ (t]
x '� m QUADRANT'A,B,CTOTALS�FT 63Q5k ��> > ��1`�..� . .`.,� s �1
N � � QUADR4NT'PyB,C'TOTALPARWNG M82ps (' ��� �il►� �'�� � � �
°' �� PHASE TWO ZC � ' i �� «`�' t_ i�. `�r M� �
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d -. RATIO g.�11.� NEIG WAINH���., I . .r. � . . � _. ._,... ._ _. .]( ��.��� �',` �
♦ fD f� e�I� �� N N� � � (�
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T � O I�i M�:t:' U.i.' r5`.7
^ �_.� ` ,,, ,'..� i �;,� i I d
pp � � QUADRANT'D'TOTAL SQFT 225 k ��. { .._ ..I��,� I '' .. . ^ a} �+ibu. dFnc� —
cp RATIO 4.911,OD0 �� r "�
Pi�:,; ' (/7
,
- -aR�r�+wts�.ap,¢ � o'� '�• T� ayra.;wz+ r+�aerv.o_._ �'
� � r, QUADRANT'D'TOTALPARKING ���Ps pERSPECTIVEVIEWS: I ` � '� �b+ �r'^�'�`�`'� y
� s 3 d � 9 3 ,�,_...___�I M f0�l}
� r e STREETIPE�ESTRIAM � � ■ RE7AILANCIIORS -D
N N r VIEW LOOKING NORTH,p.24 �f I ���" �'"""��""'"���'^� �� M N�tA �
N C� � �, (� a �J�� ��� � � RETAIL 6HUP5 �
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w a�a- � �. a � �..�,.- � iHEATRE
W A STREETI PEDESTtttAN VIEW ?�r� A � �� rj
�,q LOGKING EAST.p23 '�.-f � ��, � nr� �' � i � , ■ MO7EL
i
Q STREET/PEDESTRIAN VIEW � � 7��""��I- ar� ��J � � R / � PARKINO STRUCTURE --�
LOOKING NORTH.p..1 : � ; as� ' �
' i � --i �� ��s�a�—` N� � • � RESIOENTIAL N
r1 6 7b 4Y��'.7n-� 9 N��.��!1-rr-asj�-i I. � .. . ' � ori
I, ', �,i- o,?t���.• � � OFFICES �
N �
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t». ARVEST 7� ,�.Fnr.u�
�+�'I a �����.R�7 N E R S.. �,<b.+�r G ,y y�„�urnner,untau O O I
Pro}ecf t�f300.03 ��. �i�a� p� �I���x ��� m N 2
.:� ..` . �.. (OdahM71�,:2007 M�tlerSOepWnSuhmital � � � • n�i
:
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I
5.0 CONVEYANCE SYSTEMS ANALYSIS A1�D DESIGN
5.1 Roof Do��nspout System
The building downspouts will bypass the water quality treatment facilities and enter the
bypass line directly. The East basin receives 2.92 acres of roof tributary area which
enters Garden Ave N. The North and South Basins combine to send 1.48 acres of roof
tributary to the Park Ave N system.
5.2 Proposed On-site Conveyance System
The project conveyance system is a conventional storm drainage collection system that
will collect runoff from the entire site, including asphalt, roof areas, and landscaping via
catch basins and pipes.
The new pipe system is designed with sufficient capacity to convey and contain the 25-
year, 24-hour peak flow using the SBUH method of hydrologic analysis. At the catch
basin CB#2B, which is located at the low point in a truck loading dock, the HGL
elevation overtops the catch basin lid by approximately 0.07 feet for the 25-year, 24-hour
storm event. This is found to be acceptable since this situation does not create an adverse
site condition, and the temporary inability to use the truck dock does not create a long
term problem.
Included in this section is the complete conveyance and backwater analysis for the entire
Lot 3 site for the 25-year and 100-year, 24-hour peak flows using the SBLJH method.
The corresponding 25-year HGL elevations at each discharge point, 27.28 in Park Ave N
and 28.33 in Garden Ave N, were obtained from BHC. The corresponding 100-year HGL
elevations at each discharge point, 27.92 in Park Ave N and 28.62 in Garden Ave N, were
obtained from BHC.
A 100-year flood map, Figure 8, is included in this section.
Ti�&H Pacrfic,Inc. T7R The Landing—Harvest Partners i
A%avember 2006 '
10
DMG/NDFY _�- � --- -�
��� ._..... ' � �
� '~H gT .�-_ _ ►.�
__ ED N ��� _; �" - � -' �- y� �
_ — ------- � PRpP�s . ,,- � J _` ! �
� -�--:-= oc ca e � .
, � _��" _ 'l�- � QSS QG �. s �� � �
p�� IX.CB'F.- ✓•"./'"'. �T �13 ��
-- - - - - 0.39 ac: / 9
- -�� -- — ---- �� , _- � �� �3 �
ro ce#zo -��'' _ - 6
Q32 nc �`C8#15 �
FF=29.5 ,� 0.40 ac , ^
, �� .... -. _-�;' ,
��+
Z ; j - � � �
,_. _
� � �� � z ` NORTH BASIN � �
Q <'cex,s - 3 ��
p Y To°.ziB;20 = °�'-°`. _ ��� �L IMPERVIOUS=5.86ac z�
� FF-�.s ' - .��4 m PERV/OUS=0.74ac ��
� #,� %" , - -��i�e a�. Z T AL =6.60ac Z°
� 14 ac_�. ..L�� /' //� . � � ¢N
�
_. _-----�JY: . - � . . ¢ p�
_ � �
___-
-_
. _l--^'_f-Y___.
CB#20 _:_-- --- CB#18 �
CB#18A-. �17 nc. %'
_--
--___. �Z �
� � � 026 nc`— .._- . -- .
TO CB'B' � Q (� U
. - �--- -� �.0.23 nc . � _. .... . �...-
-CB#19 -- .--- --- � . . � - � �. -- � _- - a Z � �
� � G — �"! _ �� OQO
Z
U
------ _ - � .-'�" W J
�e�,` ---— --- ro�B�-_. '�e#„A �� j o
- 026 ac_, � .. 0.3
2 nc.
EX.CB B' �- _ .___._�.._._� _:..._... _.. "
� RSB QG.�.....�� ._.__ ......y.r - _.k.":� .._ �-: -',_--�-.�-.._" "" .I QG
�.��
�BIPASS Q �j �
O �
EAST BASIN - _
_.�_-..�._�_.
. - --
-- �.�B�o� U
JUNC±IONONLY C8#11
,�o IMPERVIOUS=4.97ac ; `,, oc cs n� r'' _ - -- - - - _ --- --- �TmN _ _ ce rr�z
C,ANCTIIN
�" PERVIOUS=0.26ac `°'43 °� o�n°, �n o
' TOTAL =5.238C ' �' aoz4 a� OA24 a�. �
: �
;o � i ; .�. �- " = _
^� ` i ;_ -_-� � ' ,-,
w � � W^
� J
I Q
c BYPAS$ � c� I
� � � � OA9 no ��
e �
� CB#7 �T
n
� - rocea5 1v
--� � 0.4� a�.
o G ro ce as FF=32.5 �
�o`8 ! ; 0.48 no TO CB#12
FF=32.0 7
€i CB#8� 2.87 nc L ,
°o z 0.30 nc � FF=34.0 . — _
N CB A76 �•.r� W �
�'�° � _
c�i� � � � j � � � .- . .
Q I
% ¢ CB� i -- �/: W Q I
° o a
��a � Q ^ �
a _-----
a a � ����8 � SCA LE U I�w
a , :;, r
�E SOUTH BASIN '; �B� '. - _ a`� ; - ----- � �oo 0 50 �o0 20o m � � k
OC'pl . _ . -. .__.__.. _ _ . �.._ ; : Y O � O
"_,
a� IMPERVIOUS= 0.89ac % " � '' "
�- --- ---
_ w a o
�� PERVIOUS= 0.08ac CB I13 C8#� U a � W
� _ _ ___ x a
`� ---
%t : ..._ CB#2 _-- --- := 0.25 ac - 1
( FEET ) � � _
^Q TOTAL = 0.97ac ` °'29 °`' °� °`' 1 INCH 100 FT � �
---- - - _ _ ----- -
„ --- -_ ._� : - ; ` -
Z �
� < „
, , \ �
�� . �-- . ._.._'"_-_ _ . . . . ' W
�e ---._ _. �
--- `- ,
A - _,.__._ ,___. e�Tj
e ._ ..__. —__.__..__. . �
. _------. .--_-.___ ..._- .. __--_ _ _- _ . �-
� � � ti m
a�� N 8TH ST N 8TH ST � m W
� � �
� � � g o
-_ ____... ---- -- -- __ _ — _--
_.
_ �-- ------ ___.. �_� ' BYPASS
- __ ... ----- ---- - '
a: � \. ! `�� � 0.05 na � sHEEr
t8
0o FIG. 7
0 7 2 3 4 i o
' CONVEYANCE ANALYSIS WORK SHEET (25 YEAR) �
i
, j ,
� DESIGK STOR'vi 25.00 I
DAT'E 11l2,"L006 �
IDESIGA�R ABN I
' 'PROJECT ''Ihe I,andin Lot 3 i
LOCATION tdW li4 OF SEC:'8 TWP: 23 N OS E
I I h-E 1/4 OF SEC:I TWP:
ROOF COT'TRIB 'Method DESIGV PIPE PIPE PIPE PffE PIPE VELOCITY DESIGN TA�E IN [L'PPER STRUCTURE] Depih COVER
AE
LOCATE � DRSIN AREA FLOW MAT SIZE SLOPE LENGI'H CAPACTI'Y FtJLL ' Q/Qf VEL.00ITY I PIPE INVER'I ELEV.4TION �to GE OVER
FROM TO (CFS) ACRES (CFS) (II� (FI'(Fl� (FI') (CFS) (FPS) (FPS) (ivIIA� in Drop out G.E. TOP,�PIPE
�
I
CB#1 TO CB�21
' CB 1 CB 2 ' 0.25 SBiJH 0.2 P 12 0.0075 ]18 3.4 43 O.D6 1.8 1.07 26.00 0.00 26.00 29.00 3.00 1.85
CB 2 CB 3 i 0.25 SBUH 0.5 P 12 0.0050 '' 170 2J 3.5 0.19 2.1 1.36 25.11 0.00 25.11 29.50 439 3.24
CB 3 CB4 I 0.29 SBLTH OJ P 12 0.0049 75 2.7 3.> � 0.27 2.4 0.�2 24.26 O.OQ 24.26 30.00 SJ4 ' 4.59
I CB 4 CB 5 0.00 SBLJH 0.7 P 12 0.0072 18 3.3 42 0.22 2.7 0.11 23.89 O.OQ 23.89 30.7� 6.86 SJ1
CB 5 �CB 6 0.72 0.00 SBiJH � 1.4 P 12 0.0050 54 2.7 3.� 0.53 2.9 031 23J6 0.06 23.76 30.72 6.96 5.81
CB 6 CB 7 0.00 SBIIH , 1.4 P 12 0.0052 95 2.8 3.� 0.52 3.0 0.53 23.49 0.00 23.49 31.00 7.51 6.36
CB 7 CB 21 0.00 SBliH 1.4 P 18 ', 0.0051 176 8.2 4.6 0.18 2.8 1.06 23.00 0.00 23.00 30.70 7.70 6.05
� CB 21 I �' �I ���� 22.10
0.79 j i
I
CB#2B TO CB#2 ' I
' CB 2B CB 2 ' 0.12 SBLTII 01 P 8 0.0057 103 1.0 ' 2.8 ' 0.09 1.2 1.40 25.70 0.00 25J0 27.70 2.00 1.18
CB 2 I 25.I 1 ��
I
CB#2A TO CB#2 ''i �
I CB 2A I CB 2 0.06 SBUFI 0.1 P 8 0.0054 109 1.0 ' 2.8 0.05 12 i 1.53 25.70 0.00 2�.70 28.20 2.50 I 1.68
CB 2 25.11
i i
� CB#8 TO G.ARDEn
; i
CB 8 CB A 0.30 SBLTH 0.2 P 12 ! 0.0056 167 2.9 3J 0.07 1.6 � 1.75 26.27 ' 0.00 ' 2627 29.80 � 3.53 2.38
' CB A CB B , 0.43 SBUH 0.5 P 24 , 0.0015 80 9.5 3.0 0.05 13 1.02 2533 0.00 25.33 29.�6 I 423 2.08
CB B CB C ! 0.67 SBUH 1.0 P 24 0.0028 218 12.9 4.1 I 0.08 ].8 2.06 2521 0.00 ' 25.49 30.�3 � �.32 2.89
CB C CB D 026 ' SBUH 1.4 P 24 0.0019 180 10.7 3.4 0.13 1.8 1.63 24.89 0.00 ' 24.87 31.80 ' 6.91 4.78
CB D CB 11 0.00 SBUH 1.4 P 36 0.0067 165 ' S9.4 ' 8.4 0.05 3.6 0.76 24.53 0.00 24.53 32.78 ! 825 5.10
� CB 11 CB 12 0.00 SBUH 1.6 P 36 0.0008 86 20.7 2.9 0.08 1.3 1.14 23.42 0.00 23.42 32.62 9.20 6.05
CB 12 GRDN INV. 2.22 0.00 , SBUH 3.9 P 36 0.0013 62 26.0 3.7 0.15 2.0 0.52 2335 0.00 233� 33.09 I 9.74 6.59
GRDN INV. ' 2327
1.66 '
CB�S11A TO CB#11 I I I
CB IlA ',CB 11 032 SBiJH 0.2 P 12 0.0486 63 S.5 10.9 0.05 ', 4.7 022 28.80 0.00 28.80 31.82 ! 3A2 1.87
' CB I1 ! li ? �
5.74 ;
,, i
CB#10 TO CB�C ' I
� CB 10 CB C ! 0.33 SBiJI-I 0.2 P 12 0.0197 61 5.4 6.9 0.05 3.0 034 26.7� 0.00 26.75 3025 . 3.�0 2.3�
CB C 25.55
i , �
ICB#'E'TO PARK I � I
' CB E CB F ' 0.65 SBUH 0.5 P 18 0.0011 120 3.8 2.1 012 1.1 1J4 25.20 O.OQ 25.20 30.23 I 5.03 I 3.38
CB F CB 15 0.39 SBUH 0.7 P 18 0.0043 119 7.5 42 0.10 1.8 1.09 25.07 0.00 25.07 30.20 5.13 3.48
CB 15 CB lb 0.40 3BUH 1.0 P 18 0.0043 120 7.5 4.2 0.13 23 0.87 24.56 0.00 24.�6 28.40 3.84 2.19
CB 16 CB 17 0.39 SBUH 1.3 P 18 0.0043 91 7.5 4.2 0.17 2.5 0.60 24.04 0.00 24.04 28.40 ! 4.36 2.71
I CB 17 CB 18 0.14 SBUH 1.4 P 18 0.0041 51 7.3 4.1 019 2.5 0.34 23.65 0.00 23.65 28.40 � 4.75 3.10
CB 18 CB 19 0.17 SBUH 3.6 P 18 0.0022 18 5.4 3.0 0.67 2.8 6.11 23.44 O.OQ 23.44 28.40 4.96 3.31
CB 19 CB 20 0.00 SBUH 3.6 P 24 0.0098 130 24.3 7.7 0.15 42 0.52 23.40 0.00 23.40 3035 6.95 4.80
CB 20 CB 21 ' 0.42 0.00 SBUH 4.0 P 24 0.0092 51 23.6 7.5 0.17 4.5 0.19 22.13 0.00 22.13 3130 9.17 7.02
CB 21 EX.P-3 0.00 SBUH I 5.5 P 30 0.0021 67 20.4 4.1 0.27 2.9 039 21.b6 0.00 21.66 31.80 10.14 7.49
� EX.P-3 ; �I 21.52 �
2.14
�
'
Convey�
BACKWATER ANALYSIS WORK SHEET (25 YEAR)� ,
Project Landing L.ot 3 �i i ' i
Date Nov-06 DFSIGN STORM 25.000 I Is the Outlet i e Submerged7 I
De9 er ,SRS D.4TE 1 L2l2006' I If Yes TW'Elev,=w atci Surface Elev.
DESIGNER SRS JOB NO. 209.032563 1f No TR�Elev._(D-dc}'2-rinvert Eler• '
' I PR07ECT I Ihc Laading Lot 3 , I
�1) �2) �3) �4) �5) �6) �7) C8) I(9) (1�) (]1) (12) (13) (14) ' (15) I(]6) (17) I I(18) Est. '(19) (2p) (21) (22)
Barrel ' Barrl Enter Enter Exit ' Oudet ' pu�7et ' Inlet Inle[ A r � Bend Junction , hmcaon W.L.Depth Depth
Pi Q � Pipe Pipe "n" Oudet ]nlet Barrel Vel. Vel TW Fricm HGL Head Head I HW Ctrl I Ctrl Cffl I� Vel Head Cross � Head HW Below Above
Se�ent 25 Lngth Siu Value Elevation Elevation Area Q/A Head ' Elev Loss Elev Ke Loss Loss �, Depth Elev Depth Elev Head Kb Loss Flow Loss Elev G.E. Crowa Contol TW QlAD^.5 Inlet HW
CB to CB (cfs) �ft) (m) I (ft) �ft) (sfl (fPs) �fPs) �ft) (ft) (ft) (ft) � (ft) I (ft) I ($) �ft) (fr) � �R) �ft) C��) �ft) �ft) (ft) (ft) �
� ,
� '
� ' � I
�
i i �
CB#1 r0 CB#21
CB 1 CB 2 0.2 118 12 0.012 25.11 26.00 OJ85 0.24 0.00 27.77 0.00 27.77 02 0.00 0.00 0.00 II 27.77 0.50 26.50 0.00 0.00 0.00 0.00 0.00 27.77 ; 123 0.77 OUTLET PREVIOUS PIPE o.24 0.5o I
CB 2 CB 3 0.� 170 12 0.012 I 24.26 25.11 OJ85 0.65 0.01 27.73 0.03 27.76 0.2 0.00 0.01 OA1 27.77 0.61 25.72 0.00 0.00 0.00 I! 0.20 0.00 27.77 1.73 1.66 OUTLET PREVIOUS PIPE o.s5 0.61
CB 3 CB 4 0.7 75 12 0.012 I 23.89 2426 0.785 0.43 0.0] 27.69 0.03 27.71 02 0.00 0.01 I 0.02 ' 27J3 0.62 24.88 0.01 1.30 0.01 0.00 0.00 27.73 227 2.47 OUTLET PREVIOUS PIPE 0.93 0.62,
CB 4 CB 5 OJ 18 12 0.012 23.76 23.89 '0.785 0.93 � 0.01 27.66 OA1 27.67 a.2 0.00 0.01 � 0.02 27.68 0.72 24.61 0.01 130 o.oz. 0.00 0.00 27.69 3.06 2.80 OiTI'LET PREVIOUS PIPE 0.93 0.72
CB� CB 6 1.4 54 12 '0.012 23.49 ' 23.76 0.785 1.84 0.05 27.�2 0.08 27.�9 �I 0.2 0.01 ' 0.0� 0.06 27.66 0.78 24.54 0.01 130 0.02 0.00 0.00 27.66 3.06 2.90 OiTTLET PREVIOUS PIPE 1.84 078
CCB 6 CB 7 1.4 95 12 0.012 23.00 23.49 0.785 1.84 0.05 27.38 0.13 I 27.�1 0.2 0.01 ' 0.0� 0.06 27.57 0.78 2427 0.05 0.00 0.00 0.00 0.00 27.52 3.48 3.03 OUTLET PRfiVIOUS PIPE 7.84 0.78
_CB 7 iCB 21 1.4 i 176 18 0.012 22.10 23.00 1.766 0.82 0.01 27.37 0.03 ' 27.40 0.2 0.00 '� 0.01 0.01 27.41 ' 0.71 23.71 0.05 0.00 '� 0.00 � 0.86 0.02 2738 3.32 2.88 OUTLET �PI2EVIOUS PIPE 0.67 0.71
CB 21 ' ; �� 'i � I � 2737
� i
CB#2B TO CB#2 !
CB 2B CB 2 01 103 8 OAl2 2511 25.70 0349 026 0.00 27.77 0.00 27.77 ' 0.2 0.00 0.00 0.00 ' 27.77 033 ', 26.03 0.00 0.00 0.00 � 0.00 0.00 27.77 -0.07 1.41 OUTLET CORRECTED o.31 0.33
,CB 2 I 27.77
� I i I i I �
,CB#2A TO CB#2 I , I
CB 2A CB 2 ' 0.1 109 8 0.012 25.11 i 25.70 '0.349 015 0.00 27.77 0.00 27.77 0.2 0.00 0.00 0.00 27.77 033 26.03 ; O.DO 0.00 I 0.00 0.00 0.00 27.77 0.43 1.40 OUTLET CORRECTED 0.�8 0.33
CB 2 I i � 27.77 �
f- , ,
_
B# T ARDEN
C 8 OG
�
� CB 8 CB A 0.2 167 12 0.012 2533 26.27 0.785 027 ' 0.00 2835 0.01 2836 0.2 I 0.00 0.00 0.00 28.36 033 26.60 0.00 0.00 0.00 0.00 ' 0.00 28.36 1.44 1.09 OUTLET CORRECTED 0.27 0.33
CB A CB B 0.5 80 24 0.012 25.21 2533 3.14 0.17 ', 0.00 2835 0.00 283� 02 0.00 0.00 0.00 2835 0.33 ' 25.66 0.00 0.80 0.00 0.00 , 0.00 28.35 1.21 1.02 OUTLET CORRECI'ED � 0.12' 0.331
- -- ----- _ - - --
CB B CB C 1.0 218 24 D.012 24.89 25.49 3.14 0.32 ! 0.00 2835 0.00 28.3� 0.2 0.00 0.00 ' 0.00 283� 0.45 25.94 0.00 130 0.00 1.60 ' 0.00 2835 218 0.86 OiJTLET CORRECTED 0.22 0.45
CB C CB D 1.4 180 24 OAl2 24.53 24.87 3.14 0.45 0.00 2834 0.01 2834 0.2 0.00 0.00 0.00 2835 0.40 ' 25.27 0.00 0.00 0.00 0.80 0.00 28.35 3.45 1.48 OUTZET CORRECTED 0.32 0.40
CB D CB 11 1.4 165 36 0.012 23.42 24.53 7.065 0.20 0.00 2834 0.00 28.34 0.2 0.00 0.00 0.00 ! 2834 0.24 ' 24.77 0.00 0.00 0.00 0.00 0.00 2834 4.44 0.81 OtiTLET CORRECTED o.12 0.24
CB i] CB 12 1.6 86 36 �OAl2 23.3> 23.42 7.065 023 0.00 2834 0.00 2834 02 0.00 0.00 0.00 j 2834 0.55 ' 23.97 0.00 0.00 0.00 0.70 0.00 ' 28.34 428 1.92 OliTLET CORRECTED 0.13 0.55
CB 12 GRDN 3.9 62 36 !,0.012 23.27 233� 7.065 0.55 0.00 2833 0.00 2833 0.2 0.00 0.00 0.01 � 2834 � 0.56 ''� 23.91 0.00 0.50 0.00 5.90 0.00 ' 28.34 4.75 1.99 OliTLET CORRECTED I 0.32 0.56
GRDN IIv'V ' ' ( I ' 2833
� I ' � ' '
CB#11A TO CB#11 � �
�
CB 11A CB 11 0.2 63 12 0.012 j 25.74 28.80 0.785 ', 029 0.00 2834 0.00 2834 0.2 ' 0.00 0.00 0.00 2834 � 031 29.11 0.00 0.00 0.00 0.00 0.00 29.11 2.71 -0.69 INL,ET CORRECTED 0.29 0.31
CB 1 I '; ' ' 28.34
CB#10 TO CB#C ' II
CB 10 CB C 0.2 61 12 0.012 25.5� 26.75 0.785 ' 0.30 0.00 28.35 0.00 2835 0.2 I� 0.00 0.00 OA� 28.35 0.32 27.07 0.00 0.00 0.00 0.00 0.00 2835 1.90 ' 0.60 OL�I'LET CORRECTED 0.30 0.321
CB C ' 2835
CB#'E'TO PARK ' , li �
i ' '
CB E CB F 0.5 � 120 18 0.012' 25.07 2520 1.766 'i 026 0.00 27.65 0.00 27.65 02 0.00 0.00 0.00 27.6� 030 I 25.50 0.00 0.00 0.00 0.00 0.00 27.65 2.�8 0.95 OUTLET I PREVIOUS PIPE 0.21 0.30'
CB F CB 15 0.7 ' 119 18 0.012; 24.Sb 2�.07 1.766 0.41 0.00 27.64 0.00 27.64 02 0.00 0.00 0.00 27.6� 0.40 25.47 0.00 030 0.00 0.00 0.00 27.65 2.55 1.08 OUTLET PREVIOUS PIPE 0.34 0.40
CB 15 CB 16 I.0 120 18 0.012 24.04 24.�6 1.766 0.57 0.01 27.62 0.01 27.63 02 0.00 : 0.01 0.01 27.64 029 24.85 0.00 020 0.00 0.00 0.00 27.64 0.76 1.58 OUTLET PREVIOUS PIPE 0.47 0.29
CB 16 CB 17 1.3 ; 91 18 0.012 23.65 24.04 1.766 0.73 0.01 27.61 OAl 27.62 0.2 0.00 0.01 0.01 � 27.63 0.29 24.33 0.01 0.20 0.00 0.00 0.00 ' 27.62 0.78 2.08 'OITTLET PREVIOUS PIPE o.s9 0.29
CB 17 CB 18 1.4 ' S1 18 0.012 23.44 23.65 1.766 , 0.78 0.01 27.59 0.01 27.6a 0.2 0.00 0.01 0.01 27.61 0.51 24.16 OA1 0.50 0.00 0.00 0.00 27.61 0.79 2.46 OUTLET PREVIOUS PIPE o.s4 0.51;
CB 18 CB 19 3.6 I8 18 0.012 23.40 23.44 1.766 ', 2�5 0.07 27.50 0.02 27.51 02 0.01 0.07 0.08 27.59 0.55 : 23.99 0.01 0.00 0.00 7.00 0.01 2759 0.81 2.65 OUTLET PREVIOUS PIPE 1.67 0.55�
CB 19 CB 20 3.6 130 24 0.012' 22.13 23.40 3.14 � 1.15 0.02 27.42 0.03 27.45 02 0.00 0.02 0.02 27.48 0.40 , 23.80 0.07 1.30 0.08 0.00 0.00 27.50 2.85 2.10 OUTLET PREVIOUS PIPE 0.81 0.40,
CB 20 CB Zl 4A �1 24 0.012', 21.66 22.13 3.14 ]29 0.03 2737 0.01 2738 02 0.01 0.03 0.03 27.41 0.41 , 22.54 OA2 1.30 0.03 120 0.00 27.42 3.88 3.29 OUTLET PREVIOUS PIPE 0.91 0.41
CB 21 EX.P-3 5.5 67 30 0.024 I 21.52 21.66 4.906 1.12 0.02 2728 0.04 2732 0.2 0.00 0.02 0.02 2734 0.53 22.19 OA3 130 OA3 4.60 0.02 27.37 4.43 321 OUTLET PREVIOUS PIPE 0.71 0.53
EX.P-3 2728
- � i ' i � I
Conveyq
�o,� ��g�t3 BACKWATER ANALYSIS WORK SHEET (25 YEAR)� I
Daze Nov-06 DESIGV STORM 25.000 Is the Ouilet pi Submerged? �
Desi�ner SRS DATE I1,2/2006 I If Yes TW Elev.=R'ater Surface Elev.
DESIG'QER 'SRS JOB NO. 209.032563 If No TVIW Elev._(D+dc)r'2+Invert Elev
PROJECT I'he Land'mg Lot 3
(1) (2) �(3) ��4) �5) �6) ��) �'�g) C9) (1�) �1�) �L?) �13) (14) (15) �(16) (17) � ',(18) Est. (19) ��(20) �(21} (22) I
Bmrel Ba�rl Enter Enter E�t Outlet p�� Inlet ' Inlet A Bend Junction ; Junction Vl'.L.Depth Depth
Pipe ' Q pi Pipe "n" Ouflet Inlet Bazrel Vel. Vel TW Fricm , HGL � Head Head ' HVV ; C� Ctrl Ctr! ��el ' Head Cross Head HV1� Below Above
Segment 25 Lngth Size Value Elevaaoa Elevation Area Q/A Head Elev Loss Elev Ke Loss Loss Depth ; Ele�� Depth Elev Head Kb Loss Flow Loss Elev G.E. Crown ;Control TW Q/AD".5 Inlet HW
CB to CB � ���) (ft) (�) lft) (ft) � (� �fPs) �� �£PS) �8) � �ft) �ft) i (R) �ft) CR) '�, (ft) (ft) (ft) (ft) � (a) ���) (ft) �8) �ft) � (R) � �
i
� i � i
� i
iCB#24 TO CB#18 � �
CB 24 CB 23 1.0 i 120 12 0.012 0.00 26.67 0.785 1.23 0.02 27.68 0.07 i 27.76 02 0.00 0.02 I 0.03 27J9 i 0.44 27.11 0.00 0.00 0.00 0.00 0.00 ; 27.79 2.38 0.12 OUTLET CORRECTED �.zs o.aa
CB 23 iCB 18 19 312 18 0.012; 24.90 I, 26.19 1.766 1.10 0.02 27.59 0.09 27.68 i, 02 0.00 0.02 0.02 27Jp , 0.47 26.66 0.02 0.10 0.00 0.00 0.00 � 27.68 237 -0.01 �OUTLET CORRECTED 0.89 0.47
CB 18 ' ' ' ' 27.59 I
, I , i
�CB#18A TO CB#18 � � � � i
CB 18A CB 18 0.2 62 12 OAl2 23.44 24.90 '0.785 0.23 0.00 27.59 ! 0.00 27.59 0.2 0.00 0.00 0.00 I'� 27.60 I� 032 ' 25.22 0.00 0.00 0.00 0.00 0.00 27.60 0.60 1.70 OUTLET CORRECTED 0.23! 0.32
CB 18 ' � 2Z�9
I ' ' � i
�
r � � � '
r � - , , - , , i �
Com�eyQ
CONVEYANCE ANALYSIS WORK SHEET (100 YEAR�
j
DESIGN ST'ORM 100.00
DATE 11/32006
DESIGNER i ABN �
PR07ECT ' �T6e Lan ' Lot 3
IACA770I� ?dW 1/4 OF SEC:8 TN'P: 23 N OS E i i
NE 1/4 OF SEC: 'f WP:
' I
'ROOF CO�TRIB Method DESIG'V PIPE PIPE PIPE PIPE PIPE VELOCITY DESIG?: TLA�IN (UPPER STRUCI'IJRE] i COVER
LOCATE DRALV AREA FLOW MAT ' SIZE SLOPE LENGTH CAPACTI'Y FI,ZL Q/Qf \'ELOCITY, PIPE L'v'VERT EL.EVATIO'J IE ro GE OVER
FRO'�I TO CFS i ACRFS CFS I CFS (FPS) i S in Dro out G.E. 'TOP/PIPE
CB#1 TO CB#21 I
I i
CB 1 CB 2 0.25 SBLTI-I 0.2 P 12 0.0075 118 3.4 43 0.06 1.8 1.07 26.00 0.00 26.00 29.00 3.00 1.85
CB 2 CB 3 0.25 SBUH , 0.6 P 12 0.0050 170 2J 3.5 0.22 23 1.25 25.11 ' 0.00 25.11 � 29.50 4.39 3.24
CB 3 CB 4 0.29 SBUH I 0.8 P 12 0.0049 � 75 I 2J 3.5 0.31 2.5 0.49 24.26 0.00 24.26 � 30.00 SJ4 4.59
CB 4 CB 5 0.00 SBLJH 0.8 P 12 0.0057 23 ' 2.9 3.7 0.29 2.6 0.15 23.89 0.00 23.89 30.75 6.86 5.71
CB 5 CB 6 0.83 0.00 SBUH 1J P 12 0.00�0 54 � 2.7 3.5 0.61 3.1 029 23.76 0.00 23.76 i 30J2 6.96 �.81
CB 6 CB 7 0.00 'i SBLJH 1.7 P 12 0.0052 95 2.8 3.5 0.60 3.2 0.50 23.49 0.00 23.49 31.00 7.51 6.36
CB 7 CB 21 0.00 SBLTH 1.7 P 18 O.00SI 176 8.2 4.6 0.20 3.0 0.98 23.00 0.00 23.00 ' 30.70 7J0 6.05
CB 21 �I 22.10
0.79
CB#2B TO CB#2 ' �
CB 2B CB 2 0.]2 � SBUH 0.1 P 8 0.0057 103 1.0 2.8 0.10 1.5 1.12 25.70 O.DO 25.70 I 27J0 2.00 1.18
CB 2 i i 25.11
i I
� I
CB#2A TO CB#2
CB 2A CB 2 0.06 SBliH 0.1 P 8 0.0054 109 1.0 2.8 0.06 12 1.53 25J0 0.00 25.70 28.20 2.50 1.68
CB 2 25.11
; �
i
i
CB#8 TO GARDEN '
� 'I I
CB 8 CB A 030 SBUH 0.2 P 12 0.0056 167 ', 2.9 3.7 0.09 1.6 1.75 ' 26.27 0.00 26Z7 29.80 3.�3 238
CB A CR B 0.43 SBiJH 0.6 P 24 0.0015 80 9.5 3.0 0.06 13 1.02 2533 0.00 ' 2533 29.56 4.23 2.08
CB B CB C 0.67 SBLTH ' 1.2 P 24 0.0028 218 12.9 4.1 0.09 1.8 2.06 25.21 0.00 25.49 30.�3 532 2.89
CB C CB D 0.26 SBiJH ; 1.6 P 24 0.0019 180 10.7 3.4 0.15 2.0 1.47 24.89 0.00 24.87 31.80 6.91 4.78
CB D CB 11 0.00 SBUH 1.6 P 36 0.0067 165 59.4 8.4 0.05 3.6 0.76 24.53 0.00 24.53 32J8 825 5.10
CB 11 CB 12 0.00 SBIJH 1.9 P 36 0.0008 ' 86 20.? 2.9 0.09 1.3 1.14 23.42 0.00 23.42 32.62 920 6.05
CB 12 GRDN INV. 2.56 0.00 SBLJH 4.5 P 36 0.0013 62 26.0 3.7 0.1? 2.2 0.47 2335 0.00 2335 33.09 9.74 6.59
GRD�T INV. ' 23.27 j
1.66
CB#11A TO CB#11 j !
