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Engineering
163 5 2012 Real -World Geotechnical Solutions
• Tytigation • Design • Construction Support
August 31, 2012 CITY OF Dt,11
Project No. 12 -2703 gU1LU
Jeff Peck CITY OF TIGARD
City of Tigard Approved ''i��' ---
Public Works Department Conditionally Approved............. [ ] Approved plans
13125 SW Hall Boulevard See Letter to: Follow ....„ [ ] shall be on job site.
Attached ..... ... [
Tigard, Oregon 97223
Permit Number: ( s AL-4I!v
Addre- : A / 'Prey OFFICE COPY
Via email with hard copies nail • • Date: ORM
Subject: GEOTECHNICAL ENGINEERING REPORT AND ULTRA -BLOCK WALL DESIGN
FANNO CREEK TRAIL
MAIN STREET TO GRANT AVENUE
TIGARD, OREGON
This report presents the results of a geotechnical engineering study and wall stability analyses for a
gravity Ultra -block wall conducted by GeoPacific Engineering, Inc. (GeoPacific) for the above -
referenced project. The purpose of the geotechnical engineering study was to evaluate subsurface
conditions at the site and to provide geotechnical recommendations for the construction of a gravity
Ultra -block wall. The geotechnical study and wall stability analyses were performed in accordance
with GeoPacific Proposal No. P -4170, dated May 1, 2012, and your subsequent authorization of our
proposal and General Conditions for Geotechnical Services.
SITE DESCRIPTION AND PROPOSED DEVELOPMENT
It is our understanding that the construction of a gravity Ultra -block wall is planned on the site. The
proposed Ultra -block wall is located immediately north of the Woodard Park Apartments from
approximately STA 2 +80 to STA 4 +60 on the south side of a proposed walking trail (Figures 1 and
2). The site of the proposed Ultra -block wall is bordered by Woodard Park Apartments to the south,
wooded areas to the west and east, and Fanno Creek to the north. Fanno Creek flows toward the
proposed Ultra -block wall from the north - northeast, then turns about 160 degrees at approximately
30 feet north of the proposed wall and flows away to the north. Vegetation consists primarily of
blackberries, brush, and trees up to 2 feet in diameter. The site slopes down gently to the north.
There is an existing berm on the site which is approximately 3.5 to 4 feet above surrounding grades.
The existing berm consists of loose, coarse, angular gravel and has little to no vegetation.
It is our understanding that the retaining wall will be approximately 180 feet long. For
approximately 120 feet of this length, the existing berm will be removed and the proposed retaining
wall will offer some protection and flood control as a replacement for the berm. We anticipate
maximum cuts and fills will be on the order of 5 feet or less.
14835 SW 72 Avenue Tel (503) 598 -8445
Portland, Oregon 97224 Fax (503) 941 -9281
August 31, 2012
Project No. 12 -2703
FIELD EXPLORATION
The site - specific exploration for this study was conducted on August 15, 2012. Three exploratory
hand auger borings (designated HA -1 through HA -3) were drilled to depths of 5 to 8 feet, at the
approximate locations shown on Figure 2. It should be noted that exploration locations were
determined in the field by pacing or taping distances from apparent property corners and other site
features shown on the plans provided. As such, the locations of the explorations should be
considered approximate.
Explorations were conducted under the full -time observation of GeoPacific personnel. Soil samples
obtained from the hand auger borings were classified in the field and representative portions were
placed in relatively air -tight plastic bags. These soil samples were then returned to the laboratory
for further examination and use in clarifying the hand auger logs. Pertinent information including
soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence was
recorded. Soils were classified in general accordance with the Unified Soil Classification System.
Summary hand auger logs are attached. The stratigraphic contacts shown on the individual hand
auger logs represent the approximate boundaries between soil types. The actual transitions may be
more gradual. The soil and groundwater conditions depicted are only for the specific dates and
locations reported, and therefore, are not necessarily representative of other locations and times.
SUBSURFACE CONDITIONS
The following discussion is a summary of subsurface conditions encountered in our explorations.
For more detailed information regarding subsurface conditions at specific exploration locations,
refer to the attached hand auger logs. Also, please note that subsurface conditions can vary between
exploration locations, as discussed in the Uncertainty and Limitations section below.
Soils
Beneath the undocumented fill, on -site soils consist of alluvial materials as described below.
