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Structural Calculations B iL; `1
for
Foundation Support
West Wall
8015 SW Hunziker Road
Tigard, OR
July 23, 2019
DESIGN CODE
2014 Oregon Structural Specialty Code
DESIGN LOADS
Equivalent Fluid Pressure 175 psf
per GeoPacific report
Seismic, SDs 0.76 g
Wind, Exposure "B" 120 mph
;ter‘,...114..,
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SCOPE OF WORK
The attached calculations pertain to the support of the west wall
foundation due to settlement.
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STRUCTURAL I CIVIL JOB NO /C).i G/
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April 23, 2019 /2(-\\
Project No. 19-5147
Performance Contracting, Inc.
8015 SW Hunziker Road
Portland, OR 97223
C/O:Josh Komp
Cornice Construction Inc.
PO Box 672
Scappoose, OR 97056
Phone 503-887-0986
Email: jkomp(c7corniceconstruction.net
SUBJECT: ENGINEERING DESIGN RECOMMENDATIONS
PCI BUILDING DISTRESS
8015 SW HUNZIKER ROAD
TIGARD, OREGON 97223
Reference: GeoPacific Engineering, Inc., Geotechnical Engineering Report, PCI Building Distress,
Tigard, Oregon, dated March 19, 2019.
By request of the structural engineer, GeoPacific Engineering, Inc., (GeoPacific) is pleased to
present additional design calculations and recommendations to underpin the western portion of the
existing building located in Tigard, Oregon.
1.1.1 Lateral Earth Pressures on Below Grade Walls—`
}
An at-rest equivalent fluid pressure of at least 175 psf should be used in design, assuming level
• backfill against the wall. These values inco'tporatea-static fluid pressure of 55 psf, and accounting
for a live load of 250 psf on the concrete slab. We assume that the recommended drainage
provisions are incorporated, and hydrostatic pressures are not allowed to develop against the wall.
A more comprehensive pressure distribution from the top of the slab, to the bottom of the footing is
presented on Table 1 if needed.
Table 1: Equivalent Fluid Pressure from the Top of the Slab to the Bottom of Footing
Depth Below Slab (ft) Fluid Pressure(psf)
0-1 137
1-2 210
2-3 247
3-4 200
4-5 75
1.1.2 Helical Pile Underpinning Design and Construction Recommendations
For the support of spread footings and the concrete wall along the western side of the building, we
recommend underpinning consisting of helical piles. Our geotechnical report provides
recommendations for helical piles with an allowable compressive load of 13 kips. We understand
that an allowable compressive load of at least 22 kips is needed for the helical piles spaced 12 feet
on center between the pilasters.
19-5147,PCI Building Design Recommendations GEOPACIFIC ENGINEERING, INC.
Version 1.0,March 19,2019
-I /
,...„1114Crie%„
' Geotechnical Engineering Report GeoP mile
Project No. 19-5147, PCI Building Distress,Tigard, Oregon (minced,'"Inc.
For underpinning the cast-in-place concrete wall, we recommend the installation of helical piles
with retrofit brackets at an on-center spacing of approximately 12 feet. The retrofit brackets should
consist of Foundations Supportworks galvanized coated FS288B or FS288BL or an approved
equivalent. The retrofit brackets should incorporate an external sleeve at least 30 inches long.
Vertical piles should consist of round-shaft helical piles with 10-12-14 helices, a shaft diameter of
at least 2 7/8-inches, and a yield strength of 60 ksi. The piles should be advanced to a depth of at
least 20 feet below footing elevation, or to refusal, whicheveris shallower. Although we anticipate
that pile lengths of 20 feet will be sufficient, actual pile depths will be determined by GeoPacific in
the field based on torque resistances observed during installation.
Vertical helical piles, embedded as recommended herein, may be designed using an allowable
compressive capacity of up to 31 kips per pile and an allowable uplift capacity of 20 kips. These
values incorporate factors of safety of 2 for compressive capacity and 3 for uplift capacity. Design
calculations are attached to this report. Maximum anticipated vertical pile settlement due to
allowable loads is 0.5 inch.
Piles encountering obstructions, such as large rocks or buried organic debris, may need to be
repositioned or the obstruction drilled through and the pile re-driven until refusal is achieved.
GeoPacific should monitor torque resistances during installation to verify installation in accordance
with our recommendations.
1.1.3 Helical Pile Installation and Load Testing
We recommend that GeoPacific monitor pile installation operations to verify that construction is
performed in accordance with our recommendations and confirm suitability for foundation support.
Pile depths will be determined by GeoPacific in the field based on torque resistances observed
during installation.
At least one helical pile shall be load-tested in accordance with ASTM method D1143 (quick
method). The helical piles should be tested in compression to 200 percent of the anticipated design
load (44 kips). The load testing settlement acceptance criteria shall be no greater than 0.5 inches
of gross settlement at the allowable design load.
Vertical compressive loads should be applied slowly to simulate static loading. Loads should be
applied in regular increments not exceeding 25 percent of the design load. Maintain each load
increment until the axial movement stabilizes. The proof load (150 percent of design load) should
be maintained for a minimum of 10 minutes. If the displacement between 1 and 10 minutes
exceeds 0.04 in., the proof load should be maintained for an additional 50 minutes and the
displacement recorded at 20, 30, 40, 50 and 60 minutes.
The helical pile is considered acceptable if the measured displacement does not exceed 0.04 in.
during the proof load test(33 kips) for a 10-minute hold. For a 60-minute hold, the creep movement
shall not exceed 0.08 in. during the maximum load. If the above displacements are exceeded, the
geotechnical engineer should be consulted to design replacement pile(s).
After proof-load testing at 150 percent of the design load, the helical pile should be tested to 200
percent of the design load (44 kips). The helical pile is considered acceptable if failure does not
1