CB 11A CB 11 0.32 I SBIJH 0.3 P 12 0.0486 63 8.5 ]0.9 0.05 4.7 022 28.80 0.00 28.80 31.82 � 3.02 1.87
CB I 1 � 25.74 j
� j � -
CB#10 TO CB#C '
CB 10 �CB C 0.33 SBUH ; 0.3 P 12 OA197 61 5.4 I 6.9 0.05 3.0 0.34 26.75 0.00 26.75 30.25 3.50 ; 2.35
CB C 25.55
i
� '
CB#'E'TO PARK I i
I ' '
� ' :
CB E CB F I 0.65 I SBLJH ' 0.5 P ' 18 I 0.001 I 120 3.8 � 2.] 0.14 1.1 1 J4 i 25.20 0.00 2520 ' 3023 5.03 3.38
CB F CB 15 039 SBLJI-I 0.8 P ! 18 0.0043 119 7.5 � 4.2 0.11 2.3 0.87 25.07 0.00 25A7 '', 30.20 �.13 3.48
CB IS CB 16 0.40 SBUH 1.2 P 18 0.0043 120 7.5 j 4.2 0.16 2.5 0.78 24.56 0.00 24.56 28.40 3.84 2.19
CB 16 CB 17 039 i SBUH 1.5 P 18 0.0043 91 7.5 4.2 0.20 2.5 0.60 24.04 0.00 24.04 28.40 I 436 2.71
CB 17 CB 18 � 0.14 I SBiJH � 1.6 P 18 0.0041 51 7.3 � 4.1 0.22 2J 032 ' 23.65 0.00 23.65 28.40 ', 4.75 3.10
CB 18 CB 19 0.17 � SBLJH � 3.9 P 18 0.0022 18 5.4 3.0 0.72 2.9 0.10 23.44 0.00 23.44 28.40 4.96 3.31
CB 19 CB 20 0.00 ' SBiTI-I I 3.9 I P 24 0.0098 130 24.3 7.7 0.16 4.6 0.47 23.40 0.00 23.40 30.35 6.95 4.80
CB 20 CB 21 0.48 0.00 � SBUH 4.3 P 24 I 0.0092 51 23.6 ' 7.5 0.18 4.5 0.19 22.13 0.00 22.13 31.30 9.17 7.02
CB 21 EX.P-3 0.00 I SBLTH 6.0 P 30 0.0021 67 20.4 4.1 0.30 2.9 0.39 ; 21.66 0.00 21.66 31.80 10.14 7.49
EX.P-3 i I 21.52 ;
� 2.14 � j
I i
CB#24 TO CBk18 '
CB 24 CB 23 I 1.38 SBUH I 1.0 P 12 0.0040 120 2.4 3.1 0.40 I 2.4 0.84 26.67 ' 0.00 I 26.67 30.17 3.50 235
CB 23 CB 18 ].38 SBiJH ! 1.9 P 18 0.0088 312 lOJ � 6.1 0.18 I 3.6 1.43 ' 26.19 0.00 26.19 30.05 3.86 2.21
---T- -------------- -- - -- - - - - - - - --- -- --
CB 18 I I 'i C nve Q ' 23.44
CONVEYANCE ANALYSIS WORK SHEET (100 YEAR)
, � ,
DESIGN STORM 100.00
i
DATE 11/3/2006 j
DESIGNER ABN i
PROJEC.T i The Lan Lot 3
IACA710?� r'VV 1/4 OF SEC:8 TVI'P: 23 N OS E I
'��E l/4 OF SEC:' !TVIT:
I
'ROOF ' COt.'TRID Method i DESIGI� PIPE PIPE PIPE PIPE pIPE VELOCITY DES[GN "fA-fE L'J '[L'PPER STRUCIL7tE] th COVER
LOCATE DRAI.N AREA FLOW MAT I SIZE SLAPE LENGTH CAPACTTY FULL Q/Qf VELOCI7'Y PIPE II�'VERT ELEV.4T70N IE to GE OVER
FROM TO (CFS) ACRES (CFS (FL'F1� (CFS) (FPS) (FPS) in out G.E. TOP/PIPE
2J6 I
CB#18A TO CB#1S '
CB 18A CB]8 0.26 SBLJH 0.2 P 12 0.0235 62 5.9 7.6 0.05 3.2 0.32 24.90 0.00 24.90 28.20 330 2.15
CB]8 23.44
I �
� I
Conveyq
BACKWATER ANALYSIS WORK SHEET (100 YEAR)
�pro�� Landing Lot 3 i ' i
;Date �INov-06 'i DESICrN STORM I, 100.000 Is the Outlet i e Submerged? ' '
�Designer SRS DATE ' 11;3,'2006I ffYes TW Elev.=Wafer SurFace Elev. �
DESIGVER ' I SRS JOB NO. 209.032563 If No TW'E(ev._(D-dc),�2+����Elev i
PROJECI T'he I.�ding L.ot 3 � I i
(1) (2) (3) I(4) (5) (6) �(� i(8) (9) (10) (11) (12) (13) (14) (15) I (16) (17) � (18) Est. (19) (20) (21) {22) � � �
Baael Batr] Enter ' Enter Exit Outlet I Outlet ' Inlet Inlet A Bead 7unction Junction W"1,.Depth Depth
p� Q ' Pi e Pi 'n" � Ouflet Inlet Bazrel Vel. Vel TW Fricm HGL Head Head HR' Ctrl Ctrl CGl Vel Head Cross Head HW Below Above
Se�ent 25 Lngth Size Value Elevation Elevation Area 'i,QJA Head Elev Loss ' Elev Ke Loss Loss Depth Elev � th E1ev Head Kb I.oss Floa• Loss Elev G.E. Crown Cantrol T4V QIAD".5 Inlet HW
CB to CB I� (�fr) (ft) ��) 1 �ft) I �ft) (� � �fPs) (fPs) I �ft) �ft) (ft) �'� �ft) �ft) � (ft) (ft) 4 lft) �ft) (ft) (ft) C��) �ft) (ft) �ft) (8) ��
�
, � ,
;CB#1 TO CB#21 ' I
I I �
CB 1 CB 2 0.2 118 12 i 0.012 25.11 : 26.00 OJ85 0.27 0.00 28.56 0.00 28.56 0.2 0.00 0.00 0.00 28.56 0.50 , 26.50 0.00 0.00 ' 0.00 0.00 0.00 28.56 0.44 1.56 'OUTLET 'PREVIOUS PIPE oz7 o.so�l
CB 2 CB 3 0.6 170 , 12 !0.012 2426 ', 25.11 0.785 ; 0.75 0.01 28.51 i 0.04 28.55 0.2 0.00 ' OA1 I 0.01 I 28.56 0.61 25.72 0.00 0.00 ' 0.00 � 0.20 0.00 28.56 0.94 j 2.45 OUTLET PREVIOUS PIPE 0.75 0.61
CB 3 CB 4 0.8 7� ! 12 ' 0.012 23.89 'i 24.26 0.785 1.07 0.02 i 28.45 0.04 28.48 � 02 0.00 ' 0.02 '' 0.02 ' 28.50 0.63 24.89 ' 0.01 130 0.01 0.00 0.00 28.51 1.49 3.25 OUTLET PREVIOUS PIPE 1.07 0.63
CB 4 CB 5 0.8 23 12 0.012 23.76 23.89 OJ85 1.07 0.02 28A1 0.01 28.42 02 0.00 ' 0.02 OA2 28.44 0.73 24.62 OA2 ; 1.30 ', 0.02 0.00 0.06 28.45 230 3.56 OUTLET 'PREVIOUS PIPE 1.07 D.73
CB 5 �CB 6 1.7 54 12 0.012 23.49 23.76 0.785 2.13 0.07 28.22 0.10 2832 0.2 0.01 0.07 0.08 28.40 ' 0.81 24.57 0.02 ' 1.30 �I 0.02 0.00 0.00 28.41 231 3.65 OiJTLET PREVIOUS PIPE 2.13 D.61
CB 6 CB 7 ( 1.7 9� 12 I 0.012 23.00 23.49 0.785 2.13 0.07 28.03 0.18 I 2821 0.2 0.01 0.07 0.08 28.29 � 0.81 24.30 0.07 0.00 I, 0.00 0.00 OA� 28.22 2.78 3.73 OtiTLET �PREVIOUS PIPE 2.13 D.61
CB 7 CB 21 1.7 176 18 0.012 22.10 23.00 1.766 0.94 ! 0.01 28.02 0.04 28.06 02 0.00 0.01 0.02 28.08 0.72 23.72 0.07 0.00 ' OAO 0.86 0.02 28.03 2.67 3.53 OLTLET �PREVIOUS PIPE 0.77 0.72
�CB 21 �I I 28.02 ;
' I
I II,CB�2B TO CB#2 II �I
CB 2B CB 2 0.1 103 8 0.012 25.11 25.70 0349 0.29 I 0.00 28.56 0.01 28.56 0.2 0.00 0.00 0.00 28.56 0.33 26.03 0.00 �, 0.00 0.00 0.00 0.00 28.�6 -0.86 2.20 OUTLET CORRECTED 0.36 0.33
CB 2 I 28.�6
�__ � � I
CB#2A Ta CB#2 � � � 'I '
CB 2A CB 2 01 i 109 8 0.012', 2511 ' 25J0 Q.349 0.17 0.00 28.56 0.00 28.56 � 0.2 ' 0.00 0.00 0.00 28.56 033 26.03 ''. 0.00 0.00 0.00 0.00 0.00 ' 28.56 -0.36 2.19 OUTLET CORRECTED 0.21 0.33
CB 2 28.56 �
I ' �
i I ,
CB#8 TO GARDEN I ' � ' I '
� � � i
, CB 8 CB A 0.2 167 12 0.012, 2>33 ' 26.27 '0.785 032 0.00 28.65 I 0.01 28.66 0.2 ' 0.00 0.00 0.00 28.66 0.33 ', 26.60 0.00 0.00 0.00 ' 0.00 0.00 28.66 1.14 1.39 I OUTLET CORRECTED 0.32 0.33 I�,
' CB A CB B 0.6 80 24 0.012! 2521 I 2533 I 3.14 0.19 0.00 28.65 0.00 28.65 0.2 ', 0.00 0.00 0.00 28.65 033 25.66 '� 0.00 0.80 i 0.00 0.00 0.00 28.65 0.91 132 OUTLET 'CORRECTED 0.14 0.33
I ICB B CB C 1.2 218 24 0.012 24.89 25.49 � 3.14 037 0.00 � 28.64 0.00 28.65 0.2 I 0.00 0.00 0.00 28.65 0.45 25.94 � 0.00 130 ' 0.00 1.60 0.00 28.65 1.88 1.16 OLTI'LET CORRECTED 0.26 0.45
CB C CB D 1.6 180 24 0.012 24.53 24.87 3.14 0.�2 0.00 28.63 0.01 28.64 0.2 0.00 0.00 0.01 28.64 0.41 2528 0.00 0.00 0.00 0.80 0.00 28.64 3.16 1.77 ,OUTLET CORRECTED 0.37 0.41
'CBD iCBil I 1.6 16� 36 OAl2 23.42 24.53 7.065 ' 0.23 0.00 28.63 0.00 28.63 0.2 0.00 0.00 0.00 ' 28.63 , 0.24 24.77 0.00 0.00 0.00 ' 0.00 0.00 28.63 4.15 1.10 OUTZET ,CORRECTED 0.13 0.24
'LCB 11 CB 12 19 ' 86 36 0.012 23.3� 23.42 7.065 027 0.00 28.63 0.00 28.63 0.2 0.00 i 0.00 0.00 ' 28.63 ' 0.55 23.97 0.00 0.00 0.00 0.70 0.00 28.63 3.99 i 2.21 OUTLET CORRECTED 0.16 0.55
�B 12 GRDN IN� 4.5 ' 62 36 0.012 2327 23.3� 7.065 0.63 0.01 28.62 0.00 28.62 02 0.00 0.01 I 0.01 28.63 0.56 23.91 0.00 0.50 0.00 ' �.90 0.00 28.63 4.46 2.28 OUTLET CORRECTED � 0.37 0.56
IGRDN INV i ' I ' ' 28.62
�CB#11A TO CB#11 '
CB IIA CB 11 0.3 � 63 12 0.012 25.74 28.80 0.785 034 0.00 � 28.63 0.00 ' 28.63 02 0.00 0.00 0.00 ' 28.64 0.31 29.11 0.00 0.00 0.00 0.00 0.00 29.11 2.71 -0.69 1NLET I,CORRECTED 0.34 0.31
�CB 11 � � I I 28.63 �
- i
CB#10 TO CB#C �
ICB10 CBC 03 61 12 0.012 25.�5 �, 26.75 0.78� 0.35 0.00 28.64 0.00 28.64 0.2 0.00 0.00 ' 0.00 28.65 032 27.07 0.00 0.00 0.00 0.00 0.00 28.65 1.60 0.90 OUTLET CORRECTED 0.35 0.32
CB C ' i j ' 28.64
,
CB#`E'TO PARK ' i '
I : �
CB E ,CB F 0.5 120 18 �0.012 2>.07 25.20 1.766 030 0.00 2835 'i 0.00 � 2835 0.2 i 0.00 0.00 0.00 28.36 030 25.50 0.00 0.00 0.00 0.00 0.00 28.36 1.87 i 1.66 OUTLET PREVIOUS PIPE 0.24 0.30',
CB F CB IS 0.8 119 18 0.012 24.56 25.07 1.766 � 0.48 I 0.00 2834 I 0.01 , 2835 Q2 0.00 0.00 0.00 28.3� 0.40 25.47 0.00 030 0.00 0.00 0.00 28.35 1.85 1.78 OUTLET IPREVIOUS PIPE 0.39 0.40'
CB 15 CB 16 1.2 120 18 0.012 24.04 � 24.56 1.766 j 0.66 I 0.01 2832 ' 0.01 2834 0.2 0.00 OA1 O.OI 28.34 ( 0.29 24.85 0.00 � 020 0.00 0.00 0.00 28.34 0.06 2.28 OUTLET PREVIOUS PIPE 0.54 0.2s1
CB 16 CB 17 1.5 91 18 0.012 I 23.65 i 24.04 1.766 ' 0.84 ; 0.01 2830 0.02 2832 0.2 0.00 I 0.01 0.01 28.33 � 0.29 2433 0.01 � 020 0.00 0.00 � 0.00 28.32 0.08 2.78 OUTLET PREVIOUS PIPE 0.69 0.29'.
CB 17 CB 18 1.6 51 18 0.012 I 23.44 I 23.65 ' 1.766 091 � 0.01 28.28 0.01 2829 02 0.00 ' 0.01 0.02 2831 0.52 24.17 0.01 i 0.50 OA1 0.00 0.00 28.30 ! 0.10 , 3.15 OUTLET PREVIOUS PIPE 074 0.52
CB 18 CB 19 3.9 , 18 18 0.012 23.40 i 23.44 ; 1.766 2.19 ' 0.07 28.17 0.02 2819 0.2 ' 0.01 0.07 0.09 2828 0.57 24.01 0.01 0.00 0.00 7.00 0.01 2828 i 0.12 ' 334 OUTLET 'PREVIOUS PIPE 1.78 0.57'
CB 19 CB 20 3.9 ' 130 24 0.012 22.13 23.40 �, 3.14 1.23 0.02 28.09 0.03 28.12 0.2 ' 0.00 0.02 0.03 28.15 0.41 23.81 0.07 1.30 0.10 0.00 0.00 28.17 2.18 2.77 OUTLET PREVIOUS PIPE 0.87 0.41
CB 20 CB 21 4.3 � 51 24 ',0.012 21.66 I 22.13 I 3.14 1.38 � 0.03 28.02 0.02 28.04 0.2 ' 0.01 0.03 0.04 � 28.07 0.42 22.55 0.02 1.30 0.03 1.20 0.01 28.09 321 3.96 OUTLET PREVIOUS PIPE 0.98 0.42
CB 21 EX.P-3 6.0 67 30 I 0.024 21.52 � 21.66 I,4.906 122 0.02 27.92 0.05 27.97 02 � 0.00 OAZ 0.03 28.00 0.54 22.20 0.03 130 0.04 4.60 0.02 28.02 3.78 3.86 OUTLET PREVIOUS PIPE o.77 0.54
�EX.P-3 27.92 --
� �
- � i �
ICB#24 TO CB#I8 !
�
CB 24 CB 23 1.0 120 , 12 0.012 0.00 26.67 0.785 I 123 0.02 j 28.37 �; 0.07 28.45 02 0.00 j 0.02 a.03 28.47 I 0.44 27.11 0.00 0.00 0.00 0.00 0.00 28.47 ' 1.70 I 0.80 OLJTLET CORRECT$D 1.23I o.44
�CB 23 iCB 18 ' 1.9 ' 312 18 0.012 24 90 26.19 1.766 I, I.10 0.02 _ 2828 0.09 28.37 02 0.00 ' 0.02 0.02 2839 L 0.47 i 26.66 � 0.02�_, 0.10 0.00 0.00 ', 0.00 ! 2837 1.68 ' 0.68 OUTLET CORRECTED ' 0.89 0.471
'CB !8 i ---- - - �---�---,I- , - - I--- , � -? Conve Q ---- -- 23�8 -- - , ---
BACKWATER ANALYSIS WORK SHEET (100 YEAR)
Pro�ect �°��-OY 3 i i I �
D¢« Nov-06 DESIGti STORM ' 100.0001 Is the Oudct i Subm ed7
Desi er �SRS DATE 11,3l2006 If Ya TW E1e�:=R'aur Surface Elev. j
� DESIGAER SRS JOB NO. 209.032563 If No TW Elev._(D+dc)/2+Invat Elev
PROJECC 7Le I.andin Lot 3 �
1 (2) 3 4) (5 (6 (7 �(8) (9) i(10) (11) (12) (13) (14) (15 (16) (1 (16) Est (l9) �20) (21) (22) �
B�rel Barrl j Favc F�ca Exit Ouda Outla ! lnlet I Inlet Bmd Junction Jmction � W.L. '
� I
p� Q Pi Pi 'n' Ouda ' Inla Bacrel , Vd. Vel TW Fricm HGL Head ,' Head HW Ctd Ctrl Cvl Vel Head Crou Head HW Below Above
cnt ! 25 Sue Vatu�I Eln�atioa Ele��ation Aiea Q!A Head Elcv Loss Ele�• Ke Loss l.oss th Ela� D Elev Head Kb Loss Flow Lou Elrv G.E. Crown Connol TW �IAD".5 Inlet HW
CB to CB I (cfs) (ft) (in) ' (ft) (ft) (s� (fps) (fps) (ft) (ft) (R) {R) (ft) (ft) (8) (ft) (ft) (ft) (ft) (cfs) (ft) (R) (ft) (ft) �
I
j
�CB#18A TO CB#18 � �
iCB 18A CB 18 02 62 12 0.012 23.44 ; 24.90 I OJ85 0.23 0.00 2828 ' 0.00 i 28.28 0.2 0.00 0.00 0.00 28.28 032 25.22 0.00 0.00 0.00 0.00 0.00 28.28 -0.08 238 OU"IZET CORRECTED o.2a 0.32.
CB 18 I ' ' 28.28
i I
, ,
, —� i — � I — —_ I � I
ConveyQ
The Landing Lot 3
Conveyance Stormshed Output
ABN 10/20/06
East Event Summary: (East Basin W/O Target Bldg)
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
------- (cfs) (hrs) (ac-ft) ac /Loss
East 1.68 8.00 0.5977 2.36 SBUH/SCS TYPE1A 25 yr
East 1.95 8.00 0.6946 2.36 SBUH/SCS TYPEIA 100
yr
Drainage Area: East
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.2600 ac 86.00 0.16 hrs
Impervious 2.1000 ac 98.00 0.15 hrs
Total 2.3600 ac
Supporting Data:
Pervious CN Data:
Perv 86.00 0.2600 ac
Impervious CN Data:
Imp 98.00 2.1000 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Surface 91.00 ft 0.50% 0.0110 2.41 min
Channel Pipe 167.00 ft 0.63% 42.0000 0.83 min
Channel Pipe 80.00 ft 0.15% 42.0000 0.82 min
Channel Pipe 218.00 ft 0.27% 42.0000 1.66 min
Channel Pipe 180.00 ft 0.19% 42.0000 1.64 min
Channel Pipe 118.00 ft 0.67% 42.0000 0.57 min
Channel Pipe 47.00 ft 0.67% 42.0000 0.23 min
Channel Pipe 33.00 ft 0.13% 42.0000 0.36 min
Channel Pipe 53.00 ft 0.13% 42.0000 0.58 min
Channel None Entered 61.00 ft 0.13% 42.0000 0.67 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Sheet 61.00 ft 0.50% 0.0110 1.75 min
Channel Pipe 167.00 ft 0.63% 42.0000 0.83 min
Channel Pipe 80.00 ft 0.15% 42.0000 0.82 min
Channel Pipe 218.00 ft 0.27% 42.0000 1.66 min
Channel Pipe 180.00 ft 0.19% 42.0000 1.64 min
Channel Pipe 118.00 ft 0.67% 42.0000 0.57 min
Channel Pipe 47.00 ft 0.67% 42.0000 0.23 min
Channel Pipe 33.00 ft 0.13% 42.0000 0.36 min
Channel Pipe 53.00 ft 0.13% 42.0000 0.58 min
Channel Pipe 61.00 ft 0.13% 42.0000 0.67 min
South Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype �
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
South 0.72 8.00 0.2483 0.97 SBUH/SCS TYPEIA 25 yr
South 0.83 8.00 0.2882 0.97 SBUH/SCS TYPE1A 100
Y� �I
Drainage Area: South
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.0800 ac 86.00 0.12 hrs
Impervious 0.8900 ac 98.00 0.12 hrs
Total 0.9700 ac
Supporting Data:
Pervious CN Data:
Perv 86.00 0.0800 ac
Impervious CN Data:
Imp 98.00 0.8900 ac
Pervious TC Data:
Fiow type: Description: Length: Slope: Coeff: Travel Time
Sheet Surface 102.00 ft 0.50% 0.0110 2.65 min
Channel Pipe 118.00 ft 0.75% 42.0000 0.54 min
Channel Pipe 170.00 ft 0.50% 42.0000 0.95 min
Channel Pipe 75.00 ft 0.49% 42.0000 0.43 min '
Channel Pipe 18.00 ft 0.56% 42.0000 0.10 min
Channel Pipe 54.00 ft 0.50% 42.0000 0.30 min
Channel Pipe 95.00 ft 0.52% 42.0000 0.52 min
Channel Pipe 176.00 ft 0.51% 42.0000 0.98 min
Channel Pipe 66.00 ft 0.22% 42.0000 0.56 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Sheet 102.00 ft 0.50% 0.0110 2.65 min
Channel Pipe 118.00 ft 0.75% 42.0000 0.54 min
Channel Pipe 170.00 ft 0.50% 42.0000 0.95 min
Channel Pipe 75.00 ft 0.49°/a 42.0000 0.43 min
Channel Pipe 18.00 ft 0.56% 42.0000 0.10 min
Channel Pipe 54.00 ft 0.50% 42.0000 0.30 min
Channel Pipe 95.00 ft 0.52% 42.0000 0.52 min
Channel Pipe 176.00 ft 0.51% 42.0000 0.98 min
Channel Pipe 66.00 ft 0.22% 42.0000 0.56 min
North Event Summary: (W10 Buildings)
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
North 3.59 8.00 1.2798 5.12 SBUH/SCS TYPEIA 25 yr
North 4.17 8.00 1.4892 5.12 SBUHlSCS TYPEIA 100
yr
Drainage Area: North
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.7400 ac 86.00 0.15 hrs
Impervious 4.3800 ac 98.00 0.15 hrs
Total 5.1200 ac ,
Supporting Data: '
Pervious CN Data:
Perv 86.00 0.7400 ac
Impervious CN Data:
Imp 98.00 4.3800 ac
Pervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Surface 274.00 ft 0.50% 0.0110 5.83 min
Channel Pipe 120.00 ft 0.40% 42.0000 0.75 min
Channel Pipe 300.00 ft 0.91% 42.0000 1.25 min
Channel Pipe 18.00 ft 0.22% 42.0000 0.15 min
Channel Pipe 132.00 ft 0.96% 42.0000 0.53 min
Channel Pipe 51.00 ft 0.90% 42.0000 0.21 min
Channel Pipe 66.00 ft 0.22% 42.0000 0.56 min
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Sheet 274.00 ft 0.50% 0.0110 5.83 min
Channel Pipe 120.00 ft 0.40% 42.0000 0.75 min
Channel Pipe 300.00 ft 0.91% 42.0000 1.25 min
Channel Pipe 18.00 ft 0.22% 42.0000 0.15 min
Channel Pipe 132.00 ft 0.96% 42.0000 0.53 min
Channel Pipe 51.00 ft 0.90% 42.0000 0.21 min
Channel Pipe 66.00 ft 0.22°/o 42.0000 0.56 min
Bldg1and2 Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /Loss
Bldgland2 0.42 7.83 0.1399 0.53 SBUHlSCS TYPEIA 25 yr
Bldgland2 0.48 7.83 0.1619 0.53 SBUH/SCS TYPEIA 100
yr
Drainage Area: Bldg1and2
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.0000 ac 78.00 0.00 hrs
Impervious 0.5300 ac 98.00 0.07 hrs
Total 0.5300 ac
Supporting Data:
Impervious CN Data:
Imp 98.00 0.5300 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Channel Pipe 83.00 ft 1.00% 42.0000 0.33 min
Channel Pipe 70.00 ft 1.00% 42.0000 0.28 min
Channel Pipe 89.00 ft 1.00% 42.0000 0.35 min
Channel Pipe 99.00 ft 1.00% 42.0000 0.39 min
Channel Pipe 36.00 ft 1.00% 42.0000 0.14 min
Channel Pipe 51.00 ft 0.90% 42.0000 0.21 min
Channel Pipe 66.00 ft 0.22% 42.0000 0.56 min
Sheet Roof 53.00 ft 0.50% 0.0110 1.57 min
Channel Gutter 78.00 ft 0.50% 42.0000 0.44 min
,
i
Bidg3and4 Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
------ (cfs) (hrs) (ac-ft) ac /l.oss
Bldg3and4 0.72 8.00 0.2507 0.95 SBUHlSCS TYPE1A 25 yr
Bldg3and4 0.83 8.00 0.2902 0.95 SBUH/SCS TYPEIA 10�
yr
Drainage Area: Bldg3and4
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.0000 ac 78.00 0.00 hrs
Impervious 0.9500 ac 98.00 0.13 hrs
Total 0.9500 ac
Supporting Data:
Impervious CN Data:
Imp 98.00 0.9500 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Roof 86.00 ft 0.50% 0.0110 2.31 min
Channel Gutter 346.00 ft 0.50% 42.0000 1.94 min
Channel Pipe 58.00 ft 1.00% 42.0000 0.23 min '
Channel Pipe 97.00 ft 1.00% 42.0000 0.38 min '
Channel Pipe 86.00 ft 0.50% 42.0000 0.48 min I
Channel Pipe 54.00 ft 0.50% 42.0000 0.30 min '
Channel Pipe 95.00 ft 0.52% 42.0000 0.52 min '
, Channel Pipe 176.00 ft 0.51% 42.0000 0.98 min �
- Channel Pipe 66.00 ft 0.22% 42.0000 0.56 min '
' I
�II
Target Building Event Summary:
BasinlD Peak Q Peak T Peak Vol Area Method Raintype
Event
----- (cfs) (hrs) (ac-ft) ac /�oss
Target Building 2.22 8.00 0.7706 2.92 SBUH/SCS TYPEIA 25 yr
Target Building 2.56 8.00 0.8919 2.92 SBUH/SCS TYPEIA 100yr
Drainage Area: Target Building
Hyd Method: SBUH Hyd Loss Method: SCS CN Number
Peak Factor: 484.00 SCS Abs: 0.20
Storm Dur: 24.00 hrs Intv: 10.00 min
Area CN TC
Pervious 0.0000 ac 78.00 0.00 hrs
Impervious 2.9200 ac 98.00 0.12 hrs
Total 2.9200 ac
Supporting Data:
Impervious CN Data:
Imp 98.00 2.9200 ac
Impervious TC Data:
Flow type: Description: Length: Slope: Coeff: Travel Time
Sheet Roof 150.00 ft 0.50% 0.0110 3.60 min
Channel Pipe 292.00 ft 0.50% 42.0000 1.64 min
Channel Pipe 358.00 ft 0.50% 42.0000 2.01 min
Channel Pipe 58.00 ft 1.00% 42.0000 0.23 min
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DRAWN BY.� AN APPRo�o er� THE LANDING
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1"=100' 32536—Land—Fi 4678
6.0 SPECIAL REPORTS AND STUDIES
6.0 Special Reports and Studies
➢ Kleinfelder, Supplemental Geotechnical Engineering Report, March 1, 2006.
I
W&NPac�c,Inc. TIR The Landing—HarvestPcrrmers
November 2006
11
Prepared for: �'
Harvest Partners
c/o R.C. Construction and Management Inc.
2503 88th Avenue West
Edmonds, WA 98026 i�
Review Draft
Supplemental Geotechnical Engineering Report
Proposed Target Facility
The Landing Development
8tn Street & Garden Avenue NE
Renton, Washington
Prepared by:
Robert L. Plum, P.E. Marcus Byers, P.E.
Principal Senior Geotechnical Engineer
lan C. LaVielle E.I.T.
Staff Geotechnical Engineer
Kleinfelder, Inc.
2405 - 140th Avenue NE
Suite A101
Bellevue, WA 98005
Phone: (425) 562-4200
Fax: (425) 562-4201
March 1 , 2006
Copyright 2006 Kleinfelder, Inc.
All Rights Reserved
UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE
CLIENT FOR THE SPECIFIC PROJECT. I
' TABLE OF CONTENTS
Page
SUMMARY.....................................................................................................................................1
1.0 INTRODUCTION...............................................................................................................4
1.1 GENERAL ..............................................................................................................4
1.2 PROJECT DESCRIPTION ..................................................................................4 '
1.3 SCOPE OF SERVICES .......................................................................................4 '
2.0 FIELD EXPLORATION AND LABORATORY TESTING ..........................................5
2.1 FIELD EXPLORATION.........................................................................................5
2.2 LABORATORY TESTING....................................................................................6
3.0 SITE CONDITIONS..........................................................................................................6
3.1 SURFACE CONDITIONS....................................................................................6
3.2 REGIONAL GEOLOGY........................................................................................7
3.3 SUBSURFACE CONDITIONS............................................................................7
3.3.1 General ..................................................................................................7
3.3.2 Soil Types..............................................................................................8
3.3.3 Engineering Units.................................................................................9
3.3.2 Groundwater Conditions....................................................................10
4.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS.........................................10
4.1 GENERAL ............................................................................................................10
4.2 SEISMIC CONSIDERATIONS..........................................................................11
4.2.1 Code Based Design ...........................................................................11
4.2.2 Liquefaction.........................................................................................12
4.2.3 Fault Rupture ......................................................................................13
4.2.4 Landsliding and Lateral Spreading..................................................13
4.3 FOUNDATION RECOMMENDATIONS ..........................................................13
4.3.1 General ................................................................................................13
4.3.2 Auger Cast Axial Compression Pile Capacity................................14
4.3.2 DeWitt Axial Compression Pile Capacity........................................15
4.4 FLOOR SLAB RECOMMENDATIONS............................................................17
4.5 DRAINAGE RECOMMENDATIONS................................................................18
4.6 EARTHWORK......................................................................................................18
4.fi.1 Existing Subgrade Conditions..........................................................18
4.6.2 Excavation...........................................................................................19
4.6.3 Grading Recommendations..............................................................19
4.7 STRUCTURAL FILL MATERIALS AND COMPACITON..............................19
4.8 RETAINING WALLS...........................................................................................20
4.9 UTILITY RECOMMENDATIONS......................................................................20
4.10 TEMPORARY EXCAVATIONS, SLOPES AND DRAINAGE.......................21
4.11 PAVEMENTS.......................................................................................................21
5.0 CONSTRUCTION RECOMMENDATIONS ................................................................22 '
56677,�SEA6R49.doc Pags i of ii March 1, 2006
�-
5.1 AUGER CAST PILE INSTALLATION ..............................................................22
5.2 DRIVEN GROUT PILE INSTALLATION..........................................................23
5.3 SUBGRADE PREPARATION ...........................................................................23
6.0 LIMITATIONS..................................................................................................................23
FIGURES
Figure 1 — Vicinity Map
Figure 2 — Site and Exploration Plan
Figure 3 — Subsurface Cross Section A-A'
Figure 4 — Allowable Auger-Cast Pile Capacity
APPENDICES
A Field Exploration
B Geotechnical Laboratory Testing
C Important Information About Your Geotechnical Engineering Report
66677/SEA6R49.doc Page ii of ii March 1, 2006 '
Copyright 2006 Klein`elder, Inc. '�
SUMMARY
GENERAL I
This report presents the results of the geotechnical engineering study performed by
Kleinfelder, Inc. (Kleinfelder) for the proposed Target retail store, which will be part of ,
the 40-acre Landing mixed use project in Renton, Washington. I
SUBSURFACE CONDITIONS �I''�
The nature of the deposition of the soils underlying the site results in variable conditions
with limited lateral or vertical continuity. The project site is generally underlain by 5 to '
10 feet of fill, which underlain by highly variable, discontinuous layers and lenses of '
alluvial and lacustrine soils extending to the full depth explored, or over 120 feet. For
engineering purposes, the subsurface conditions can be divided into three major units:
• Upper Dense Fill: For pavement support purposes, this zone includes the upper
few feet of very dense fill that appears to have been cement treated. This
material has provided an excellent subgrade for the existing asphalt pavement
areas.
• Upper Loose/Soft Soils (Includes lower fill): This zone extends to a depth of
about 50 to 60 feet (locally deeper) and is generally composed of loose/soft silty
sands and organics with zones of compact sands. These upper soils are
considered weak, compressible and/or susceptible to liquefaction.
• Lower Primarilv Dense Sands: Below a depth of about 50 to 60 feet (locally
deeper), the soils can be assumed to be composed primarily of very dense sands
with zones of sand and gravel. However, these soils can contain zones of
firm/stiff organics, compact silt, and soft/stiff clay.
The depth to groundwater is 6 to 10 feet below the ground surface based on piezometer
readings in December 2005.
FOUNDATION DESIGN RECOMMENDATIONS
• Foundation Type: Based on the presence of the loose/soft upper soils, the main
structural loads should be supported on a pile foundation bearing in the lower
66677rSEA6R049.doc Page 1 of 24 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
' I
very dense granular soils. Based on costs and other factors, auger cast piles are
the typical pile type used in the project area. Thus, the recommendations
presented in this report pertain primarily to auger casts piles. Another
appropriate pile type is the DeWitt proprietary driven grout pile. The DeWitt pile
has several advantages over auger cast piles, particularly for the anticipated
ground conditions. Since it is a proprietary pile type, the pile is usually presented
by the contractor as an alternative to auger-cast piles with the pile design,
required driving resistances and depths to be determined by the contractor.
. Auqer Cast Piles: Figure 4 provides allowable axial capacity for auger cast piles
accounting for downdrag loads, which may develop after a major seismic event.
Based on the assumed building loads presented in the Target Developer
Guideline version 2.5, building interior columns could be supported on single 18-
inch auger cast piles with about 30 to 35 feet of penetration into bearing or two
14-inch piles with about 20 to 25 feet of penetration. The perimeter columns and
slab could be supported on single 14-inch piles with about 16 to 18 feet of
penetration into bearing. We recommend that the top of bearing be assumed to
occur at 60 feet below the current ground surface except for the eastern 75-feet
of the building, where bearing should be assumed to occur at a 75 feet. It may
be possible to modified these depths during installation based on the drilling
action.
. DeWitt Piles: As discussed above, the DeWitt pile is a driven grout pile and will
obtain the design capacity with less penetration into the bearing zone. This is due
to both the densification caused by driving and the fact that the driving resistance
data allows us to be confident that the pile is not terminated in one of the
looser/softer zones within the otherwise very dense bearing stratum. Based on
discussions with DeWitt, who have installed piles in the area, it is likely that the
DeWitt piles will require a smaller diameter and/or less penetration to meet the
design load criteria as compared to auger cast piles. The DeWitt piles will also
need to be designed for downdrag loads, which includes correcting the required
driving resistances to account for the resistances in the upper 60 feet reversing
into a downdrag load in the event of an earthquake and liquefaction.
. Lateral Load Resistance: Lateral load resistance can be developed as passive
pressures against the pile caps and grade beams and in the lateral stiffness of
66677/SEA6R049.doc Page 2 of 24 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
the piles. Base friction cannot be used due to the slab and structure being pile
supported. Section 4.3.3 presents design recommendations for lateral load
resistance including effects of liquefaction.
OTHER DESIGN RECOMMENDATIONS
Sections 4.4 through 4.10 present general design recommendations rated to slabs,
under drains, retaining walls, earthwork, utilities and pavements. In general, these
recommendations are typical for any Target Development. Section 4.8 presents some
recommendations related to minimizing utility damage due to long-term or post
liquefaction settlement.
CONSTRUCTION RECOMMENDATIONS
Section 5.0 presents general geotechnical construction recommendations. In general,
these recommendations are typical for any Target Development. Section 5.1 and 5.2
present some specific recommendations related to pile installation and monitoring.
�
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66677/SEA6R049.doc Page 3 of 24 March 1,2006
Copyright 2006 Kleinfelder, Inc.
I
1.0 INTRODUCTION '
1.1 GENERAL I
This draft report presents the results of the geotechnical engineering study performed I,
by Kleinfelder, Inc. (Kleinfelder) for the proposed Target retail facility as part of The
Landing mixed use development. The proposed Target building will be located
northwest of the intersection of 8th Street and Garden Avenue NE in Renton,
Washington, as shown on the Vicinity Map, Figure 1. The purpose of this report is to
provide geotechnical data and recommendations suitable for design and construction of
the Target store in accordance with the Target Developer Guide Version 2.5.
1.2 PROJECT DESCRIPTION
Based on the conceptual site plan for Target facility provided by Callison Architecture,
Inc. dated January 26, 2006, the project will consist of a 126,000 square foot retail
store, light and heavy duty pavement areas, underground utilities, light poles, signs,
decorative sidewalks and walkways, and landscape areas. The Target facility will be a
portion of the much larger Landing development that will include additional retail
buildings abutting the western side of the Target building and numerous other retail
stores, restaurants and parking areas.
Based on the Target Developer Guide, typical column loads range from about 170 to
205 kips (DL plus LL) with typical perimeter column loads of 68 kips (DL plus LL). Slab
LL are on the order of 125 psf with pile supported slabs having loads on the order of 60
kips.
1.3 SCOPE OF SERVICES
Kleinfelder performed a preliminary geotechnical evaluation of The Landing project site
during the summer of 2006, the results of which are presented in a preliminary report
titled "Draft Geotechnical Engineering Report, Proposed Lakeshore Landing
Development" and dated July 15, 2006. The purpose of our additional geotechnical ,
investigation was to explore and further evaluate the subsurface conditions at the
proposed site and provide geotechnical conclusions and recommendations for design of
the Target facility. ,
The scope of work completed for this project is consistent with that presented in our
January 12, 2006 proposal and included a subsurface exploration program consisting of
66677/SEA6R049.doc Page 4 of 24 March 1,2006 I'
Copyright 2006 Kleinfelder, Inc.