Undocumented Fill — We observed undocumented fill directly underlying the ground surface in all of
the hand auger locations. The undocumented fill generally consists of loose, light grayish brown, silty
SAND (SM) to silty GRAVEL (GM) with roots and debris and extends to a depth of approximately 1
foot.
Alluvial Soil — Beneath the undocumented fill in all hand auger locations, we encountered alluvial
soil. This material generally consists of loose to medium dense silty SAND (SM) which becomes
more dense with depth. The silty sand was generally fine grained and extended beyond the
maximum depth of exploration (8 feet).
12- 2703 -Fanno Creek Trail GR.doc 2 GEOPACIFIC ENGINEERING, INC.
August 31, 2012
Project No. 12 -2703
Groundwater
We encountered groundwater in hand auger boring HA -2 at approximately 7.5 feet beneath the
ground surface. We also observed mottling in soils excavated from HA -1 and HA -2, which can
sometimes indicate groundwater level fluctuations. It is anticipated that groundwater conditions
will vary depending on the season, local subsurface conditions, changes in site utilization, and other
factors.
CONCLUSIONS AND RECOMMENDATIONS
Scour Depth
Based on the results of our subsurface exploration, we estimate that the scour depth is
approximately 18 inches below the ground surface in all of the hand auger locations. The loose,
undocumented fill and loose to medium dense silty sand observed to this depth would be easily
eroded in a design stream flood condition. Below 18 inches we generally observed medium dense
to dense silty sand which will not be easily eroded. Also, the proposed walking path will likely be
situated close to the wall face, offering additional erosion protection.
Geotechnical Design of Ultra -Block Gravity Wall
Wall stability calculations are attached to this report. For the purpose of the design
recommendations presented below, it was assumed that the wall will be embedded 1 foot beneath
the ground surface and will be constructed over at least 6 inches of crushed rock base material. Soil
• parameters used in these analyses were based on results of our site investigation. Calculations were
performed for two typical wall cross sections, one where the wall will retain the existing berm and
the other where the wall will be free standing.
For the cross section where the wall will retain the existing berm, calculations were performed for
static conditions. See Cross Section A on Figure 3 for details. For the cross section where the wall
will be free standing, calculations were performed for the case where Fanno Creek comes in contact
with the wall during a possible flood event (Cross Section B, Figure 3).
Analysis of the cross section where the wall is free standing showed that the wall will have adequate
factors of safety against sliding, overturning, bearing capacity failure, and facing failure when the
water level is at least 6 inches from the top of the wall.
Based on the attached calculations, the proposed wall will have adequate factors of safety against
sliding, overturning, bearing capacity failure, and facing failure provided that our recommendations
for wall construction are followed. GeoPacific should perform observe construction of the designed
Ultra -block wall including subgrade inspection, overexcavation requirements, embedment, and
backfill compaction.
12- 2703 -Fazio Creek Trail GRdoc 3 GEOPACIFIC ENGINEERING, INC.
August 31, 2012
Project No. 12 -2703
Wall Construction Recommendations
The blocks should be standard Ultra -block units, measuring 2.5 by 2.5 by 5 feet. If smaller blocks
are used, GeoPacific should be contacted for additional analysis and revision of these
recommendations as necessary.
Subgrade soils should consist of native medium dense silty sand. GeoPacific should observe
subgrade soils to verify a suitable bearing stratum is present. If any soft or organic soil zones are
encountered, overexcavation and replacement of the unsuitable soils should be performed. The
depth and extent of any overexcavation should be determined in the field based on actual conditions
exposed.
The wall should be founded on a crushed rock leveling pad a minimum of 6 inches thick and should
be embedded a minimum of 1 foot. Wall backfill materials (if needed) should consist of clean
granular materials or crushed rock compacted to at least 90% of Modified Proctor (ASTM D1557).
We recommend that chamfered areas and any gaps between the Ultra - blocks be grouted with a non-
shrink grout in order to keep water from easily flowing through the wall during a possible flood
event (Figure 4). Consideration may also be given to placing a waterstop material between the two
vertical rows of Ultra Blocks. It should be noted that the Ultra Block wall has not been designed to
be completely watertight and some leakage will occur during a flood event. However, it is our
opinion that the Ultra Block Wall as designed, with proper grouting and use of a water stop
material, should provide a level of flood protection at least as effective as the section of -
embankment that will be replaced by wall construction.
