HomeMy WebLinkAboutExcavation & Foundation ReportHEPWORTI I-PAWLAK GEOTECHNICAL
September 5, 2014
Ty Rice
P.O. Box 398
Carbondale, Colorado 81623
Subject:
Dear Mr. Rice:
1-lepworth-Pawlak Geotechnical, Inc.
',Oa) County Road 154
(ileum),,) Sprin,>, Colorado 81601
Phone: 970-945-79SS
Fax: 970-945-8454
mail: hpeeoghpgeotech.cum
RECEIVED.
)EP CI :; 1014
GARFIELD COUNTY
)MMUNITY DEVELOPMENT
Job No. 114 123A
Observation of Excavation, Proposed Residence, 268 Rose Lane, Garfield
County, Colorado
As requested, a representative of Hepworth-Pawlak Geotechnical, Inc. observed the
excavation at the subject site on September 5, 2014 to evaluate the soils exposed for
foundation support. The findings of our observations and recommendations for the
foundation design are presented in this report. We previously conducted a subsoil study
for design of foundations at the site and presented our findings in a report dated April 25,
2014, Job No. 114 123A.
The proposed residence will be one story wood frame above a crawlspace.
At the time of our visit to the site, the foundation excavation had been cut in one level
from 2%z to 3 feet below the adjacent ground surface. The soils exposed in the bottom of
the excavation consisted of silty sandy gravel with cobbles and boulders. Groundwater
was encountered at the footing grade and a 3 inch to 6 inch layer of %-inch screened rock
had been placed over the granular soils.
The soil conditions exposed in the excavation are consistent with those previously
encountered on the site and suitable for support of spread footings designed for the
recommended allowable bearing pressure of 2,500 psf. Loose and disturbed soils should
be compacted in the footing areas as needed. Due to the shallow groundwater level, a
moisture barrier should cover the crawlspace grade and the crawlspace area should be
well vented to prevent excessive humidity. Other recommendations presented in our
previous report which are applicable should also be observed.
The recommendations submitted in this letter are based on our observation of the soils
exposed within the foundation excavation and the previous subsurface exploration at the
Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthorne 970-468-1989
Ty Rice
September 5, 2014
Page 2
site. Variations in the subsurface conditions below the excavation could increase the risk
of foundation movement. We should be advised of any variations encountered in the
excavation conditions for possible changes to recommendations contained in this letter.
Our services do not include determining the presence, prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
concerned about MOBC, then a professional in this special field of practice should be
consulted.
If you have any questions or need further assistance, please call our office.
Sincerely,
HEPWORTH — PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed by:
Steven L. Pawlak, P.E.
LEE/ksw
Job No. 114 123A
G tech
FOUNDATION PLAN
O FOUNOATON SECTION
VI•= P-0•
1
STRUCTURAL KEYED NOTES
MARK
STRUCTURAL ITEM
1111
r
I
I
I
I
10 0A 5-T
® I
I
I
I
d.8' 1T -04A 11L1
I
I
I MO
1321
MULLSILL` TREATED h W/ 5210114 ANCHOR BOLTS SPACED IT OC. AND 17 EACH
ODE OF SPICES.
2314
I
I
I
I
C
1
OM
L ® M
1 O I
I
Eno® EEO
NalI
EIS CI CI
�_______- J
- -
18.8
..Y
14-4
a.D
.5
• I0 d 11
4 a)
t
®
®
L
®
® J
r®®
1 b
IA
1KM
EEO
ILMI
LOU
IED
L J
jIII
Ms314
�~
1a. mm L
141. 3rd
FOUNDATION PLAN
O FOUNOATON SECTION
VI•= P-0•
1
STRUCTURAL KEYED NOTES
MARK
STRUCTURAL ITEM
1111
ONCC NTNG. - 18(0101034) 8 COMT.50l1) M. CONT.
12110'
W DE • CONT. MM VEBTS � 3Y 00.012)N MORS 11 TW, 1 ROTI.