2 cone penetration tests and five mud rotary borings; laboratory testing and engineering
analyses to develop geotechnical recommendations; and preparation this report.
Information from previous geotechnical studies completed for the general project area
have utilized in preparing this report. These other studies included:
• Draft Geotechnica! Engineering Report, Proposed Lakeshore Landing
Deve/opment, Renton, Washington prepared by Kleinfe►der dated July 15, 2005.
• Geotechnica/ Report, South Lake Washington Roadway lmprovements, Renton,
Washington prepared by Kleinfelder dated January 23, 2006.
2.0 FIELD EXPLORATION AND LABORATORY TESTING
2.1 FIELD EXPLORATION
During the preliminary investigation for The Landing Development, a total of 50 borings
were drilled throughout the site. Eight borings were advanced within the Target building
footprint and 6 borings were advanced within the Target parking lot. The supplemental
exploration program was conducted to support development of design level
� recommendations in accordance with exploration program guidelines presented in
Target's Development Guide version 2.5. An additional 5 borings and 2 cone
penetration tests were advanced within the building footprint to bring the total number of
explorations within the building footprint to 15. The exploration program was discussed
with Mr. Loren Braun, who we understand provides third party geotechnical review for
Target and has indicated that the proposed exploration plan was appropriate. The
exploration locations are shown in the Site and Exploration Plan, Figure 2.
Borings B-22 through B-28, B-38 through B-43, and B-50 were completed for The
Landing preliminary site investigation in June 2005. The first phase of exploration for
this supplemental report included advancing two cone penetration tests to depths of
approximately 43 and 57 feet on December 29, 2005. The cones were advanced to
provide quality data regarding the strength and liquefaction susceptibility of the
loose/soft layers encountered at the site. The cones met refusal on gravel soils and I,
were not able to fully penetrate to the depths of the deeper bearing layers. The second '
phase of exploration for this supplemental work included advancing 5 mud rotary
borings, designated B-51 through B-55, to depths ranging from 98 to 138�/2 feet. The
66677/SEA6R049.doc Page 5 of 24 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
borings were drilled on January 18 through January 27, 2006, under full-time
observation of a Kleinfelder geotechnical engineer. Exploration locations were
determined in the field using a compass and a 100-foot tape and based on site features
- such as the edge of existing roads. The approximate locations of the explorations are
' plotted on the Site and Exploration Plan, Figure 2. Appendix A presents a summary of
our exploration program including boring and cone penetration test logs. Additional
exploration information for the other areas of the Landing site is available in our July 15,
2005, preliminary report.
2.2 LABORATORY TESTING
Laboratory testing was conducted on selected samples obtained from the borings to
help characterize the site soils and determine relevant engineering and index
properties. Laboratory testing performed for the Target property during the preliminary
Landing report and this supplemental Target study included 121 moisture content tests,
7 Atterberg tests, 10 grain-size distribution tests, and 2 consolidation tests. The tests
were conducted in general accordance with appropriate American Society for Testing
and Materials (ASTM) Standards and the results are presented in Appendix B and
displayed on the boring logs in Appendix A, as appropriate.
� 3.0 SITE CONDITIONS
3.1 SURFACE CONDITIONS
The general project area is bordered on the north by Lake Washington, on the west by
the Cedar River, which is located about '/z mile from the site and flows north into Lake
Washington, on the east by Interstate 405, and on the south by commercial and
residential development that extends into downtown Renton. The project area is
primarily used for retail and industrial purposes.
The Target site is bordered on the east by Garden Avenue North, on the south by North
8th Street, on the north by a parking lot, and on the west by building pads prepared for
other retail development. The site is relatively flat and ranges in elevation from
approximately 27 to 30 feet (Mean Sea Level Datum, MSL) with no trending slope; the
average elevation of the site is approximately EI. 29 feet. Approximately 2 feet of fill has
been placed in the building pad area.
66677,�SEA6R049.doc Page 6 of 24 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
The project site was previously occupied by a parking lot. The asphalt and base
material have been removed from within the building footprint but asphalt remains in
place north of the building.
3.2 REGIONAL GEOLOGY
The project site is located at the north end of the Cedar River Valley approximately '/2
mile from where the river enters Lake Washington. Post-glacial geologic conditions at
the site are dictated by the presence of Lake Washington and the Cedar River. The
channel of the Cedar River is believed to have migrated across the full width of the
valley several times since end of the last Puget Sound glaciation and the river used to
flow out of Lake Washington before the level of the lake was lowered. Accordingly, site
soils are expected to consist of a variable mixture of alluvial (river) and lacustrine (lake)
deposits.
In general, the river is slow flowing near the lake; therefore, low energy alluvial and
over-bank deposits are expected. These generally include clay, silt, peat, organic silt
and sand and are typically loose and soft. Lacustrine deposits are lake deposits
deposited in a very low energy environment and generally consist of silt and clay and
are typically very loose and soft. Organics can be found within both types of deposits
and can range from non-fibrous plant matter to fibrous partially decayed timber.
Because of the migration of the Cedar River channel and the inherent variability of
alluvial deposits, site soils are expected to be highly variable.
General geologic information for the project site was obtained from the Geologic Map of
King County (Booth, et. al., in press). According to the map, surficial soils at the project
site consist of modified land, or fill. Surficial soils near the site that are not covered with
fill are mapped as Holocene Alluvium. Holocene Alluvium is a post-glacial river deposit
that has not been consolidated by glaciers.
3.3 SUBSURFACE CONDITIONS
3.3.1 General
As discussed in Section 3.2, the nature of the deposition of the soils tends to result in
variable conditions with limited lateral or vertical continuity. The project site is underlain
by 5 to 10 feet of fill underlain by highly variable, discontinuous layers and lenses of
alluvial and lacustrine soils extending to the full depth explored by our borings, or over
120 feet. Figure 3 presents a subsurface cross-section through the site.
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Generally, loose/soft native soils occur within the upper 50 to 60 feet with the soils I!,
below about 60 feet generally being very dense or stiff. The upper loose/soft native ��,
soils above a depth of about 50 to 60 feet were composed primarily of layers of silts and �'
silty sands with about 30 percent zones of organics and 20 percent zones of clean
sands. The lower dense/stiff native soils below a depth of about 60 feet were
composed primarily of layers of sands or sands and gravels with about 15 percent
zones of soft organics and 15 percent zones of silts, silty sands. On the eastern side of
the building area, several borings encountered soft to stiff clays at depth. Several
borings encountered deeper soft soils such as boring B-28, which encountered loose silt
and soft peat from about 55 to 75 feet and B-54 where soft clay was encountered
between about 96 and 100 feet.
Based on SPT (Standard Penetration Tests) values generally over 50 blows/foot (b/ft),
the granular soils below 50 to 60 feet appear to be advanced deposits over ridden by
the glaciers. However, because the lower blow count material including some soft soils
were encountered within these soils even at depths over 100 feet, the soils are
considered geologically recessional in nature and are not thought to be glacially
overridden.
3.3.2 Soi! Types
The site soils can be grouped into a total of five different types as follows:
. Fill: Fill material was encountered at the ground surface or below the pavement
in all borings and generally extended to depths ranging from 5 to 10 feet. In
general, the fill consisted of silty sand with gravel or sandy silt with gravel. There
appears to be an upper one to three feet of the fill that may have been cement
treated based on its very dense consistency and excavation difficulty. In other
areas of the site, a D-8 dozer with ripping teeth was used to excavate the fill so
that it could be picked up by scrapers. Below this "hard" zone, the fill was
variable ranging from loose to dense.
• Orc1anic Silt and Peat: The borings encountered layers of peat and organic silt
ranging from less than a foot to over 10 feet thick. Within the upper 50 to 60 feet,
these soils were generally soft to firm with SPT blow counts in the range of 2 to 6
b/ft. Encountered below depths greater than about 60 feet, the organic layers
were generally firm to stiff with SPT values in the range of 10 to 25 b/ft. Many of
the borings encountered a 5 to 10 foot zone of these stiff organic layers at a
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depth of about 65 to 70 feet. The geologic explanation of these stiff organic soils
is not well understood but may have involved drying and desiccation in a near
surface environment before being buried under sediment.
• Clay: Several borings on the eastern side of the proposed building encountered
5 to 10 foot thick clay layers at depths between about 75 to over 100 feet. The
clay was soft to stiff with SPT values in the range of 5 to 25 b/ft. The geologic
explanation of the stiffer clays is not well understood, but may have involved
drying and desiccation in a near surface environment before being buried under
sediment.
• Silt and Silty Sands: The borings encountered zones consisting of silt, sandy silt
and silty sands. These soil types were predominate in the upper 50 to 60 feet
and decreased in frequency below these depths. In the upper 50 to 60 feet, the
soils tended to be loose to compact with SPT values in the range of 2 to 10 b/ft.
At depth, the material became compact to dense with SPT values in the range of
10 to 30 b/ft.
• Sand and Gravel: The borings encountered zones consisting of clean sand and
sand and gravel. These soil types were limited in the upper 50 to 60 feet but
were the predominate soil type below these depths. In the upper 50 to 60 feet,
the soils tended to be compact to dense with SPT values in the range of 10 to 30
b/ft. At depth, the material became very dense with SPT values generally over
50 bl/ft. The thickness of individual layers of these lower dense soils were
generally about 10 to 15 feet in the 50 to 75 foot depth zones and increased to
15 to over 30 feet thick below about 75 feet.
3.3.3 Engineering Units
For engineering purposes, the subsurface conditions can be divided into three major
engineering units:
• Upper Dense Fill: For pavement support purposes, this zone includes the upper
few feet of very dense fill that appears to have been cement treated. This
material has provided an excellent subgrade for the existing site asphalt
pavement areas.
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• U�per Loose/Soft Soils (Includes lower fill): To a depth of about 50 to 60 feet
(locally deeper), the soils can be assumed to be composed of loose/soft silty
sands and organics with zones of compact sands. These upper soils are
considered weak, compressible and susceptible to liquefaction.
. Lower Primarilv Dense Sands: Below a depth of about 50 to 60 feet (locally
deeper), the soils can be assumed to be composed primarily of very dense sands
with zones of sand and gravel. However, the soils can contain zones of firm/stiff
organics, compact silt, and soft/stiff clay.
3.3.2 Groundwater Conditions
The depth to groundwater was not identified in the majority of borings due to use of mud
rotary drilling techniques. Mud rotary drilling involves circulation of a drilling fluid within
the borehole, thereby obscuring groundwater seepage that may otherwise be observed
in samples and on equipment. However, as part of our work for the adjacent roadway
improvement report, we installed and monitored nine piezometers around the general
site area.
Based on piezometer readings obtained in December 2005 for another project in the
immediate area, the depth to groundwater is 6 to 10 feet below ground surface.
Groundwater levels will fluctuate depending the time of the year and are likely to be
highest during the wetter winter months. It should be noted that Kleinfelder did not
install groundwater monitoring piezometers, nor did we perform a hydrogeologic
evaluation at this site. The annual variability in groundwater depth at this site has not
been measured.
4.0 CONCLUSIONS AND DESIGN RECOMMENDATIONS
' 4.1 GENERAL
As discussed in Section 3.3, the site is underlain by a 50 to 60 foot (locally deeper)
loose/soft zone composed primarily of silty sands and organics which are considered
weak, compressible and susceptible to liquefaction. Below these upper soils, the
borings generally encountered a lower zone of very dense sands with zones of sand
and gravel. However, these lower soils can contain zones of firm/stiff organics,
compact silt, and soft/stiff clay. We recommend the proposed structure be founded
auger cast or DeWitt driven grout piles that bear in the soils primarily comprised of very
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dense sands. Due to the presence of some variable layers of organics and soft/stiff clay
in the lower dense sand, the auger cast piles should be designed as friction piles with a
relatively low end bearing capacity. We understand that Target has elected to use
structural floor slabs supported on piles rather than preload the site and utilize concrete
slab-on-grade floors.
The following sections present recommendations for seismic design considerations, pile
foundation design and construction, floor slabs, earthwork, drainage, retaining walls and
pavements.
4.2 SEISMIC CONSIDERATIONS
4.2.1 Code Based Design
We understand that the project will be designed in accordance with the 2003 IBC. The
site soils are liquefiable and therefore the site is classified as Site Class F. Section
1615.1 of the IBC does not require that a site-specific response spectrum be developed
unless the period of the structure will be greater than �/2 second. Based on our
understanding of the proposed structure, we anticipate that the building period will be
less than �/2 second and a site-specific response spectrum is not necessary.
Accordingly, use of Site Class D is appropriate for developing a design response
I spectrum using the General Procedure.
Table 1 presents seismic coefficients for use with the General Procedure described in
Section 1615 of the 2003 IBC. The seismic ground motion procedure contained in IBC
2003 is based upon a Maximum Considered Earthquake (MCE} with a 2 percent
probability of exeedence in 50 years (i.e. recurrence interval of approximately
2500 years). Ground motions for the MCE in the 2003 IBC are linked to probabilistic
earthquake hazard mapping efforts that have been conducted by the United Stated
Geologic Survey (Grankel, et. al., 1996, 2002). Parameters presented in Table 1 are
based on the latitude and longitude lookup for the 2002 maps provided on the USGS
web site.
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Table 1 : Recommended Design Parameters for 2003 IBC
Short-Period 1-Second- Design Spectral
Site Control Periods
(0.2-sec) Period Coefficients Response (sec
Site Class Spectral Spectral Parameters (g) � Desi�gg�1PGA
Acceleration, Acceleration,
Ss �9) S� �9) Fa F� Sos So� To Ts
D 1.45 0.50 1.00 1.50 0.97 0.50 0.10 0.51 0.39
Notes:
1. Design PGA (g) = SpS/2.5
4.2.2 Liquefaction
Seismic design parameters in the 2003 IBC are based on a Maximum Considered
Earthquake (MCE) with ground motions having a 2 percent chance of being exceeded
in a 50 years. This corresponds to an event with a return period of about 2,500 years.
As a minimum, all structures must meet life safety requirements when liquefaction is
considered for the 2,500 year event. Based on the soil types and low SPT values, the
native sand and silty sands in the upper 50 to 60 feet have a high probability of
liquefying under the design event.
In accordance with Target Developer Guide requirements, we have estimated
liquefaction-induced ground settlement under two earthquake scenarios, a lower lever
event (LLE) and an upper level event (ULE). The LLE is defined as a ground motion
with a 50 percent probability of being exceeded in 50 years and corresponds to a retum
period of about 72 years. The corresponding peak ground acceleration for this event is
about 0.12g. The ULE is defined as an event with a 10 percent probability of being
exceeded in 50 years and corresponds to a return period of about 475 years. The
corresponding peak ground acceleration is about 0.32g. As discussed in section 4.2.1,
the peak ground acceleration corresponding to the MCE is 0.39g. For comparison
purposes, seismographs in the Renton area recorded peak ground accelerations of
about 0.05 to 0.10 g during the 2001 Nisqually earthquake. This corresponds to ground
shaking levels that are slightly weaker than what is expected for the 72-year event.
Liquefaction potential was estimated using the latest available, widely accepted
empirical relationships that relate SPT blow counts to liquefaction resistance (Youd et.
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al, 2001). The corresponding ground surface settlement was estimated using a
volumetric strain method (Ishihara and Yoshimine, 1992). In general, under the LLE,
ground surface settlements could be on the order of 3 inches. Under the ULE and MCE
events, ground surface settlements could be on the order of 6 inches or more.
Liquefaction induced settlement estimates assume a uniform liquefiable layer and
should only be considered approximate. We do not anticipate that liquefaction
settlement will pose a life safety hazard for pile-supported structures.
� 4.2.3 Fault Rupture
In our opinion, the probability of fault rupture at the site is low because there
documented active faults near the project site.
4.2.4 Landsliding and Lateral Spreading
In our opinion, the probability of landsliding or lateral spreading at the site is low due to
the relative flatness of the site and lack of a widely continuous layer of liquefiable soil.
4.3 FOUNDATION RECOMMENDATIONS
4.3.1 General
Based on the presence of the loose/soft upper soils, the main structural loads should be
supported on a pile foundation bearing in the lower very dense granular soils. Since the
location of these softer, looser zones is variable and does not appear to be laterally
continuous, the auger cast pile capacity calculations need to assume that some zones
of organics and soft clays may be present and the piles should be designed as friction
piles with a relatively low end bearing capacity. Several of the other buildings to be
constructed at the Lakeshore Landing site will utilize a preload to limit post construction
static settlement with the floor slabs supported on grade. This preload, slab-on-grade
design will be susceptible to earthquake induced liquefaction settlements as discussed
Section 4.2. We understand that Target has made the decision to use a pile supported
structural slab based on preload schedule constraints and the preference to eliminate
the risk of liquefaction settlement damage to the floor slabs. Due to the liquefaction
risks, the piles must be designed to account for post earthquake downdrag loads.
Several pile types are technically feasible including driven piles and auger cast piles.
Driven pile types could include close end steel pipe piles and pre-cast concrete piles.
Based on costs and other factors, auger cast piles are the typical pile type used in the
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area. Thus, the recommendations presented in this section pertain primarily to auger
casts piles. Another appropriate pile type is the DeWitt proprietary driven grout pile.
The pile involves a mandrel driven casing, which after driving to the required tip
elevation, is grouted under pressure as the casing is removed. This results in a
continuous grout pile similar to the auger case pile. The DeWitt pile has several
advantages over auger cast piles, particularly for the anticipated ground conditions.
Since the DeWitt pile is a driven pile, pile driving information is obtained which can be
used to insure that the pile tip is bearing on a dense bearing layer and not on one of the
looser/softer zones that are present at depth. In addition, the driven piles densify the
surrounding soils and develop a higher capacity for a given diameter as compared to
auger cast piles. DeWitt piles also generate limited spoils as compared to auger cast
piles. Since the DeWitt pile is a proprietary pile type, the pile is usually presented by the
contractor as a pile alternative with the pile design, required driving resistances and
depths to be determined by the contractor. The contract would require that the
contractor demonstrate an equivalent pile capacity and performance to the auger cast
piles. This is normally accomplished by one or more pile load tests combined with pile
driving resistance information provided by the contractor from other pile projects in the
area.
Normal minimum pile spacing should be 3 times the pile diameter.
4.3.2 Auger Cast Axia! Compression Pile Capacity
Allowable axial compression capacities for auger cast piles were calculated based on
the possibility that the auger cast pile tip could be bearing on one of the softer/looser
_ zones within the otherwise very dense sand bearing stratum. Thus, we assumed a
nominal allowable end bearing capacity of 8 ksf and reduced the average allowable
adhesion value to 1.5 ksf in the bearing zone. For the downdrag calculation, we
assumed that the zones of liquefied soils would cause settlement but would have limited
strength. Thus the main downdrag loads came from the zones of fill, compact sands,
and organics, which will not liquefy but will settle in the event that underlying soils
liquefy and decrease in volume.
Figure 4 presents a plot of allowable axial compression capacity versus embedment in
to the bearing soils. We recommend a minimum penetration of 10 feet into bearing soils
and a minimum pile diameter if 14-inches. Based on Figure 4, the interior columns (DL
plus LL 170 to 205 kips) could be supported on single 18-inch auger cast piles with
about 30 to 35 feet of penetration into bearing or two 14-inch piles with about 20 to 25
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feet of penetration. The perimeter columns (68 kips DL plus LL) could be supported on
single 14-inch piles with about 18 feet of penetration with the slab (60 kips loads)
supported on single 14-inch piles with about 16 feet of penetration. Normal minimum
pile spacing should be 3 times the pile diameter.
The depth to bearing is variable across the site and needs to be conservatively
estimated since it may not be apparent when bearing is encountered during pile
installation. We recommend that the top of bearing be assumed to occur at 60 feet
below the current ground surface except for the eastern 75-feet of the building where
bearing should be assumed to occur at a 75-foot depth. It may be possible to modified
these depth during installation based on the drilling action.
4.3.2 DeWitf Axial Compression Pile Capacity
As discussed above, the DeWitt pile is a driven grout pile and will obtain the design
capacity with less penetration into the bearing zone. This is due to both the densification
caused by driving and the fact that the driving resistance data allows us to be confident
that the pile is not terminated in one of the looser/softer zones within the otherwise very
dense bearing stratum. Since the DeWitt pile is a proprietary pile type, the estimated
pile depths and allowable capacities should be determined by the contractor and
demonstrated to the owner through pile loads tests combined with pile driving
resistance information from other pile projects in the area.
Based on discussions with DeWitt who have had experience in the area, it is likely that
the required DeWitt piles will have a smaller diameter and/or less penetration to meet
the design load criteria. The DeWitt piles will also need to be designed for downdrag
loads, which includes correcting the required driving resistances to account for the
resistances in the upper 60 feet reversing into a downdrag load.
4.3.3 Settlement
In general, settlement of auger cast piles bearing in the very dense sands should be
minimal, on the order of 1/2 inch. Since the auger cast piles are designed based on
minimal end bearing, occurrence of any softer zones near the pile tip, such as
encountered in boring B-52 from 96 to 105 feet, should not adversely impact settlement.
In general, settlement of driven DeWitt piles bearing in the very dense sands should
also be minimal, on the order of '/2 inch. In fact, the DeWitt plies should generally settle ;
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less than the auger cast piles since they are driven piles. However, DeWitt piles will
likely be designed to utilize a significant end bearing component. Thus, the presence of
compressible soils below the tip could impact settlement. We assumed that any
compressible soils within about 3 to 4 feet of the pile tip would be evidenced in a
reduced driving resistance and as a result the pile would be driven through the
compressibte layer.
Pile settlement estimates were developed based on an assumed thickness and
compressibility of a compressible zone, and assuming the zone is located about 4 feet
below the pile tip. The results indicate that the theoretical increase in settlement, even
for this unlikely case, would be less than �/a inch for a single 18-inch diameter pile.
However, the theoretical settlement will be higher for a multi-pile group. Assuming a
group of four 18-inch diameter piles with a center-to-center spacing of 4.5 feet, we
estimated an additional settlement of about '/rinch in addition to that estimated for a
single pile. In general, based on the current pile loads and capacities, it is unlikely that
pile groups larger than two piles would be required. However, if larger pile groups are
required, Kleinfelder should be notified and have the opportunity to review the design
and possible implications of the design.
4.3.4 Latera! Resistance
Lateral load resistance can be developed as passive pressures against the pile caps
and grade beams and in the lateral stiffness of the piles. Base friction cannot be used
due to the slab and structure being pile supported. For resisting lateral loads we
recommend the following:
• Passive Pressures: Allowable passive pressures on the sides of the grade
beams and pile caps can be calculated assuming a fluid with a density of 250 pcf
with a 1/3 increase for transient loads. This value assumes that any backfill
against the foundation elements will be properly compacted as discussed in
Section 4.7. For exterior foundation elements, the upper 18-inches should be
neglected unless the paving extends up to the building.
• Lateral Pile Resistance: The lateral resistance on vertical piles can be evaluated
using programs such as LPILE, which model the load-deformation behavior of
the soil-pile system. Recommended parameters for LPILE analyses assuming
no liquefaction are presented in Table 2.
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Table 2: Recommended LPILE Soil Parameters for Non-Liquefied Case
Soil Unit Below Ext. Ground Thickness Soil Phi k-pci Strain Strength
Top Bottom Type at 50% psf
Upper Sand Fill 0 5 5 Dry Sand 40 200
Lower Sand Fill 5 10 5 Dry Sand 30 75
Upper Loose Sands 10 25 15 Sub. Sand 28 20
Upper soft organics 25 35 10 Soft Clay 0.02 250
Lower Loose Sands 35 45 10 Sub. Sand 28 20
Lower soft organics 45 60 15 Soft Clay 0.02 250
Lower Dense Sands 60 >60 Sub. Sand 38 100
The assumed properties during a major seismic event which triggers liquefaction is
more complex and depends on how the structural engineer performs the analysis.
Typically, the structural engineer will use the full, non-liquefied parameters with the full
response spectra as the main seismic case evaluated. To assess liquefaction, he will
often use a reduced response spectra (typically '/2 to 1/3 the peak) with the liquefied
LPILE parameters. Recommended parameters for LPILE analyses assuming
liquefaction and a reduced ground response spectra are presented in Table 3. For the
, , liquefied case, the liquefied sands are modeled as a soft cohesive soil with the
undrained strength based on published data for liquefied sands.
Table 3: Recommended Lpile Soil Parameters For Liquefied Case
Soil Unit Below Ext. Ground Thickness Soil Phi k-pci Strain Strength
0
Top Bottom TYpe at 50/a psf
Upper Sand Fill 0 5 5 Dry Sand 40 200
Lower Sand Fill 5 10 5 Dry Sand 30 75
Upper Loose Sands 10 25 15 Soft Clay 0.05 150
Upper soft organics 25 35 10 Soft Clay 0.02 250
Lower Loose Sands 35 45 10 Soft Clay 0.05 100
Lower soft organics 45 60 15 Soft Clay 0.02 150
Lower Dense Sands 60 >60 Sub Sand 38 100
4.4 FLOOR SLAB RECOMMENDATIONS
We understand the slab will be designed as a fully pile supported structural slab. We
recommend a capillary break consisting of at least 6-inches of 3/4 inch minus well
graded base material containing no more than 5 percent passing the Number 200 U.S.
standard sieve size. The layer should be compacted to at least 95 percent compaction
based on the modified Proctor (ASTM D 1557). We recommend the capillary break be
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overlain by a vapor barrier consisting of a minimum 10-mil plastic sheet overlapped at II
least 12 inches at the seams. A layer of sand can also be placed over the vapor barrier
if required by the structural engineer or recommended by the contractor.
4.5 DRAINAGE RECOMMENDATIONS
Building underdrains are generally not required since the slab will be at or above the
adjacent exterior ground surface. Footing drains are recommended only adjacent to a
depressed loading dock area as discussed in Section 4.8. Due to the depth to the
groundwater table and the granular nature of the fill material, special pavement under
drain provisions are not recommended except in loading dock areas.
4.6 EARTHWORK
4.6.1 Existing Subgrade Condifions
The building pad was constructed by remo�ing asphalt parking lot pavement from within
the building area and excavating some of the existing subgrade soils for use as pre-load
surcharge fill elsewhere on the site. The pad elevation was subsequently raised
approximately 1 to 2 feet with fill.
� Subgrade exposed after removal of the asphalt and during excavation consisted of a
variable mixture of silt, sand, gravel and recycled concrete material. The subgrade was
very compact as evidenced by firm and unyielding solid support and lack of rutting
under heavy construction equipment traffic including scrapers and off-road dump trucks.
Excavation was accomplished by a large track hoe excavator with ripping teeth and a D-
9 Bulldozer.
Fill placed to raise the building pad was evaluated by Kleinfelder on a performance
basis rather than by density testing due to the highly variable grain size content that
would have made reliable testing difficult. The fill consisted of a well-graded mixture of
sand, gravel and recycled asphalt and concrete and was placed in lifts with a maximum
thickness of approximately 8-inches. The fill was trafficked by scrapers and
continuously compacted during placement with a ride-on double smooth drum roller.
During recent prolonged heavy rains the pad has remained firm and provided solid
support for drilling equipment.
In our opinion, the pad will provide adequate support for construction activates and
material lay down areas. The building pad is not suitable for supporting concrete slab-
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I
on-grade floors or structures due to the presence of the underlying soft, compressible
and liquefiable soils.
4.6.2 Excavation
Kleinfelder performed part-time observation of exca�ation and demolition of the existing
storm water utilities within the building pad. The excavations encountered dense to very
dense fill soils that exhibited a cementation behavior. Excavation for site utilities will
encounter the dense to very dense building pad and pre-existing fill soils. These soils
will require significant excavation effort. We recommend use of large track hoe
excavators with narrow buckets and/or ripping teeth. Backhoes will generally be
inefficient at excavating through the hard layer of fill soils and the contractor should be
aware of these potentially difficult excavation conditions.
4.6.3 Grading Recommendafions
The site is essentially flat thus design permanent cut and fill slopes are not required.
We anticipate that fills to re-establish grade around the building pad will be on the order
of 2 feet or less. Typically, the recommended maximum landscape slopes would be
3H:1 V, depending on landscape requirements.
4.7 STRUCTURAL FILL MATERIALS AND COMPACITON
All material placed in parking lots should be considered structural fill. Structural fill
should consist of well-graded, free-draining sand and gravel free from organics or other
deleterious matter and have a maximum particle size of 6 inches. We anticipate that
any material graded from the existing pad will be suitable for use as structural fill.
Imported structural fill material should conform to Section 9-03.14(1), Gravel Borrow, of
the Standard Specifications.
The contractor should submit samples of each of the required earthwork materials to the
geotechnical engineer for evaluation and approval prior to use. The samples should be
submitted at least 4 days prior to their use and sufficiently in advance of the work to
allow the contractor to identify alternative sources if the material proves unsatisfactory.
Structural fill should be moisture conditioned to within 3 percent of the optimum
moisture content prior to compaction and should be placed in maximum 12-inch thick
loose lifts. All structural fill should be compacted to a dense and unyielding condition '
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l
and to the following minimum percentages of the modified Proctor maximum dry density
as determined per ASTM D1557:
Fill below sidewalks: 95 percent
Pavement subgrade within 2 feet of finished subgrade: 95 percent
Pavement subgrade more than 2 feet below finished subgrade: 90 percent
Trench backfill placed within 4 feet of finished subgrade: 95 percent
Trench backfill placed more than 4 feet below finished subgrade: 90 percent
4.8 RETAINING WALLS
The site is essentially flat thus retaining walls will generally not be required. Locally,
such as adjacent to the loading dock area, low retaining walls may be required. The
walls can be designed based on the following:
. Active Earth Pressure (wall free to rotate): Design based on a fluid with a density
of 35 pcf plus any surcharge loads.
• At Rest Earth Pressure (wall not free to rotate�: Design based on a fluid with a
density of 55 pcf plus any surcharge loads.
• Lateral Resistance: See section 4.3.4.
4.9 UTILITY RECOMMENDATIONS
Typical design procedures can be used for the utilities based on the City of Renton
Standards.
As discussed in Section 4.2, there is a potential for liquefaction induced settlement on
the order of several inches. Since the building and s►ab are pile supported, sharp
differential settlements may occur that damage utilities entering the building. We
recommend the following to minimize an adverse effects of liquefaction induces
settlements:
• Support all interior utilities from the slab. The design needs to account for the
load that could be imposed on the utility by backfilled soil settling over and
around the utility. We feel that this can best be done by not backfilling around
the utility and placing plywood as a form over the utility trench to support the slab
pour. A geomembrane such as visqueen should be placed over the plywood to
minimize concrete leaks during the slab pour.
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• Use flexible connections wherever a utility transitions from at grade support to
pile support.
Liquefaction induced settlement is likely to be non-uniform and may result in some utility
damage after a major seismic event. These types of risks are normally accepted by the
owners since it is considered uneconomical to eliminate the risks. However, the risks
can be reduced by providing a more flexible pipes and connections as appropriate.
4.10 TEMPORARY EXCAVATIONS, SLOPES AND DRAINAGE
In general, there will be limited cut or fill slopes except as required for utilities or to place
foundation elements. All excavations and slopes must comply with applicable local
safety regulations. Construction site safety is the sole responsibility of the Contractor,
who shall also be solely responsible for the means, methods, and sequencing of
construction operations. The contractor should be responsible for the safety of
personnel working in utility trenches. We recommend all utility trenches, but particularly
those greater than 4 feet in depth, be supported in accordance with the referenced
regulations. The contractor is also responsible for maintain a dry excavation including all
utility work. This may require dewatering for the deeper utilities.
The contractor should be made responsible for insuring proper drainage of surface
runoff during construction. The contractor should maintain grades such that there is not
unwanted ponding of water anywhere on the site. All collected water should be
conveyed under control to a positive and permanent discharge system, such as a storm
sewer.
The contractor should be required to submit in writing is plan for construction drainage.
4.11 PAVEMENTS
A majority of the project site is currently paved. Based on pavement exposures at the
edges of the areas where pavement has been removed, the existing pavements range
from approximately 4 to 6 inches thick. We understand that most of the existing
pavements will be overlaid with approximately 1-inch of asphalt to provide an attractive
surface and match new pavement grades.
Based on our observations, the existing pavements appear to be in good condition as
evidenced by lack of cracking and rutting. In addition, these pa�ements have not
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developed signs of distress such as cracking or rutting under heavy construction
equipment. The existing pavement subgrade soils are very dense and are anticipated
to provide soil support to the existing and new pavements. In our opinion, overlying of
the existing pavements is feasible.
In areas that will require paving, we recommend light duty pavement sections consist of
a minimum of 3 inches of asphalt over 4 inches of crushed surfacing and heavy duty
pavement sections consist of a minimum of 4 inches of asphalt over 6 inches of crushed
surfacing.
5.0 CONSTRUCTION RECOMMENDATIONS
5.1 AUGER CAST PILE INSTALLATION
Auger cast piles are particularly sensitive to the installation methods and the
contractor's experience. Poor equipment and/or inexperienced contractors can result in
piles that are improperly installed and do not adequately support the loads. Thus, it is
essential that the auger cast piles be installed by a qualified, experienced contractor
with the full-time construction monitoring of an experienced geotechnical field engineer.
The contractor should be required to submit in writing the list of equipment and
personnel to be used. The pile superintended should have at least 5 years of
experience installing these types of piles.
General monitoring requirements include the auger down pressure, auger penetration
rate, identification of cuttings, the rate of auger withdrawal, grout pressure and grout
take. It is also recommended, as a minimum, one nominal diameter rebar be placed full
depth into the grout after auger removal as a check on hole "necking". If the rebar
cannot be installed to the bottom, the pile should be rejected.
The required pile penetration depths presented on Figure 4 assume that it will not be
possible based on the drilling action to assess the nature of the soils at the pile tip. If
observations can definitively differentiate between the very dense bearing sands and
the layers of firm clay/peat, it may be possible to shorten the required pile lengths.
The contractor bid should consider the difficulty of drilling through the very dense,
partially cemented upper fills. The need for pre-drilling or pre-excavating should be
included in his bid as appropriate. The contract should have language to address I
66677/SEA6R049.doc Page 22 of 24 Maroh 1,2006 'I
Copyright 2006 Kleinfelder, Inc.
encountering obstructions that would likely be shallow enough to be removed with a
trackhoe excavator.
5.2 DRIVEN GROUT PILE INSTALLATION
Since the DeWitt driven grout pile is a proprietary pile, the contractor is responsible for
the design of the piles, required depth of penetration, required driving resistance and
pile performance. In addition to the design and installation criteria, the contractor
should be required to submit in writing the list of equipment and personnel to be used.
The estimated pile depth, capacity and driving criteria should be supported with at least
two pile loads tests combined with pile driving resistance information from other pile
projects in the area. The pile superintended should have at least 2 years of experience
installing these types of piles. Pile installation should be monitored on a full time basis
by an experienced geotechnical field engineer.
5.3 SUBGRADE PREPARATION
Prior to pacing fill in parking and sidewalk areas, the exposed subgrade soils should be
proofrolled with a minimum of two passes of fully loaded dump truck, scraper, or front-
end loader. Proofrolling should be performed under the full-time observation and
guidance of a representative of the geotechnical engineer. Any areas that are identified
as being soft or yielding during proofrolling should be over-excavated to a firm and
unyielding subgrade or to the depth determined by the geotechnical engineer. Based
on our observation of the existing subgrade soils, we do not anticipate that significant
over-excavation will be required.
6.0 LIMITATIONS
Recommendations contained in this report are based on the field explorations and our
understanding of the proposed project. The investigation was performed using a
mutually agreed upon scope of services. It is our opinion that this study was a cost-
effective method to explore the subject site and evaluate the potential geotechnical
concerns.
The soil data used in the preparation of this report were obtained from exploratory
borings completed for this study. If the conditions encountered in these locations are
different than what was previously encountered at the site, we will make any necessary
revisions to our recommendations. It is possible that variations in soil and groundwater
conditions exist between the points explored. The nature and extent of these variations
66677/SEA6R049.doc Page 23 of 24 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
i
may not be evident until construction occurs. If soil or groundwater conditions are
encountered at this site that are different from those described in this report, our firm,
and the design team, should be immediately notified so that we may make any
necessary revisions to our recommendations. In addition, if the scope of the proposed
project, locations of facilities, or design loads change from the descriptions given in this
report, our firm, and the design team, should be notified.
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.
This report has been prepared for use in design and construction of the subject property
for Harvest Partners and the project Team in accordance with the generally accepted
standards of practice at the time the report was written. No warranty, express or
implied, is made.