UNCERTAINTIES AND LIMITATIONS
We have prepared this report for the owner and his/her consultants for use in design of this project
only. The conclusions and interpretations presented in this report should not be construed as a
warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions
can vary significantly over small distances. If, during future site operations, subsurface conditions
are encountered which vary appreciably from those described herein, GeoPacific should be notified
for review of the recommendations of this report, and revision of such if necessary.
Sufficient geotechnical monitoring, testing and consultation should be provided during construction
to confirm that the conditions encountered are consistent with those indicated by explorations.
Recommendations for design changes will be provided should conditions revealed during
construction differ from those anticipated, and to verify that the geotechnical aspects of construction
comply with the contract plans and specifications.
Within the limitations of scope, schedule and budget, GeoPacific executed these services in
accordance with generally accepted professional principles and practices in the fields of
geotechnical engineering and engineering geology at the time the report was prepared. No warranty,
expressed or implied, is made. The scope of our work did not include environmental assessments or
12- 2703 -Fenno Creek Trail GRdoc 4 GEOPACIFIC ENGINEERING, INC.
August 31, 2012
Project No. 12 -2703
evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the
soil, surface water, or groundwater at this site.
O'O
We appreciate this opportunity to be of service. PRO,
*
c � GIN -
Sincerely, 4 V41
GEOPACIFIC ENGINEERING, INC. 7 �
V .
OR GON
cC))e\-- \, -Va-
l.. HO
EXPIRES: 06 -30 -20
Benjamin G. Anderson, E.I.T. Scott L. Hardman, P.E., G.E.
Geotechnical Staff Principal Geotechnical Engineer
Attachments: Figure 1 — Vicinity Map
Figure 2 — Site Plan
Figure 3 — Gravity Ultra -block Wall Cross Sections
Figure 4 — Gravity Ultra -block Wall Typical Construction Detail
Hand Auger Logs (HA-1 to HA -3)
Retaining Wall Calculations (7 sheets)
12- 2703 -Fenno Creek Trail GR.doc 5 GEOPACIFIC ENGINEERING, INC.
14835 SW 72nd Avenue
' O C Portland, Oregon 97224 VICINITY MAP
Tel: (503) 598 -8445 Fax: (503) 941 -9281
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Date: 08/15/12
Legend Approximate Scale 1 in = 2,000 ft Drawn by: BGA
Base maps: U.S. Geological Survey 7.5 minute Topographic Map Series, Beaverton, Oregon Quadrange, 1961 (Photorevised 1984).
Project: Fanno Creek Wall Design 1 Project No. 12 -2704 I FIGURE 1
Tigard, Oregon I
p 14835 SW 72nd Avenue SITE PLAN AND
C .... 11 t1 Inc le Tel: (503) 5 8 -8445 Fax: (503) 941 -9281 HAND AUGER LOCATIONS
. / ei ",-- i -
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Ci f- 3134CV '�,
Obt ;4ER: CITY '
_ OF TIGARD F - f .- i
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r 150
/Et. 18 .5' TO TOP '
Et . r O F BERM AT i'
. .KENO I N BERM HA-3 ,. • ` , ,
.•
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...1 ....• ' �t TW 151.0
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4 22.9' FROM C • ' ER _ EG :150.4
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war
FG:148.7 TW:154.0 SL
(X; CORNER
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.ers
BLDG CORNER BLDG CORNER r,
1 EL£�! 151.6 1!• 15111.W.":11?:
BLDG CORNER CORNER
ELEV.• 152.4 WOODARD PARK APARTMENTS 151
North 9685 SW JOHNSON ST 1 09
i
Legend Date: 08/15/12
HA -1 0 40' Drawn by: BGA
• - Hand Auger Boring Designation and Approximate Location ` 1
APPROXIMATE SCALE 1"=40'
Project: Fanno Creek Wall Design Project No: 12 -2703 I FIGURE 2
Tigard, Oregon
14835 SW 72nd Avenue GRAVITY ULTRA -BLOCK WALL
GeeP cHic Portland, Oregon 97224
Engmcen9. Inc Tel: (503) 598 -8445 Fax: (503) 941 -9281 CROSS SECTIONS
Cross Section A - Retaining Existing Berm
Existing Berm
4' Maximum (Excavated Soils
Wall Height (H) Replaced Behind Wall)
Proposed
Walking Trail
Z i'r
Minimum Embedment
Depth = 1 ft Competent Native Materials
Crushed Rock
Leveling Pad
Cross Section B - Free Standing During Flood Event
3.5' Maximum 4' Maximum
Allowable Height Wall Height (H)
of Water (H T
Proposed
Walking Trail
\ \
Minimum Embedment
Depth = 1 ft Competent Native Materials
Crushed Rock
Leveling Pad
Notes:
1. Geotechnical Engineer should review subgrade soils. Base of wall should be
supported on medium dense native soils or engineered fill.