1321
MULLSILL` TREATED h W/ 5210114 ANCHOR BOLTS SPACED IT OC. AND 17 EACH
ODE OF SPICES.
2314
FFRAMED WALL -hflC 1800. UNSHEATHED
DESIGN DATA
1 1700 LIVE MADE Al PS/
2. ROOF SNOW LOAD • 40 PS;
3 BASIC WXO SPEED 115 MPH
WIND IMPORTANCE FACTOR= I O
VEND EXPOSURE =C
INTERNAL PRESSURE COEF.•#HS
4. EMMOUAXE DESIGN DATA.
5500CUSS•OX GTAGORY•B
BEARINGIRE
5 SOIL CAPAOTY• 25017 800 PER
GEOTECHNICAL STUDY BY HEPYORTNPAWIJL
GEOTECHNICAL ATE0 JANUARY 0.284
GENERAL CONCRETE NOTES
MARRESIRNMLICWE ACI y3,FXOLO)01000 ANCES1NM1 OF 711E mmERGnoxN
2. VERIFY ALL03NDMONS AND 200001005 PUDE TO POURING CONCRETE.
3. 1.138 GRACE® REINFORCING STEEL.
J. USE CONCRETE OF 3030 PSI MINIMUMCOAPRESSTVE STRENGTH.
5 BEAR ALL EXTERIOR FOOTINGS BEL004 FROST MOTU,
S
P ROVIDE SLEEVES, COORDINATE 000CH0NETC.AS CL ENO ELECTRICAL TRNRED0Id0 TOPOURING CONCRETE.
T NCCMMRPHCMCROXTROPS 110. INSTALL PLACEMENT
ML
0P REQUIREMENTS.
S
OMI ME . ANCHOR BOLTS
0. NO±80 ENGINEER OF ADVERSE SOLCONWTIONS ENCWEERED WRING
EXCAVATION.
BEA 8�o00 ORrNuuURBED NATURAL MATERIAL, DR ON PROPERLY PLACED
A LL
AT EACH SIDE ANO AT TOP AND BOTTOM OF OPENINGS. AW REINFORCEMENT
FO
A▪ L TO ONE HALF
IS GREATER UM
HE NUMBER OF BER3 CUT HE THE OPENING OR 12)11611/110
PARALLEL TO PRINCIPE REINFOR0XG MUST RUN
RILL LENGTH. BARS. PERFEMOCULN1 TO PXIXCPLE REINFORCING MUST EMEND
24111C1115 130801101311 OPENIMGOR END IN A STANDARD XCLY.
LOCATE OPENINGS 50 A5 NOT TO CPXCIOE 011± BEAN BEARING LOCATIONS.
12 PROVDEALL NECESSARY COLOWEATHER PROTECTION FOP IIXP1ACE CONCRETE
WHENEVER THE TEMPERATURE X FORCAST TO FALL BELOW 404F VYTHIN 141)±11
OF PLACEMENT
PRO ECTCONCRETE AGNXST FREEZING U11916. 1-411 CUR0G000N0 LESS THAN
14 DO NOT PLACE CONCRETE IliCONTACT WITH 8002811 SURFACES
GENERAL GRADING NOTES
SLOPE FINISH GRADE AWAY FORM THE FOUN 0411011 AT A FORMINIMUM PERCENT9LOE
A MINIMUM DISTANCE O' 10 FEET MEASURED FROM THEFOUNDATION.
FINISHED
RADE AT EXT TON FOUNDATION
UN AT WALL TO BE AMINIMUM B INCHES BELOVTHE
T
MINIMUMTOP OF FOUNDATION WALL MUST BE A THE DRA
CURB012 PERCENTCF THE DITANCEFRCM THE ORMNGE ABOVE DACE
TOTNE
0010251100.
GENERAL FOUNDATION NOTES
PROVIDE PACE VEXES OR CONDITIONING
PER LOCAL CODES
z
Q
ce
of
H nm
n
01 CO E
C o 0
_
g
EG
C PAP 0 >_
w LJ
04
o
a
H
FOUNDATION
0)
W
0
x
z
0
3