This report may be used only by Harvest Partners and their design consultants and only
for the purposes stated within a reasonable time from its issuance, but in no event later
than one year from the date of the report. Land or facility use, on and off-site
conditions, regulations, or other factors may change over time, and additional work may
be required with the passage of time. Any party other than Harvest Partners who wishes
to use this report shall notify Kleinfelder of such intended use. Based on the intended
use of the report, Kleinfelder may require that additional work be performed and that an
updated report be issued. Non-compliance with any of these requirements by the client
or anyone else will release Kleinfelder from any liability resulting from the use of this
report by any unauthorized party and client agrees to defend, indemnify, and hold
harmless Kleinfelder from any claim or liability associated with such unauthorized use or
non-compliance.
It is the responsibility of Harvest Partners to see that all parties to the project including
the designer, contractor, subcontractors, etc., are made aware of this report in its
entirety. The use of information contained in this report for bidding purposes should be
done at the contractor's option and risk. Further guidelines and information on this
geotechnical report can be found in the ASFE publication entitled Important Information
About Your Geotechnical Engineering Report, which is included for your reference in
Appendix C of this report.
66677/SEA6R049.doc Page 24 of 24 March 1,2006
Copyright 2006 Kleinfelder,Inc.
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Site Plan based Legend ✓�
on map provided �B-� ExplorationNumber and Approximate Location
by Callrson Architects
dated December 2005,
subject to change. A�'A" Cross-Section Designation 8�Approximate Location o �oo
Scale: 1'= 100'
Copyrighfo 2006 Kleinfelder, Inc., All rights reserved.
�� Target Development FIGURE
Harvest Partners
The Landing Site and Exploration Plan �
Renton,Washington
KLElNFELDER project: 57450 February 2006
A Proposed Proposed A+
West Junior Anchor Target East
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:stu
D''.
�.�• :Y: •�� ..
•. . ...r .. .... . ..
. ... .. . ...i.�..
� .
.•
. . .�
• "•l:�..a.v':••::�'�...'� �
.:..
� ti a.�..:..
• ..\•�� � �
� �
� • .i�e..^C .
:. •
�...�.• .. . . � . � ....•�. ��'�+
-,. �:�_ y�1� _ ML S!f
'•JT itl ,,5�� .
... ..l..I. `JV��... L�:.: •���• .
��.✓,�'' —
-. . . - ; . . OL - Or anic Silt
. .. - - :;; - - . 9
'�c- '��: - �';=.:� �
- ��::= ��� ; PT=Peat
�.-�:. , ,. _ �.�:; _.�.
Le end � . :-• ~`;� _ '`.�:`.,":�`:��: `�... - .. � SM= S;Ity Sand
—� �5:�^::��:;:`..",:.•.
Generalized Engineering Units +`•,"'���'����'���"�:�-����'.��•���� •� SP= Sand
o� .. ,; :..:;.:_.-.�::.:�:. ,:.:,.,:��; •
�Q" Exploration designation and approximate location "� '�~��'���`��'�` `�`� SP-SM= Sand w/Silt
� FiA:Dense, srlty sand with gravel or sandy silt�with gravel.
Top of exploration Horizontal Scale: 9"= 100'
12 Standard Penetration Test N-Value � Upper Loose/Soff Soils:Loose/soft silty sands, silts, organics. Some layers of of compact sands. 0 25 50 100 200
Groundwater level as estimated during dri!ling � Lower SilbCJay/Organics:Zones of firm/stiff organics, compact silt, soft/stiff clay. 0 5 10 20 40
Bottom of exploration ;�•�;;=�y°��. Lower Primarily Dense Sands: Very dense sands with zones of sand and gravel. Vertical Sca/e: 1"= 20'
-?— —? lnferred geologic contact
Target Oevelopment � FIGURE
�� Harvest Parfners Subsurface Cross-Section A-A
The Landing Center of Proposed Target and �
Renton, Washington
Copyrighto 2005 Kleinfelder, �I7C., AI!rights reserved. Note: See Figure 2 for Cross-Section Location K�EINFELDER Project: 57450 February 2006 Junior Anchor
'
�
' Figure 4: Allowable Axial Compression Loads
, Auger Cast Piles with Liquefaction Induced Downdrag
300
I
I —f-14-inch diameter
2�0 —F 16-inch diameter �!
' —�k-18-inch diameter
.�
�
� —�24-inch diameter
' Y
�..
'C
� 20� - - _- - — _ _ _ _ __— I
O
J
C
O
�N
N
d
L
E 150 - -- -- - ----
o �
U
i�
'K
a
� �oo - - -- ------ --- --
�
I o
j a
! 50 --- — -- -- _---- —
10 15 20 25 30 35 40
Depth into Bearing Soils (feet)
I _ —_ _ __ _;
' I
APPENDIX A
FIELD EXPLORATION
Soil samples were collected from the borings at 5-foot intervals to depths ranging from
98 to 138 feet bgs, using a truck-mounted drill rig utilizing a mud rotary system.
Soil samples collected during the field exploration were classified in accordance with
ASTM D2487. All samples were sealed in plastic bags to limit moisture loss, labeled,
and returned to our laboratory for further examination and testing.
The borings were monitored by our field engineer who examined and classified the
materials encountered, obtained representative soil samples, and recorded pertinent
information including soil sample depths, stratigraphy, soil engineering characteristics,
and groundwater occurrence. Upon completion of the borings, the holes were backfilled
with Bentonite chips.
Soil classifications were made in the field in accordance with the Unified Soil
Classification System, presented on Appendix A-1. Sample classifications and other
related information was recorded on the boring logs, which are included in this
appendix. The stratification lines, shown on the individual logs, represent the
approximate boundaries between soil types; actual transitions may be either more
gradual or more severe. The conditions depicted are for the date and location indicated
only, and it should not necessarily be expected that they are representative of
conditions at other locations and times.
66677/SEA6R049.doc Page 1 of 1 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
I
� SOIL CLASSIFICATION CHART �
MAJOR DIV/SIONS SYMBOLS TYP/CAL
GRAPH LETTER DESCRIPTIONS
������� WELL-GRADED GRAVELS,GR,4VEL-
CLEAN ���� ��� G w SAND MfXTf1RES,O%TO 15%
GRAVEL GRAVELS `������ , F�NFs
AND O fl"p G� POORLY-GRADED GR4VEl.S,
GRAVELLY �ZrTTLE OR NO FlNESJ `�pO Q�OO G p GRAVEL-SAND MIXTL/RES,O%TO
SOILS °o 0 0°o O 15%FINES
COARSE GRAVELS WITH (�o ��p O SILTYGRAVELS,SILTYGRAVEL-
GRAlNED MORE TNAN 50% FINES 'G �p C�� GM SAND MIXTURES
SOIL OF COARSE � � ''
FRACTION �qppRECIABLE
4 SlEVE D ON NO. AMOUNT OF F/NESJ GC CLAYEY GRA VELS,CLAYEY GRA VEL- I
SAND MIXTURES
CLEAN SANDS WELL-GRADED SANDS,GRAVFLLY
� SA ND ........-.. S w SANDS,0%T0 15%FINES
...:.:....:
MORE THAN 50% AND
OF MATERlAL IS SANDY (LfTfLE OR NO FINES) POORLY-GRADED SANDS,
LARGER TNAN NO. i S'P GRAVELLY SAND,D'�TO 15% �
' Zoo sreve srzE i SOlLS
FINES
MORE THAN 50% SANDS WI TH SM SILTY SANDS,SlLTY SAND-GRA VEL
j OF COARSE FI NES MIXTURES
FRACTION
PASSING ON NO. �APPRECIABLE
4 S1EVE AMOUNT OF FINES) SC CLAYEY SANDS,CLAYEY SAND-
GRAVEL MIXTURES
i
I INORGANIC SILTS AND VERY FINE
� SANDS,ROCK FLOUR,SILTYOR I
ML CLAYEY FINE SANDS OR CLAYEY
I SILTS WfTH SLIGHT PLASTlCITY
FINE SILTS LIQUID UMIT lNORGANIC CLAYS OF LOW TO
GRAINED AND LESS THAN 50 CL cia s saNDYCLAYS,SILN Ly
SOIL CLAYS CLAYS,LEANCLAYS
OL ORGANIC SlLTS AND ORGANIC
------- SIL7Y CLA YS OF LOW PLASTICITY
-------�
MORE THAN 50% ' INORGANlC SILTS,MICACEOUS OR
OF MATERlAL fS � ' MH DIATOMACEOUS FINE SAND OR
SMALLER THAN NO. I
200 SIEVE SIZE � ' SILTY SOlLS i
SILTS lNORGANlC CLAYS OF HIGH
AND LfQU/D LIMIT CH �
I GREATER THAN 50 PLASTICITY
CLA YS
OH �RGANIC CLAYS OF MEDIUM TO
NIGH PLAST7CITY
• • � PEAT,HUMUS,SWAMP SOlLS W7TN
HIGNLYORGANIC SOILS :: ::: ::: : : PT HlGHORGANICCONTENTS
NOTE:DUAL SYMSOLS ARE USED TO INDfCATE BORDERLlNE SOfL CLASSIFICATIONS
Copyright� 2005 Kleinfelder, lnc., A!1 rights reserved.
Target Development Appendix `
� The Landing Soil Classification Legend
Renton, Washington , A— 1
KLEINFELDER Project 57450 February 2006 '
------ J '�----- -- -- - � �� �
TESTIrG PROGRAM
' LABORATORY FIELD L'.S.C.S.
'� I o � � *
w wELL/PIEZO W �e � F �� � e �;� w �,.��, w o SOIL DESCRIPTION
� COI�STRUCTION "a OG� ,��" -�' 7�y �; c v� L a a� Q �
i-� W 4z .a .� �r% F" r� 3 °u � �� z �+
'r�.7 ,''r.'E,w„ J p Cc � � � � Q ;n z � Z
� 3 �z F" � p"`,' x �"' � Su r face:asp ha ltic concrete pavement C
�� Q � °z �' xQ
L � c
0 �V
:�-
r" Asphaltic concrete pavement(6 inches � ;;
a-=
J 1�iI, �thick�----------------h �.
- 1Base course�ravel.__ _ ____ � a�
� _ SA�'vDY SII.T(�1I..):yellow-brown,moist, ��'
�� � 5 � 1 medium dense,fine-grained sand. �Q
- (FILL) p a
5 � 15 ' �;�
14 i a z
� oz
�.
� 1 � 2 -�rades to no sand. ___ ___� z?
10� 2 �L = ORGANIC SILT(OL):brown,wet, , �d
medium stiff. O a
�� � 4 — I ^�:�
� — O�
I — I W�
— �"
��
— � F�?
— W�
15 FZ
0 3 SD4 � SILTY SAND(SIv�:gray,wet,very loose, �
F;:,,
1 fine-grained sand. <Q
Au
� 1 MI. 'i SILT(ML):gray-brown,wet,very soft, C O
1 j � � q 'I with organics(plant fibers). o�,
20 � 1 I H H
¢H
, o pe
' w
i, P-S SAND WITH SII.T(SP-SM): red-brovvn, ��
� wet,medium dense,with organics(plant F�
y 10 � 5 and wood matter). F V
25 � a�
� 16 I' �'�
� zA
iPT PEAT(PT�:red-brown,wet,very soft. �z�
� — w�,
`"' `' :Z
! �
0 6 �, .��, c�',..
30 �'
1 ,,,, ,, ��„a
0 �''�
,��, QO
— ��
SM ' SILTY SAND(SM):gray,wet,medium ��
dense, fine-grained sand, 1-inch seam of �=
zs.3 zo 12 7 , sandy silt,trace organics(wood fibers). ,i p
m 35 12 , I �d '
N
N 1� �
wI PT f PEAT(PT):red-brown,wet,very soft. — '
� —
0
p Q 8 ��;� �� .
N �
� 4 �' '"'� �
� DATE DRILLED:6-9-OS SURFACE ELEVATION(feet):30.0 DRILLING 1�THOD:I�iud Rotary c�r�"., �,
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):99.0 DRILLER:Holt Drilling ¢
�
i REVIEWED BY:�Z.Byers DIAMETER OF BORI�IG(in)�3 inches CASING SIZE:N/A
�
� Lakeshore Landing Development Appendix
� Renton, Washington
1 ��KLEINFELDER
Z A �.la ��
� GEOTEC OILS AND MATERL�S�1'ES I�TG GINEERS gORING LOG �
N PROJECT NU�4BER: 57450 B-20 PAGE 1 of 3
TESTING PROGR?,_Vi '
LABOR�TORY FIELD� I U.S.C.S.
w wEr.i✓r�zo W �e � ' �� �, G ��' � �a w o SOIL DESCRIPTION
x C O n S T R L C T I O:� a '�, c GF:, � � z� � V �, ` � a� Q �
a � :.
F z a :� �� F a 3 � � z r
'� N ' �W � c, Q� x _ c � Q �z �' ' z
�F• .. .,
w a �
3 �, = z °'`" �
a Q oz H � a.N � o
�o � a ez ° �J
4 0. — �-
0 ML ' �� SILT WITH SAI��(MI.): graY,wet,very �a,,,c,
' soft,fine-grained sand. ��
, rQ
I 0 � 9
��
45 1 �'W
o � zw
SM '. SILTY SAND WITH ORGAIJICS(SM) o�
I gray and brown,wet,loose,fine-grained z C
1 10 � '� sand,with organics(plant matter and �-.E,.,
50� 5 roots). �a
� O
4 � ►a;�7 '
PT '` PEAT(P�:red-brown,wet,very soft. O� '
= w-'
�
�, . -�
1 `"�
i '�� 11 I � _'� �3
� W
55 5 ; ,,,;, ,, x z
4 � ~�
,, �.
SP � SAND(SP): gray with white,wet,medium a V ''
dense,fine-to medium-grained sand. Q a ,
17 12 C_ 'i
60 12 � ML 'r i SII,T(MI,): gray,wet,stiff,some organics '"F- '
11 � ;��ant matterl.————— — ———— v
d F-
SP ! SAND(SP): gray with white,wet,very O G,d__.
� dense,fine-grained sand. �,C7
� � =�
_ 26 13 F�;
65
31 Q?"
32 z�
A
� i � . OC
i �z
22 14 �' ! -grades to fine-to medium-grained sand. �O
70 27 I �c
23 � �O
a
i PT `; PEAT(PT): red-brown,wet, soft.-----I ��
,
0 15 •``, ,: �0
_ �
0 1 -, .��, x H
m 75 — H�
N
N Ji 'Z �1 f� �1
�
❑ f/ ���/
(7 -, � -
w � �\l� 1
K � �
� 1 16 '' ��''': - 1-inch seam of gray sand with some silt.
0
0
N
�l!� O
� � i _
� *SAMPLER e Cal.(3"OD) � SPT LZ"OD) � Core , Shelby � Grab � No �
� TYPE Split Spoon � Split Spoon Sample Tube Recovery
� 3001bs 1401bs
a **H.AMD�R WEIGHT �� ��
� (30 Drop) (30 Drop)
�
� Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �lb
NGEOTECHI�OILS_�1�IATERL�aI,S TES NG GINEERS gORING LOG �
� PROJECT 1��TMBER: 57450 B-20 PAGE 2 of 3
TESTIVG PROGRA:1i I i
L.ABORATORY FIELD ti.S.C.S.
. c o *
,^ V1'ELL/PIEZO s W� � � w �, � =� cc '_;� � o ' SOIL DESCRIPTION
-. CONSTRtiCTION = oGF;, � � zw w c ;; � � �-m �
� � Hz =' = �� �' A 3 � � Q� z �
� • �� � o Q� � a„ � ; a �=z � '' i
A Q O Z F j �-'N � aq�- '�' � O
3 �O < a '° �' ' x<
� ,� ,� z p i u
8 , a , _�
��
2 '.�II, �' SILT WIT'H SAND(ML): gray,wet,stiff � y,
to very stiff,fine-grained sand, 1-inch seam ��
of fine-grained sand. �Q
4 i 17 z`� I
85 I 7 O y
14 i z z
I O r'�i,,
SM SILTY SAND(SM)interbedded with v�
- i SILT WITH SAND(IvII,): gray,wet,very �Q
19 18 � dense or hard,fine-to coarse-grained sand, �,
90—I 31 , some organics(plant fibers). �C�
..
..
4Z =r�
C�
I •y.F-i
� �..
50/6" 19 -grades to fine-to medium-grained silty w 3
95 sand. �
�z
..
..
�.-
' QQ
- AU
_ ' QO�
99 Boring terminated at 99 feet below ground %F
„ surface.Groundwater level not identified
during drilling because of use of mud �Q
rotary drilling.Boring backfilled with �w
bentonite chips. �z
xQ
H—
F-c-�
C�
�
.a
zA
�z
:��
�z:�
=z
=o
�F
aQ
x�
�r
x
:�
�x
�'F
✓�O
g :F�
m -r C
N
N
F
C
�
�
W
�
O
O
O
N �
a �
C7
� *SA.��IPLER e Cal.(3"OD) � SPT�2"OD) � Core ' S6elby � Grab � No �
P TYPE Split Spoon �`• Split�poon Sample Tube Reco��ery
� **HAMMER V1'EIGHT 300 Ibs 140 Ibs
� (30 Drop) (30"Drop)
G Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER ..
Z A �lc
NGEOTECI�OILS AND 11ATERLA S1TESTING GInEERS gORING LOG �
� PROJECT NLJ1�iBER: 57450 B_20 PAGE 3 of 3
TESTI�IG PROGRA�4
L.�BORaTORY FIELD U.S.C.S.
..� ' �. �,
, , *
,^ ��'ELL/PIEZO � �,e H � �,� 4 � `� ; ;y � � SOIL DESCRIPTION
�.,-„ CONSTRUCTION -y�' oCF:, � � z� �j a •%• ` a '■=� C �
�- �, Hz a a �� F a 3 � � ¢� z �
��,, � ���„ � o Q� W �, o � Q ;�z � I z
A 3 �� a 0, °�,"o F �" `r Surface:asphaltic concrete pavement C
� ..� O
t� z w a
w,
0 .� Asphaltic concrete pavement(3 inches �;
biL ' Ithick�----- ----------� A�
���ase course,�ravel___________1 �"�
' SANDY SII.T(ML):gray-brown,wet, �"'
hard,fine-to coarse-grained sand,trace �'Q
10 1 fine-to coarse-grained gravel. O"
5 I 17 (FILL) H°
18 ---- - -- - Az
ML SILT(1�II.):brown,wet,medium stiff,with p'.�-a-,
organics(root fibers). U�
z , z ' zQ
�Q
10 Z �I� o�
� o�
W:
�=
4 '� 3 -grades to no visible organics. w 5
15 3 " I xz
H�
3 � i i H;
<�
I Q�
I C�
0 I� 4 I OL '= ORGA.'�IC SILT(OL): gray to z�'-
p � , = dark-brown,wet,very soft. �=
20 = <;
1 - Cu Q
SM �� SII,TY SAND(SM):gray,wet,medium ��;
I , dense, fine-grained sand,some organics. ��
6 ,� 5 ' F"'
, F�
25 `� � �¢
13 zz
PT PEAT(P'I):red-brown,wet,very soft, �z
' TESTI�TG PROGRAM
' L.4BORATORY FIELD U.S.C.S.
' ; *
,� wEt,Lrn�zo W w� H � �w � � �� x ww � � SOIL DESCRIPTION
� CONSTRUCTION '� xF:, � � zw � a v; � a ^�'
F w ��.,z a a �v� �~ a � � � �� , z � �
� F-� �Fw,,, U p Eo W y� C � Q vaz 'n z
- 3 ,'I", �7" �r
a Q �o � a az o � a o
' 4 °' �'�
i _ ��
1 1�II., '�� SILT(ML):gray,wet,very soft,trace A�
' i : fine-grained sand. �I s.,
z�'
' 0 9 ��
45 � 1 �w
_ 1 zw
o�
,- ! `��
' ' � SM SII,TY SAiv�(SM):gray,wet,very dense, z°"
19 10 fine-grained sand. �H
�0 30 ' �a
i � O
32 SP � SAN`D(SP): gray,wet,medium dense, w�
fine-to coarse-grained sand, some �'"
fine-grained gravel. W x
��
' 9 11 T ---- — -- — � F"�
PT �- �' PEAT(PT�:brown,wet,medium stiff,with w 3
55 � �, .�;, silt.
_ �z
0
7 I �1 l�1 [y�
' — CC
' '� ,'`, z o
''� C.a
4 12 z�
MI. r! SAlvDY SILT(ML): gray,wet,very stiff, � 0 x
60 12 SP ' fine- ained sand F"�"
�--�----=-----------� C:.•
18 ' SAND(SP): gray,wet,dense, fine-to U C
_ medium-grained sand. , O w
- ' � x�c
� 11 13
Hx
� H�
65- I 32 <�
J 30 a�
� za
0
PT ` PEAT(PT�: brown-red,wet,very soft, —1 W C
�
TESTING PROGRAM
LABORATORY FIELD I U.S.C.S.
� �
, *
� a'ELL/PIEZO w .�e � F L� �, £ �' W aW � � SOIL DESCRIPTION
� C0�ISTRUCTION � =F � � ��; w a !t„ L a � Q
F�y W r.��j ..7 .a ✓�'J. E" Q I'3 � �'+; '�"�� z ri
� F �� U p Q� � y� ,� � E v�� �
a 3 oz F 5 �N � °
�"� Q d e� � I�V
u , z p WJ
8 � �:�
� 1 ' i �'�
=
C-a
ML SANDY SILT(ML): gray,wet,hard, �v,
fine-grained sand,with organics(plant ;,Q
0 17 � fibers). z�'
85 1s I =c
�;�
� i2 � a�
z;�
i ' o;�
`.'�
, �a
31 18 -grades to interbeds of fine-to i ��
90 38 '� medium-grained sand. �d
�A
v
26 -:�
C�
1 � ��,
�I ��
26 19 -grades to fine-grained sand,trace , W 3
95 � or anics.
19 Boring terminated at 95 feet below ground H p
surface.Groundwater level not identified Q F.
during drilling because of use of mud o v
rotary drilling.Boring backfilled with z p
bentonite chips. �=
z:r
0=
-�;-
:..r-
<=.
OC
aw
c�
�z
_<
F�'
�L
a�-
Q
��
za
oz
�c
��
�o
�.�
aQ
}
x�
¢�
��
ax
��
�b
�
..
m �-¢
�
�
�
0
�
>
w
�
0
0
0
� �
; o
Q *SA�4PLER 8 Cal.(3"OD) � SPT(2"OD) � Core ' Shelby 71 G�b � ]�o x
N TYPE Split Spoon ',� Split Spoon Sample Tube jJ Recovery c
?~ 30016s 1401bs
**HAM1�R V!'EIGHT (30"Drop) (30"Drop)
¢ Lakeshore Landing Development Appendia
� Renton,Washington
a ��KLEINFELDER
� A �2c
Q GEOTECHl�'ICAL AND E�"IROr1�tEVTAL E11GInEERS �
� SOILS Al��MATERIALS TESTING BORING LOG
N PROJECT NU1�iBER: 57450 B-21 PAGE 3 of 3
TESTL'�1G PROGRA1i ' '
LABORATORY FIELDI ' U.S.C.S.
' _ .
w V1'ELL/PIEZO ? t�e F F �� � s '�� w a� � o SOIL DESCRIPTION
� COI�'STRCCTION =' zE,;, � � Zy ,j a ;ia ` ` �� Q �
'� ,.rxj E-�-IZ :� .a �� " 'a 3 °u � 6.�7 z i�
:�7 ' i.�r[.w.i V Q d�o � S� ''„`�a � a �z � �,z^,i
� 3 �0 �E"",. d e o x �" �" Surface:asphaltic concrete pavement F,
U � � ° Z p y'Q
y , � �C:
� ' Asphaltic concrete pavement(4 inches s'�
� �
J, GM � thick . a c.
° ��ase course gravel___________I Q�
a SILTY SANDY GRAVEL(GM): �r
SM i ' gray-brown,wet,dense,fine-to �.r�
I ' �coarse-grained sand,fine-to coarse-graine � O�
5 , g 1 �gravel. � =-:
� �F'II'L�-------� '�z
' 7 SII.TY SAND(SM):gray,wet,medium �f
g dense,fine-grained sand,trace organics U z
wood .
�G
_(FILL�-------- z¢
� GM{� � SILTY GRAVEL(GM):gray and brown, C7 Q
10 � 69.7 36 0 2 ✓ wet,very soft,fine-grained sand,some 0�
� 1 p� fine-grained graveL , -a s;
� 1 � I w�
1 �x
o F"'
W 5
15 2 3 � SM -grades to gray-brown silt,trace organics � Ex-�p
3 \L�oo�_-- ---- ----� Ci
4 SII,TY SAND(SIvn:gray,wet,loose, A�
� fine-grained sand. Q O
.a
� I z�
20 4 , 4 p-S � SAIvD WITH SII,T(SP-SIvn:gray with—� �H
white grains,wet,loose,fine-to �E""
5 OL I medium-grained sand,some coarse-grained �W
1 — �rav_ell trace o�anics(rootlets�._____� f z
� ' — ORGANIC SILT(OL): gray,wet,very ❑�
I � — soR. =x
25� = a�
� � 5 ------------------- ��
0 PT �' ' PEAT(Pl�: dark brown,wet,very soft. z�
3 ,��, �Q
I ;,�
�i '�l 1� rl�
— �' _ .a z
I SM ' � rSII.TY SAND(SM):gray,wet,very loose, a�
30— ' i fine- ained sand,lo encountered durin d Q
55.7 28 3 6 � sampging. g g �:p
1 i i �,�
1 � �w
- �x
N
� � PT ,, \,, PEAT(P'I): dark brown,wet,very soft. ��
m 35— 1 7 — ------------------- [-��C
a _ OL — ORGAI�IC SILT L��.�ray,wet,stiff. _�
0 12 SM SILTY SAND(SM):gray,wet,medium ,
� 18 dense,fine-grained sand.
w
�
0
0
N i �
� 4 c
a DATE DRILLED:6-7-OS SURFACE ELEVATION(feet):30.5 DRILLING METHOD:Mud Rotary a
� LOGGED BY:D.Divine TOTAL DEPTH(feet):90.0 DRILLER:Holt Drilling Q
�
a REVIEVI`ED BY:Ni.Byers DIA114ETER OF BORING(in)8 inches CASI�iG SIZE:N/A
r
�
QLakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �3a
F GEOTEC OILS A.�,�IATERIALS1TESTING GINEERS BORING LOG �
N PROJECT NUMBER: 57450 B-2,2, PAGE 1 of 3
TESTI2�G PROGRAM ' I
LABORATORY I FIELD U.S.C.S. ''
'� o o * ' I
� WELL/PIEZO � � � F ; � °� a: �W � � SOIL DESCRIPTION
CONSTRUCTION � �:; � � z� W V f � � �-�
F W �z .� � f�= �' a 3 � � Q� z � I
� F� �t� U c �� x a p e � �z v� z �
A 3 O Z : =" o.c.i � � o � p II
.,
�.C �' a e= F� F'
J „�j � Z, (� �Q
4 � v
8 ML SAI��Y SILT(�II,):gray,wet,medium ��"
i 4 '' stiff,fine-grained sand. 'a c`�,
�� �I
�i 4 ��
�Q �
I z� I'
cA
45 �w
' 1 9 P-S SAND WITH SILT(SP-SM): gray with z z
white grains,wet,medium dense,fine-to C�
10 medium-grained sand. `'a �,
� �L = ORGANIC SILT(OL):gray,wet,medium z°"
� = stif£ �;Q '
50 - 7 � 10 — ---- - ----- - %Q I
_ SP SAND(SP): gray with white grains,wet, =�:
1 _ 5 ML ', �loose,fine-to medium-grained sand,some� C�
4 � �silt------------------� •-F-
j � SILT(ML):gray,wet,some fine-grained ��
1 ; sand,with organics(wood and plant)_ _ =3 �
55-j PT , �, PEAT(PT): dark brown grading to ligh :'z
z�z.9 1 11 — brown wet soft. `0
- �--1-------------- I
3 ML. SANDY SILT(ML.):gray,wet,stiff, Q Q
- � ; fine-grained sand,trace laminations of z 0 I
_ GM�,c fine-grained sand. ---- -- Q� ,
SILI'Y GRAVEL(GM): brown,wet, z v;
medium dense, coarse-grained gravel, c F
60-, 16 12 some fine-to medium-�rained sand._ _ Q F
20 SP SAND WITH GRAVEL(SP):gray with .:Q
_ GM o �White grains,wet, dense, fine-to „��w
16 � �medium-grained sand,fine-to � :i:z
- � ►coarse grained�avel._________� :�
_ o SILTY GRAVEL WITH SAND(Glvn: �v '
brown,vvet,medium dense,fine-grained Q>•
65-', 16 13 gravel,coarse-grained sand. ��
15 � ° C A
9 �d
o �z
�o
70 6 14 PT = �' PEAT(P1�: dark brown grading to light Q p
�, .��, b r o w n,w e t,v e ry s ti ff,s o m e c o a r s e-g r a i n e d �a
11 ,,, , gravel. �W
— ��
�, ��i, �F.
— �O
m 75 GM o�a SILTY GRAVEL WITH SAND(Glvn �Q
N za.9 15 15 P,I, -{`gray-brown,wet,medium dense,fine-to �
0 9 '� ��'� Icoarse�rained gravel._______ �
� g ,��, ,: PEAT(PT�: dark brown,wet,very stiff
w —
o '� ` �
o SM SILTY SAND(SM): gray,wet,very dense,
� g fine-to medium- ained sand trace �
a *SAMPLER 8 Cal.(3"OD) � SPT(2"OD) � Core , Shelby � Grab � No �
TI'PE SpGt Spoon �' Split Spoon Sample Tube Recovery
� **HAMMER WEIGHT 300 Ibs 140 lbs
(30"Drop) (30"Drop)
G Lakeshore Landing Development Appendix
a Renton,Washington
a ��KLEINFELDER
� A �3b
Q GEOTEC OILS AND MATERIALS TESTII�G GI1��EERS gORING LOG p
� PROJECT NU�4BER: 57450 B_22 PAGE 2 of 3
TESTII�G PROGR,��i
LABORATORI' FIELD U.S.C.S. '
' o e � ���� �
d R'ELL/PIEZO � e F F w � °� a Wa :� o SOIL DESCRIPTION
.""'., w e 'v"� ✓� a �o �+ W' 0"'�.Cw1. �'
CO'�'STRUCTION ^' �`�' � � Z;� ;� a ;? � •=
F � �z :� a �� - a 3 = � d� z �
w � �F � o Q� w ;, � ; < :�z � z
A 3 �o a a eo F �`- r� °
v '' .� z c ��
4 ;s,.,
g 16 � fine-grained gravel. i�
aa
30 y,�
33 �;�;
SP SAND WITH GRAVEL(SP): gray,wet, �"Q
, zs
fine-to coarse-grained sand,fine-to O—
gs 37 17 coarse-grained gravel, some silt. �F
A
J , 37 � p�
_ ' 40 I , U w
.a
.:o.
32 18 Z�
90 � Boring terminated at 90 feet below ground C A
35 surface.Groundwater level not identified "W
during drilling because of use of mud O�
rotary drilling.Boring backfilled with w-
bentonite chips. ��
H�
xz
Ho
F"F
Q�
�U
a°
c~
x
�r
�Q
o._,
a�;
Ha
H�
Q��
zA
�z
s�
��
;z
:.o
<Q
a`-'
�c
a
x
w
sH
JO
� �C
m
..,
"
c
�
>
w
� I
0
h �
L O
� *SA111PLER B Cal.(3"OD) �, SPT`2"OD) � Core ' Shelby � Grab � 'v0 �
N TYPE Split Spoon Split 5poon Sample Tube Recovery
� **HA'4�11�R WEIGHT 300 Ibs 140 Ibs
� (30"Drop) (30"Drop)
�
� Lakeshore Landing Development Appendix '
a Renton,Washington
i ��KLEINFELDER
� A �3c
� GEOTEC OILS A.�D MAT•vERRIA SiTEST TG GIiVEERS BORING LOG p
� PROJECT:�IL;�fBER: 57450 B-22 PAGE 3 of 3
' TESTII�G PROGRAIbi U.S.C.S.
LABORATORY FIELD
,� R'ELL/PIEZO W , �,e � � w �, e °� � �,.�� w o ' SOIL DESCRIPTION
x CONSTRUCTION '-� xr:, � � �� W a � ` a '■� � � ,
`" w �z = :� �� �' a '� � � a� z :�
� c � ;� � c �o W ;, Q , Q� �=z `� : z
� 3 �v ;,; d ;o � x`'' v'', Surface:asphaltic concrete pavement �
L � "'a z C � �U
�. I ;�.,
� i , Asphaltic concrete pavement(4 inches � ��
- _ � GM ,�'��\thick�----- ----------�� a.a
; a _
� ° ', r� ase course avel. 1 �'
' �-----�'------------- a�
p� SII.TY SA.'�TDY GR.4VEL(GM): ��'
� � gray-brown,wet,dense,fine-to � ��
coarse-grained sand,fine-to coarse-grainec� ^A
5 3 1 �gravel. � -w
F
4 ' �------- �FIL�-------� A z
�; 3 i SANDY SILT(MI.): gray,wet,medium ��
stiff,fine-grained sand. , ::�
', , (FIL.L) ' �;a
' za
_ ::F
10 P-S SAND WITH SILT(SP-S�:gray with Q
5 , 2 `�A
, `x, white grains,wet,medium dense,fine-to �
', 7 � ' medium-grained sand,trace fine-grained 'I �
� gravel. I ��
�II-�) �� ��
MI. SILT(ML):gray,wet,very soft,with :�3
15 ss.o 0 3 �z
, organics(wood and plant). ;.,,,,,
2 =
Q F-
2 Ca C�i
z�
I d�
� , zr
I� 5 ;� 4 bII. SANDY SILT(I�II.,):gray,wet,very stiff, �-'
20 � �-
!I ll ' p_g fine-grained sand,with organics(plant Q='
I lmateri�_ ___ j O.,a�
10 I SAND WITH SILT{SP-SM):gray with .�'a,z
white grains,wet,medium dense.
--�------------------ x�
, PT ; � pEAT(PT�: dark brown,wet,medium stiff. �,�
25 44.2 28 7 5 — _ _ <>"
I SP SAND(SP):gray with white grains,wet, �Q
9 medium dense,fine-to medium-grained z a
9 sand,some silt. �z
�Q
� ��n
.�z
J------------------- ao
6 6 SM SILTY SAI�iD(SM): gray with white ��
30 � grains,wet,very loose,fine-to y,�
' 2 medium-grained sand,some organics a p
i 1 (wood fragments). �-a
�w
� �x
'_ PT PEAT(P'1�: dark brown,wet,soft �p
0 35 2sx.s � 3 7 — ------ -- Fx-d
_ N i OL = ORGA1vIC SII.T(OL):gray,wet,soft.
N 1
r -
0 3 —
c� —
> —
w —
� —
o S� � SILTY SAIvD (SM):gray,wet,medium
� 4 dense fine-to medium- rained sand. p
� DATE DRILLED:6-9-0� SITRFACE ELEVATION(feet):30.0 DRILLING D'IETHOD:A1ud Rotary �
Q :,,
� LOGGED BY:D.Divine TOTAL DEPTH(feet):95.0 DRILLER:I3olt Drilling d
�
� REVIEV4`ED BY:M.Byers DIA117ETER OF BORING(in)�inches CASING SIZE:\'/A
�
aLakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �4a
Q GEOTEC OIL AND:�4.A ERIALS T STII�'G GINEERS BORING LOG �
� PROJECT NiJMBER: 57450 B-2,3 PAGE 1 of 3
TESTIVG PROGR.�i1�f U.S.C.S. �
L._ABORATORY' FIELD
..� {
,� wELLrn�zo ? e � H �� � e �� w a� � p �' SOIL DESCRIPTION
� COI�STRCCTION Z �� � � �� � a v, L a� a Q �
H ;� F"z a `a ��' �- A 3 °u � �� z ''"
� :, �w � o Qo x ;� o � d �� � z
a � oz H � �N � �', � o
3 �o Q a ;� � �
U ,� ,� z p x¢
°' w=
4 8 ��, 'i ' SII.T(ML): gray,wet,medium stiff,with �'_'
1 ', organics(plant and wood),trace Q y
1 ; fine-grained sand. �"�
,i , �Q
� ' z�
� �, �G
45 1 `X 9 -�
� ' �„
a
4 i zi
4 ' u�
.c�
C7 a
ZQ
�F
Q
50 i 0 10 PT _ ,, pEAT(PT�:dark brown,wet,medium stiff C�
�� � �, ,��, to stiff,fine plant material. '�'=
w�
� 9 ," ' �F=
— �
i �, ,��, �'_
. F
' SM � SILTY SAND(SM): gray,w�et,medium :��
�5 '�, 6 t; 11 dense, fine-to medium-grained sand,some ;�
�, 8 organics(wood and plant). � =
g -------- QQ
�, GP SAI��DY GRAVEL(GP):gray,wet,very z X
, ' °�� dense,fine-to coarse-grained gravel,fine- Q_
' ', �� to coarse-grained sand,some silt. ��
60 , 13 � iZ a "
' 35 �,`� °� Q�
o � UQ
� 43 �o O.