2. Use Ultra -block or similar product, 2.5 x 2.5 x 5 -foot blocks.
Project: Fanno Creek Wall Design I Project No. 12 -2703
Tigard, Oregon l FIGURE 3
� , 14835 SW 72nd Avenue GRAVITY ULTRA -BLOCK WALL
Gasp 'fig Portland, Oregon 97224
En Tel: (503) 598 -8445 Fax: (503) 941 -9281 TYPICAL CONSTRUCTION DETAIL
Optional Waterstop
Material Vr
iii iatts
Side View Front View
Notes:
1. Contractor to fill chamfers and gaps with non - shrink grout (shaded areas).
2. To provide additional protection against seepage, install waterstop material
between bottom and top rows of Ultra Blocks as shown.
Project: Fanno Creek Wall Design I Project No. 12 -2703 I FIGURE 4
Tigard, Oregon
14835 SW 72nd Avenue
Gl 1 II e Portland, Oregon 97224 HAND AUGER LOG
Cugmeenne i t. Tel: (503) 598-84.5 Fax: (503) 941 -9281
Project: Fanno Creek Wall Design Project No. 12 -2703 Boring No. HA - 1
Tigard, Oregon
L ° c g� 4o� P- ' ia
a o ; n C 3 ..c Material Description
a c n o U
Loose, silty SAND (SM), light grayish brown, fine, with roots, debris,
and occasional angular gravel throughout, dry (Fill)
1
Grades to without roots, debris, and gravel (Native)
2-
3— Grades to medium dense, reddish brown, and with gray mottling
4— Grades to dense, blue gray, with some organic material, and very moist
5
Boring terminated at 5 feet.
6—
Note: No seepage or groundwater encountered.
7-
8—
LEGEND Date Excavated: 08/15/2012
3'.:.(
,00 to s Gal uckel
eh Logged By: BGA
1,000
Surface Elevati±,n: 149 ft
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
14835 SW 72nd Avenue
geOP ific Portland, Oregon 97224 HAND AUGER LOG
[agmecimu bu. Tel: (503) 598 -8445 Fax: (503) 941 -9281
Project: Fanno Creek Wall Design
• Tigard, Oregon Project No. 12 -2703 Boring No. HA -2
_
N
t -6 om N u T Oa y yea
o a 2 E E z o Material Description
a �
Loose to medium dense, silty GRAVEL (GM), light brown, fine to coarse,
angular, with trace sand, dry (Fill)
1----
Loose to medium dense, silty SAND (SM), reddish brown, dry to moist (Native ?)
2
Grades to medium dense, gray- brown, and with occasional fine subrounded
gravel and black mineral staining (Native)
3
4— Grades to dense and moist
5 Grades to with orange mottling
6 Grades to blue -gray and very moist
7 — 7- Grades to wet below 7.5 feet
8
Boring terminated at 8 feet.
Note: Groundwater encountered at 7 feet.
• LEGEND —
o Date Excavated: 08/15/2012
5b
100,. :ucket Logged By: BGA
1,000g _
Surface Elevation: 152 ft
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
14835 SW 72nd Avenue
Portland, Oregon 97224 HAND AUGER LOG
Engineering Inc Tel: (503) 598 -8445 Fax: (503) 941 -9281
Project: Fanno Creek Wall Design
Tigard, Oregon Project No 12 -2703 Boring No . HA -3
•
C o 0
a�E min S yN
a o 2 c ' v) o f . � r. m = Material Description
C .=
o as co ov �v as
CO
Loose, gravelly SAND (SP), light brown, fine, with roots, debris, and
angular gravel throughout, dry (Fill)
1
Medium dense to dense silty SAND (SM), grayish brown, fine, dry (Native)
2
3— Grades to moist and with some organic material
4— Grades to with increased silt content
5
- Grades to blue -gray
6
Boring terminated at 6 feet.
7—
Note: No seepage or groundwater encountered.
