HomeMy WebLinkAbout5574No. 5574
GARF7ELD CVUNTY
BUJLDJNG, SANJTATTONE«JPLANNJNG DEPARTMENT
109 81.11 Street Suite 303
Glenwood Springs, Colorado 81601
303) 945-8212
Job Address 0392 Springridge Drive, Lot. 18, Glenwood Springs
Nature of Work Ruil Permit
Use of Building Single Family Dwelling w /Double Garage
Owns'Barbara Ormsby
Contractor Kennedy Construction
Amount of Permit$1.815.41 Date June 22, 1995
Permit: 1100.00
Plan 715.16
Paid $603.59 5 -26 -95
S. Archuleta
Ctcrk
BUILDING PERMIT APPLICATION
GARFIELD 001111 TY. COLORADO
Applican 10 COIllple nun lb ere (1 spaces only. PERMITNO. . 77 PARCEL/SCI NO.
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017 ABANDONED FOR A PERIOD OF 100 DAYS AI AIIY TIME AE TER WOIIK IS PILUCOMMENCED.IIIEAI.11 I DEPT rNC. Ve le&
I I IEREOY CERI IFY TI IAI 111AVE READ AND EXAMINED 11115 APPLICATION AND KNOW
111E SAME 100E TRITE AND CORNE01 All PROVISIONS OF LAWS AND URUINMJCES NRE 0E1'!.
GOVERNING 11119 1 YPE OF WORK WILL BE COMPI I[D WI III W11E111E17 SPECIFIED
11EREIN OR NOT. TIIE GRAN NAG OF A PE17MI1 001-5 NOT PRESUME 10 GIVE 5011. REP0171
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AGREEMENT
PERMISSION IS HEREBY GRANTED TO TIIE APPLICANT AS OWNER, CONTRACTOR AND /OR THE AGENT OF THE CONTRACTOR OR OWNER TOCONSTRUCTTIIESTRUCTUREASDETAILEDONPLANSANDSPECIFICATIONSSUBMITTEDTOANDREVIEWEDBYTHEBUILDINGDEPARTMENT
IN CONSIDERATION OF THE ISSUANCE OF TIIIS PERMIT TIIE SIGNER HEREBY AGREES TO COMPLY WITI• ALL BUILDING CODES AND LAND USEREGULATIONSADOPTEDBYGARFIELDCOUNTYPURSUANTTOALITIIORITYGIVENIN30.20.201 CRS AS AMENDED. THE SIGNER FURTHERAGREESTIIATIFTHEABOVESAIDORDINANCESARENOTFULLYCOMPLIEDWITIIIN171ELOCATION, ERECTION, CONSTRUCTION AND USE OFTIIEABOVEDESCRIBEDSTRUCTURE. TIIE PERMIT MAY TIIEN BE REVOKED BY NOTICE FROM TIIE COUNTY AND THAT THEN AND THERE ITSIIALLBECOMENULLANDVOID.
THE ISSUANCE OF A PERMIT BASED UPON PLANS, SPECIFICATIONS AND OTIIER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROMTHEREAFTERREQUIRING171ECORRECTIONOFERRORSINSAIDPLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDINGOPERATIONBEINGCARRIEDON - THEREUNDER WIIEfl IN VIOLATION OF TI115 CODE OR ANY OTIIER ORDINANCE OR REGULATION OF THISJURISDICTION.
TIIE 111-
JO
r I I AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN 'i 4 , 'I)N I. IT 5 OR LIABILITIES BY GARFIELD COULJTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. 711ERESPON. ^ ITY FO •YT -' 1F EMSJ Y )t
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IMPLEMENTATIONBC NSCONSTRUCTIONCONSERVATIVEANNSUP RESTS SPECIFICALLY EE ARCITITECT, DESIGNED,BUILDE O COMMENTS IITEIJDED TOO BE ONSERERVNATIVE ANL) U IN SUPPORT OF TII OWEOWNERSRS INTEREST.ERESST.f A
26199,GarlormLL „
v I TIERED A 14QpLEDGE TI IAT I IIAVE READ AND UNDERSTAND TIIE AGREEMENT ABOVEJJ NI71nl 9 1
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THIS CARD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
BUILDING PERMIT
ARFIELD COUNTY, COLORAD
j
Date Issued .f. 91 ‘ l%Area
AGREEMENT
Permit NotENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with
all laws and regulations related to the zoning, location; construction and erection of the
proposed structure for which this permit is granted, and further agrees that if the above
said regulations are not fully complied with in the zoning, location, erection and
constructio of th hove described structure, the permit ma then be revoked by notice
from B i mg or a M
Use I "r'e B ,E w
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6,6AddressegalDescriptionlI4t ` .