I i � �z
' o C xQ
Q ��
I 13 �, � 13 SP � SAND(SP):gray,wet,medium dense, ��,
65 � medium-to coarse-grained sand,trace y,¢
12 fine-grained gravel. z�
lo �z
�Q
i ------ -- �✓=
13 14 SM SILTY SAND(SM):gray,wet,medium �v
� dense,fine-to medium-grained sand. �
70 9 c�
�v
8 ', � c o
PT PEAT(P"1�: dark brown,wet,stiff ��
TESTLI'G PROGR�L44
al
LABORATORY FIELD U.S.C.S.
w � o o ��� � t
w «'ELL/PIEZO W ' Le � � v� F E '°� a r�a :� � SOIL DE5CR�TION
x CONSTRUCTIOn -� a�, � � z� W v ;, ` a �.� Q �
a W ', Frz .a a s�' `' Q 3 � �i a� � . :
w d ��" � ° �N a `' � � � Uz o
A C Z H S ,,,w^'„ �' ,,,,,,
3 �o Q a e o �,
� ,� � z o x�
8 4 ���
� ' -grades to silt,uace organics. '_�
7 ' ' =.�,,,a,
i ; ��
I SM � � I,SILTY SAIvD(S?v1):gray,wet,very dense, �"'
17 1 7 i fine-to medium-g rained sand,interbeds of z�
85 coarse-gramed sand and gray silt. , F W
27 "
35 �' � �z
,.w
..U,
� U G�
C4
C:r 0.a
32 • 18 -grades to trace fine-grained gravel. ' z FC.,
C7
90 37 �A
43 �
�:Gzj
Gz
O�
k;F
x
1 24 �,,�; 19 I r�3
�
95 26 Boring terminated at 95 feet below ground F p
surface.Groundwater level not identified Q;C
during drilling because of use of mud �`;
rotary drilling.Boring backfilled with z O
bentonite chips. 4^�
o�
F F'
Q F,
�%C
..
�;�
�z
x�
�
FU
<��-
`zA
�z
sc
�z
a�
>"U
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a,�
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o ��.
m ��
N
N
H
❑
�
1
W
�
O
O
O
N
�
a
c7 N
� *SAMPLER 8 Cal.(3"OD) � SPT(2"OD) a Core ' Shelby � Grab � �T° �"
N TYPE Split Spoon Split 5poon Sample Tube Recovery �
� **HA'.�IMER WEIGHT 300 Ibs 140 16s
j (30"Drop) (30"Drop)
° Lakeshore Landing Development
� Renton,Washington Appendix
a
z KLEINFELDER A 34c
NGEOTEC OILS AND 1IA ET RI�A�S�T ST nG GI�TEERS BORING LOG �
N PROJECT NtiMBER: 57450 B-23 PAGE 3 of 3
TESTIl�G PROGRAM U.S.C.S. '
LABORATORY FIELD �
.: �
� «�LLrn�zo W o F F �� � s �� W ;W � o ' SOIL DESCRIPTION
� CONSTRCCTION � ��, � � z� � ? s � c. �� a �
�" w Hz =' = ��' � a 3 � � a� z ''
W F" �FW-� U A d� � s� C'. � Q �z � �
A 3 �O Q �, �o � 5`'' � Surface:asphaltic concrete pavement =
v , J z p �¢
0 0. ;��.
� , Asphaltic concrete pavement(3 inches
i SM —' \thick�----- ----------� a''
��ase course gravel___________I �"�
SILTY SAND(SM): gray-brown,moist, �
dense,fine-to coazse-grained sand,some �Q
10 1 fine- and coarse-grained gravel. O a
5 lg , (FR,L� ";�
15 I a z
� SM SII.T1'SAND(SM): gray with white p f
' ; grains,wet,loose,fine-grained sand, v N
interbeds of fine to medium-grained sand �;�
q Z with silt. �Q
:�¢
10 2 �a
2 -a;�j
' ��
�`'
� �x
45.5 a� ' 6 3 S'_K i -grades to lenses of organics(fibrous plant �3
3 i! matter and wood fibers). x�
15 �
Z � - .,,
MI. SILT(ML):gay with brown organics,wet, �Q
very soft,with lenses of organics(plant and �C
' � 4 wood matter). z�
� O;.
0 '"�"
20 � ��
t�
i 1 , oc
�I S�s SILTY SAND(SM): gray,wet,loose,fne- -�L
�, to medium-grained sand,lenses of organics �z
'�� 4 � 5 � (wood fibers). � �x
U
25 6 � _�? C�
�
3 ML SILT(MI.):gray,wet, soft,interbedded I a
fibrous peat. , p a
z
�c
�z
1 II 6 �o
30 2 S�I SILTY SAND(SM):gray,wet,loose, fine� Q F"
6 � to medium-grained sand. ,i �O
aa
; I PT I` PEAT(P'I):red-brown,wet, stiff. ' �W
, _ �w
�� � �Fr
3 7 _ �.p
.,
m 35 I 5 �, ,��, �-¢
N I � �\ii �
N
❑ )/ ��
" ' ML SILT WITH SAND(MI,):gray,wet,very
� ' soft,fine-grained sand.
� � 8
� I i
N �
� 4 � N
� DATE DRILLED:6-6-OS SLI2FACE ELEVATION(feet):30.5 DRILLING 1�fETHOD:I�iud Rotary
< o;
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):65.0 DRILLER:Holt Drilling C
�
a REVIE�VED BY:M.Byers DIAMETER OF BORING(in)8 inches CASIt�"G SIZE:N/A
r
�
QLakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
� A �Sa
NGEOTEC OILS�TD MATERIA S�TES ING GINEERS BORING LOG p
N PROJECT NUMBER: 57450
B_24 PAGE 1 of 2
TESTLVG PROGRAM
L_ABORATORY FIELD L.S.C.S.
.a „ .
,a WELL/PIEZO ? i �a F ° �� U � �' � �i w � SOIL DESCRIPTION
CONSTRT;CTION ^'� � R4" � g ZW �; a v� � -� " � �
� w 'I F�-�W a :a �i c p�C � 3 � � d� z � '
F, iv� U a �o Ce Q v�z Z
qQ 0 z H = a.N � '' ,.�, � o
3 �o � � e v x °' F
c� ,� �, z � x<
� �:�
4 i'"
I i =�
� � O►a
1 � �„�
-, ��
�
, fC
0 9 -grades to trace sand,some organics ��
45 i 0 (wood and plant fibers). ' :A
� o =z
1 ��
� — -------- --- v�
i 0 10 PT ,, ,,,, PEAT(PT): red-brown,wet,very soft, z�
- — interbedded lays of gray silt. -�
50- � — ��
„
_ � '� —
�
,
=�:
�.
.�', -----� .,�
P-S SAND WITH SILT(SP-SIvn: gray with �H
� some white grains,wet,very dense, ��
Z7 11 fine-grained sand. �3
55 37 ; =z
��
29 a F
Q
a;.;
z^
Q�
36 � 12 P-S GRAVELLY SAND WITH SILT z J
60 38 ��' (SP-Sl�:gray,wet,very dense,fine-to ��
coarse-grained sand,fine-and d=
36 coarse-grained gravel. ��
.a-
�z
�a
� 23 13 -grades to dense. �",-x�
� F,
65 d�
Boring terminated at 63.5 feet below ��
14 ground surface. Groundwater level not z a
identified during drilling because of use of 0 z
mud rotary drilling.Boring backfilled with ��
bentonite chips. a O
�Q
�"U
ao
�''
Ew
�'F
�O
.r
� �2 E�
m F-C
N
N
�
�
�
�
W
�
O
O
O
N �
a
� N
� *SAI�IPLER e Cal.(3"OD) �� SPT(2"OD) � Core ' Shelby � '� \'o ^,
� TYPE Split Spoon �� Split Spoon Sample Tube Grab 'a, Recovery Q
?~ ** 3001bs 1401bs
HAMD'IER�VEIGHT (30"Drop) (30"Drop)
QLakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
� A �Sb
� GEOTEC OIL AIVD ZATERI�LSiTES�G GINEERS BORING LOG p
� PROJECT NU1�tBER: 57450 B_24 PAGE 2 of 2
TESTING PROGRA.'14
L.ABORATORY FIELD U.S.C.S.
, o .
w WELL/PIEZO y e F F W � � �� a �"� w c SOIL DESCRIPTION
r�, .. C�> a �o � �; �� �
� CONSTRUCTION ^� G�H � � �W -i"'j a ;?� ` 0. C �
� ,,��, Fz .� 3 �� � a 3 � � �� z r
.'�r7 �F U ^ �o '.xr.7 � � � Q �z � Z ,
� 3 �0 F" � n'\"= x �a1`'' 'f Surface:asphaltic concrete pavement F—�,
� � � 0 �
U Z �y
� �
; Asphaltic concrete pavement(3 inches �=
� ML , thick . '�o.
� I ��ase course gravel_ __J �"�
��, SAIv�Y SILT WIT'H GRAVEL(ML): ��
I gray-brown,wet,very stiff, fine-to �'Q
� 1 ; coarse-grained sand,fine-to coarse-grained O a
5 15 i gravel. —�,:.
14 ' (FILL) a z
z�
O;r
PT ;, PEAT(PT�: dark brown,wet,medium stiff, "�
— some organic silt. c%=
132.9 2 2 �"� �' z Q
10 2 '' '��' �a
3 ,,, o
�
,� �; w�
� SM SILT'Y SAND(SM):gray,wet,loose,fine- ��
to medium-grained sand. �x
� 32.6 17 8 3 F��
15 4 � ro
3 , ��
ML I SILT(MI.,):graY,wet,very soft, ---- q u
� ! interbedded 2-inch layer of peat z O
�� I e n c o u n t e r e d i n s a m p l e 4. Q"a
� 70.0 29 40 0 4 I '
� � O�
20 � li ----I �-�
�
Q� I
1 P'r , �,�i PEAT(PT�: olive,wet,very soft,some O w ,
— organic silt. ', �,z
; ,�;, = ��
168.6 0 5 � '� �"� .U
25 0 ,��, .� a�
1 �, .��,I' � ��
�
'�———————————————————— �G
SP-S i SAND WITH SILT(SP-Sl�: gray with �z
some white,wet,loose,fine-to �Q
Imedium-grained sand,2-inch thick a^
9 5 6 � interbeds of peat. �:
30 4 Q Q
1 �'''
I �O
.a
OL �_ ORGANIC SILT(OL):gray,wet,very �,.,��
, = soft,interbeds of brown peat. ��
0 7 — �,�
.a
0 35_ — x�
N I 1 — E�d
� � 1 —
W 1 PT ,�, PEAT(PT�:red-brown,wet,very soft.
� � —
g1 g ,,�, .
N � �
4 .i ,, ,,,,
� o
Q DATE DRILLED:6-8-OS SURFACE ELEVATION(feet):30.5 DRILLING METHOD:Mud Rotary �
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):65.0 DRILLER:Hoit Drilling d
�
a REVIEVVED BY:M.Byers DIAMETER OF BORING(in)8 inches CASING SIZE:N/A
�
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER A �6a
Q GEOTECHl�'ICAI,AND En'VIRON11�nTAL ENGII�'EERS �
N SOILS Al��'�i.ATERIALS TESTING BORING LOG
� PROJECT NiJMBER: 57450 B-2rj PAGE 1 of2
TESTLVG PROGRAM U.S.C.S.
L..ABORATORY FIELD
�
,� w�i,r,��zo W e H F �� � a �� w aw � o SOIL DESCRIPTION
� CONSTRUCTION a �E,;, � � �W � a v.� L a °"� II d ��..
F� W F,Z :a .a �� '" a 3 'u � �� � z �
'.�'z' �F U A �o o x y� C e Q r�z �i I rn Z
F
0 3 oz F 5 �.N � �.', :� a
�o Q a e o x
�-
u a ,, z o .,���
4 _ ��
.,
1 �, ,�-, '��
— ��
i ML SANDY SILT(1�II.,):graY,wet,stiff �v,
fine-grained sand, some organics. :�Q
4 9 z,"r'..
45 4 ^A
,w
7 zz
,.w
v�/j
V W
———————————————————— '.a
ML ' SILT(IVII.):brown,wet,soft. z°i
'� 1 10 Q
'=F
50 i, 3 SP � SAND(SP): gray with some white,wet, ^q
I 12 medium dense,fine-to medium-grained "
sand. �.�
i i vF
�x
H
22 11 -grades to very dense. �3
55 25 i =O
' 28 � .�
QQ
� OU
I QO
Z4 i, 12 ^�
25 I� �^
60 " �'
i2� ! �' �¢
�w
�,U
_z
� wd
13 � 13 -;�_grades to some or�anics�wood fibers�_ """
� �II' �'T ! SAI`'DY SILT(ML):gray-brown,wet, ¢�-
65 7 `tiff�fine-�rained sand._________/ ��
Bonng termmated at 65 feet below ground z
surface.Groundwater level not identified 0 z
during drilling because of use of mud �Q
rotary drilling.Boring backfilled witt� .a z
bentonite chips. ,'",�
dQ
�...
xz
�'
N
��
'+',�i
Va;.�
�Q
.r
�
� F Q
��
ti
�
U
>
y
Y
�
0
0
N �
� �
� *SAMPLER B Cal.(3"OD) � SPT(2"OD) � Core ' Shelby � Grab � No a
� TYPE Split Spoon Split Spoon Sample Tube Recovery �
� **HA1Vi.l'IER WEIGHT 300 Ibs 140 Ibs
�
(30 Drop} (30"Drop)
� Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �6b
Q GEOTEC SOILS.A.�TDMATERIALSIT S ING GI1��ERS gORING LOG � ,
N PROJECT NLniBER: 574�0 B_25 PAGE 2 of2 '
TESTING PROGRAD4 U.S.C.S.
LABORATORY � FIELD
r�-� e o \ * �
� �'VELL/PIEZO ��,, � � : �r� � � °� a W a w o SOIL DESCRIPTION
r� u � �
� CONSTRUCTION a cxF:, � � Zr.�-.,� W c � L a a� Q �
F W �,z `' _ ��' �" A 3 � � c� z �
A Q Oz F a a�•N �' a" O ' � �z I � O
3 �O C � e o F �v Surface:asphaltic concrete pavement .
u ,� ,� z o a 4
w�
� Asphaltic concrete pavement(3 inches � �;
; ML � lthick�----- ----------� a�"
, ��ase course gravel____ 1 �"�
' SANDY SILT(iv1I,): gray and brown,wet, ��'
' dense,fine-grained sand. �Q
14 � 1 (FILL) O�
5 16 �a
��
15 ! Q z
�, � —— — �z
, OL — � ORGAIVZC SILT(OL):black,wet, soft.
— -� ca=.
691 1 2 — z 4
ML SILT(ML):gray,wet,soft,with organics t7 Q
10— 2 � (small root matter). 0�
1 I y — — --------- -- p�
! ' SP SAND(SP): gray with some white grains, ;�F-
! � wet,medium dense,fine-to �=
i ��
4 3 medium-grained sand, some silt. ��
15
8 � =z
�..
�
5 i -.,
Q
' MH SILT WITH SAND(MI-�:gray,wet,very a v
�; soft,fine-grained sand, 6-inch peat layer z�
' encountered in sample 4. Q'-
119.2 40 54 0 ,�.,� 4 O�
20 1 :-"�"
1 ' ,',�j F
--- — � -L'
PT PEAT(P1�:red-brown,wet,medium stiff. �z
= -•4
.,r,
5�s� �,,, �
.�C.
2rJ �. ,��, d�
— Q
173.3 2 j �"� �' ��
5 �'' `''� O A
3 �,�� -- — ;_¢
P-S1�Y SAND WITH SILT(SP-SM):gray with , ;z
12 6 white grains,wet,medium dense,fine-to ' a„�
30 14 � medium-grained sand. Q F'
Q
12 x p
OL = ORGANIC SILT(OL): brown,wet,very ��
= soft. ��
0 7 = ;,,�
— �
� 35 1 = x F
N ' ¢
� 1
� —
o —
c7 —
� PT ,-� PEAT(P�: red-brown,wet,very soft,
o p g � = mterbeds of organic silt.
N \l!� �1
'a
4 � c
� N
� DATE DRILLED:6-6-OS SL�RFACE ELEVATION(feet):31.0 DRILLIfiG 1�LETHOD:Mud Rotary a,
� LOGGED BY:I.LaVielle T�TAL DEPTH(feet):85.0 DRILLER:Holt Drilling d
�
� REVIEWED BY:M.Byers DIA1�iETER OF BORING(in)8 inches CASING SI"LE:N/A
�
� Lakeshore Landing Development
� Renton,Washington Appendix
a ��KLEINFELDER
Q GEOTECI-INICAL Al�'D ENVIRO:�t1biENTAL ENGINEERS A �7a �
N SOILS A.\'D MATERIALS TESTInG BORING LOG �
� PROJECT NiJAfBER: 574�0 B_26 PAGE 1 of 3
TESTI�'G PROGRrLV1 U.S.C.S.
LABOR�TORY FIELD
.a o � ,
sl ' o v * .0 * �
,: WELL/PIEZO � �e H : `� � £ ��� W a.,�� , � o� SOIL DESCRIPTION
.- CONSTRUCTI0�1 , a�, � � �� W = '�, ` a wz� Q
� ,.�� F W a .� v`� �" Q i 3 � � �= z :�
� C C z F � c�.N w c" �V �, �^z `a .z^.
3 �� � � °° � xa
� ,� _ z p I
` 'a'�
4 � � — =�
, 1 !' \,,,,; °c.
- � ��� ------------------- Q�
SM ,
SILTY SAND(Slvn:gray,wet,medium :r.
- � dense,fine-grained sand,5-inch layer silt. �4
12 9 z r
45— s °�
_ Ip I �z
i z�a
o,;
��
.x
c:=
xio -------------------- z<
ML SILT(IVII,):gray,wet,medium stiff,with �+�
50� 3 organics(plant and wood fibers). p a
4 -�w
i w
O�
i �H
�x
0 11 -grades to very soft. ____ F-F
w5
5$ 0 PT �—'� � PEAT(P'I):red-brown,wet,very soft. 2 z
1 ,_,, `C
! ,��, �i Q Q
— OU
�, .<<, Z O
,' , — �""—
4 � 12 _, ` zr
SP-SM SA\'D WITH SILT(SP-SM):gray,wet, �_
60 31 i � very dense,fine-grained sand, some fine- `"""
', 36 � and coarse-grained gravel. ��
�:�
� ' --�t.:
_ ��
_ 0/5.5 13 F"V
F-
65� - ��
�
zA
cz
sd
�f
=z
19 14 r � :,p
I y_
�p 10 OL — ^ ORGATTIC SILT(OL):gray-brown,wet, Q"'
/ Q
8 PT '= � �stiff.------------.-----� �O
TESTIl�G PROGRAM
LABORATORY FIELD I � U.S.C.S.
� � �
,a VVELL/PIEZO ; ,_,e � � �:� F E �� x Wx w o SOIL DESCRIPTION
� �
x CONSTRUCTIOI� N �?:` � � z� � c � ` a ar+ I Q
� � Fz 3 � �:� �' a 3 � � �� z � �
a Q �z = A �N � '" ° ' � �z � �' o
3 �o � o� e o F �'v i
H
;,, y j Z p � OG 4
wu
8 w�
��
_ g ; , q�
�' SM ' SILTY SAND(SM):gray,wet,very dense, ��
� � fine-grained sand. v,d
34 •� 17 � I I 0"^`�,
�a
gs Boring terminated at 83.5 feet below A H
21 ground surface.Groundwater level not z;z
identified during drilling because of use of �:"
mud rotary drilling.Boring backfilled with ��
bentonite chips. z�
��
OA
.a;.�
w
O..
W E"
�x
�r
w3
Fz
0
, F E,
�C
EO
O""
x
FH
QF
OC
.a W
��
�
x
F
�U
a��
�z
s�
��
�z
�.o
zV
Q�:
��
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✓�C
�
o �+"
m �Q
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N
H
❑
�
�
W
�
O
O
O
N �
� y
� *SA.�ZPLER 8 CaL(3"OD) � SPT(2"OD) � Core ' Shelby � � vo �
� TYPE Split Spoon Split 5poon Sample Tube Grab Recovery c
~ ** 3001bs 1401bs
j HA��1�R WEIGHT (30"Drop) (30"Drop)
� Lakeshore Landing Development
� Appendix
� Renton,Washington
a ��KLEINFELDER
� A �7c
� GEOTECI-�OILS�MATERIr1 S�TEST�G GI:VEERS gORING LOG x
� PROJECT NiJ1�iBER: 57450 B-2,( PAGE 3 of 3
TESTI�TG PROGRA.11
L.ABORATORY FIELD U.S.C.S.
� o \ *
w R'ELL/PIEZO ? , �,e � � �� � � �� w a; � � SOIL DESCRIPTION
x corsTRucTior -� , a�, � � zw � a s � a w� � �
F � ' F Z .�7 .�.7 ri� ~ � 3 -.'r � �� z y+
W =. ;r,F J o Co � y� C � Q �,z `� z
a 3 �� a � e o � x`'' 'n Surface:asphaltic concrete pavement .`�-�
v � � � � �v
O a
;s„;�
, Asphaltic concrete pavement(3 inches y=
- GM lthick�----- ----------� a'"
' ^ l�ase course gravel___________I �"�
SILTY SANDY GRAVEL(GM): �'"
gray-brown,wet,medium dense,fine-to �'Q
13 X 1 � coarse-grained sand,fine-to coarse-grained o"�"
5 14 gravel. �-;�
12 0 ��L� z z
w
ML SANDY SILT(MI,):gray and brow�n,wet, ��
soft,fine-grained sand. �=�
2 2 <
I � �C
1� 2 �Ca
2 I -=�;
SM ' SII,TY SAI��(SM): gray,wet,loose,fine- o=
I, � to medium-grained sand. i;,,
L;"
325 1s 4 �, 3 I -
15 3 `�
� �r
; -� c
2 F_
i PT PEAT(PT�: brown-red,wet,very soft. i A y
l� �1/�
— zo
Q_
ias.o o z J
� 4 , �,, r+^
1 �-
20 1 � �I I 1 �i.n
� �.
� 1 '� ,,,'' --- ---- �¢
I SM �SILTY SAND(SM):gray,wet,loose, �7
� ' fine-graine d san d,inter be d de d 1-inc h �Q
_'' 7 5 � layers of organics(wood fibers)and �
25- q I brown-gray silt with sand. <:�
'I 3 ^<
, � ------ "'a�
z
P-S SAND WITH SILT(SP-SM): gray,wet, 0 z
� dense,fine-to medium-grained sand,some ,s�
lenses of or anics wood fiber . a z
� 9 6 g � � z.0
F,;..
30 � I 1g <<
��
17 ML SILT(ML): gray,wet,soft,with organics Q�
(wood fibers). ��
�x
1 � UO
� 35 3 PT = `� PEAT(PT�: brown-red,wet,medium stiff. i �,4
N �, ,��, i
a 3 � —
o I ,�,, ,,
c�
> �, ,��, '
w
� —
o Z g � �"� �`
0
� 4 � -� ------------------- O
� DATE DRILLED:6-7-OS SURFACE ELEVATIO�t(feet):31.5 DRILLI\G J�THOD:Mud Rotary �x.,
� LOGGED BY:I.LaVielle TOT.AL DEPTH(feet):79.0 DRILLER:Holt Drilling C
�
� REVIEWED BY:�1.Byers DIAMETER OF BORING(in)�inches CASING SIZE:N/A
�
° Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
_- A �8a
� GEOTEC OIL AND LATERIALS TESTI.VG GINEERS BORING LOG °Q
ry PROJECTnU�tBER: 57450 B-2�] PAGE 1 of3
TESTLVG PROGRAM
LABORATORY FIELD ti.S.C.S.
a �
� VVELL/PIEZO � : F � � U �� x �� � o 'i SOIL DESCRIPTION
� CONSTRUCTIO'.v -a ��„' � � zc,�:� �`�,<, a v ` � �� � � '
� w =,? .� - s'� �' = 3 � � �� z �;
G C O Z ", �N � �' � ° .vdi �z O
3 ~ _ ,�"
�o � d �z �
- a<
y �U
4 SM SILTY SAND(SM):gray-brown,wet, I —�
-, 6 ' medium dense,fine-grained sand. ��.
- a�
��
sQ
' 6 9 z�
�a
45 g '"�
14 Q z
z;�
� o�
u�
� P-S SAND WITH SILT(SP-SIvn: gray with �j s„
� 11 �� 10 '' some white grains,wet,dense, fine-grained �<
50 1� �'` sand. �A
21 , � ��j
�r------------------- �'�
OL = ORGANIC SILT(OL):gray with brown O�
= organics,wet,very soft. �
— � �x
_ �� o �. i i = ' :.�
X _ �i
55- 1 � � _ ��
o ; — "
� �,
� PT �` PEAT(PT):red-brown,wet,stiff,2-inch A V
�' '`—`' thick layer of white sandy silt with bits of C�
3 '��� 12 �"' �' small organic matter encountered in sample z�,
,, ,�,, 12. p;
60 6 ,,—, �:,�
c�
5 ,—,, O�
,�,, ,, I ~C�7
— fz
,, ,��,, ' �<
2 13 ,,, j -grades to brown,mix of fibrous and "''
g — ; non-fibrous plant matter. <;.�
65 �, ,��, ' - ;,<
� ,,,, ,, z�
c
i, ,�,, �z
— �n Q
:�f
0/5.5 G� o SII.TY SANDY GRAVEL(GM): a�
� 14 � gray-brown,wet,very dense,fine-to a'".,;
�-
�p� coarse-grained sand,fine-to coarse-grained �
gravel. - �o
, SP-S � SAND WITH SII,T(SP-SM): gray,wet, �x
I � very dense,fine-to medium-grained sand. �,r.�-„
50/6" 15 f�
� 75 ;:
�
�
�
0
�
>
w
�
� 79 " Boring terminated at 79 feet below ground >
� x
a *SA1�iPLER e Cal.(3"OD) �1 SPT�2"OD) � Core ' Shelby I71 � No 0
� TYPE Split Spooe ,�J Split Spoon Sample Tube 1� Grab Recovery �
� �
� 3001bs 1401bs
? **HAAP.�ZER WEIGHT (30"Drop) (30"Drop)
° Lakeshore Landing Development Appendix
� Renton,Washington
a � KLEINFELDER
� A �8b
� GEOTECH1�oILS A1�D A ATERIALS TEST NG GI1��ERS gORING LOG �
N PROJECT NUMBER: 57450 B-2'] PAGE 2 of 3
TESTL�TG PROGRAM
LABORATORY FIELD ti.S.C.S.
' � .
� w�Li.m�zo > e F F � � �� a W'� o SOIL DESCRIPTION
W u �
x COrSTRi;CTION � rxF;, � � z� w y J � a �� Q ; � i
� W Hz -' � ��' �' A 3 � � �� z � �
� �w � A �o a a � � � �z i � z
A Q O Z F � o.e� � � ' rn O I
3 �p Q p e o ;� �:.
u ,� � z p W u
a ��
surface.Groundwater level not identified ,...,-.
during drilling because of use of mud A��.,
rotary drilling.Boring backfilled with �"�
bentonite chips. v'
�Q
z�
o�
�a
�:�
z�
o;�
U;:7
N
��
zQ
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o°
a;i;
��
w'r
gx
��
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w3
[-x+p
F�
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Au
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z�
ox
F�
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o�
aw
�
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FV
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w v,
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ac
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o ��"'
m :-^d�
�
N
F
�
�
�
W
C
0
0
0
N �
C
� N
� *SA.��PLER B Cal.(3"OD) � SPT L2"OD) � Core , Shelby ; � No a
N TI'PE Split Spoon x Split Spoon Sample Tube �j Grab Recovery °'
a
� **HAM�IER VVEIGHT 300 Ibs 140 Ibs
� (30 Drop) (30 Drop)
� Lakeshore Landing Development Appendix
� Renton,Washington
� ��KLEINFELDER
� A �8c
� GEOTECHI�OIL Al�'D��fAT ERIAL,SEST nG GINEERS BORING LOG �
� PRO.TECT NLJn1BER: 57450 B-2'] PAGE 3 of 3
T'ESTII�G PROGRANi I ti.S.C.S.
LABORATORP FIELD
..7 � � *
� ��'ELL/PIEZO W We F F ;;� H e �� ,.�� �� w o ! SOIL DESCRIPTION
� CONSTRUCTIO'_�T a aF;, � � Z;;� w a � ` � �+� Q �
ri�;i; F o
W F" �,c's7y Ci G Q= w y� � � Q �z z 'i' I, Z
A 3 Oz F' � �'`'' x w"' '� Surface:asphattic concrete pavement _
< �
�o a ,z �" x Q
O a 3 G �_
I i �. Asphaltic concrete pavement(4 inches A-
ML thick . —
��Base coursegravel____ ___ / �'�
SANDY SII.T(MI�): gray and brown,wet, ��
dense,fine-grained sand,some fine-and �Q
14 1 I coarse-grained gravel. p`r
g 17 (FILL) �Q
21 A z
z•.:
I O N
MI. � SII,T(MI.):gay,wet,soft,v►71h organics z�
� sa.s 4 2 (plant and wood fibers). �j�
10 2 pc
2 i .
I ��
� �=
! ��
n•g 1 3 ! -grades to very soft. �3
1S ' 1 , I F o
a�
1 �, �'N
! ', PT � PEAT(P1�:brown-red,wet,medium stiff,� z o
TESTING PROGRAAi
LABORATORY FIELD ti.S.C.S.
� �
� WELL/PIEZO ? W� F ° � � s °� ��,, ;y � o SOIL DESCRIPTION
x CO:�iSTRUCTION ^^ cx;;, � � Z� ,`� c v L a �+� C �
� W F� " �-= v`�.,c a � p � � �� z ,� z
A Q O Z F ? cd.�e�v W z' I.a o ,� Z p
3 x I°'�-
�o Q a e� �.
�Q
� . ,; z o ;�_
4 ` i':.
��
� �r
��
i 15 9 -6-inch layer of coarse-grained sand and � 0 f
45 ' 15 fine-to coarse-grained gravel with organics' ^=
15 ' (wood fibers)encountered in sample. , ,a z
— ------- T
I I o�
SP-S_ SAND WITH SILT(SP-SM):gray with "N
some white grains,wet,dense,fine-grained z c
J I 16 lo sand. `<
50- � ; , c a
_i is I ��
o�
i W F"
I', ��,
13 � 11 I -gades to medium dense,2-inch thick t=�
55 15 v ,{ layer of silt with sand encountered in , =�
_z
sample. � —p
10 � � F
� ------------= a
i Q
' ! ML , SILT WITH SAl��(MI,): gray,wet,very z�
soft,fine-grained sand,trace organics <�
0 I`� 12 (wood fibers),6-inch layer of peat O�
60 1 �' i encountered in sample 12. �_
C=
1 C..i i
�y
�.i
�z
x�
0 13 �V
PT `'—'' �' PEAT(P'I):red-brown,wet,very soft,
65 � �, ,��, 1-inch thick layer of white silty sand in j„�
1 ,, , sample 13. z
OA
� ,, ,,,, z
� i ��, � '��
�, �z
i 0 1� ��. I ' SILT(MI.):gray,wet,very soft,some ��
70; � � I organics(plant fibers). y,Q
1 ' i xo
1� I' I ��
I ��
5 15 ML � � SILT(MI.): gray,wet,very stiff,trace �p
� 75 13 I � fine-grained sand. �C
� 20 S P S A N D(S P):gray an d o live-brown,wet,
� � very dense,fine-grained sand,some silt.
>
�
g 28 16
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a
c� g N
� *S���IPLER e Cal.(3"OD) � SPT(2"OD) � Core , Shelby � Grab � �O °"
N 'I'1'PE Split Jpoon � Split Spoon Sample Tube Reco�ery Q
~ 3001bs 1401bs
a **HAMMER WEIGHT
j (30"Drop) (30"Drop)
¢ Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
= A �9b
F GEOTEC OILS VD MATERRIA S1T S ING GINEERS gORING LOG �
N PROJECT NUNIBER: 57450 B-2,8 PAGE 2 of 3
TESTIl�G PROGR.��i
LABORATORY FIELD U.S.C.S.
a .. � ,
,r WELL/PIEZO W r�e 4 F `� � � �� � yW I � � SOIL DESCRIPTION
.. CONSTRUCTION '-� xF � � ZW ,j a v� i s�., �-� Q �
� w �z .� � �." ` a 3 � � Q� z �.
o"' F v��' U p Q� x y C e Q rz � ✓� z
a 3 oz F ' �-N � ;,', � o
g p Q 'J' e z ,c,�. F
a = o xd
8 G w�
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39 ' ��
,� �a
27 17 � -grades to gray,fine-to medium-grained z`"
O�
4.9 sand. �,,r
Boring terminated at 83.5 feet below A�-
29 gound surface.Groundwater level not z�
identified during drilling because of use of ��
mud rotary drilling.Boring backfilled with v x
bentonite chips. z
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� TI'PE Split Spoon �K Split Spoon Sample Tube G�b L Recovery �-'
Q
~ ** , 3001bs 1401bs
� H.A11'Il1-fER VF EIGAT (30"Drop) {30"Drop)
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
� A �9c
F GEOTECHI�OILS AND 1�iATERIA SiTES ING GINEERS BORING LOG �
� PROJECT NU�IBER: 57450 B-28 PAGE 3 of 3
TESTItiG PROGRAM
LABOR.�TORY FIELD U.S.C.S. !
�
.
,: R'ELL/PIEZO W � F � ��: H s �� w ;W � o SOIL DESCRIPTION
^ C O I�S T R C CTION a �:; � � z� W a v ` 0. a Q
F w F.,Z ..7 .� �rn F" p 3 ° � Q� z �
o. �s7 V o �� w a p ? Q �z v� z
A 3 Oz �"" = �"'`�' x �" '�' Surface:asp6al[ic concrete pavement �
�"0 Q '�' e° F
v '' " z C w v
0 a
:�-
.. . Asphaltic concrete pavement(3 inches �} '��
SM i,, I lthick�----- ----------�`� A.a
_ , s.
; ��ase course gravel__ __/' '"�
SILTY SAND WITH GR.AVEL(SM): ��'
gray-brown,moist,fine-to coarse-grained �'�
�' � �sand,fine-and coarse-grained gravel. �, O^
5 2 1 � �--------�IL'�--------� F�.�
�� S A I��Y S I L T(y II,):g r a y-b r o w n,m o i s t, o z
8 very stiff,fine-grained sand,trace , �r�
10 ' ' fine-grained gravel. :�
; i (FILL) .cc
��-
_ 5 2 -grades to stiff. z 4
; ` VF
10 a
Boring terminated at 10 feet below gound �°
� surface. Groundwater was not encountered "-=
during drilling. Boring backfilled with C;�
mixture of cuttings and bentonite chips. y'"
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� DATE DRILLED:6-21-OS SURFACE ELEVATION(feet):30.5 DRILLI\G 1�THOD:HSA c".,
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling �
�
� REVIEVVED BY:M.Byers DIA_riETER OF BORING(in)8 inches CASING SIZE:N/A
�
° Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
Z A -39
F GEOTEC OILS�ID M TERIA S�TEST vG GIn'EERS gORING LOG �
N PROJECT NU1'IBER: 57450 B-3g PAGE 1 of 1
TESTLNG PROGRAM I
.a
LABORATORY FIELD', U.S.C.S.
� wELL/PIEZO W e � H :� � E �� a �x �: o � SOIL DESCRIPTION
e .. U> G `o �' fs: S�1i W '�"
— CO'_\STRUCTION ^a ��, � � Z,;� � a I;i, ,°'. °a
:= w �z .: a �`�' F c ''3 � � �� , z '��" �
� F �F U A Qo w C.. i„�a � Q �z i � i �
� 3 oz � 5 eN x �„-- � , ^
Surface:asphaltic concrete pavement
�� Q a 'z �' '; i
xQ
O a .a C i i=
, , Asphaltic concrete pavement(3 inches i�'
', SM ��?\thick�----- ----------� ��
��asecoursepzravel___________! Q�
' SILTY SAND WITH GRAVEL(SM): �J
� gray-brown,moist,fine-to coarse-grained ��
��, �sand,fine-and coarse-grained gravel, � O�
5 6 1 1 �FILLZ-------� "":=
I SANDY SILT(MI.):gray-brov�m,moist, a z
' 9 ' very stiff;fine-grained sand,some fine- 0 f
� 1 4 i and coarse-grained gravel. u:;
� (FILL) �^
'� g 2 -grades to hard,no gravel. 'z 4
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10 Boring terminated at 10 feet below ground O�
, 13 surface.Groundwater was not encountered '��
during drilling.Boring backfilled with O�
mixture of cuttings and bentonite chips. �-'
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� DATE DRILLED:6-21-OS SL-RFACE ELEVATION(feet):30.5 DRILLING A'IETHOD:HSA
�
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling e:
r
F REVIEWED BY:M.Byers DIAI4�IETER OF BORING(in)8 inches CASING SIZE:N/A
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
a GEOTECHl�'ICAL Al��El��'IROT��NTAL EVGI�TEERS A -11 �
� SOILS A�1�MATERIALS TESTING BORING LOG �
� PROJECT NUIIBER: 57450 B-39 PAGE 1 of 1
TESTING PROGRAM '
LABORATORY FIELD ti.S.C.S.