8—
LEGEND Date Excavated: 08/15/2012
5 Gal.
j4j
100 to Bucket Logged By: BGA
1,000
Surface Elevation: 150 ft
Bag Sample Bucket Sample Shelby Tube Sample Seepage Water Bearing Zone Water Level at Abandonment
SRWa11 (ver 3.22 April 2002) Page 1
IN 030304229
Licensed to: Scott Hardman
7312 SW Durham Road
Portland OR 97224
License Number: 030304229
Project Identification:
Project Name: Fanno Creek 5 Lock Block Wall
Section: Fanno Creek Lock Block Wall - 5 foot
Data Sheet: 5' Lock Block
Owner:
Client:
Prepared by: SLH
Date: August 16 2012
Time: 03:20:25 PM
Data file: z: \wall designs and data \srwall \2703 fanno creek lock -block wall 5
ft
Type of Structure: Gravity Segmental Retaining Wall
Design Methodology: NCMA Method
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.00
Wall Geometry:
Design Wall Height (ft) 5.0
Embedment Wall Height (ft) 1.0
Exposed Design Wall Height (ft) 4.0
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 2
Hinge Height (in plane of wall) (ft) N/A
Wall Inclination (degrees) . vertical
•
SRWa11 (ver 3.22 April 2002) Page 2
LN 030304229
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) horizontal
Uniformly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psf) (degrees) (pcf)
Retained Soil Native Soils /
Engineered Fill N/A 30.0 120.0
Levelling Pad Soil Crushed Rock N/A 38.0 130.0
Foundation Soil Native Soils /
Engineered Fill 0.0 30.0 120.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in) none
Unit Height (Hu)(in) 30.0
Unit Width (Wu)(in) 30.0
Unit Length (in) 60.0
Setback (in) 0.0
Weight (infilled) (lbs) 4340.0
Unit Weight (infilled) (pcf) 138.9
Center of Gravity (in) 15.0
Segmental Unit Interface Shear Data:
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs /ft) 643.0 643.0
Friction Angle (degrees) 37.0 37.0
Maximum (lbs /ft) 3100.0 3100.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Retained Soil (Ka) 0.296
Retained Soil (Ka horizontal component) 0.27
Orientation of failure plane from horizontal (degrees) 55.3
SRWall (ver 3.22 April 2002) Page 3
LW 030304229
Results of External Stability
Calculated Design Criteria
FOS Sliding 2.68 1.5 OK
FOS Overturning 3.21 1.5 OK
FOS Bearing Capacity 8.06 2.5 OK
Base Footing Width (Bf) (ft) 3.0 N/A
Base Eccentricity (e)(ft) 0.39 N/A
Base Eccentricity Ratio (e /Bf') 0.18 N/A
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Calculated Values:
Total Horizontal Force (lbs /ft) 405.2
Total Vertical Force (lbs /ft) 1736.0
Sliding Resistance (lbs /ft) 1085.0
Driving Moment (lbs- ft /ft) 675.3
Resisting Moment (lbs- ft /ft) 2170.0
Bearing Capacity (psf) 6298.9
Maximum Bearing Pressure (psf) 781.3
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS
t2it Elev Type Over- Shear
(ft) turning (peak)
> 1.5 > 1.5
2 2.5 none 12.85 12.8
1 0.0 none 3.21 2.68
Note: calculated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear
Unit Elev Type Moment Moment Load Capacity
(ft) (Ibs- ft /ft) (lbs- ft /ft) (lbs /ft) (lbs /ft)
(peak)
2 2.5 none 84.4 1085.0 101.3 1297.1
1 0.0 none 675.3 2170.0 405.2 1085.0
SRWa11 (ver 3.22 April 2002) Page 4
LW 03 03 04 22 9 vertical
5.0 ft
•
1.0 ft
7
A
-0.5 ft
Project Identification:
Project
Name: Fanno Creek 5' Lock Block Wall
Section: Fanno Creek Lock Block Wall - 5 foot
Data Sheet: 5'. Lock Block
Owner:
Client:
Prepared by:SLH
Date: August 16 2012
Time: 03:20:25 PM
Data file: z: \wall designs and data \srwall \2703 fanno creek
lock -block wall 5 ft
1
' ..Ii.iimmm . . . GEOPACIFIC ENGINEERING, INC.
. 14835 SW 72nd Avenue
G-I oof C rti o Portland, Oregon 97224
Engineer:rig.Inc Tel: (503) 598 -8445 Fax: (503) 941 -9281
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