Owner to r e'Contract A R s 1
Setbacks Front Side Side Rear
This Card Must Be Posted So It Is Plainly Visible From the Street Until Final Inspection.
INSPECTION RECORD
Zoning Roof Covering
Electric -Final (by STATE inspector)
Footing z4 /9s cP9 S7
Foundation 7. 7- yr a Ewa
Plumbing- Underground
Gas Piping Heating Ventilation
Frame q -2 9- 71 Insulation
f^?,,, ..Plumbing- Rougha Drywall riB mss`Y c /! i r,
Electric-Rough
b STATE inspector) ..Y P p( Final ha . y its- T,.,
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING —
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
THIS PERMIT IS NOT TRANSFERABLE
Phone 945 -8212 10 9 8th Street,County Courthouse,Glenwood Springs, Colo.
r APP 130Vp D DO NOT DESTROY THIS CARD
Date the' + -' By / s Iwo
1
CTL /THOMPSON, INC.
CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS
SOILS AND FOUNDATION INVESTIGATION
Proposed Ormsby /Doucette Residence
Lot 18, Springridge Subdivision
Garfield County, Colorado
Prepared For:
Mr. Stephen Kennedy
Kennedy Construction
0233 Home Place
Glenwood Springs, Colorado 81601
Job No. GS -1465 March 8, 1995
234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (303)945 -2809
I Y
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 1
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 2
SITE EXCAVATION 2
FOUNDATION 3
FLOOR SLABS AND EXTERIOR CONCRETE 4
BASEMENT CONSTRUCTION 5
PERCOLATION TEST RESULTS 5
SURFACE DRAINAGE 6
LIMITATIONS 6
FIGURE 1 - APPROXIMATE LOCATIONS OF TEST PITS
FIGURE 2 - SUMMARY LOGS OF TEST PITS
FIGURE 3 AND 4 - SWELL/CONSOLIDATION TEST RESULTS
FIGURE 5 - EXTERIOR FOUNDATION DRAIN
FIGURES 6 THROUGH 8 - PERCOLATION TEST RESULTS
TABLE 1 - SUMMARY OF LABORATORY TESTING
SCOPE
This report presents the results of our soils and foundation investigation for the
planned Ormsby /Doucette Residence to be built on Lot 18, Springridge Subdivision in
Garfield County, Colorado. We explored the subsurface conditions to provide foundation
recommendations for the proposed building. This report includes a description of the
subsurface conditions found in our test pits, a recommended foundation system and
geotechnical criteria for it and construction criteria for details influenced by the subsoils.
Our report was prepared from data developed during our field exploration, laboratory
testing, engineering analyses, and our experience. A summary of our conclusions is
presented below
SUMMARY OF CONCLUSIONS
1 .Our test pits penetrated 0.5 feet of
T
soft, organic clays above medium stiff
to stiff, sandy to silty clays. Free groundwater was not found in our test
pits the day of excavation.
2 .We recommend founding the building with footings bearing on the
undisturbed natural, sandy to silty clays.
3.he basement floor slab -on -grade can bear on the natural clays.
ld be maintained at4.A ground surface slope away from the building shou
all times to reduce wetting of soils below foundations.
SITE CONDITIONS
Lot 18, Springridge Subdivision is located on Springridge Drive approximately 3
miles south of the Glenwood Springs Airport in Garfield County, Colorado. The area is
an alluvial terrace formed by glaciation and the Roaring Fork River.
Ground surfaces are gently rolling and slope down to the north at grades visually
estimated at 2 to 5 percent. Vegetation consists of irrigated pasture grasses and weeds.
t
PROPOSED CONSTRUCTION
A single family residence will be built. The residence will be a one story log
building with an unfinished basement. At this writing, plans are for the basement to
remain unfinished. Floors in living areas will be structurally supported by the foundation
system with the unfinished basement below. The basement floor will be slab -on- grade.
We understand that maximum excavations will be 8 feet deep. Foundation loads we
assumed for our analysis werecbetween 1,000 and 3,000 pounds', per lineal foot along
bearing walls and maximum interior column loads of 10 kips. We should be informed ,if
the actual construction or loads are different than described above to allow re- evaluation
of criteria recommended herein.