--� �
,� w�LLrn�zo W e ' F w � e °� x wx w o SOIL DESCRIPTION
CONSTRUCTION '-� �a_:, � � zw �j c I; � a a� � �
�,H, w ��.,,z a a �`�' F' Q 3 � � �� z ,.�i�
w Q �� � o aN w �" C ' r �z O
a 3 oz F :
�O �' d �o � �V Surface:aspha1Nc concrete pavement F
U � j ° Z p CGQ
0 � '' �'�'
Asphaltic concrete pavement(3 inches � i�
SM lthick�----- ------- —� ��,
I +�ase course gravel___________I Q�
SILTY SAND WITH GRAVEL(SIvn: �J
gray-brown,moist,very dense,fine-to �=Q
coarse-grained sand,fine-and p a
5 coarse-grained gravel. :-.U
4 1 (FILL) a z
17 -grades to gray and brown,dense,fine-to �::�
16 medium-grained sand,trace fine-grained �z
Igravel. ��
6 2 i
------------------- �4
' PT �= �' PEAT(Pl�:brown-red,moist,medium ti Q
10 Stiff o a
4 Boring terminated at 10 feet below ground -a;�
surface.Groundwater was not encountered 0�
during drilling.Boring backfilled with ;��-
mixture of cuttings and bentonite chips. �x
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� DATE DRILLED:6-21-OS SURFACE ELEVA'I'IO�I(feet):30.5 DRILLING 1�iETHOD:HSA
a
� LOGGED BY:I.LaVielle TOTAL DEPTA(feet):10.0 DRILLER:Holt Drilling C
r
� REVIEWED BY:M.Byers DIP►METER OF BORI�iG(in)8 inches CASII�G SIZE:n/A
�
� Lakeshore Landing Development
� Renton,Washington Appendix
a ��KLEINFELDER
� A -41
z GEOTECH�ZCAL A1�D En�VIRON11�iENTAL E:VGI�iEERS ''
� SOILS a'VD 1�1ATERIALS TESTING BORING LOG '�
N PROJECT i1U111BER: 574�0 B-C�� PAGE 1 of 1
TESTI�TG PROGRAM
LABORATORY FIELD ti.S.C.S. I
.a o \ *
W o e * •fl * � .a
� �'VELL/PIEZO W �e � �: �,� � � �� w! a.,�� � � I SOIL DESCRIPTION
x CONSTRUCTION � xE,;, � �' z�:; � a ;�, � a I �+ C �
� w :w a a �U �" A 3 � �''�, �� z �: I
a � oz H � �N w '' � ° �I �z o
3 �� �, �� .. �'� � Surface:asphaltic concrete pavement ;,y
v "'d'� � � z � ' Gxal'�dj
0 a � ;�,'"
! ..� Asphaltic concrete pavement(3 inches �:
�, i SM � lthick�----- ----------� °'''
� 1�ase course gravel__ __! c�
�, SILTY SA.'�TID WITH GRAVEL(SIvn: ��'
1 1 gray-brown,moist,dense,fine-to z�
�coarse-grained sand,fine-and � C
5 4 �coarse-grained gravel. I F-W
8 I � �-------�FILL�--------� cz
I SA1V'DY SILT(ML): gray,moist,stiff, C�
' fine-grained sand. C:�w
Q � (FII-L) ;;�„
3 2 -grades to wet,medium stiff,lenses of z�
I fine- rained sand. ;Q
10 Boring terminated at 10 feet below ground �a
3 surface.Groundwater was encountered at 8 'a�
feet below ground surface during drilling. O�
Boring backfilled with mixture of cuttings �'�'
and bentonite chips. ��
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� DATE DRILLED:6-21-OS SURFACE ELEVATION(feet):30.5 DRILLING�THOD:HSA ca.,
n LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRIL.LER:Holt Drilling Q li
�-
a REVIER'ED BY:M.Byers DIAMETER OF BOI2I1\G(in)8 inches CASING SIZE:N/A
r
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER A .1}2
� GEOTECHNICAL A��ENVIRON1bfENTAL EnGINEERS p
; SOILS AND MATERIr1LS TESTING BORING LOG
� PROJECT\ti�1BER: �74�0 B-t�l PAGE 1 of 1
TESTInG PROGRA►_Vi I '
LABORATORY FIELD U.S.C.S.
.a � ,.. .�
�a R'ELL/PIEZO W �Ir�,� � F �� F � �� w aw � w o SOIL DESCRIPTION
� CONSTRUCTIO:� a li oCF, � g z� W c ;,, L a a� Q
� w Hw a � �:� H A 3 � '� �� z �
a Q oz F � �N `� �' � ° � �z c
3 �O d �o � �� Surface:asphaltic concrete pavement F
U „Qa : ° z p x C
c. ;y U
� _ Asphaltic concrete pavement(3 inches � �-�
SM 1thick .
�a
, �--�----------------� �.°'
�asecourse�ravel___________! Q�
i SILTY SAND WITH GRAVEL(SIVn: ! �,�'
gray-brown,moist,dense,fine-to ��, ��
coarse-gtained sand,fine-and p�
$ 35 1 coarse-grained gravel. , F w
(FII-L) I A z
15 -grades to gray-brown-olive mottled, p�
14 ' medium dense,fine-to medium-grained v w
sand,trace gravel, occasional cobble �j�
q , 2 re orted b driller. , z d
' �' PT `= `' PEAT(PT): dark brown,moist,soft. C��
10 Boring terminated at 10 feet below ground O a
2 surface.Groundwater was not encountered '��
during drilling.Boring backfilled with O�
mixture of cuttings and bentonite chips. W F"
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� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Drilling C
�
a REVIEWED BY:1�1.Byers DIAMETER OF BORING(in)8 inches CASING SIZE:N/A
�
�
� Lakeshore Landing Development pp
� Renton,Washington A endix
� ��KLEINFELDER
� A -43 �;
� GEOTECFIl�ILS�\TD MATERI_S1TESTING GIYEERS gORING LOG
m
' � PROJECT 1��L1�iBER: 57450 B_42 PAGE 1 of 1
TESTL\�G PROGRA.'12 i
L_ABORATORY FIELD i'.S.C.S.
.a o o ,�
,� WELL/PIEZO a � � F �� � G V� W I �,,�� � � SOIL DESCRIPTION
x CONSTRUCTION � �F:, � � Z� � � �, L a C �
� w F.,w .a .a ,i'n Q 3 u �" d� z �
w C �� U O �N '� c. 0 ° ri v�z O
a 3 �0 � � �o � a+" , Surface:asphaltic concrete pavement �
U ,.da ;� ' z p x d
c. � rW U
0 ' � ' Asphaltic concrete pavement(3 inches ��
� SM lthick�----- ----------� A'"
��asecoursegravel___________1 ��
SIL.TI'SAND(SM):brown,moist,dense, �'
I fine-to coarse-grained sand, fine-and
coarse-grained gravel. p�
5 � s 1 (FII.,L) �W
i I Az
� 16 C�
i 15 i UW
�, C:a
-� g 2 -grades to gray-brown,medium dense, z<
10 trace fine- ained vel. `:A
Boring terminated at 10 feet below ground C
12 surface.Groundwater was not encountered ��
during drilling.Boring backfilled with o F
mi�cture of cuttings and bentonite chips. �
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� DATE DRILLED:6-21-OS SiTRFACE ELEVATIOI\(feet):30.5 DRILLI\G METHOD:HSA n„
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):10.0 DRILLER:Holt Driliing �d
�
� REVIEWED BY:vi.Byers DIAMETER OF BORING(in)8 inches CASING SIZE:N/A
�
� Lakeshore Landing Development
� Rentan,Washington Appendix
a ��KLEINFELDER
Q GEOTECIINICAL AND ENVIRO:�'A3ENTAL EnGINEERS A -�4 �"
; SOILS AND'�IATERIALS TESTI�TG BORING LOG �
N PROJECT NtiMBER: 57450 B-43 PAGE 1 of 1
TESTIl�G PROGRAM
LABORATORY FIELD U.S.C.S.
. ,� t
� WELL/PIEZO � ; �e � E w �; e `� a �w � I o SOIL DESCRIPTION
CON STRL'CTIO� -� �, x F., � � z w w V i � k' a °q
= ,.�� ' �:z .� .� �� �- c 3 � � a� z �
a Q ^i H ] �N w �" � ' r �z � °
3 �O a �o Surface:Gravel Lot �
J G .j 'z Q
� � „o -Asphalt and aggregate base course �a
°U mixture). ��.,
o � Q�
19 1 � �`�'
-No recovery,cuttings consist of silty ' ��
24 sand. '' O�
g 2� � (FIL,L) ��
ca
� j i ORGAIvIC SILT(OL):gray to brown, p f
' ; wet,medium still,fine to coarse sand,trace v z
40.2 3 ; , 2 1�II. � fine gravel. �_
3 � ' PT
TESTIIVG PROGRAl�f
LABORATORY FIELD U.S.C.S.
�
y wELi✓r�zo � e F ° w n � �' � �� � o SOIL DESCRIPTION
� W ' W� - C:> �~ \ :, �: aw
' CONSTRtiCTIOr a ' c�. � g z� W c ;,�. ;: � �q � ' �
3 z � ;.
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3 �� � � `z � ' ' xd
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4 ' plant matter, interbedded lenses of fine ��
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32.4 3 i, 9 SM ' SILTY SAND(SM):gray,wet,medium �Q
6 � d e n s e,f in e s an d,tr a c e w o o d d e b r i s. z,n
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45 9 i �'-�-�
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J 3�.8 7 �, 10 P-S � SAND WITH SILT(SP-Sl�:gray,wet,
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50 � 9 �A
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2�.6 io 9 ( 11 -Grades dense,fine to medium sand. �,x
� 19 =.�
55 � �, 27 �o
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I zo3s.z i 12 �, 12 � -As above,top two-thirds of sarnple Q a
13 / contained interbedded layers of brown silt, z vi
' 36 � hard,trace fine sand. �F
60 ; a Q
",; C�',C�.7
173.0 6 ' 13 PT ,�; ,, PEAT(P'1�: brown,wet,very stiff,fibrous, �z
12 '� , interbedded layers of gray,wet,fine to =�
— medium sand. � v
65 is .<<, , a�
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s
229.4 10 14 � ��� -Grades without sand layers,trace wood ��
12 ,�, , debris. �p
70 �� 17 �, .��, a Q
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� �s.o 20 30 �� 15 S:1S SILTY SAND(SM):gray,wet,very dense, =W
27 fine sand,some silt. �p
m 75 � 32 �d
N
N
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� � 4�.� is 35 4 16 CL SII.TY CLAY(CL):gray-blue,wet,
o ; 5 ` medium stiff,interbedded layers of fine
N j
� g � ; sand. o
� *SAIITPLER e Cal.(3"OD) �',� SPT(2"OD) � Core ' Shelby j� Grab � No eG".,
N TYPE Split Spoon i� Split Spoon Sample Tube W Recovery Q
� 3001bs 14016s
j **HA'1�1ER WEIGHT (30"Drop) (30"Drop)
(
° Lakeshore Landing Development �
` Renton,Washington Appendix 'I
a ��KLEINFELDER �
Q GEOTECI-INICAL AND EnVIR0�111�NTAL ENGINEERS A �J2b �"
� sou,s alvn�TEiu.aLs TESTinG BORING LOG '�
� PROJECT\'tiALBER: 57450 B-51 PAGE 2 of3
�
TESTII�G PROGRAM U.S.C.S.
LABORATORY FIELD
W = � * 7 * � .�
,� VVELL/PIEZO W e F F �,� � E �� W ;,.�� w o SOIL DESCRIPTION
x CONSTRLCTION a �:; � � zw ;a � -✓, ` a a� Q �
p" F �� U p Q= �C '—n� O c C �� z � � Z
a 3 oz F � �.N � -� _ � , c
�� ,
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u ;� z p �v
8 � ,���
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' C�
�' zs.2 15 17 SM SII.TY SAND(Sl�:brown-yellow,wet, ��"
_ 29 i very dense,fine sand,interbedded seams of' z�!
85 29 � ? silt. �w
! zz
o�
s.z 27 •.X 18 SP SAND(SP):brown-gray,wet,very dnese, `;�
_ 37 ` fine to medium sand, some silt. z F
90; 43 , � ! o p
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i ��
a'�
, `t�
s5.4 34 21 -As above. zC
34 i �u
10 50/6" , a Q
��
' o°z
�
21.3 37 22 � -As above. , �„¢
50/6" i ' a O
a-•
11 , ��"U
- �'O
Qa
-As above. �
20.7 42 23 �W
� 13.5 50/5.6" � Boring terminated at 113.5 feet bgs. ,-�i,,,F�,
� Groundwater level was not identifted x;—
� during drilling due to mud rotary drilling F"'Q
� method. Boring backfilled with bentonite
� chips.
>
W
�
0
0
0
N �
a �^,,
C� �v
Q *SAMPLER 8 Cal.(3"OD) �;�`� SPT�2"OD) � Core ' Shelby �T Grab � V0 �'
� TYPE Split Spoon � Split poon Sample Tube w i_, Recovery �
� 3001bs 14016s
j **HA1'II�1ER WEIGHT (30"Drop) (30"Drop)
° Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �2c ..
� GEOTEC OILS A.\'D MATERIAL�ESTI G GI11'EERS BORING LOG 5i
�� N PROJECT\'U'1IBER: 57450
B-51 PAGE 3 of 3
TESTI'VG PROGRA.ri
LABOR4TORY FIELD U.S.C.S.
.� ..
,� v�'ELL/PIEZO ? e ° ° �� H e �� w �.,�� � � SOIL DESCRIPTION
� CO'.�STRUCTION a ��;, � � zt�; W a ;�, L a �� Q �
�- z .: 3 �f F 3 o z ;.
W � „F�„E,w,,, c: a Q o w � � � c r z ' � z
Q 3 �p E" d �o .�. �" `n Surface:Gravel �
U „Qj „� ° Z ,�.^, �d
y yU
0 '� " -Asphalt and aggregate base course ��
�
; J I °J mixture. I! a o.
o i �"�
za.6 ' 13 ••. 1 , ML SANDY SILT(MI.,):brown,wet,medium �Q
13 , i dense,fine to coarse sand,trace fine to z�
, ; coarse gravel. �a
5 � 12 F;�
i A�
I � "v v�
2 2 = -No recovery description based on ;:;�
2 OL = material outside of sampler and cuttings. z C
— ORGANIC SILT(OL): brown,wet,soft, C:c
10 1 ' � amo hous. p�
� ..a.
; ; SAIvD(SP): gray,wet,very dense,fine ��
1 i Sp sand, some silt.
w-'
�110.6 1 •j 3 —
! PT � �' PEAT P : brovvn wet ve soft. �=
� � I OL — ORGAIVIC SII.T(OL):brown to gray, w 5
15 1 ' _- wet,very soft,fine plant fibers. z z
��� I `-C
PT � �"�! PEAT(P'1�:brown,wet,soft,fibrous. Q<
ac
..
67.6 1 �,� 4 Sp — � SA.�ID SP : a�
1 �, ( ) gray,wet,very loose,fine �J
CH sand. o=
20 1 CLAY(CI�:gray,wet,very soft,uace �=.=
i lant fibers hi lastici . C�
��
o;�
U
� 61.7 11 5 SP SAND(SP): gray,wet,medium dense,fine -�,
'i 6 PT ,- , sand. i =-�
� ,, I,:,, PEAT(P1�:brown/olive,wet,soft,fibrous, `'"
25 3 — some silt. �<
,,,, ;�
zA
oz
ao.a 6 6 P-SM SAIVD WITH SILT(SP-SIvn:gray,wet, =��
g loose fine sand some or anics/ lant fibers. ��
� �� ��V
4 �:,
30 ' '—'� PEAT(P'1�:brown,wet,medium stiff, �
;...
, ,�,, , fibrous. 'I Q C
— ��
- , ,, .��,
_' 84.4 2 7 PT ��,, �, �a
= 3 � ,,, r��
..
� — x.
m 35 4 ����< H Q
N � f
o OL L_ ORGANIC SILT(OL):brown and gray.
� —
W 7i.z 2 8 =
o P-S SAI��WITH SILT(SP-SM):gray,wet,
N 6 medium dense,fine sand,trace organics. ' �
� a �
�, 4 ,�
� DATE DRILLED:1-19-06 SURFACE ELEVATION(feet): DRILLING A�THOD:Mud Rotary
� LOGGED BY:I.LaVietle TOTAL DEPTH(feet):128.5 DRILLER:Subterrenean C
�
� REVIE�'VED BY:�14.Byers DIA:��TER OF BORING(in)�6 inches CASII\G SIZE:N/A
�
¢ Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �3a
F GEOTECI-I1�OILS A1VD��IATERIA STEST�G GIVEERS gORING LOG �
N PROJECT1ti�ZBER: 57450 B-52, PAGE 1 of4
TESTIII G PROGRA_�i
L,�BORATORY ; FIELD L.S.C.S.
'� ; � * -o * i
,� VF'ELL/PIEZO � e � �: :� � e °� a W� w o SOIL DESCRIPTION
t�°-�, "> � ` w �m �
x CO�TSTRUCTION z a;,,, � � z� y a v, L a � �
F � E,,,Z .d :7 .✓�'.�`n '� 3 c�+ �" �� z ''
ac' ' v�F U A Q o ,x y,� � � C v�Z `" �
3 oz F 5 �-N x oa-- �'� _
�o Q a e a :.
u . ;, z p � x Q
4 0. y�
�n,
I �
35.0 5 , 9 P-SM -Grades loose. I �Q
3 Q,"�'..
45 4 ' � ��
� zz
OL � ORGANIC SILT(OL):gray-brown,wet, ' ��
�— u�
6i.i 0 I,k, lo r= soft,fibrous. I �j�
1 � ' ' zt
50 3 ! � o a
�, .
PT
TESTING PROGRAl�i
LABORATORY FIELD U.S.C.S.
e *
w �VELL/PIEZO ? We ° H �� � � V� � �:w � I � SOIL DESCRIPTION
� CONSTRUCTIOr � a4c„ � � ��; w a ,� L ..� �•w d �
H x '='z .� a �� F 3 � � �� z :�
W �' ��, � a �o a � o � Q Uz �' o
a 3 oz H 5 �-N = �' �' �
�� Q a °z �" x<
..� :, o
°_ w�
8 , , , ;�,�
�a
e,
✓ � Q�
0/5.5 17 SP SAND(SP): gray,wet,very dense,fine ��' �
�Q
sand,trace silt. z�n
:p
gs �y
'"a�
Z�
' O;�
- 'v�
_ 76/6" 18 SP -As above. ! ��,,,
' ��
�F
90-� o a
-�rzi
, ��
C..
:.F.. i
� 43 , 19 SP -As above. �F ;
50/5" -
i ;�3
95 ' x o
_ �,-.
a�
- � Au
_ 39.8 Zo ao 7 20 CL LEAN CLAY(CL):gray,wet,medium �O
q stiff. z�
cx
10 3 �-H
a�.
�¢
-��
33.2 II 5 21 CL -As above. ��
4 ru
F
lO 5 ��
�
a
SILTY SAND(SM):gray,wet,very dense, 0 A
- fine sand,trace silt.
; ia 30 22 SP �v,
30 a�z^,
a.;-
11 29 , Q Q
� x''
� �o
a
x
41 , I 23 SM -As above. �x
, 50/6" �,0
�
� 11 FQ
N
a
F -.
� I
� 3g 24 SM I -As above.
� 50/6"
;12 O
Q *SA1biPLER 8 Cal.(3"OD) � SPT�"OD) � Core ' Shelby � Grab � �O ��'".,
� TYPE Split Spoon �' Split poon Sample Tube Recovery Q
� 3001bs 14016s
j **HA_'�II�IER WEIGHT (30"Drop) (30"Drop)
° Lakeshore Landing Development Appendix
� Renton,Washington
°- ��KLEINFELDER
� A 53c
F GEOTEC OILS A.\D TERIALS TESTIlVG GI�TEERS gORING LOG °�
N PROJECT'.ViJJ'IBER: 57450 B-52 PAGE 3 of 4
�
TESTIlVG PROGRAM
LABORATORY FIELD U.S.C.S.
.� ,
a ;
� VVELL/PIEZO ; ! �,e r H �w � � I,`� W �;w � � ' SOIL DESCRIPTION
� CONSTRUCTION ^� �.'F:, � � z,w �j a ; ` .a � Q �
:, � I �,z = a �� � Q ��3 � �' �� z ;.
a Q oz �= � �N x '" �' � �'z � °
3 � �0 � a e� � �
F
I v .� :� z O ' �U
12 � � ,s w
I oa
I I, �•�
37 25 � SM ' -As above. ��'' v'
�,d
40 I z�
O
12 49 ' I 4 w
I Ca F"
;�z
41 26 ; SM i -As above. I O�
0/5.5' I '�, ' �a
28'S Borning terminated at 128.5 feet bgs. �FQ.,
Groundwater level not identified during ��.,�
drilling due to mud rotary•drilling method. O Q
Boring backfilled with bentonite chips. ��
OF
w
�Z
F
f...r
w3
40
F F,
CC
Qu
zp
<a
z�
o�
F F'
OC
.W
�=z
Fx
FV
Q>+ '
��
c z ��
sd
w�,
`p �
QF
�Q
x�
�''
£w
�x i
�� II
� =H I
o �Q I
N
N
�
�
1
W
�
O
O
O
a � I
c�
� *SAMPLER 8 CaL(3"OD) � SPT L2"OD) a Core ' Shelby � Grab � �O °" �
� TYPE Split Spoon Split Spoon Sample Tube Reco��ery °� i
a **HAA�Il�IER WEIGHT 300 Ibs 140 Ibs
� (30 Drop) (30' Drop)
° Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER A �3d �;
Q GEOTECHl�'ICAL Ai�ID Er'VIROr�1�NTAL EnGINEERS �
� SOILS AND��IATERIALS TESTNG BORING LOG
N PROJECT YUA4BER: 57450 B-rj2 PAGE 4 of 4
TESTII�G PROGRAD4
LABORATORY FIELD U.S.C.S.
a ;
� WELL/PIEZO w e � ° � � E �� x W� � o SOIL DESCRIPTION
� ' – L� � � �o � w aw
— CO'.�'STRUCTION '-� �;,, � � Zw �; c v,• L -a °"
^ w =z -' -= ��' �' a '� � � �� z �
�
w =" �� � o �� W y c � Q �„z z
A 3 �� E" d �� x x+" � i Surface:Gravel Fill recent F I
C� „Qj 3 ° Z p i CC Q I
a i �� I
� ' o� -Asphalt and aggregate base course �� �I
� mixture. y,�. ,
Q�
16.z 15 1 SM SILTY SA,'�TD(SM):gray,brown, dense, �Q �I
20 fine to coarse sand,some fine to coarse z� I
26 �vel. F p '
5 (FILL) A z
��
1s.a � 2 2 SP -Grades to trace gravel. '�
��
z z�
.F
10 3 � �C
v
�.fs;
L- �� �
az.2 � 2 3 S'�i SILTY SAND(SM):gray,wet,loose,fine ��
� 1 sand,trace organics. "F'
� :�3
15 �i 6 � ; �,c
I i � rF
i ! QQ
, a�
' 6s.6 0 "'� 4 ML SII.T WITH SAND AND ORGANICS z C
d.:
1 ', (MI.,):gray,wet,very soft,fine sand,plant z v,�
20 � ' 1 � ', fibers. �F-
Q
I � :J Q
SAIv'D(SP): gray,wet,medium dense,fine �v
�6.� I 10 � 5 SP sand, some silt,interbedded brown silt �z
seams. -"Q
i 10 =�U
25 9 �Q
i � .��
i SILTY SAND(SM):gray,wet,loose,fine 0 ca
� sand. ;a z
i 37.0 5 6 SM ,'���
� � "�%'
�:r�
3� iI 2 ��
z�
; ' o
; � �, SILT(ML):gray,wet,medium stiff,trace �N
� fine sand. ��
i i 62.3 2 7 MI, _,
i 3 �n:
�O
� 5 .•
� 35 x�
� � H�
�
� I
N �
o ; `'—'' PEAT(P'1�: brown-red,wet,stiff,fibrous.
c� �
���, .�
� i 189.8 5 8 PT
o '' `'''
o � 5 —
N �
, / \1
� 4 i � ' — o
� DATE DRILLED:1-20-06 SURFACE ELEVATION(feet): DRILLING h1ETHOD:A-fud Rotary a
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):118.0 DRILLER:Subterrenean �
�
F REVIE�i'ED BY:i11.Syers DIAMETER OF BORING(in)5 inches CASI_1TG SIZE:N/A
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
� A �4a
F GEOTEC OILS AND:14A�TERIALS TES I�TG GIn'EERS BORING LOG �
� PROJECT�U�iBER: 57450 B-53 PAGE 1 of 4
TESTII�G PROGRAM ' I
LABORATORY FIELD! U.S.C.S. I
�
� a�LL��zo W � F � w �; s '�� x �� � o SOIL DESCRIPTION
x CO�TS'I'RUCTION a ��:, '� g �w w a :i, ` a �� Q �
°�" E,w„ rFi�='� c� a Co �; � p e Q ,-�„z z a z
W Q ..., �N W .a o � 'J
A 3 OZ F- _ � ��-
�o � a `z H �'c
y � O
s1 J
4 , "
� — - _�
,,� a a
' I ' SIL'I'Y SAND(SM):gray,wet,loose,fine ��
sand,layers of peat(wood). �v,
31.6 5 � 9 SM f�
4 z�..
I ! �q
45-� s :-w
, �H
SILT VJITH SAND AND ORGANICS z
(bII,):gray,wet,soft,fine sand, :r�
4�.5 2 10 ML interbedded layers of sand. ;,;a
2 zC
� '':C
5�— 2 �A
..
- ^:�
:.�
..�
zo.1 24 11 SP � SAND(SP):gray,wet,very dense,fine to ��
28 ; medium sand,trace coarse sand. r,..,
�::3
55 � 27 ! F o
� � ac
�, i c�
� 23.3 23 12 SP i -Grades to fine sand. a O
23 ^�
60 25 ' F H
' ?H
� I �w
i ,��
13 ML � SILT WITH ORGAI�TICS(ML,):gray,wet, -zC
� medium stiff,plant and wood fibers. `U
65 Q�
�-
���� PEAT(P1�:brown-red,wet,stiff, fibrous. z A
— ^
���. .� `�z
151.� 3 14 PT � ��, �=�
5 .;, , �.O
— `�
70 i 9 '' `'`' Q C
il ,,, , a�
, , ,,. ��
94.6 I 4 15 PT ��� � -As above. �x
g �. .��, f 0
g 75 g .��. ,� C:F
m i--�C
N
N �/ ���i
O ���/�
� �
� t3.g 36 16 SP SAND WITH GRAVEL(SP):gray,wet,
g 50/4" very dense,fine to medium sand,fine to
N coarse gravel,trace coarse sand,trace silt. >
; 8 c
� *SAMPLER B Cal.(3"OD) � SPT�2"OD) a Core , Shelby � Grab �� No °�"
� TYPE Split Spoon Split Spoon Sample Tube i Recovery �
� 30016s 14016s
� **HAMMER�'VEIGHT (30"Drop) (30"Drop)
�
° Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �4b
� GEOTEC OIL3 AND MATERIAL`S�TEST nG GINEERS BORING LOG �
N PROJECT Nii�4BER: 57450 B-53 PAGE 2 of 4
TESTING PROGRtL�4 �
LABOR4TORY FIELD U.S.C.S.
.a ,
� �-�LLm�zo ? e ° � v:� � e �� ��,, ;; ' w ; o SOIL DESCRIPTION
� COI�STRUCTION '-� �- � � Z� ,j a � � � �� Q �
'" � Fz = a ;� �' a 3 ° � a� z :�
A a Oz � .� '�'�N � � C � f f z � �
3 �o e a e o F �,`.
U ,; � p w�
8 a w=
� .,�
i , A
I ��
�
i7.6 31 17 SP -Grades gray-brown. �C
sois.s'�'
z�
! _
, , �
85 � -Interbedded layers of gravel based on �F
drilling action. z�z,,
O�
14.1 50/6" 18 -As above. �j�x„
7Q
� �
�'<
90-' c O
� =:�
, I c�
� i�.i 33 19 '' -Grades to silry sand. i i�
�=
50/5"I � :,F'
�%
95 ', �y
, ; � c�
� i '
o�:
_ 35.� ls 3s 11 20 CL LEAI`T CLAY(CL):gray,wet,very suff, c_
_ 12 plastic. z v
:�
100-, 1� ;�--
4F
O�
, I ..a�
22.s 43 21 SM SII,TY SAND(SM):gray,wet,very dense,j
50/5" fine sand,trace silt. F J
io �� � '_'�
Ii z�
' "z
..
�a
� 30.9 18 36 22 SM � -As above. ,'��v:
i
_ 50/6" a p
110-= ' C<
_ a�
, �o
�''
i8.s 50/5" 23 SM � -Grades to brown-gray. �x
v�F.
�C
.,
m11 He
�
�
� '
� ;
� 118 � � �� -As above.
o Boring terminated at 118 feet bgs.
N Groundwater was not encountered during �
� C
Q *SA1�iPLER CaL(3"OD) � SPT 2"OD) Core Shelby �T Grab No �
� TYPE B Split Spoon ;� Split�poon a Sample ' Tube J;' B Recovery
� *a 30016s 1401bs
j HA14A1ER WEIGHT (30"Drop) (30"Drop)
QLakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
Z A 54c
� GEOTEC OILS A�"ND v TERIALS TES ING GINEERS BORING LOG 57
N PROJECT NUMBER: 57450 B-rj3 PAGE 3 of 4
TESTING PROGRA.'�f
LABORATORY FIELD U.S.C.S.
�
� v��r.L��zo ? e � ° w � �� x wa � o SOIL DESCRIPTION
� CONSTRUCTIO'_� -a x F;, � g zw k�'j a ,-��i.� L a a� , �
E-� � "'Z .a � �� F" C 3 u � �� I z 'r.
w r :F � � Qg a �. � = d �z � z
a 3 oz � � �,N � �� � o
�� < a e o � '"
� � z p �,x�U
0. ,_ �
drilling with mud rotery.Boring backfilled ��
with mixture of cuttings and bentonite �o'�.,
chips. c�
��
�Q
O�
�:A
. W
°z
z
on
��
��.
�<
�E
Jq
..
v
..1 W
�
O`
w�
�x
..�
w3
�z
0
d�"
Q
a�
�o
z�
ox
�H
aH
c�
.�w
��
Fx
Fv
<�
�
CA I
z
�Q
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a° �
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a,,
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�H
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..
� xH
�
m �.�
N
N
H
�
c�
>
c
0
N
�
� �
� *SA1�iPLER e Cal.(3"OD) � SPT�2"OD) a Core , Shelby � Grab � �O '"
� TYPE Split Spoon Split poon Sample Tube Reco�ery Q
a **HAD�IER WEIGHT 300 Ibs 140 Ibs
� (30 Drop) (30 Drop)
� Lakeshore Landing Development
? Renton,Washington Appendix
a ��KLEINFELDER
� GEOTECHIVIC.AL AND EIVVIRONII-fENTAL ENGI�iEERS A �4d �
� SOILS AND MATERIALS TESTING BORING LOG p
N PROJECT NU�4BER: 57450 B-53 PAGE 4 of 4
TESTING PROGRAIbi
LABORATORY FIELD U.S.C.S.
. o \ #
� w�Li.rn�zo ' e F � � �, £ �' a ya w o SOIL DESCRIPTION
� �
„ corTs�rxLCTior -� , �= � � z� � v � � w �p "'
� .,��,� ='z .: :a ,i" " a 3 � � <� � �
W �"" v:E-w� J q C o ;iG s� �C � Q v�z ✓� Z
A 3 � �� `"' �, �' x '�`'' �' Surface:Gravel Lot(Fill) O
.r � _ ° z p
xQ
0 y �v
"Jr�
�`' -Asphalt and aggregate base course �;
,�U�
mixture. �s,
o G ��
ts.� 5 �, 1 SA1 SILTY SAND(SM):gray,wet,fine to �C
_ 12 coarse sand,trace fine to coarse gravel. z�
_ yQ
5 _ 23 :-+�,
a�
z�
'� , o�
18.7 12 ��( 2 S'_VI i -Increased silt content. �j�
14 % ' zC
.`-F
10 19 �a
�;�
� o�
F
z4.o 12 ,•� 3 SP SAND(SP): gray,wet,medium dense,fine; �x
13 � • sand. F.,H
i �5
15 14 � w z
�
_ _ �
� — �a
- = cu
_ s�.7 1 4 OL — ORGANIC SILT(OL):gray,wet,very Q�
p =� soft,plant fibers. z v�
' — �_
20 1 i = �'`
i � v�
O;,�
SP SAND(SP):gray,wet,loose,fine to �z
_ _ 49.5 6 5 — medium sand. "C
1 — E-'
- OL = ORGANIC SILT(OL):gray,wet,very� 'I � `"
25-� � — soft,plant fibers. � �¢
—�'' .a�
i ��;, �,O
— z
���, � �n C
; z33.z 3 6 PT — � PEAT(P'I):brown-red,wet,stiff,fibrous. �v�
�. ���. .:Z
� 3 ��, s�'.C
3�— � � ,,t'�1 ,Qy^,v
— �O
.a
7�A 1 � �L r= ORGANIC SILT(OL):gray,wet,soft, ��
lant fibers. �-x
1 PT �'—'� �' PEAT(P'1�:brown-red,wet,medium stiff, r�n p
m 35 q ���� fibrous. x:-.
— :-�d
� ,,,, ,,
N �I
� �/�
U
w 9a.s 2 , 8 OL = ORGAIvIC SILT(OL):gray,wet,medium
0 2 � = stiff,plant fibers.
h -
; 4 — o
� DATE DRILLED:1-24-06 SURFACE ELEVATION(feet): DRILLING METHOD:14ud Rotary ��.,
�
� LOGGED BY:I.LaVielle TOTAL DEPTH(feet):138.5 DRILLER:Subterrenean �
�
a REVIEV4'ED BY:�4.Byers DIAI�ZETER OF BORING(in)S inches CASII�G SI"LE:V/A
r
�
� Lakeshore Landing Development Appendix
� Renton, Washington
a ��KLEINFELDER
� A �Sa
� GEOTECI-L�OILS A�D�1A ERIA S TES ING GINEERS gORING LOG �
� PROJECT VUniBER: 57450
B-54 PAGE 1 of�
TESTI'�TG PROGRAM '
LABORATORY FIELD U.S.C.S. ;.
� ��
� �'�'ELL/PIEZO W e ° H w � £ °d x' Wx � � SOIL DESCRIPTION
°`�, "" �> U y '\' � W' c..a,il
� CONSTRtiCTION '-' �� � �,' �^ W a ,v� � �i �� Q �
r,." ,Ga':'. �Z '� — f,`r �" p 3 c'+ � d.�7 I, z � � Z
a Q oz F �N w �. ° ; � �'z o
3 �o � d a� � '`°`� ..
u ,, = z o , � .,��a
4 �, 0. — �,..
��
- = Aa
' — ��
4�.1 1 9 OL = -Grades to without plant fibers, soft. �Q
i — z�
— c~
45 Z — F A
_ ��,
= z�
� — ��
��
53.a 1 10 OL = -As above,interbedded seam of sand. �j�,
1 =� �<
E■
��I � 1 — p A
—� -, -
� � ��_�, PEAT(P"1�:brovvn-red,wet,medium stiff, C�
�9s.s 4 ,�:, , fibrous. ��.
'� 11 PT —
9 SM SILTI'SAIVD(SM): gray,wet,dense,fine ��
;..
17 sand. ��
55 �,o
Hr
o Co -Driller reports gravel. z v
� s.9 38 , 12 GP � J< SANDY GRAVEL(GP): gray,wet,very , a C
I 37 ' � ' � dense,fine to coarse gravel,fine to coarse z r
o�o sand,trace silt. �_
60— ; 60 o D -Apparent cobbles from 60 feet bgs to 64 Q�
- , Qo feet bgs,based on drilling action. 0�
� �c7
J � 7.5 28 13 GP �� -As above. � �
� � 50/6" o�o � Fx-�
65 � ° ��
�o -Loss of drilling mud circulation. z�
� Gravelly soil implied. ;z
:�
1z.9 4 1 1 4 G P � -As a bove. ��
24 ��� -Loss of drilling mud circulation. a O
�� lg Q� Gravelly soil implied. �C
o�� �'U
I ', �' � -Driller reports no gravel based on drilling Q O
�, .��, action. �x
i31.3 8 15 PT ,, ,, PEAT(P'1�: brown,wet,very stiff,fibrous. �=
11 , ,,� ,.�n O
� �"..
