HomeMy WebLinkAboutEngineer Report 08.03.15DATE: 03 August 2015
PROJECT: 266 Fox Run
Rifle, Colorado
TO: Roger Day
(970) 379-6723
448 Will Avenue
Rifle, Colorado 81650
970-625-2774 Phone
westar@rof.net E-Mail
SUBJECT: Review of structural connections and loads to the existing modular building
Dear Roger.
I have reviewed your plans and details for the proposed additions and off er the following.
1. The covered walkway connection from the new garage to the existing house will consist of overbuild
framing only and shall be constructed to impart only the small dead loads from the tributary overbuild
framing. Structural supports shall be completely independent of the existing building and foundation.
2. The Sunroom addition will include a ridge beam and floor joists that will add tributary loads to the
south wall of the existing building. Since no subsurface soils information is available it is assumed that
the minimum bearing value for shallow the spread footings is 1,350 psf on stable soils.
Using this soils bearing assumption the existing 26 inch wide footing is sufficient for the additional
loads from the new roof and floor framing as shown on the plans. The ridge beam shall be supported
by at least (3) 2x6 studs, more as needed, Hem Fir #2. These three studs shall be constructed in a tripod
arrangement with plates, blocking, and sheathing on both faces. This assembly sholl be plnced over
and fastened to the existing 2x6 wall top plate in a manner that spreads the load from the ridge beam
along a minimum distance of 6 linear feet. Builder shall insure that the ridge beom bears on all three
studs. Add studs as needed.
3. Construction notes are attached (or reference.
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Drawings referenced in this document:'~~~;~j~l.2~~.1, AJ.2, and RLDIS0622-1 RO with associated sections
and details.
Page I of I
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CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING
30 July 2015
Mr . Roger Day
266 Fox Run Road
Rifle Colorado 81650
e-mail: battlepk@rof.net
PN: M15090MT
Subject: Theoretical Calculated Bearing Capacity for
Structure Addition at
266 Fox Run Road
Rifle, Colorado
Mr. Day,
This letter presents the results of a laboratory soil strength
test and the assessment of the test results generated with
respect to theoretical calculated bearing capacity for a spread
footing foundation.
The laboratory tests were performed using a sample submitted to
our office. The laboratory strength test consisted of a direct
shear test the results of which are summarized on Figure 1,
attached.
The theoretical calculated design bearing capacity parameters
are based on the laboratory test results and theoretical bearing
capacity relationships.
The scope of our services is outlined below .
-perform a laboratory direct shear test strength test to
measure soil strength design parameters, cohesion and internal
angle of friction, and
-calculate the theoretical bearing capacities for the proposed
spread footing foundation supported on the soil material
submitted and tested.
-Our study did not include any services not noted. We are
available to provide additional services such as assessment of
additional design parameters and characteristics. Please
contact us to request additional geotechnical engineering
services.
P.0.Box 3986
Grand Junction , Co. 81502
(970) 245 6506
P.O.Box4S
Montrose, Co. 81402
(970) 249 2154
page2
PN: 15090MT
30 July 2015
The theoretical bearing capacity design parameters are based on
high quality craftsmanship, care during construction and
cognizance of the post construction potential for swell or
settlement of the site support materials and appropriate post
construction maintenance.
The bearing capacity will depend on the minimum depth of embed-
ment of the bottom of the footing below the lowest adjacent
grade. Other characteristics may influence embedment.
Bearing capacity and associated minimum depth of embedment of the
bottom of the footing below the lowest adjacent grade are
presented below.
SPREAD FOOTING FOUNDATION MEMBERS BEARING UPON
THE NATIVE SOIL MATERIALS
SPREAD FOOTING
THEORETICAL CALCULATED SOIL BEARING CAPACITY
CONTINUOUS
(POUNDS PER
990
1,175
1,350
1,540
ISOLATED
SQUARE FOOT)
1,290
1,530
1,770
1,970
D*
(feet)
1
2
3
4
D* Minimwn depth of embedment for footings adjacent to level areas.
We represent that our services were performed within the limits
prescribed by you and with the usual thoroughness and competence
of the current accepted practice of the geotechnical engineering
profession in the area. No warranty or representation either ex-
pressed or implied is included or intended in this report or our
contract. We are available to discuss our findings with you. If
you have any questions please contact us. The supporting data
for this report is included in the accompanying attachment.
~rt mm J\smtciaie~
CONSULTING GEOTECHNICAL ENGINEERS
AND MATERIAL TESTING
page3
PN: 15090MT
30 July 2015
This report is a product of Lambert and Associates. Excerpts
from this report used in other documents may not convey the
intent or proper concepts when taken out of context, or they may
be misinterpreted or used incorrectly. Reproduction, in part or
whole, of this document without prior written consent of Lambert
and Associates is prohibited.
This report and information presented can be used only for this
site, for this proposed development, and only for the client for
whom our work was performed . Any other circumstances are not
appropriate applications of this information. Other development
plans will require project specific review by us.
Please contact us if further consultation or observations and
tests are required. We are available to provide additional
services including a complete field and laboratory study and
associated assessment. If you have any questions concerning this
report or if we may be of further assistance, please contact us.
Respectfully submitted;
LAMBERT AND ASSOCIATES
Dennis Lambert, P.E .
Geotechnical Engineer
~rt anh J\ssociahs
CONSULTING GEOTECHNICAL ENGINEERS
AND MATERIAL TESTING
~mth~g
CONSULTING GEOTECHNICAL ENGINEERS AND MATERIAL TESTING
Project: 266 Fox Run Road Addition Project Number: M15090MT Date Sampled : 7/2212015
Location: Rifle, Colorado Sample Source: Delivered Lab Sample #: 3003
Sample Description: Clay, silty, sandy, brown Date Tested: 7/29/2015 Tested By: AC
Direct Shear Test Results
8
7
6 -'iii
.!:!: 5
CJ) ,,,
CD 4 -.... .... ~--en ....
~ 3 • 2% Strain GI .c ~ _,-en ...,,,_ .. .. ... II 4% Strain
2 ~ -.... • 6% Strain . ~ ....... r_ .... ---Linear (4% Strain) ...
1 • - -Linear (2% Strain)
-Linear (6% Strain)
0
0.00 2.00 4.00 6 .00 8 .00
Normal Stress (psi)
%Strain Cohesion (psf) Friction Angle (deg)
2 127 15
4 164 17
6 201 20
Prolect No .: M15090MT
Date : Julv 30, 2015
Figure: 1