HomeMy WebLinkAbout1956 Blue Yonder Way - Special Inspections/Engineering - 06/28/2013A.G.2180 South Ivanhoe Street, Suite 5
11 ii V assenaar panvar, Colorado 80222-5710
T 303-759-8100 Fax 303-756-2920
Geotechnical and Environmental Consultants
June 28, 2013
D R Horton
9555 South Kingston Court, Suite 200
Englewood, Colorado 80112-5943
Attention: Mr. Tim Karns
Subject: Soil and Foundation Study
Proposed Residential Structure
Lot 13, Block 4
Bucking Horse, Filing 1
Fort Collins, Colorado
Project Number 131235
Purpose
O www.agwassenaar.com
As requested, we have performed a soil and foundation study at the subject site. The purpose of our
study was to observe subsurface conditions encountered and to recommend geotechnical design
criteria for the design and construction of the foundation for the proposed residence. Additionally,
we reviewed partial "Construction Observation and Testing" reports (Earth Engineering Consultants,
LLC, Project Number 1124098, dated December 28, 2012 and May 1, 2013) as a portion of our
analysis. This letter presents a summary of our findings and recommendations.
Subsurface Conditions
The field exploration included drilling a 4-inch diameter auger boring near the center of the lot in the
upper level to a depth of approximately 36 feet. The subsurface materials encountered consisted
of:
0' to 12' Fill, clay, very stiff, silty, sandy, with reprocessed claystone, moist, mottled
brown to mottled gray
12'
to
171/2'
Clay, stiff, silty, sandy, moist, brown to reddish brown
17'/2'
to
21'
Sand, medium dense, silty, slightly clayey, moist, brown to reddish brown
21' to 33'/2' Sand and Gravel, dense, silty, moist to wet, brown
33'/2' to 36' Claystone (bedrock), very hard, silty, slightly sandy, moist, brown to gray
Date of drilling: May 28, 2013 and June 18, 2013
U
Depth to water: 20 feet at the time of drilling B1400
Destroyed 6 days after drilling `-
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D R Horton
Project Number 131235
June 28, 2013
Page 8
conditions not indicated by the boring are possible and expected. Therefore,we should be retained
to observe the foundation excavation and construction in order to verify or revise our
recommendations. If unexpected subsurface conditions are observed by others during construction,
we should be called to review our recommendations.
This report was prepared for the exclusive use of our Client for the sole purpose of providing
geotechnical design criteria for the subject structure based upon the existing site conditions as
encountered. The conclusions and recommendations contained in this report shall not be considered
valid for use by Others without written authorization from A. G.Wassenaar, Inc. In addition,the state
of practice in geotechnical engineering is constantly evolving. Therefore, findings presented in this
report should be reviewed and revised, if necessary, prior to actual construction.
If we can be of further service in discussing the contents of this letter or in analysis of the proposed
structure from the soil and foundation viewpoint, please call our office.
Sincerely,
A. G. WASSENAAR, INC.
o�p0 RE�/sT�� .
.,�NANN,yp.FO
o .
Kat leen A. Noonan, P.E. :� NUIdBER r:
Senior Engineer ,�. 32156 :�
'•�-�i3,,��,�,
Reviewed by: . SS/ONA����\
l 1
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Keith D. Seaton, P.E.
Senior Engineer
KAN/KDS/lia
Attachments: Figures 1, 2, and 3
Statement of Services
A.G. Wassenaar
' Geotechnical and Environmental Consultants � C•
NOTES:
1. DRAIN MUST SLOPE TO A POSITIVE
GRAVITY OUTLET AND/OR TO SUMP
WHERE WATER CAN BE REMOVED
BY PUMPING
� // � 2. SLOPE BOTTOM OF TRENCH AND PIPE AT A
���/� /��� ////\ / OR S AP ROVED BYTHOEOGEIOTECHNICAL ENGINEER
3. 4-INCH DIAMETER RIGID PERFORATED PVC
PIPE(ASTM D2729 MINIMUM SCHEDULE 20),OR
FOUNDATION SUBSTITUTE APPROVED BY GEOTECHNICAL ENGINEER
WALL
4. GRAVEL SPECIFICATION: 2"MINUS WASHED
ROCK/GRAVEL, POORLY GRADED WITH NO MORE
THAN 30%PASSING THE 3/8"SIEVE AND NO
MORE THAN 10%PASSING THE#4 SIEVE,OR AS
APPROVED BY THE GEOTECHNICAL ENGINEER
MINIMUM 10 MIL POLYETHYLENE BARRIER,OR gACKFILL
EQUIVALENT APPROVED BY GEOTECHNICAL
ENGINEER.ATfACH TO WALL AFfER
DAMPPROOFING AND EXTEND AT LEAST 1 FOOT
UP ON WALL AND BENEATH FLOW LINE OF PIPE.
NON-WOVEN GEOTEXTILE FILTER FABRIC
(MIRAFI 140N OR EQUIVALENT APPROVED BY
GEOTECHNICAL ENGINEER)PLACED
OVER ENTIRE WIDTH OF DRAIN GRAVEL. FOUNDATION VOID SPACE
DRAIN GRAVEL(SEE NOTE#4).
FILL ENTIRE TRENCH WITH GRAVEL AND
EXTEND TO TOP OF VOID. MINIMUM GRAVEL
COVER OF 4"IS RE�UIRED.
SLIP JOINT
6
CONCRETESLAB
a O \/ \/ �/ \ �/ \/ \
�' 9:; • . �// � // � // � // �/ /
p:;:��: ' :a q:, . /� /\ /� /\ ///� ///Q �//\ ///\
0 • +� �:
.�:.,: .; . .
DRAIN PIPE-(SEE NOTES#2&3 �
AT LOCATION OF HIGH POINT, �'
ESTABLISH BOTTOM OF DRAIN DRILLED PIER
PIPE AT LEAST 8"BELOW
BOTTOM OF VOID
� � ��
MINIMUM
EXTEND POLYETHYLENE TO OUTSIDE
EDGE OF BOTTOM OF TRENCH
PIER FOUNDATION
PIER3 FXT SOG TYPICAL EXTERIOR DRAIN DETAI�
SEPTEMBER2007 FIGURE 1