� 75 12 ,,�, ,, ��
N I
N
!� �1/�
F -
C7 � ���/ ��
� 99.4 7 16 PT , ,,, -As above.
g 7 � Aii, SANDY SILT WITH ORGANICS(ML):
� 8 � ra wet ve stiff fine sand, lant and o
Q *S.A.I7PLER 8 Cal.(3"OD) •�7, SPT L2"OD) � Core ' Shelby � Grab � �O G�".,
� TYPE Split Spoon 4J Split Spoon Sample Tube Reco�ery �
F **HAMD�R VVEIGHT 300 Ibs 140 lbs
� (30"Drop) (30"Drop)
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
2 A �Sb
NGEOTEC SOILS AND 1�fA ERL LSiT STI1�G GINEERS gORING LOG �
N PROJECT NiJ1�iBER: 57450 B-54 PAGE 2 of 4
TESTL'VG PROGRADZ
L.ABORATORY FIELD U.S.C.S.
.a .. �
� «�L��zo ? �e r ° �� � a �� W� ;,.�� ' � � SOIL DESCRIPTION
� COTSTRtiCTION a ii cCF � � z;� ;� V. 'v, � .a =�� Q �
� w ', F.,z .:� ^� �c a � �' � � �� Z ; �j
� F+ ✓=F U A do a `� ° Q rnz Z
A � CZ i=� � �N x x� � �
3 �o � v, ,_� F =
J a ,� z � ad
0. w�
w—
8 ' < wood fibers. �a
j I� � �a
-Driller reports intermittent layers of sand. �,�
Q�
_ ss.� 9 17 ML. SANDY SILT(bII.,):gray,wet,very stiff, �`"
_ 9 trace sind sand,moderate plasticity. z f
_ 0a
gs 14 ' -Driller reports intermittent layers of sand. q�
z
' o�W
27.2 23 18 y a
50/6" P'S i SAND WITH SII,T(SP-SM):gray,wet,
zQ
very dense,fine sand. �j F-
90 � O�
� � � a�
; w
- � ' I o�
i9.9 56 40 19 1�II., ' SA.'`�Y SILT(MI,): gray,wet,very W x
40 dense,fine sand,occasionai layers of fine �F
� gravel and fine sand. ;��
95 26 w z
, ��
H�
i , C�
j AU
' 36.1 0 20 CH CLAY(CI�:gray,wet,soft,high Q�
� Q plasticity. z;,,
�, 'i p:
10 5 � -Grades clay in cutting. Q F
SM ' SILTY SAI��(SM): gray,wet,very dense, O-,Q�
fine sand. '-�c�
22.9 50/6" 21 ' ' `�' I
i ; x�
Y �U
10�' � Q�'
SP � SA.'vD(SP). gray,wet,very dense,fine 0 q II
sand,trace silt. �,z
20.5 ' 40 22 ��
50/6" �.,p
aF
il Q
� SILTY CLAY(CL):gray,wet,stiff, , x p
_ medium plasticity. �-a
x
_ 30.4 � 4 23 i �,�
9 � Up
m 11 13 �F-
ry . Q
N
H �
�
(.�
� 36.3 3 24 CL -As above.
0
� 4
o � �
N � >
N 12 *SA.�ZPLER 8 Cal.(3"OD) � SPT`2"OD) a Core , Shelby � 8 No ?
� TYPE Split Spoon � Split�poon Sample Tube 1� Grab Recovery C
� **I�A1�Lti�R WEIGHT 300 Ibs 140 ibs
� (30"Drop) (30 Drop)
c Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
� A �5c
Q GEOTECI-L�OILSAND MA ERIALSiTES I�G GIrEERS BORING LOG �
� PROJECT\21iBER: 57450 B-54 PAGE 3 of 4
TESTING PROGRA.�i
L.ABORATORY FIELD U.S.C.S.
< <
t
,^ WELL/PIEZO .,��_, , ,,e � v � F e ��' � �a w c SOIL DESCRIPTION
.�., C,� ,o � r=, iq �
x CONSTRUCTION Z aF � � Z� a c ;r, ` � �� � �
E-� ;� , r:,Z .� .. ✓�v� r" q :
W c. :nF J p Q� �+ ` 3 e Q rdi�z Z � � Z
A d vZ "" .7 CSnIV x �`-' '/] „�+�r
3 �� � a e; �, :,
.; , ,; z p � x d
6. :zl�..V
12 , , �-"
J II ✓ A�
Q�
25 CL -Grades to hard. �`
fa
zr
12 ��
az
, ; SP � SA.'�ID(SP):gray,wet,very dense,fine p�
i 44 ' sand,trace silt. ; �>�
26 , ��
O/5.5' z F
i
�
.,a
13 � �o
' ��
o�
F
22.5 24 , 27 ; SP -As above. �x
i
zs E 3
13 l 25 =o
�.,
' ' ��
au
22.2 41 28 SP -As above. C O
38.5 50/5.5" Boring terminated 138.5 feet bgs. z"'
Groundwater was not encountered during C x
drilling with mud rotery.Boring backfilled J Q
with cuttings and bentonite chips. 0�
��
H�
F�
QQ
a�
za
oz �
��
�z
Qo
�v ;
�� �
a
N
��
�x
H
�o �
o xF
N ��
N
0
�
�
�
O
N
> >
a
� N
� *SA:VIPLER Cal.(3"OD) SPT 2"OD) Core Shelby '� No ;
� TYPE B Sp1it�Spoon � Split�poon � Sample , Tube � Grab � Recovery �
� 3001bs 1401bs
? **HA11i_�R VVEIGHT' (30"Drop) (30"Drop)
� Lakeshore Landing Development
� Renton, Washington Appendix
a
Z KLEINFELDER A �Sd
� GEOTECIL�OILS n'D ZAT�ERIA S�TESTI.YGNGINEERS gORING LOG �
� PROJECT\'ti�iBER: 57450 B-S4 PAGE 4 of 4
' TESTING PROGRAM
LABORATORY FIELD U'S'C'S' I
..7 � --�
,� wELL/PIEZO w e � F �� �; e ;� w `w � � q SOIL DESCRIPTION
� CONSTRUCTION a �� � � z;:� ;j � ;;� i a � � d �.
F W Fz :� a �� �. A 3 � � �� z �
w �r v o �o � c. �� ; Q ,-�i�z `�' z
a 3 Oz F=� � �N � W�- `r Surface:Gravel Lot(Asphalt and Aggregate �
�� Q �' e° F
V a � z O wv
O a
�`� -Asphalt and aggregate base course ��
�`U� mixture. �"a
� oap �� �
� ��
, ',;°< -Very dense,sand,gravel,recycled z�
- ;a s oe concrete. O a
5 ^ SM SII.TY SAI�`D WITH GRAVEL(Slvn: A z
brown,wet,fine to coarse sand,fine to �c�
coarse gravel. "•"W'
50/6" Z V 0.
�Q
i �Q
10— i � (FILL) O A
a�
�
I
..�
33.9 13 V 3 � SM �^
6 •,�, ;�;.,
15 , � , Fo
_ `'F
� �a
PT '= � PEAT(PI):brown-red,wet,soft,fibrous. z'-�
84.4 1 4 4�
OL — ORGANIC SILT OL : a we soft.
1 P-S SA:�1D WITH SILT(SP-S:VI): gray,�'vet, O�
20 3 loose,fine sand. F.F ,
' PT ,+�,� PEAT(PT):brown-red,wet,soft,fine to �W I'I
�; coarse plant fibers. ;,,�% ,
'z34.s 2 5 — �
2 '� SP ' SA.'�ID(SP): gray,wet,medium dense,fine �'"�
25 g sand. Q�
�-
a
za
� � �z
30.4 16 (> ��
10 OL '._= ORGAl�'IC SILT(OL):gray-brown,wet, a O
30 3 = soft. I Q�
— �":.7
%� ��
' �' `=�'i f�
3i�.2 i 3 7 PT ,�;, ,1' pEAT(P1�:brown-red,wet,stiff,fibrous. „��
4 , <<, �r",C
� ��� 7 ,��,
� 35 — r a
�
h
o SP SA1�TD(SP): gray,wet,dense, fine sand.
c�
� 27 g
g 26
; 4 � O
N DATE DRILLED: SURFACE ELEVATIO�I(feet): DRILLING 1�fETHOD:D4ud Rotary �r��.,
N LOGGED BY:I.LaVielle TOTAL DEPTH(fcet):98.0 DRILLER:Subtetrenean d
�
� REVIEVI'ED BY:M.Byers DIAMETER OF BORING(in)�6 inches CASING SIZE:N/A
�-
�
� Lakeshore Landing Development Appendix
� Renton,Washington
a ��KLEINFELDER
Z A �6a
� GEOTEC SOILS�,ATERIALS TESTING GI�'EERS gORING LOG �
�
� PROJECT\L 11BER: 57450 B-Sj P:1GE 1 of 3
TESTLVG PROGRAM
LABORATORY FIELD' U.S.C.S.
.� ,. t �
w w�LL��zo W e � F w � � °w a Wx � � I SOIL DESCRIPTION
W� :. ' � w .aw
x CONSTRUCTION ', xF:, � g z;: W n�''. I v�, � � �� Q � !
F- W FZ .a .: ri� � '-� '3 ° � Q� 'Z � i�
U C "�
`w `' �w Q� � � �c ; Q Jz �' �
a Q oz H 5 N � m� '' =
3 � �o Q a ez o �
i 0. :��
4 ' �'�
S'_11 � SILTY SAIv`D(SM):gray,wet,loose,fine �"
' sand. �a,
I
<�
36.0 q g ' ��'
i vC
3 ��
' =C
45 3 ' -�
az
SP SAND(SP): gray,wet,medium dense,fine p;;?
sand. v x
_ 36.9 ' 13 �, 10 �j y
' ML SILT(NII,): gray-brown,medium stiff, z
- 4 , trace fine sand,trace organics. v F
50 4 �, �,<
c°
-=�
' ���
17s.o 25 11 SP SAND(SP):gray,wet,dense,fine to ��
�=
20 medium sand,trace fine gravel,trace silt.
�%
55- ' is F z
0
- <�'
a�
25 12 SP -As above. a C
23 z�=
0=
60 31 , ��
<,.,
o�
aw
23oA �' 25 � ' 13 � SP I -As above. I U z
, =<
25 � �''
F-�.,
65�, 29 � �Q
� �'—' �' -Driller reports soft drilling. ��
,, ,,,, o a
— z
Zso.s 4 14 PT '—'� `' PEAT(P'1�:brown-red,wet,very stiff, ��
6 �� ���• fibrous, 1 inch layer of ash. :��
,��, ,� a"`
12 Q F
70 — �,a
�, ,+�, �
— , x.,
v
I J�i � .a
- x
_ 16o.s 5 IS PT �' '��' -Interbedded lenses of sand. ,�x
" �F
9 — v,p
�, ,��,
� —
m 75 15 ,,, E�-Q
N
a
�
0
�
� 19.9 69 50/5" 16 ML SANDY SILT(MI,):gray,wet,very
g , dense,fine sand.
R � -Hard drilling. >
� g C
Q *SA.IIPLER B Cal.(3"OD) � SPT L2"OD) � Core ' Shelby � Grab � NO �'
N TYPE Split Spoon Split Spoon Sample Tube Reco��ery �
~ ** 30016s 14016s
HA1�L'1�R WEIGHT
j (30"Drop) (30"Drop)
� Lakeshore Landing Development Appendix
� Renton, Washington
°- ��KLEINFELDER
Z A �6b
F GEOTECHnOILS A�D AE ERI S TES ING TGINEERS BORING LOG �
N PROJECT NUMBER: 57450 g_55 PAGE 2 of 3
TESTIl�G PROGRAM '
LABORATORY FIELD ti.S.C.S.
.a o o �
w wELL/PIEZO > r�e � H �: � � �� a �?w w o SOIL DESCRIPTION
x CONSTRtiCTION '-� cxF:, � � z��-.•, w a � ` � �-n < �
H � Fz a .: �f F a 3 , a �� z a�
w F ��,,-,H U c Q= �: y O o Q rdi,z � Z
A Q C z F - c.�v � �' ✓� O
3 , �o Q a �� H
� a ;, � o xa
8 " ��
, j i ;s�-
�
i � a'�
��
13.9 0/5.5 17 SP SAND WTI'H GRAVEL(SP):gray,wet, V'
very dense,fine to coarse sand,fine to ^�
coarse gravel,trace silt. �A
85 -F
az
� O.-�"'r,
��
13.1 i50/6" 18 SP I -As above. �j�,,,
50/3" � �C
90 �� �C
�A
' =�:
o�
31 � 19 � SP -Grades to without gravel. '�
�=
..�
35 ' F 3
95-7 39 F-O
E-�
I QE
a�
-As above. z=
98 Q,�
Boring terminated at 98 feet bgs. z;�,
Groundwater was not encountered during �
drilling with mud rotary.Boring backfilled
HH
with bentonite chips and cuttings. ��
v�
�..i�
.Ti Q
!'y.ti
E"i�"�
C��
`zA
�z
��
�o
a-•
CC
a�
a�
�a
�w
��
��
�C
..
�° x r
0
m H�
�
N
F-
O
�
>
W
�
O
O
O
N
a > I�
0
� *SA3ZPLER B Cal.(3"OD) � SPT(2"OD) � Core , Shelby � � \'o c�., I
N TYPE SplitSpoon SplitSpoon Sample Tube Grab �' Reco�ery Q
a **HAMMER WEIGHT 3a0 lbs 140 Ibs �I
� (30 Drop) (30 Drop)
� Lakeshore Landing Development Appendix
� Renton, Washington
a
� KLEINFELDER A 56c
� GEOTEC SOILS�MA�TERL�LS TESTIi�G GINEERS BORING LOG � i
� I
� PROJECT\i:'�iBER: 57450
B-55 PAGE 3 of 3
t�ieinreiaer inc.
Operator. Nowak CPT Date/Time: 12/29/2005 12:46:05 PM
Sounding: CPT-3 Location: The Landing
Cone Used: DSG0708 Job Number. 57450
Tip Resistance Friction Ratio Pore Pressure Soil BehaviorType' SPT N'
Qc TSF Fs/Qc(°k) Pw PSI Zone:UBC-1983 60%Hammer
o �oo o s -20 �o o �z o �oo
o __ – —
i �i ---r� i i i '�,i i � i i i i i i 1 I i � i i � � i i i i S'i i �., .
� J� � � I 1 ;� � �� � � � � � I 1� i 1 I � I � i �� : r � I � �f I� I i I I
�� i i i i ;i i i i i i i i i y i i i � i i II � ,.i��� � � � � , I i i,�f i i i i . ,,
�� i i i i �i i � i i i i i i , i i i i i - �� -. i i i i
i i � i i i i i i i i i i i �� i i i i i i i � � ,i i ��. i i i � i
i i i i i i � i i � i i i . i i i i i i . �, . . � i i i � i i
i i i i i i i . i i i i � � �'�i i i i i i �. i . � i i i i i i i
\ �, i i i i i i i t i i � i �� i',i i i i i i i i i � ,i i i i i i i i i
� i i i i i k� i i � i � �i i ; i i i � i i �� ;i i i i i i i i i
i i i i i i i i i i i i i � i i i �� 'i i i i i i i i i �
i i i i i � i i i i i i , i i i i i i � i i i i i
i i i i i i i i i i � i i i i i j i i i i i i i i i � � i i
� � � � �
�� - i i i i i i i i i �i i i i i i t i � L ! '� i �� il � �� j � i i i i i i i i i i i
1--1-- i I I I i i i I 1 i i I I � � � I I � � __ 1 1 L I I I, 1 1 1 I i I
� � ; � � � � l�� � � � � � � � � y i � � � � � � � ; �j� � � � � �
t� I 1 I I I I ��I I i I I I I I 1 � I I I I 1 I - I I I I I I I
`J1 1 I I I I 1 I I I I I 1 I 1 1 I I I I I �� I . I -� '� I�y I I I I I .
� I 1 I I I I 1 I I I I I I I I�� I I 1 I I I I �. I 1 I : i� i I I I � i I
I 1 1 1 1 I I I I I I I I y I I I I 1 I `f' � I I 1 I I I I
I I � 1 I 1 I`� I ' I I I 1 l I I 1 I 1 I �I � I I I I I I 1
I � 1 I I I I I I I I ' i`,I 1 I I 1 1 i , �i 1 I I 1 I I I I �
'�, ' I I 1 I I I I I I I I I I � I�•�1 1 I 1 1 i � I I �. i I 1 I I I I I I I
'�. � i i i i i i iT- ' i i i 'J i i i i i i ; i i i � i i i i i i i i
20 i -r--�--�--�---i---i-- �-��-i �-�-r��-i -Tr T���-i-i-rr�
i � i i i i i i i �� i �, i i i i i 'u i � i i i i . i i i i i i i i � i i � �,
� � � � ��2� � � � � � � � 1 � � � � � � � � � � ,� � � � � � � � �
--a� i i i i i -+-1-T i i i i i i i.r�i i i i i . i i i F-y i i i i i i �.
, y� i � � � � � � I � I � i I � 1 i I i � � i � i..i�3's,` -'� I � � 1-� I � i I � �
� I I 1 I I I � I I I I I I I I�I i I I i I ���1 i I I r�l I I I 1 I I
'� i � i i i i i i�"i- i �, i i i 1� i i i � i i �. i i i \ i i i i i i �
• i i � i i i i i i i � i � i i1i i i i i �. i i � i i ( i i i i i i .
, � � i i i i i : i i i i i i i 1, i i i i i i i i
{ i i i i i i i i
� � i i i i i i � i i i i � i i i i�� i i i � i �. i i � i �� i i � i i i i i
Ii i i � i i i i i i i i � i � i;i i i i i �, i i � i �'i i i i i i i i i
i i i i i i i i �- i i i i i i i i�i �. i i � i i i i �. i � �. i � i i i i i I
� i i i i i �/i i � i i i i i i�i i i i i i i I i ; i i i i i
i i
`i i i i i i a i i i i i i i i i � i i i i i i : i i i �,: i � 1�-� i i i i i � i
'30 _�5--1_-J_-J__J_-_i__ J_I_L11J_� h_I_L11J_I "___-'_�}�_ kJJJJ_I_1-I_
I I I I � (i I I I I i 1 I i � I I I I I i � ! i �, I I : I I I I I I I I I �
�I I I I t . �I I i I i I I ! ' I I 1 I I + I I �. I � 1 I I I I I I
/ i i i i i i �.i i i i i i i � �i i i i i i i i � i i i i i i i �
i i i � � � �_i� i i i � i i � i i � � � � � � (�i i i i i i i
� i i i �. � i , i i i-r--� i i � i i i i i i i � � i , � i i i i i i i
� i i i i i i i i i i i i �;i i i i i�,i i i i i i i i '. I' i i i i i i i �
� i i i i i i i i i i i i �"�i i � i �?� i � i � i � i i }� i i i i � i i i
epth i � � � � � � � � � ��J � � � � r, � � � � � � � r� , � � � � � � �
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� � � � � � � �_�� � � � � � � �l�� � � � � X � � � � � � � �
'--t\_ i i i � r—TT�i i i i i i ir+-r-r i i . _._ - � i i i i i i i i �
i
i y i i i i y . , i � i i i i i A i i � i i . . i�i;5. � �� i � i i i �
T i l i � � i i Tr�� i i i i i ;i i i i i ��i i i �.�-r i i i i i i
4O �- � __ � __ �__ �__ � � � T�, � � �_� � � ��� � � � � � � � � � � � � � � �
� � � -� -�-- � � � r-� � � � � �, rr,-,-�- ��� ���-�-�-r�-�
I � i i � � .�'ii � � i � i � ; jii � i � � ti � iiiiii �
i i i y_�y i i i i i � ii i i i i a i i i i i i i i
i i i i i ,Ti i i i i i i i r i i i i i I �� �, . � �� i i ; � i-y � i i i i i �
i i i i i i i i i � i i i h�i i i i i , . . i i � � i{-i i i i i i i
� �i i i i i i �� i i i i i i : i � i i i i . � � � i � ii i i i i i i i .
� i i i i i i '�i i i i i i i i li i i i i i i � i i i i � i i i i i i i ,
� i i � i i i i: i i i i i i i � Y i i i i i i i i i i i i i i i i i i �
ii i � � � � � � � � � � i � � i � � i � � � � � i � � � � i � � �
; i � � � � � �� � � � � , � � ��� � � i � � � � � t� � � � � i � � �
� � i i � � � � � i � � � � i,i � i i � � � � � i � � i � i � � �
� � � i i i i a � � i � � i i i;ii � � i � � � � i li � � i � i � � � ,
� � � i � i i �� � � i i � i i i � i i i � i � � � � � �� � � � � � � i �
i i i i i i i Y i i i i i i i i �y i i i i i i i i i :i i i i i i i i i
50 ���;�_� �-���a��-i a_.,�� ' ;a-�-�-i-i-i-ti
-+--+--�--�---�---�--
i i i i i i i i �i i i i i i i'`i i � i i i i i }i i i i i � i i i
� I I 1 I 1 I I I I 1't-i I 1 I I i �J 1 I I I � I . I I i i)I I I I I I 1 I
� i i i i i i i i i i i�.i i i i i � i i i i � i i i : i�i i i i i i i
i i � i i � i i 'i i �-� i � i i i i � t � � � i i , i i i � i i i ,
�; i i i i i i r_i I i i � i i i i i i i �. � i i � �i i i i i i :
' �t i i i i i � i i ��>i � i i i i i�+i i - i � i••.i i i i i i i i
i �-1� i i i i i �_:--�--+�i i : i i i i� i � i i i�{i : i i i i i
i '` i i i i i n i i i i i i i �, i � i � i i i�? . i � i� i i t i � i � i i i i �,
i i�_l i i i i I i i i i i i i i i i i ��1 i � i i � � � . � . -. .� i i i i'.`i i i i i i ..
I I`��t--1�__ I I I I I I I I I I 1� I I I I I - . I I - 1 I
I I 1 I I I I I I I I I I I I I � 1 1 I i I '�� I I I I I I 1 I 1 1 I
I I I I I I I I I I I I . I I I I I I I I I � I I I i � I I I 1 1 I I
I 1 � � 1 I I I I 1 I I I 1 I I I I 1 I I 1 �i I I I I I I � 1 i I I I 1 1 1 I
I I
60 _�__ � __�___�___�___�__ i i i i i i i i i i i i i i i i i i i i i i � i i i i i i i i i i
i i i i i i i-i-i-i T i-i-i i -i-i-i i i-i-i i i i i-i-i i i 7�i : T i i-i-i-i-i-��
I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I � I I I I I I I I
I I I I I I I 1 I I I I I 1 1 I 1 I 1 I I I 1 I 1 1 1 I I I I �. I I I I I 1 I 1 :
I I �� 1 1 1 I I I � I 1 I I � 1 I I I I I I 1 I 1 I 1 I I I I I I 1 I I I I I I I
. 1 I I � I 1 I I 1 I I I I 1 I 1 I I 1 I I 1 I I I I I 1 I 1 I I I I I I I 1
I 1 I I I I 1 1 I 1 I I � I I I I I I 1 I I I I I I I I I I I I 1 I 1 I I I I I '
I t I I I . I I I I I I I . I I I I I I I 1 I I 1 I � I I I I I I I I � 1 I 1 I I
I I I I 1 I I I � I I I I ! I I I I I I I 1 I I I I i I I I 1 I I I I I I I I I I
I I I 1 1 I 1 I I t I i I I I I I I I I I I i I I I I i 1 I I 1 I I I I I I I I 1 I �
1 I 1 1 I I I I 1 I i I I I I � I I I I ': I I '� I t I I I I I I I I I I 1 1 I I
I I I 1 I 1 I 1 1 I 1 I I 1 I I I i I I I I � I I 1 I 1 1 I I 1 I I i I I I 1 1 I I
1 1 I I I I I � I I 1 I I 1 I I : i I 1 I I i I 1 I I I I 1 I i I I I I I I 1 I I I
I . I I I I I I I 1 I i I I I i I I I I I I ! I I I 1 I I I '� I � I I I I I 1 I
70 I I I 1 I I I I I I I I I I I I I I I I I � 1 I I I I I I ' I - I I I I I
Maximum Depth=57.09 feet Depth Increment=0.164 feet
��1 sensitive fine grained �4 silty ciay to clay �7 silty sand to sandy silt ■10 gravelly sand to sand
�2 organic material �5 clayey silt to silty clay 8 sand to siRy sand �11 very stiff fine grained (')
�3 clay �6 sandy silt to clayey silt �9 sand �12 sand to clayey sand (")
AI...+L.�......�l�......C....t.....�.....
r�ieinteiaer inc.
Operator. Nowak CPT Date/Time: 12l29/2005 2:37:50 PM
Sounding: CPT-4 Location: The Landing
Cone Used: DSG0708 Job Number. 57450
Tip Resistance Friction Ratio Pore Pressure Soil Behavior Type' SPT N'
Qc TSF FslQc(°/a) Pw PSI Zone:UBC-1983 60°/a Hammer
0 700 0 9 -20 70 0 12 0 100
0 _
- _, , -
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,� i i i �� i�'i i . i i i i� i i i i i � i i � i.�� i i i i i i
z i i i i i i i� i i i i i Vi i i i i i . i i rli i i i i i i i
i i i i i i � i i>r y i . i i ( i i i i i i � i i i �-�i i i i i i i
�i i �� i i i i i i � i i i i i i i i � i i ' i -i i i i i i i .
I � 1 I I � i I 1 1 �I I 1 I I I I � 4 1 I 1 I 1 1 I �
� I . I I I I I I i I 1 I I I : I 1 I I . �1 I I I I I 1
I I I I 1 I I � I I � I II i I I I I I I I� i I I I 1 I I
�� I I I I I 1 1�I I i I 4 I I I I i I '� '� I �`I I II I I 1 I �,
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� � � 1 i � � k ;i� � I I � i . i � � I i i I � �
l I ' 1 I I i ��I I I 1 I '�� I 1 I I I '. I �I I 1 1 I I 1 I I
I I I I I I L"'� 1 '� I I I i I I 1 I I I � �. I I I I I 1 1 I I
�� I '. I I I I �I I I � I I I I I 1 i I I . . . � . . . �l'�I � I I 1 I I I
�% i �� i i i i Ci i � i �. i i i i � � i i i i �, i��i i i i i i i i
i i i i i i i i i i i i i i i�i i i i � i � , � � i i i i i i i ,
� i i i i i i �ji i i i i � i i i i i i i i �. ' _ . i i i i i i i ,
� � I . i I I � I 1 I I I I II I I I I I I �. I i �• i 1 I 1 I 1 I I
� I ; I I I � 1 I 1 I I 1 I'I I I I � i I ±I I I I I 1 1 I I
I I • I I C I I I I i I I I�.I I i I I I i I i �I i I I I � 1 1 ��
I I I �. 1 I I� 1 t I I i I 1 '� 1 I I I i I i 1 � I j I I 1 I I I I I
:� I I I i I I I �I 1 I I i I I I I I I � t I I � I �I I 1 i I i I I
I I I I I I � I I i I�I '� I i i I I i I I I I � 1 I i 1 I I I i
� I I I I I I I � I I I I I I I I I I 1 I I I �, 1 1 i I I I ! I
2� �T--T-�l-'1---I"'I-- -I-r r T 1-I �I-r T T-1-I 7 T r �T l 1-I-I'1-I
��.��`I I I � �I 1 I 1 I I I I ' I I I I I I 1 I I�I I I I I I
I �I 1 I 1 i I I I I I I I 1 i �I I I I 1 I ,� 1 � �� I I 1 ��I I I I I I
I � I I i i I I I I 1 i I I I I 1 i I 1 i I I I -t t �,. i i I I I �1 I 1 I I I �,
�I I 1 1 I I I I I I . I I t I 1.1 I I 1 I �. k i.,'� I I I I�I I 1 I I I ��.
1 I I I I �I 1 1 i I I I I I;1 I I 1 I �� I I rs��I I I I I I I
� I I . I I I :' :��I I I I I I I�1 I I 1 I '� I I �� I I � ! I I I I I I I
I 1 � '� I I � 1 I 1 I �I I 1 I 1 I I I I � I i 1 :1 I I I I I I I
�. I i �� I I I I I ' 1 I I � 1 1 I I I I I ', I ��1 I I I I I I
l I I I I I I �I i I � I I I I 1 I I 1 I I I ' I 1'I I I I I I I I
� I I I 1 1 I I I I I � I I 1 I 1 1 1 " ' . . I . �L I I I I I i �. '.
I I I I I I I I I I I I�i I I 1 I 1 I�A I � I I I I
I , I I I I I J I 1 I I I 1 I I I��• I I I I I I I_—3 1 '_ �� �- I I�I ' I I . I
I I I 1 I i �I 1 i I I I I I I%I i I 1 I I 1 t ', I - � 1 1--J_ � i I i I I
30 -1�-_J__J___i___i__ ` J_I_L 1 1 J_I �_I_L 1 1 J_I � '_ 1 1�� J J_I_I_
I Y} I I � � '�� 1 I I I I 1 I I i�I I 1 I I 1 I � . � . , . I I I I I 1 I
I i I I I I ; I 1 I I I 1 I I I` I 1 I I I I � .�� I � . � I 1 _� I I I 1 I �
J� i I I I I � I I I I I I I I 1 I I i I I I �, 1.�.1��..: • . _ I �Lrl I I I I I I �
j�i i i i i i -Yiiiiiii i �iiiiii Siiiiiiii
i i i i i i 'piiiiii iriii � i rriiiiiiii
i � i i i r. i i i i i i i 1 i i i i i i �i i i i i i i i i
, i i i i i i �i�� i � i i i 1 i i i i i , i i �i i i i i i i i �
epth � � � � � � � � � �.� � � � 1 � � � � � � � � � � � � � � � � �
` � I I 1 1 I I I I I I I � I 1 I I 1 � I 1 � i I ' I I f�I I I I i I I I
) � i i i i i i i i i i i i --� i i{ i i i i i i i i i i'i i i i t i i �
i i � i i i i i i i i i �i i ��1 i i i i i � � i i ��. i)i i i i i i i i
� i � i i i i i i i i i � i i i i �i i i i i i � � i i 4� i i i i � i i i
` i i i � i i : i i i�i � i i 'i i i i i i � �� i i�i i i i t i i i
�. i i i i __�_ - � i i i i i i i�i i i i � i � � i(i i i i i i i ��
4� - -- -- -- - --i_ i i i � i i _ __
I I I 1 1 1 �� I I I 1 I I I-1� I I 1 I I I U I I 1 I I I I I I
� ; I I I I I � . I . S I I 1 I I I I I
i i � i �-i i i i i i i i ti� i i i i i S,+F,1� i i i i �
i i i��i i i �i i i i i i �� i i i i i i i � i i" i i I . .. i i i i� i i
i i c—i__� � � 'i i i i i i � : i i i�i i i i � i i i i i�i �.
i i � i --T'— i . i i i i i i i i i �,'i i i i � i i i i i _,__i_.__.i..f"i i i
i i i i i i i i i � i i i i i i i i i i i i i i i � i i i i i i i i i i ��
i i i i i i i i i i i i i i i i i i ��. i �. � i i i i i i � i i i i i ,
� i i i i i � i i i i i i i i i i i i i i : i i i i i � i i i i i i i i i i
i i i i i i i i i i � i i i i � i i i i i i �� i i i i i i i i i i i i i i i i i i
I I I I I I I � i I I I � I I �, I I I � I 1 � I I I I I I 1 I � � I I I � '. I � I
I I I 1 I I i I I I I I I I I I I I I I t I 1 I I I I I I I I I I I I I I I I I
I I I 1 i I 1 I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I 1 1 �. i I I I I I I I I I I 1 I I 1 I I I I 1 I I I I I 1 1 I I I i I I I I I I '�
50 -+--;--�--�------�-- -�-�-��.,�-� -�-�-��a�-� ��-�-�����. ����-�-�-�-�i
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � . � � � � � � � � � � � � � � � � � � � � � � � � � � � � � . �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � �
� � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � ; � � � � � , � � �
I I I I I 1 I I , I I I I I I 1 I I 1 I I I i I I I I I I I I I I I 1 I I I 1 I I I
I I I I 1 ' I I I I I �. I I I I 1 I I I I I I I 1 I I 1 I I I '. 1 I I I 1 1 I I I I
1 I I I I . I I I 1 I I ! I I I I I I I I I 1 I I I 1 1 1 I I i I I I 1 I I I I I �
I I I I i I I 1 I I I I I I I I I I I I I I I 1 I I I 1 I 1 I I I I 1 1 I I I I
I I I I I 1 I I I I I I I I I I I I I I I I � 1 I 1 I I I i ' I 1 I I 1 I �
I I I I
60 -�--�--�-__�___�___�__ i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i
1 t I I I I i I I I I I I ' I I I I I I I . I I I I I I I I I I I I I I I I I I ��.
I I I I I I i I I I I I I I I I � I I I i 1 I I I I I I I I I I I I I I I 1 I '� I
I I I , I I I I I ! I I I I I I I I I I I I I I I I I I : I 1 I I I I I I , I
' I 1 I I I 1 I I i I I I I I I 1 I I I 1 I I I I I I I I I I I I 1 I I I 1 I I I
�i 1 I I I 1 I I I I I , I I I I I I 1 � I I I I I I I I 1 I I I I 1 1 I I 1 I I I 1
I 1 I 1 1 � I I i I I I I 1 I I - I I I I I I � I I I I I I 1 I I I I 1 1 1 I I I I 1 �
I I I I I I � I i ��. I 1 I I 1 I I �. I I I I I 1 I I I i I i 1 I I I I I I I I 1 I I I ��
I I 1 I I � � I � I I 1 I I I � I 1 I 1 I I i I I I I I I I I I I I I I I 1 I I I I 1
I I I I i i I 1 I I 1 I ��� I '� I I I I 1 I I 1 ', 1 I I I I I I I 1 1 1 1 1 1 I I I I
�� I I 1 I � I I I I 1 '. I I I 1 I 1 I I I I i � I I I I 1 I I I I I I I I I I I I
I I I I . I I I I 1 i 1 I I I I I I I I '� 1 I I I 1 I I I I I I I I 1 I I I .
1 i I I I I I I I I � I I � I I I I 1 I I I I 1 I 1 I I I I I 1 . I 1 I 1 i I I !
I . I I I I � I I I '� I I I 1 t i I I I . I I i I I I I � i I I I I I � I I � � I
70 I 1 I I j i I I I I I I I I � I I i I 1 1 i I I i I I I I I I I � � I I 1
Maximum Depth=43.64 feet Depth Increment=0.164 feet
�1 sensitive fine grained �4 silty clay to clay �7 silty sand to sandy silt ■10 graveily sand to sand
�2 organic material ■5 clayey silt to silty clay 8 sand to silty sand ■11 very stiff fine grained (')
�3 clay �6 sandy silt to clayey silt �'9 sand �12 sand to clayey sand(`)
.�....�.,.,,.,..�......�.,..�...,..:,...
APPENDIX B
GEOTECHNICAL LABORATORY TESTING
B.1 GENERAL
We conducted laboratory tests on several representative soil samples to better identify
the soil classification of the units encountered and to evaluate the material's general
physical properties and engineering characteristics. A brief description of the tests
performed for this study is provided below. The results of laboratory tests performed on
specific samples are provided at the appropriate sample depths on the individual hand
auger logs. However, it is important to note that these test results may not accurately
represent in-situ soil conditions. All of our recommendations are based on our
interpretation of these test results and their use in guiding our engineering judgment.
Kleinfelder cannot be responsible for the interpretation of these data by others.
In accordance with standard of practice requirements, the soil samples for this project
will be retained a period of 6 months following completion of this report, or until the
foundation installation is complete, unless we are otherwise directed in writing.
B.2 SOIL CLASSIFICATION
Our representative visually examined soil samples in the field, at the time they were
obtained. They were subsequently packaged and returned to our laboratory where they
were reexamined and the original description checked and verified or modified. With
the help of information obtained from the other classification tests, described below, the
samples were described in general accordance with the Unified Classification System,
ASTM Standard D2488. The resulting descriptions are provided at the appropriate
locations on the individual boring and test pit logs, located in Appendix A, and are
qualitative only.
B.3 GRAIN-SIZE DISTRIBUTION
Detailed grain-size distribution analysis was conducted in general accordance with
ASTM Standard D422 to determine the grain-size distribution of the on-site soil. The
information gained from this analysis allows us to provide a detailed description and
classification of the in-place materials. In turn, this information helps us to understand
how the in-place materials will react to conditions such as heavy seepage, loading,
potential liquefaction, and so forth.