SUBSURFACE CONDITIONS
Our field /laboratory manager viewed test pits excavated by the client at the
approximate locations shown on Figure 1 and obtained soil samples for testing in our
laboratory. Summary logs of our test pits are shown on Figure 2. Results of laboratory
testing are shown on Figures 3 and 4 and on Table 1.
Our test pits penetrated 0.5 feet of soft, organic clays above medium stiff to stiff,
sandy to silty clays. Free groundwater was not found in our test pits the day of
excavation.
SITE EXCAVATION
We understand site excavation will consist of approximately 8 feet deep cuts for
the basement. Excavation sides should be sloped. Excavated slopes will tend to
2
y L
collapse and flatten. We recommend temporary excavation slopes be 1 to 1 (horizontal
to vertical) or flatter for the sandy to silty clays above groundwater.
We believe the sandy to silty clays are Type B as described in the October, 1989
Occupation Safety and Health Administration (OSHA) Standards published by the
Department of Labor governing excavations. The publication indicates a maximum
temporary slope of 1 to 1 (horizontal to vertical) for Type B soils above the water table.
We should view the excavation to confirm that soils are as anticipated.
Soils removed from the excavation should not be stockpiled at the edge of the
excavation. We recommend the excavated soils be placed at a distance from the top of
the excavation equal to at least the depth of the excavation.
Free groundwater was not found in our test pits. Depending upon cut depths and
the time of year water may be present and enter the excavation. If free groundwater is
encountered, we recommend excavations be sloped to sumps where water can be
removed by pumping. Excavations will tend to flatten to 2 to 1 (horizontal to vertical) or
flatter below the water table.
FOUNDATION
The building can be founded with footings bearing on the natural, sandy to silty
clays. Footings bearing on the natural clays may experience 1 -inch total settlement and
differential settlement of about 1/2 of the actual total settlement. Footings for the building
can be designed and constructed with the following criteria:
1.Footings bearing on the natural, medium stiff to stiff, silty to sandy clays
can be designed for a maximum soil bearing pressure of 2,000 psf.
Material loosened during the excavation or forming process should be
removed from footing areas or compacted prior to placing concrete;
3
2.Foundation walls for continuous footings should be reinforced top and
bottom to span undisclosed loose soil pockets. We recommend steel
reinforcement equivalent to that required for a simple span of 10 feet.
Reinforcement should be designed by a qualified structural engineer;
3.Minimum footing sizes are desirable. We recommend a minimum width
of 16 inches for continuous footings and at least 2 feet by 2 feet for
isolated column footings. Larger sizes may be required based on the
structural loads;
4.The soils beneath exterior footings should be protected from freezing. We
recommend footings be at least 36 inches below finished exterior grades.
The local building department should be contacted to verify required frost
protection depth.
Water from surface run -off (precipitation, snow melt, irrigation) frequently flows
through backfill placed adjacent to foundation walls and collects on the surface of the
comparatively impermeable soils occurring at the bottom of the foundation excavation.
This can cause damp or wet conditions in the basement. To reduce the accumulation
of water, we recommend a foundation drain. The drain should consist of a 4 -inch
diameter open joint or slotted PVC pipe encased in free draining gravel. The drain should
lead to a positive gravity outfall or a sump to be mechanically pumped. A typical
foundation drain detail is shown on Figure 5.
FLOOR SLABS AND EXTERIOR CONCRETE
We anticipate excavation at this site will expose sandy to silty clays. Basement
and garage floors will be slabs -on- grade. At this writing plans are for the basement to
remain unfinished. We recommend the following design and construction criteria for
slabs -on -grade floors:
1.Slabs -on -grade floors should bear on the natural, sandy to silty clays. If
desired, a four inch layer of washed rock can be placed between the slab
and ground to provide a level surface to place concrete on;
4
exterior walls and interior bearing
2.s with a joint to providede fo
membe
free movement. Trench backfil should
be moisture treated and compacted to at least 95 percent of standardProctormaximumdrydensity (ASTM D 698);
3.concrete placementand isolated f
tested prior to
from the slabs with sleeves;
4.Frequent control joints should be provided. We suggest using therecommendationsoutlinedbytheAmericanConcreteInstitute (ACI).
