HomeMy WebLinkAboutB15-0229_112097A (08-31-15) Helical Pier signed_1441159680.pdf 1.11 F) HeporthPiwhik Geotechnical,Inc.
5020 County Road 154
Geotech Cilenwo(xl Springs,Colorado 81601
Phone:970-945-798S
HEPWORTH-PAWLAK GEOTECHNICAL Fax-970-945-8454
email: hpgeo@hpgeotech.com
August 31, 20I5
DW Danzas Construction
Attn: Dave Dantas
P. O. Box 2322
Avon, Colorado 81620
dave@dwdantas.com
Job No. 112 097A
Subject: Observation of Helical Pier Installation, Proposed Deck Addition to
Existing Duplex Residence, Lot 9, Vail Intermountain, 2801
Snowberry Drive, Vail, Colorado
Dear Dave:
As requested, a representative of Hepworth-Pawlak Geotechnical observed the helical
pier installation at the subject site on August 19, 2015 to evaluate the piers for
foundation support. The findings of our observations are presented in this report. The
services were supplemental to our agreement for professional engineering services to
DW Dantas Construction, dated June 16, 2015.
We previously conducted a subsoil study for design of foundations at the site and
presented our findings in a report dated June 11, 2012,Job No. 112 097A. We also
observed the foundation for the subject eastern duplex residence unit at the site and
submitted our findings in a report dated October 27, 2012, Job No. 112 097A.
A new deck is planned attached to the north side of the residence. The deck has been
designed to be supported on 5 helical piers with individual downward axial capacities
of from 12 to 20 kips. The 5 design pier locations are shown on the attached Figure 1.
Our observation of the helical pier installation are provided on the attached Report of
Helical Pier Observation. The single helix piers were installed into the natural soils at
depths from about 734 to 14'A feet below existing ground surface where refusal to
torque or penetration was encountered. The approximate pier locations are shown on
Figure 1.
The piers should have adequate capacity to support the 12 to 20 kip design working
loads. There could be some differential settlement with respect to the existing
structure due to the variable pier loadings which should be considered in the design.
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
DW Dantas Construction
August 31, 2015
Page 2
The recommendations submitted in this report are based on our observation of the
helical pier installation, the previous subsoil information obtained at the site, and our
experience in the area. The risk of foundation movement may be greater than
indicated in this report because of possible variations in the subsurface conditions. In
order to reveal the nature and extent of variations in the subsurface conditions at the
deck addition area, drilling would be required.
If you have any questions or need further assistance, please call our office.
Sincerely,
HEPWORTH-PA K GEOTECHNICAL, INC.
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David A. Young, P.E. -o
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attachments Figure 1, Locat oirtrnelical Pier
August 19, 2015 Report of Helical Pier Observation
cc: BPSE- Brian Puppe (brim@'hp',c,net)
Job No. 112 497A - - - — — - - Gtech
APPROXIMATE SCALE
1 10'
4 3 2
I- -I r — -I r - -I HELICAL
5 I • I I • I I • I PIER
[ . 1L _ J L _ J L - J
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EXISTING EXISTING
DUPLEX DECK
2801 SNOWBERRY
` 112 097A ~
Catch LOCATION OF HELICAL PIERS Figure 1
NEPWORTH-PAWLAK GEOTECHNICAL
5020 County Road 154
Glenwood Springs, Co 81601
Ge Simi teCh Phone:970-945-7988
Fax:970-945-8454
HEPWORTH-PAWLAK GEOTECHNICAL hooeoehpoeotech.com
Report of Helical Pier Observation
Client: DW Dantas Construction, LLC Job No.: 112 097A Date: 08-19-15
Attn: Dave Dantas Sheet No.: 1 of 1
P.O. Box 2322
Avon, Colorado 81620
Project: East Unit of Duplex Deck Addition, 2801 Snowberry Drive, Lot 9, Vail Intermountain, Vail,
_ Colorado
General Contractor: DW Dantas Helical Pier Contractor Great Divide
Pier Manufacturer: Heli-Pile Rig Type: Hydraulic Head Hand
Pier Pier Ultimate
Pier Pier Shaft Helix Total Design Design Load Refusal Measured Number of
Diameter Depth Load Load
# Location Type p Capacity Criteria Torque
(ft- Shear Pins
(in.) (ft) (kips) Capacity (k�ps)tY lbs
(kips)
See 1'/2"
1 Figure 1 square 8ro 10 6 12 12 T -- 3
2 See 1'/2" 8" 91/2 10 20 20 P
Figure 1 square -- 4
3 See 1'/2" 8" 141/4 10 20 20 T
Figure 1 square -- 4
See 11/2"
4 Figure 1 square 8,, 7% 6 12 12 T -- 3
5 See 1'/2" 8„ 7Y2 6 12 12 T
Figure 1 square -- 3
Preliminary Observations and 1 or Testing Results Verbally Reported To:
Notes: P= Refusal to penetration of pier. T=Refusal by torque limit.
All helices '/2-inch in thickness.
Torque measurements are based on shear pins provided by Strategic Fence &Wall.
Design Loads were provided by BTSE Structural Design.
Pier Design Load Capacity is based on the shear pins and a safety factor of 2.0
H-P Geotech was requested to observe pier installation and did not provide pier or helix sizing.
-Copies:
DW Dantas Construction-Dave Dantas(daveOdwdantas.ccrn)
BPSE-Brian Puppe(briars bpse.net)
Lou Eller, SET David A. Young, P.E.
Field Observer Reviewed By
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