66677iSEA6R049.doc Page 1 of 2 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
B.4 MOISTURE CONTENT
Moisture content tests were performed to approximately ascertain the in-place moisture
content of the soil sample at the time it was collected. The moisture content is
determined in general accordance with ASTM Standard D2216. The information
obtained assists us by providing qualitative information regarding soil compressibility.
The results of these tests are presented at the appropriate sample depths on the boring
logs and in this appendix.
e66677/SEA6Ro49.doc Page 2 of 2 March 1, 2006
Copyright 2006 Kleinfelder, Inc.
_ _ — - -- - _ _— r
I� 110.0 - - - I
100.0 -- - - -
i
90A - - -
, 80A — - --
�
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oq
.�
60.0 - - - - _ �
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a�
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Grain Size in Millimeters
i -
Sa.No. 520-7/35' 2405 140th Ave.NE Sieve Analysis
Suite A 101 L04W
Loc. B-20 Bellevue,WA 98005 Harvest Partners
Desc. SM (452)562-4200
Lakeshore I.anding
Silty Sand Project Number Technician Approved Date Revised Date
57450 F.Bengco 7/7/2005 NA NA
� - ____— ------ - - _—_ _ --- -- - .
I US S1EVE OPLNINGS IN INCH�S I US SILVL'NUMBERS I HYDROMI's'1'LR
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 l40 200
__ -
1 . - _ — _
100.0 - -
90.0 _-
� 50.0 _ _ - - —
I -- — ---
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-- - - - I
, 10.0 -
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Grain Si�e in Millimeters
GRAVLL SAND
FINES(SILTS OR CLAYS)
coarse fine coarsc medium fine
Sa. No. S22-2 2405 140th Ave.NE Sieve Analysis
Suile A 101 LO1S
Loc. B-22 Beuewo,WA 9A005 Harvest Partners �
Desc. GM (452)562-4200 I�
_ Lakeshore Landing
Silty Gravel with Sand Project Number Technician Approved Datc Reviscd Date I
57450 F.Bengco 6/21/2005 NA NA i
� -- - -- - - — -
US S]EVE OPENINGS IN INCHES I US SIEVE NUMBERS I HYDROMET'�R
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
110.0 - - _ - - -- —_
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Grain Size in Millimeters
GRAVEL SAND
� FINES(SILTS OR CLAYS)
coarse fine coarse medium finc
Sa. No. 522-6 2405 140th Avc.NE Sieve Analysis
5uite A 101 T O��r
LAC. B-22 Bellewc,WA 9A005 Harvest Partners L ►7
(452)562-4200 Lakeshorc Landing
Desc. SM
Silty Sand Project Number Technician Approvcd Date Revised Date
57450 F.Bengco 6/21/2005 NA NA
US SIEVE OPENINGS IN INCHES I US SIEVL NUMBERS I HYDROMETER
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
--
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_.._ _
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l 00A0 1 U.00 1.00 0.10 0.01
Grain Size in Millimeters
GRAVL;L SAND ,
FINES(SILTS OR CLAYS) '
coarse fine coarse medium finc
Sa.No. S24-3 2405 140th Avc.NE Sieve Analysis
Suite A 101 L035
Loc. B-24 Bellewc,WA 98005 Harvest Partners
Desc. SM (452)562-4200
Lakeshore Landing
Silty Sand Projec[Number Technician Approved Date Reviscd Date
57450 F.Bengco 6/21/2005 NA NA
US S1EVE OPENINGS IN]NCHES I US SIEVF.NUMI3ERS I HYDRUMETER
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
l l0A -- - _ _
100.0 __
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10.0 - _ _
' 0.0 - _ . _ _ _ _ -
100.00 10.00 1.0() 0.10 0.01
Grain Size in Millimcters I
� CRAVEL SAND
FIN�S(SII.TS OR CLAYS)
coarse fine coarse medium fine
i
Sa. No. 525-3 2405 140th Ava NE 5ieve Analysis
5ui[e A 101 L04S
L.oc. B-25 sen�wc,wA 9soo5 Harvest Partners
(452)562-4200
Desc. SM Lakeshore Landing
Silty Sand Project Number Technician Approved Date Reviscd Date
57450 F.Bengco 6/21/2005 NA NA
—-- - — _ ,
�— - - --
' US SIEV�OPENINGS IN INCHES I US SiEVT�NUMI3ERS I HYDROMETER �
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
110.0 - - — - __
-
90_0 _ _ _
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' 50.0 - - -
70.0 -
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p
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-- - a
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50.0 - _ _ ---- - . _ �
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20.0 -- -
10.0
OA - - -_ ____ _ -- --
I 100.00 10.00 1.00 0.10 0.01
Grain Size in Millimctcrs
GRAV�L SAND
� FINES(SILTS OR CLAYS)
coarse finc coarse mediutn fine
Sa.No. 525-6 2405 140[h Avc.NE Sieve Anal S15
y
Suite A 101 L05S
I,oc. B-25 B�u�.�e,wA �soos Harvest Partners
Desc. SP-SM (452)562-420o g
Lakcshore Landin
Sand with Silt Project Number Technician Approved Date Revised Date
57450 F.Bengco 6/21/2005 NA NA
i
US SI�VG OPENINGS 1N iNCHES I US SiF,V�NUMBERS I HYDROMETLR
4 3 2 1.5 1 I/2 3/S 4 10 20 40 60 100 140 200
l l0A _ __ --
1OOA _ _ _ '
90.0 - - -
80A _ - -- - -
� 70.0 - -
cp
.S
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40A - -- - -
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� - -- '
2 _._ _ __ .
--- -- -- --
0.0 - - -
OA _ _
100.00 10.00 1.00 0.10 0.01
Grain Size in Millime[ers
GRAVEL SAND
FINES(S1LTS OR CLAYS)
coarse Iine coarse mcdium fine
I
Sa. No. S27-3 2405 140th Ave.NE Sieve Analysis
- Su'`°`"°' L06S
Loc. B-27 Bellevue,WA 98005 Harvest Partners
(452)562-4200 Lakeshore Landing
llesc. SM
Silty Sand Projcct Number Technician Approved Date ReviseJ Date
57450 F.Bengco 6/21/2005 NA NA
I US SIEVE OPENINGS IN INCHES I US SIEVL N UMI3ERS I HYDROIVIETER
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 100 140 200
110.0 _ _ _ _ _ — ---
i
' 100.0 --
' 90A - - -
i
i 50.0 - - - — ----
I
70.0 -- -_ �
I
� �
i C
60.0 --- - - - - � �
i a,
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50.0 - - - -_ - _ �
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-- - — —
, �
30.0 - — �
- ---- -
. — - _ i
10.0 - -__ - — --
i
�
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100.00 10.U0 1.00 0.10 0.01
Grain Si�e in Millimeters
I GRAVLL SAND
' H�VES(SILTS OR CLAYS)
coarse fine coarse mcdium f�ne
Sa. No. 550-3 2405 140th Avc.NE Sieve Analysis
— su"�A'°' L07S
Loc. B-50 scticwe,WA 98005 Harvest Partners
Desc. SM (452)562-4200
Lakeshore L,anding
Silty Sand Project Number Technician Approved Date Revised Date
57450 F.Bengco 6/21/2005 NA NA
� US SI�VE OPENINGS IN INCHES I US SIEVL'NUMBERS I HYDROIV�TER
4 3 2 1.5 1 1/2 3/8 4 10 20 4U 60 100 140 200
- --
100.0 - - --
I 90.0 _
I
' 80.0 --- _..
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40.0 __
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, -
____
- -- -- I
i
IOA _ - — —
0.0 -- - -- -- -
I 100.00 10.00 1.00 0.10 0.01
Grain Size in Millimeters
GRAVEL SAND
f�Z1VES(SILTS OR CLAYS)
� coarse fine coarse medium 1'ine
�
I
sa. No. SS t-11 2405 140t1t Ave.N� Sieve Analysis
��. B-5� Su�«A���� L11S
Bellewe,WA 98005
DCSC. (452)562-4200
Lakeshore landings
Project Number Teclmician Approved Date Revised Date
57450 Randy Crum 2/7/2006 NA NA
i
I US SIEVE OYLNINGS IN INC1�.S I US SIEVE NUMBERS I HYDROMETFR
4 3 2 1.5 1 1/2 3/8 4 10 20 40 60 I 00 140 200
-- - - _ _
I 100.0 i - —
I 90A - - - --
80A - _
' 70.0 - _ _
�u
.9
60.0 -- —
_ _ _ _ — _ c
a
SU.O - C
i _ _._ �
- - �
a
I 40.0 . _ ---- -
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30.0 - _ - - -- -
20.0 -- -
10.0 - - _ - -- -
0.0 _- - _- - - -
'i
100.00 10.00 1.00 0.10 0.01
� Grain Size in Millimeters
GRAVEL SAND
! FINES(S1I,TS OR CLAYS)
coarse fine coarse medium fine
Sa.No. 551-15 2405 140th Avc.NE Sieve Analysis
Loc. B-51 su;c�n �o i L 12S
Bellevue,WA 98005
Desc. (452)562-4200
Lakeshorc Landings
Project Number Technician Approved Date Revised Date
57450 Randy Crum 2/7/2006 NA NA
�. _..._ _.. ._.._.. _. _ _ .. _... . __ --_. _. __ _. _ . ...._ . ._
US SIEVE OPENINGS IN INCHES I US SIEVE NUMBERS I HYUROMETER
4 3 2 1.5 1 1/2 3/8 4 10 20 4U 60 100 140 200
- -
100.0 - -
90.0
80.0 - _ __ -
70.0 -- - - -- -
00
.�
60.0 - _ _ _. __
- _ - ;
a
50.0 --- - _ -- -_ __ ____ v
a
a�
OA - - -_. _ _
- _
30.0 -- _ ___ _
20.0 _ _. _ _ _ _
10.0 - - -
0.0 - - _ _ _ —
100.00 10.00 1.00 0.10 0.01
Grain Size in Millimelcrs
GRAVEL SAND
FINES(SILTS OR CLAYS) ,
coarse fine coarse rnedium fine
Sa.No. 553-22 2405 140th Ave.NE Sieve Analysis
��. B-s3 SuitcA 101 L13S
Bcllewe,WA 980U5
Desc. (452)562-4200
Lakeshore Landings
Project Number Technician Approved Date Revised Date
57450 Brad Kochanski 2/10/2006 NA NA
C�NSOLtDATt�N TEST REPORT
ai � i
2
4
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Applied Pressure-tsf
Natural Dry Dens. LL Pf Sp. Gr. USCS AASHTO �nitial Void
Saturation Moisture �P� RatiQ
96.0% 39.6% 79.7 2.7 1.115
MATERIAL DESCRIPTION
Project No. OS-2101 Ctient: Kleinfelder Remarks:
Project: Ladresho�ree 57450
Source:B-23 Sarnple No_:5-23 EIevJDepth: 8.3-8.b
C�N50LIDATION TEST REPORT
SOIL. TECHN�LOGY �o�so, P,ot �
Sample B-26 25 feet
� Coefficient of Consolidation vs. Vertical Stess
14 �!
' 12
,, 10
� �
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I N
� 6
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c� 4
2
0 �
10 100 1000 10000 �
Vertical Stress-psf
I
Vertical Strain vs. Stess �
Vertical Stress- psf
10 100 1000 10000
0 I
0.02 ,
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0.04 ;
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�— -- _— --- —- -- - - -- - _-- -- ---- - _ - - JI
APPENDIX C
IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING
REPORT
'
i
II � I � I ' iI i �
■ . . �
ni in rin �
�
f ' 1 Il ' . f t, ' I I I I' ! I ' . / f I :�
' ! I f / , f / I I'f f ' ! I .1' J
6eotechnical Services Are Performed for • elevation,configuratian, location,orientation,or weight of the
Specific Purpos�s, Persons, and Projects proposed structure,
� Geotechnical engineers st�ucture their�eNices to meel the specific needs of • composition of the design team,or
their clients.A geotechnical engineering study conducted far a civil engi- • project ownership.
I n�er may not fulfill the neetls of a construction contractor or even another
! civil engineer.Because each geotechnical engineering study is unique,each As a general rule,aJways intorm your geotechnical engineer of project
geotedinical engineering report is unique,prepared solelyfor th�ciient.No changes�ven minor ones--,and request an assessment of their impact.
I one except you should rery on your geotechnicai engineering report without &eote�hnical engine�rs carznot accept responsibilrfy�r liability for problems
fi rst conferring with the geotechnical engineer who prepared iL And no one that Qccu�because their reports do not consider developments of which ,
—not even you—should apply the report for any purpose or project ihey were not informPd. �,
except the one originally conlemplated. I
Subsurface Conditions Can Change
Read the Full Report A geotechnic�l engineering report is based on conditions that existed at
Serious problems have occurred be�ause those relying on a geot2chnical me time the study was performed. Do not rety on a geotechnical engineer-
! engir►eering report did not read it all.Do not rely on an e�cecutive summary. ing reportwhose adequacy may have been affected by:the passage of
Jo r.ot read selected elements only. time;by man-made events,such as construction on or adjacent to the site;
or by natural events,such as floods,earthquakes,or groundwater fluctua-
A 6eotechnieal Engineering Report Is Based on tions.Always contact the geotechnical engineer before applying the report
, A Unique Set of Project-Specific Factors to determine if it is still reliable.A minor amount of additional testing or
' Geotechnical engineers consider a number of unique,project-specifc fac- anafysis cauld prevent major problems.
'; (ors when establishing the scope oi a study.Typical iactors include:the
clienYs goals,objeclives,and risk management preferences;the general Most Geotechnical �indings Are Professional
nature of the structure involved,its size,and configuration;the location of Opinions
the structure on ihe site;and other planned�r existing site improvements, Sile exploralion identifies subsuriace candi(ions or�ly at those poinis where
such as access roads,parKing lots,and underground utilities.Unless the subsurface fesis are conducted or samples are taken.G�ofechnical engi-
geotechnica!engineer who conducted the study speciiically indicates oth- neers review field antl laboratory dafa and then apply their professional
erwise,do not rely on a ge�technical engineering repori that was: judgment to render an opinion about subsurlace conditions throughouf the
• not prepared for you, site.Actual subsurface conditions may difier—surnetimes significantly—
• not prepared for your project, from lhose indicated in your report.Retaining ihe geotechnical engineer
� • not prepared for the speciiic site exploretl,or who developed your report to provide construction observation is the
I • campleted before important project changes were made. most effective meihotl of managing the risks assccialed with unanticipaied
� conditions.
TypicaJ changes that can erode the reliabiliiy of an existing geotechn�cal
engineering report include those lhat affect: A Rep�Pt's Recommendations Are Not Final
• the function of the proposed siructure,as when it's changed from a Do not overrely on the constr�riion recommendalions included in your
parking garage to an o€iice building,or from a light industrial plant report. Those recommendafions a,�e not frnal,because geot�chnical engi-
to a relrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical
engineers can finalize their recommendations only by observing aclual
,
subsurface conditions revealed during canstruction. The gentechnica! have letl to disappointments,claims,and disputes.To heip reduce the risk
engb�reer who developed your report cannot assume respor,sibility or of such outcomes,geotechnicai engineers commonly include a variety of
liability for fhe repoR's recommendafrons rlthat engineer does not perlorm explanatory provisions in their reports.Sometimes labeled'limitations'
construction obsenation. many of these provisions indicate where geotechni�al engineers'responsi-
bilities begin and end,to hefp others recognize their awn responsibilities
A 6eotechnical Engineering Report Is 3ubje�t to and risks.Read fhese provisions closely.Ask questions.Your geotechnical
Misinterpretation engineer shoultl respontl fully and frankly.
Other design team members'misinterpretation of geot�chnial er�ineering �
reports has resulted in costly problems.Lower tha[risk by having your geo- 6PACRVIPOIttllettt8l CODCCPflS APe NOt COYeP@d
technical engineer confer with appropriate m�nbers of ihe design team a(1er The equi�merrt:techniques,antl personne' us�to perform a geoenviron-
submitting the report.Also retain your geotechnical engineer to review perti- menfa!stu�y differ significantly from those used to perform a geotechnical
nent elements of the design leam's plans and speciiiations.Contractors can study.For that reason,a geatechnical engineering repart does not usually
also misinterpret a geotechnical engineering reporl.Reduce thai risk by refate any geoenviranmental findings,conclusians,or recommendations, ,
having your geotechnical engine�r participate in prebid and preconstructi�n e.g.,aboui the likelihood of encountering underground storage tanks or
conferences,and by providing construction observation. regulated contaminants. Unanticipated envrronment�l problems have!ed
�o numerous project failures.If you have not yet obtained your own geoen-
Do Not Redraw the Engineer�S �OEJS vironmental information,ask your geotechnial consultant for risk man-
Geolaehrical engin?ers prepare finaf bori���rd testing logs hased upon agement guidance. Do not rely on an environmerrtal repod prepared for
their inlerpretation of tield logs and laboratory dafa.To prevent errors or someone else.
' amissions,the lags included in a geotechnical engir�e�ing report should �
neverbe redrawn for inclusion in architectural or other design drawings. �btain Protessional Assistanee To Deal with Mold
Only photngraphic or electronic reprod,rction is a�ceptable,buf recognize Div�rse si�ategies car,be appl�ed during building design,construction, � ,
thatsepara6ng logs fro�n the repo�7can ele��a?e;isk. aperation,and mainlenance to prevenl significant amounts of mold from
growing on indoor surfaces.To be eifective,all such strategies should be
Give Contractors a Complete Report and devised for the express purpose o4 mold prevention, integratetl into a com-
suidance preh�nsive p1ar�,and execuied with diligent oversight by a professional
; Same owne�s and design�rofession�ls mistakenly be{ieve they can make mold prevention consultant.Because just a small amount ot water or
� contraclors liable 1or unaniicipatetl subsurface�onditions by limiting what moisture an I�ad to the developmeni o(severe mold infestations,a num-
� they provide for bid preparation.To help prevent castly problems,give con- ber af motd prevention s�ategi�s it�us on keeping building surfaces dry.
tractors fhe complete geotechnical engineering repo�,but preface it with a While groundwater,wafer infiliralion,and similar issues may have b�en
clearly written letter of transmiltal.In that letter,advise contractors that the addressed as part of the geote�hnical engineering study x�hose findings
; report was not prepared for purposes of bid�velopment and that the are conveyed in this report,the geotechnical engineer i�charge of this
; reporYs accuracy is limited;encourage tnem to canier with the geotechnical project is not a mold prevention consultant; none of the services per-
engineEr who prepared the repoR(a modest fee may be required)and/or to formed in connection wifh the qeotechr►ical enqineer's study
conduct additional study to obtain the specific types of iniormation they were designed or canducted fvr the purpose ol mn/d preven-
need or prefer.A prebid conference an also be valuable.Ee sure confrac- fion. Proper rmplemenfation ol the recommerrdations conveyed
tor�have sufficienf timeto perform addiiional study.Only then might you in this report wil!not of itsell be suflicient to prevenf mold from i
',, be in a position to give contractors the best inlormation available to you, growing in ar on the structure involved.
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions. R@Ijl, on Your ASF�Member Geotechncial
Engineer for Additional Assistance �
Read Responsibii"rty Provisions Closely Membership in ASFEJThe Best People cn Ear�h exposes geoiechnical ;
Some clients,design prolessionals,and contractors do nat recognize Ihat engineers to a�rride array of risk management techniques thaf can be of '
geotechnical engineering is 1ar less exact than other engineering disci- genuine benefit for everyone involvetl wifh a construction project.Confer
plines.This lack oi untlerstanding has created unrealistic expectations that with you ASFE-member geotechnical engir�er for more information.
AS�E
i0e �est Flo01e i■ EYrth
8811 ��clesville Road/Suite G106,Silver Spring,MD 20910
Telephone:3011565-2733 Facsimile:301/589-2017
e-rnaii:info�asfe.org www.asfe.org
Copyrig,ht Z004 by ASFc,Inc.Cuplica[ion,reproduction,or copying of fhrs document,in rrhole or rn paR,by any means whatsoever,,s slricUy profriUrted,except with ASFE's
specr/rc written permrssior.Excerpting,quating,or othenvise extractir;g wording from th�'s document is permitted nnty w/th the express written permission o!ASff,arid only for
p�rposes o/scholarly research or hook revieEv.Onty members of ASFE may use this document as d Complemertt to or as an element of a geotechnrca!engineering report Arry other
l�rm.ind!vrCaal.or other entity that so uses this document�vithou!beirg an ASFE member could be commitlrng negligent a inrentional(fraudulent)misrepresentaiion.
���6�3CEJ45 C�A
i
• � '
I
7.0 BASIN AND COMMUNITY PLANNING AREAS
7.0 Basin and Community Planning Areas
Not applicable
GG'&�Y Pac�c,Inc. TIR The LandinA—Harvest Parmers
:Vovember 2006
12
8.0 OTHER PERMITS
8.0 Other Permits
Not applicable
1 f'&H Pacif c,Inc. TIR 77re Landrn,q—Han est Parhaers
A'ovember 2006
13
9.0 EROSION/SEDIMENTATION CONTROL DESIGN
9.0 Erosion/Sedimentation Control Design
Erosion and sediment controls were installed during demolition and pre-loading of the
proposed building pads as detailed in the King County Erosion and Sediment Control
(ESC) Standards.
The Erosion and Sedimentation Control Plan (ESCP) for The Landing has been
developed utilizing the King County Storm Water Design Manual and City of Renton
standards. Temporary erosion and sedimentation control requirements shall be
maintained and are specifically addressed in the King County Core Requirement No. 5
(SWDIv�. Erosion and sediment control notes per City of Renton standards are
provided on the Erosion Control plans.
> ESC measures will be maintained and inspected daily during non rainfall events
and hourly during rainfall events. An ESC supervisor will be assigned to oversee
the standards, as directed on the construction documents and in the KCSWDM
5.4.10. The City inspector will be given the ESC supervisor's name and 24-hour
emergency contact phone number prior to start of construction. The name and 24-
hour emergency phone number of the designated ESC supervisor will be posted at
the primary construction entrance to the site. A written standard ESC maintenance
report will be used to record all maintenance activities and inspections for the site.
i�'&H Pacirc,Inc. TIR 7he Land(nR—Harvest Partners
11�ovember?006
1�
. -
� I
10.0 BOND QUANTITIES WORKSHEET, RETENTION/DETENTION FACILITY
SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT
10. Bond QuanNties Worksheet
Not included at this time.
I�'&ll Pacrfrc,Inc. TIR The I.anding—Harvest Parmers
.'�'ovember 1006
15
11.0 MAINTENANCE AND OPERATIONS MANUAL
11.0 Maintenance and Operations Manual
➢ King County, Washington Surface Water Design Manual, Appendix A—
Maintenance Requirements for Privately Maintained Drainage Facilities. (selected
pages) 1998
l�'&H Pacr f c,Inc. TIR The Larrding—Harvest Parmers
:1'ovember?005
16
_ gL'-�bG COU�GTY, W4SHIhiGTO2d, SLFRFACE WA'EzR DESIG�'biAlv�2ii.
�� APP�l�TDIX A
NANCE STANDARDS FOR
PRIVA�LY MAII�T'TAI�TED D�;�iINAGE FACILITIES
NQ. 1 -DEfENT10N PONDS �f/A
Mairrteriance Defect Conditions When Mamtenance Resuits ExpecYed When
Component . !s Needed 6lairttanance!s Performed _
General Tras3�&De�ris Arry trash and debris whicf�e�a-vd� c�:foot Trash and dehris cieared from site-
per i,000 square f2et(this is about equal to the
amo�mt af trash it would t3ke ta fitl uD one
st3ndard s¢e office qarbage can)_ In ger�eral,
fh2re should be no visual evider►�e af dumping_
Poisonous Vege�afion Arry poisonous or nuisancz vegetation which No danger of poisonous vegetaiion
ma}r constitute a ha�rd t�Camty pessonnel or where Co�mty personnel or the
the pubEic_ ' pubfic might norma➢y be_
(Coordnation with Seattle-lGng
Co�mtY Heatth Departrnent) -
Poflutiort Ol,gasoGne,or other cortamirants of one No contaninarts preserrt otfier than
� gallon or more or arry amount found that coufd: a surFace filrr� (Coordination with
1)cx�ese damags to ptar�t,animat,or marir�FRe; 5eaif1�Cr�g Co�ty Heatth
2)corLsfitute a fire hazard;or 3j be flushed Departrner�t)
doK�nstr�am during rain storms
Unmowed Grass/ If faality is located in private residential area, When mowing is needed,
Ground Cover mowing is needed when g2ss exceeds 1 B grass/ground cover should be
inches in height In other areas,the general mowed to 2 inches in height.
policy is to make the pond site matich adjacent Mowing of selectod higher use
ground cover and terrain as fong as there is no areas ratfierlhan the entire slope
interference with the function of the facility. may be accep�ble for some
situations.
Rodent Holes Any evidence of roderrt fioles'rf facility is acting Rodents.destroyed and dam or
as a dam or berin,or any evidence of water berm repaired. (Coo�nation with
piping through dam or berm via rodent holes_ Seattie/King County Health
Department)
_ lrxsects When insects such as wasps and homets Insects destroyed or removed from
interfere with maintsnance activities. site.
Tree Growth Tree growth does not allow maintenance access Trees do not hinder maintenance
or interferes with maintenance activdy(i.e.,slope activities. Selecfively cultivate trees '
mowing,silt removal,vactoring,or equipment such as afders for firewood_
movements). If trees are not intertering with
access,leave trees alone.
Side Slopes of Pond Erosion Eroded damage over 2 inches deep where Slopes shoufd be stabil¢ed by
cause of damage is still present or where there using appr�priate erosion control
- 's poferitial fnr m�frnued erasion_ measure(s};e g.,rock
reirtforcement,plarrting of grass,
compaction.
' Storage Area 5ediment Accumulated sediment ihat exceeds 10%of the Sediment cleaned out to designed
dsigned pond depih_ pond shape and depth;pond
reseaded'rf necessary to controt
� erosion.
Pond Dikes Settlements Any part of dike which has settled 4 inches lower Dike should be bult back to the
than the design elevation. design elevation.
• Emergency Rock Missing Only one layer of rock exists above nati�e soil in Replace rocks to design standards_
OverflowlSpllway area five squars feet or larger,or any exposure �
of native soil at the top of out flow path of
sp�llway. Ri�rap on inside slopes need not be
replaced.
1998 Sur:ace Water Design Manual 9/1/98
A-1
�IX A 4i�'�'"�'�.i�E ST�*aI3ARI?�F�PRI�ATELF�'L�II�FI:4Il�"ID D2�_�(�FAc�F r'['��S
�_�-C�{�Q�s��������:��
�+���*�*+� Qe� Caa�lfftt�►�tte is Fi�ed R�s E�e�t�YVt�en
Coxn�pnes�t Idairrtenance is PerFormed
- G�neral Tras,h and t1=.btis D¢�c2 beiwesn d�bris btnld-up and�om of ,"-.D trasn and debrts 2riove�
(Inctud�Sed¢nerd) arn�ntate is fess tfzan 1-12 f�et
� Struc�raf Darnage Struc�re is not secu:efy aUact�nd to manhole waIl Struciure securely attached fi� -
and outlet pipe structure shouid support at least � wall and oW et pipe_
1,000 Ibs of up or dovm pressure. ,
- Strvdure is not in upright position(atiow up to Structure in correct position
109'o from plumb).
Corviec5ons to outlet pipe are not watar6gi�t and Connections to outlet pipe are
� st�ow sions of nst water 5gh�structure repaired or
rapiaced and wori6 as
d�gned.
Any holes-other than designed holes�n the Struch�re has no holes ather
strucfiae_ than designed hols_
Cfeanout Gaie Damaged or M'�ssing Cleanout gate is not watertight or is m�ssing_ Gaia is waiertight and works as
� design2d.
Gate cannot be moved�and down by one Gate moves up and down easity
maintenar�ce p2rc.�ort and is watertight
G'zain Eead�ng to gaL is missing or damaaed_ Chain is in place znd works as
designed
GaTe is rvsted over�0',6 of its surfacs area. Gac`�..LS ia...Ddired Dr re{�I3^8d to
meet design standards_.
Orifice Plate Damaged or Missing Corrtrol device is not wor)dng properiy due to Plate is in place and works as
missing,out of place,or bent orifice plate. designed. ��
Obstrvcfions Any trash,debris,sediment,or vegetation Plate is free of all obstructions
blocking the plate. ' and worics as designed. -
Overflow Pipe Obstructions Any Uash or debris biocking(or having the Pipe is free of all obstructions
potenbal of blocking)the overFlow pipe. and works as designed.
Manhole See"Closed Detention Systerris"Standards No_3 See"Closed Detention Systems'
Standards No.3
Catch Basin See`Catch Basins'Standards No.5 See'Catch Basins"Standards
No.5
;
9/I/98 1998 Surface VJater Desi�n Manual
� A-4
APPII4'DIX A �L\'�h�'�iEE ST_423B�RBS POR PRFk�T�ZY fi��IK£�►IZ1E-D DRAL"�4C�FA[�i r'nFs
[�t0_S-CATCH BASQ�IS -
� i�sacsce D�z�t Gondr"i�ores Whert 4taar�is Neaded ResutLs E�d When
ComponerrY �s performed
Ge�ra( Tczsh 8�Dffiris. Tr�or debris of more ti�san 1/2 cubic foo#which is No T2sh or d�-Ls loc�i
(Indudes Sedment) located immediateiy�iront of She r,�ich bas� irrane�Ey in front of caich �
opening or is bfoddng eapaaty of the basin by basin opening_
more fhan i 0 0
Trash or debris(m fho F�asin)�,at e�e�s l!3 the tJo trash or debris in the cat�h
depth from the boti�m of basin to irnert the lowest basi�.
pipe inEa or out of the 6asin_
Trash or debris in any inlet or outi=_t pipe bfocl�g INet and outtet pipes free af
' more than t�3 af ifs heighi trasti or debris_
Dead anana[s or vnge�tion that could g�eratQ No dead anarsafs or vegetabon
odors that couid cause complairts or dangerous preserrt wiihm the ca�basin.
gases(e.g_,mettian�).
Deposits of garbage exc�ng 1 cubic foot m No condtion present which
v+otiane would arirad or support ti�e
br2edmg�Qtsects o[rode�ts_
Struc��re Damags t� Comsr of frarr�e>3�ds more than 3/4 inch p�st rrame is even with cura.
Frame and/or Top 5tab curb sace irto tt�stre�-t(tf apoEir�b[e).
Top stab has h�les farger than 2 square inchss or Top slab is free of hofes and
cracks wider than i!4 in�(ir�t-Crrt is to make sure cracks.
all materiaf is running irrto basin).
Frame not sit5ng flush on top slab,i.e_,szparation Frame is sitting @ush on top
of more than 3!4 inch of the irame frum the top stab.
- sfab.
Cracks ic�Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to
Bottom any evidence of sol particles entering catch basin dssign standards.
through cracks,or maintenance p=rson judaes that -
structure is unsound.
Cracks wider than 1;2 inch and longer than 1 foot No cracks more than 1/4 inch
at the joint cf any inleU outiet pipe or any eviden�e wide at tne joint of inleVoutlet
of sol partides errtering�atch basin thrnugh pipe.
cracks. ,
� Sediment/ Basin has settled m�re than 1 inch or has rotated Basin replaced or repaired to
Misalignment more than 2 inches out of atignment. design standards.
1998 Surface Water Design Manual 9/1198
A-�
�PP��JL�a: ?�L�'�i*oC:E SI'��4RDS PUP.:'RIFA�-Z,Y ASAL�aI'�illt�DtZ'�4G'E F�t�F_r�r�
NO. �0-C�I�f VEYAt�CE SYSTII4lt.S{P[PES�QlTC#�ES)
�faurte� D� co�octs��6 Needed �e�fs E��n
Caa�oc�eni IdaissLenance is P�-Eorme�
P"c�es ��=m��6� �mulaL�d szocnerrt thai exce�s 2D'/o af th� r"'�" e d2aned o;aD s�rtnait
o�r af the pipe_ and debris_
'✓-a=�tion Vegehti�n thai reduces fr?e movement af waLr Ail v�tation remoYed so water
ihrough pipes. flom freefy Sfirough p'ipes_
Damaged ProtecSve coa�ing is damaged;rust is causing Pipe repaired or reptar,ed.
more than 50'�deferioration to any part of p�e.
Any dent that decreas�s She cxass saction area of Pipe repaired or reptac�d.
Pipe bY more Ttian 20'�.
O�n Ditdzes Trasti �Debris Trash and debris exceeds 1 cubic foat per 9,DOD Trash and d�rs c3eared from
square f�t of ditch and slop�_s d-�es_
S=dim=nt Accumulated sed'unerrt�at exceeds 20%of the Ditch deaned/flushed of all
design depth. sedunerrt and debris so ft�i it
matches design.
Veg�t-i.tion Vegetabon that reduces free movement of vraLr Water flows freely thruugh
tfuvugh d�ries_ d�tches.
��.�n Dam3ge to See'Pond�Standard No_1 See"Potid�Standard No_1
Slopes
Rodc Lining Out of MainteRar�e persa�cart see na5ve sod bensaTh Reptace rodcs tD desi�
Ptace or Missing(tf the rock im'utg. standards- -
?.?piicabla)_
Caw� Basins See'Catch Basias:5tanda;d No.5 See"Cat�Basins"Standard
No_�
DeSris Barriers See"Debris Barriers"Standard No.6 See'Debris Barriers'Standard
(e.g_,Trasn Rack) No.6
N0. 17 -GROUNDS(LANDSCAPING)
Maintenance Defect Conditions When Maintenance is Needed Resutts ExQected When
Component Maintenance is Performed
General Weeds Weeds growing in more than 20%of the landscaped Wesds present in less than 5%
(Nonpoisonous) area(trees and shrubs only). of the fandscaped area. '�
Safety Hazard Any presence of poison ivy or other poisonous No pois�nous vegetation
vegetation. present in landscaped area.
Trash or_iYer Pap�r,cans,botUes,totaling more than 1 cubic foot Area clear of litter.
within a landscaped area(tr�es and shrubs only)of
1,d00 squarefeet
Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are spfit or Trees and shrubs with less than
' broken which affect more tfian 25'/0 of the t�tal 5%of total fofiage with split or
foliage of tt►z lree or shrub. brnken(imbs.
Trees or shrubs thaY have been blown down or Tree or shrub in place free of
knocked over_ injury.
Trees or shrul�s which are not adequately supported Tree or shrub in place and
or are leaning over,causing exposure of the roots. adequatefy supported;remove
any dead or diseased trees.
1998 Surface Water Desi�n Manual 9/I/98
A-9
i
APPII'�'DIX A Il1�Lh�III�.�`dCE ST.�"D4RI?S PDP.PRIYATF-Z.Y 1►+L4II1rI'AI3�-D DR��GE FA(�II�S
(
i�. 13-W/�ITE�QUALfFY FAC�ES(C+�NTINflID}
�1 Q_)�llfe#vaa[ts "
IEa� D� CandSon 1AlE�en ISaa�sa��s ti�ed Etes�ts Ez�ec�d 1�[�E�en
, Cac�onettt fi�es�e's Pafacme�d
Wetvautt Trastd Debris Trasfi and debris accumufa2ed in�au�,pipe or T�ash and debris ranoved from
Accumula]ion inlet/outlet,(u�cludes Roatabl�s and norr vautt
floatables}_
Sedunerrt Accumula�on Sedrtnent accumulation in�rauR bottom thai Remo�rdl of ssdment from vault
in Vault exceeds the depth of the seci'rtnerrt zone plus 6-
uid�es.
Qamaged Pipes Inlet/outlet pipin9 damaged or broken and in Pipe repa"ved and/or reptaced-
need of repair-
Access Cov�r Cover cannot be opened or rzmoved,esp^_aalfy Pipe r�aired or repiaced tn
Darnaged/Not Woridng by one person. prnper worldng specmcations.
Vautt Struch�re Vault Crad6 wider than 1/2-uich and any No cradcs wider than 1/4inct�at
Damaged evidenr.e of soil partides errtering fhe struch�re the joirrt of the inleU outiet pipe_
through the aadcs,or maintenancel inspe�,�-tion Vauft is detertnined to be
persorne!detem�es that ihe va�t is not struchaalfy sound.
str�h�ralty sound.
Baffles 3affles corroding,aaddng,warpirx�and/or Repair or reptace baffles to
showing signs of fa�lure as determined by speafications_
maintenancPJ inspection staff.
Access Ladder Damage Ladder is corraied or deteriorated,nat functionmg Ladder repfaced or rapaired tD
property,missing nmgs,has cracl6 and/or specifications,and is safe to
misaligned. use as determinad by inspeciion
personnal.
t
1998 Surface Water Desi�Manual 9/1198
� :�-13