The above precautions will not prevent movement of slabs -on -grade floors in the event
the soils become wet, but they will reduce the potential damage when movement occurs.
BASEMENT CONSTRUCTION
Basement walls will be up to 8 feet high and will be subjected to lateral earth
pressure. These walls are restrained and cannot move, therefore, they should be
designed for the "at rest" lateral earth pressure. Assuming on -site soils will be used as
backfill, we recommend using an equivalent fluid density of 50 pcf to calculate the lateral
earth pressure. Backfill of the foundation walls should be moisture treated to within 2
percent of optimum moisture content and compacted to at least 90 percent of standard
Proctor maximum dry density (ASTM D 698).
PERCOLATION TEST RESULTS
Three (3) percolation tests were performed in the clays at locations shown as P -1
through P -3 on Figure 1. We excavated test pits to near assumed percolation field depth.
An additional excavation was then into the exposed surface in which percolation tests
were performed. We recommend using a design percolation rate of 80 minutes /inch for
percolation field design. Percolation test results are shown on Figures 6 through 8.
5
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by moisture
conditions within the subgrade soils. Surface grading should cause rapid run -off of
surface water away from the building in all directions. Sprinkler heads should be at least
5 feet from the building and directed away from the build. We recommend landscaping
that requires no or minimum irrigation within 5 feet of the house. The following
precautions should be observed during construction and maintained at all times after the
construction is completed:
1.Wetting or drying of the open excavation should be avoided;
2.Water should not be allowed to pond adjacent to the building. The ground
surface surrounding the building exterior should be sloped to cause rapid
run -off of surface water away from the building. We recommend a finished
ground surface slope of at least 12 inches in the first 10 feet;
3.Plastic membranes should not be used to cover the ground surface
immediately surrounding the building. These membranes tend to trap
moisture and prevent normal evaporation from occurring. Geotextile fabric
such as Mirafi or Typar can be used on the ground surface immediately
surrounding the building for weed growth control while allowing
evaporation to occur;
4.Roof downspouts, drains and other water collection systems should
discharge well beyond the limits of all backfill. Splash blocks or
extensions should be provided at all discharge locations.
LIMITATIONS
Our test pits were spaced to obtain a reasonably accurate picture of the
subsurface conditions. Variations in the subsurface conditions not indicated by our test
pits will occur. We should observe the completed excavation to confirm the soils are as
we anticipated from our test pits. Placement and compaction of fill and backfill should be
observed and tested during construction.
6
Our report is based on conditions disclosed by our test pits, results of laboratory
testing, engineering analysis and our experience. Criteria presented reflects the proposed
building as we understand it. We should be advised if the final design differs from our
assumptions to permit us to re- evaluate our conclusions and recommendations.
This investigation was conducted in a manner consistent with that level of care and
skill ordinarily exercised by geotechnical engineers currently practicing under similar
conditions in the locality of this project. No other warranty, express or implied, is made.
If we can be of further service or if you have questions regarding this report,
please call.
CTL/THOMPSON, IN
iAt
Wilson L. "Liv" =•wden
Enginee'•• e- gl••ist
Re - b .
Jo I1 hh,f':,
nch ana er 1
B:JM:cd
3 copies sent)
7
TP -1 TP -2
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ASSUMED BASEMENT
FINISHED FLOOR ELEVATION
Organic clays, soft, moist, dark
NOTES:
D:
1. Test pits were excavated
February 21, 1995 with abrown. (OL)
Clay, sandy to silty , medium
backhoe.
r 2. No free groundwater was found
stiff to stiff, moist, brown. (CL)
Hand drive sample using a 2.0
inch diameter sampler.
in our test pits the day of'
excavation.
3. These test pits are sub
ject to the explanations,
limitations and conclusions
as contained in this report.
Fig. 2
Bulk sample.
SUMMARY LOGS OF TEST PITS
0- '
Job No. GS -1465
3
2
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6
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COMPRESSION UNDER CONSTANT
PRESSURE DUE TO WETTING
x
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APPLIED PRESSURE —
10
KSF
Sample of_ TCLIYATS3IFEETY SANDY (CI )NATURALMOISTURECEONTENT= 10 %
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APPLIED PRESSURE — KSF
From
Sample of NATURAL DRY UNIT WHGHT=PCF
NATURAL MOISTURE CONTENT
Swell Consolidation
JOB NO. GS -1465 -'
Test Results FIG. 3
V
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Zt COMPRESSION UNDER CONSTANT
Z 1 -- -'__ "- - "-- - - PRESSURE DUE TO WETTING
aXW
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0.1 1.0 10 100
APPLIED PRESSURE — KSF
Sample of CLAY, SLIGHTI Y SANDY ((1 )NATURAL DRY UNIT WEIGHT= 105 PCF
From TP -1 AT 3 FEET NATURAL MOISTURE CONTENT= 8 . 5
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APPLIED PRESSURE — KSF
Sample of NATURAL DRY UNIT WEIGHT=PCF
From NATURAL MOISTURE CONTENT=
Swell Consolidation
JOB NO. GS -1465 -Test Results FIG. 3
ECT
7
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Sample of CLAY, SLIGHTLY SANDY (CL)NATURAL DRY UNIT WEIGHT= 97.0 PCF
From TP -2 AT 8 FEET NATURAL MOISTURE CONTENT= 13.8
41-__.Swell Consolidation
Test Results
JOB NO. GS -1465 FIG. 4
LOPE
HL
NOTE:
S
DRAIN SHOULD BE AT LEAST 2 INCHES •
f
PER REPORT
BELOW BOTTOM OF VOID AND FOOTING AT
THE HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
a
REMOVED BY PUMPING.
E
BACKFILL
s
BELOW GRADE WALL
PROVIDE PVC SHEETING GLUED
TO FOUNDATION WALL TO REDUCE
L
ENCASE PIPE IN WASHED
p ER
MOISTURE PENETRATION.
REINFORCING STEEL
SLOPE PER STRUCTURALCONCRETEAGGREGA (ASTM
EXTEND GRAVEL TO AT LEAST
DRAWINGS.
OSHA 1 C33, N0. 57 OR N0. 67). fE
T 1/2 HEIGHT OF FOOTING.
i
i PROVIDE POSITIVE SLIP JOINT
BETWEEN SLAB AND WALL.
A FLOOR SLAB
COVER GRAVEL WITH
FILTER FABRIC OR
t.
ROOFING FELT.i.
y
1
1.
3 FOOTING OR PAD
Oar. ' y
2" MINIMUM
8" MINIMUM
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
WHICHEVER IS GREATER)
4 -INCH DIAMETER PERFORATED
DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A
SLOPE RANGING BETWEEN
1/8 INCH AND 1/4 INCH DROP
PER FOOT OF DRAIN.
EXTERIOR FOUNDATION WALL DRAIN
FIG. 5
JOB NO. GS -1465
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 2/22/95
DATE: 2/21/95
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 12:00 1 HS f xINO
PERCOLATION TEST RESULTS
TIME AT TIME
DEPTH TO WATER CHANGE PERGOLA
HOLE DEPTH START OF END OF IN WATER TION RATESTARTOFINTERVAL
INTERVAL INTERVALNUMBERINCHES) INTERVAL MINUTES)
DEPTH MIN /INCH)
INCHES) INCHES) INCHES)
P -1 13.25 10:25 35 2.625 4.125 1.500 23
11:00 30 4.125 5.000 0.875 34
11:30 30 5.000 5.625 0.625 48
12:00 30 -5.625 6.125 0.500 60
I.12:30 30 6.125 6.375 0.250 120
1:00 60 6.375 7.250 0.875 69
2:00
Top of test was at 36 inches below
existing grade.
JOB NO. GS -1465 FIG. 6
r
PERCOLATION TEST
SATURATION AND PREPARATION
DATE: 2/22/95
DATE: 2/21/95
WATER IN BORINGS AFTER 24 HOURS
TIME AT START OF SATURATION: 12:00 I IYES I X NO
PERCOLATION TEST RESULTS
TIME AT TIME
DEPTH TO WATER CHANGE PERCOLA
HOLE DEPTH START OF END OF IN WATER TION RATESTARTOFINTERVALINTERVALINTERVALNUMBERINCHES) INTERVAL MINUTES)
DEPTH MIN /INCH)
INCHES) INCHES) INCHES)
P -2 11.50 10:27 35 1.500 3.125 1.625 22
11:02 30 3.125 3.875 0.750 40
11:32 29 3.875 4.375 0.500 58
12:01 30 .4.375 4.750 0.750 40
12:31 30 4.750 5.000 0.250 120
1:01 60 5.000 5.625 0625 96
2:01
Top of test was at 36 inches below
existing grade.
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