HomeMy WebLinkAbout4641 a I`_ 04� -
GARFIELD COUNTY
BUILDING, SANITATION and PLANNING DEPARTMENT
109 8th Street Suite 303
Glenwood Springs, Colorado 81601
(303) 945 -8212
Job Address 0389 Mel Rey Road, Gglenwood Springs
Nature of Work Building Permit
Use of Building Additi on
Owner Mark Whitman
Contractor James Frey
Amount of Permit: $ 252.45 Date: November 19, 1992
Permit: 153.00
Plan : 99.45
S. Archuleta
Clerk
White- Treas.
Canary- Office
Pink- Applicant .
Gold- Duplicate . _
` - - GARFIELD COUNTY
APPLICATION FOR BUILDING PERMIT
PERMIT NUMBER *y.,/
"Y 3¢g
please Q�
e print or type DATE /1-/ % - ?_
Assessor's Parcel
TO BE FILLED OUT BY APPLICANT PLOT PLAN
ADDRESS 67 .3 f 4 Me, R NOTE: Show easements, property line dimensions,
SUBDIVISION (tug ((1. all other structures, specify north, and street
6 'FILING # LOT # /� BLOCK ' 4- name. For odd shaped lots, or if space is
a ;TAX ,SCHEDULE # too small, provide separate plot plan.
LEGAL (SSEC /TWN /RNG). # CF BUILDINGS NOW ON PARCEL I
c4 NAME i• �4 k ��I un USE OF BUILDING NOW ON PARCEL
MAILING ADDRESS (i ' ,y�' y Ale ' P� � � , f' t C! C -
5 CITY Gws PHONE
m a NAME
a w ADDRESS CITY
a
NAME C PS I /e
o ADDRESS ,of or CC_
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o (PHONE 4$' -S I Li 1 LICENSE #
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CLASS OF WORK
NEW ALTERATION ADDITION v
DEMOLISH REPAIR MOVE
MOBILE HOME (make /model) of k
S.F. OF BUILDING S.F. OF LOT
# OF FLOORS HEIGHT
# OF FAMILY UNITS 4 # OF B DROOMS c;ddJ 1-
INTENDED USE OF BUILDING }-es,1 r . , -e
GARAGE: SINGLE DBL CARPORT: SINGLE DBL
_ _ FRONT PROPERTY LINE
FIREPLACE q q , 5
DOCUMENTS ATTACHED • STREET NAME /ROAD NUMBER
WATER SUPPLY L -, /1111 • .2 CHECK IF CORNER LOT
DRIVEWAY PERMIT FI DESC I TION OF /WO PLANNED
SITE PLAN J ' r,L\ p. 9 Odd Z ri ao h (3 r .P ✓ e
BUILDING PLANS I/
SANITARY SEWER CLEARANCE
X G S v' I hereby acknowledge that I have read this
ON SITE SEWAGE DISPOSAL PERMIT /lJ A application and the above is correct and I
OTHER DOCUMENTS (specify) _ _ agree to comply with all county ordinances
an state laws regulating building construction
_— S2g �t'1h61, SI ATURE J
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yp�• FOR OFFICE USE ONLY
VALUATION i /3 Loo, o o � FLOOD HAZARD
$45 FEE $ /oo PLAN CHECK FEE $ 9'9' s- CERTIFIED BLDG ELEVATION
TOTAL FEE $2c2„43 SCHOOL IMPACT FEE $ 4/4- SPECIAL CONDITIONS
DATE PERMIT ISSUED
ZONING DISTRICT PROBLEMS WITH PERMIT
TYPE OF OCCUPANCY ____R=3
TYPE' OF CONSTRUCTION / ADDITIONAL INFORMATION NEEDED
S.F. OF BUILDING 528 i/ S.F. OF LOT
MAX. HEIGHT iG a` ' ROAD CLASS. CERTIFIED BY COLORADO REGISTERED LAND SURVEYOR
SETBACKS FROM PROPERTY LINE: FRONTA/Q CiAN4 ' OR ENGINEER
REAR RIGHT LEFT
OFF STREET PARKING SPACES REQUIRED
APPROVED. �„ _ ✓/� / , S L APPROVED:
ILDING DEPA P M% / vITE PLANNING DEPARTMENT DATE
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PERMIT # OWNER /1,! y / Ail/LOCATION Q344 ' Arde j e •
CONTRCC •R
THE FOLLOWING ITEMS MAY HAVE BEEN OMITTED FROM YOUR PLANS OR MAY NOT COMPLY WITH
THE PROVISIONS OF THE UNIFORM BUILDING CODES. PLEASE CHECK ALL CIRCLED ITEMS
BEFORE BEGINNING CONSTRUCTION. ALL REFERENCES ARE 1988 EDITIONS OF THE CODES..
THESE ITEMS ARE REQUIREMENTS FOR R -3 OCCUPANCIES ONLY (ONE AND TWO FAMILY
DWELLINGS) AND ARE NOT ALL INCLUSIVE OF THE CODE REQUIREMENTS, BUT ARE MEANT AS
A GUIDE TO SOME OF THE MOST OFTEN ENCOUNTERED QUESTIONS RELATED TO CODE
REQUIREMENTS. TIIE APPROVED PLANS RETURNED TO YOU SHALL BE KEPT AT THE BUILDING
SITE DURING CONSTRUCTION. FOR ANY REQUIREMENTS OF THE NATIONAL ELECTRICAL CODE
CONTACT THE COLORADO ELECTRICAL INSPECTOR.
THERE SHALL BE A FINAL INSPECTION AND APPROVAL OF ALL BUILDINGS AND STRUCTURES
WHEN COMPETED AND READY FOR OCCUP CY AND USE - Urc SEC. 395,(d). ,
,4i/ „.y ems /r74f /t ( rv/ 4'll cPd4 ,« d rrrmeet75 rv[rt / • ZIP/ c/fc h
1. Concrete for £oundat and load bearing thiabs is required to be 3000 psi
in 28 days - UBC Chapter 26. Mortar and grout shall be in accordance with
UBC Chapter 24 & Table 24 -A and 24 -B.
2. Masonry units, mortar, and grout shall be protected during cold weather in
accordance with UBC Sec. 2404 (c). Concrete shall be protected during cold
or hot weather in accordance with UBC Sec. 2605 (f) and (g).
3. Minimum concrete and /or masonry foundation reinforcement requirements are
shown on the attachment. (Note: these minimums apply only if a foundation
soils investigation is not performed and the soils are assumed to have an
expansion index of 20 or less and footing loads less than 2000 lbs /linear
foot - UBC Sec. 2904 (a) and (b) and Sec. 2906.
(4) Foundation frost protection is 30" from finished grade to top of footing -
UBC 2907 (a).
5. Foundations shall extend a min. of 6" above finished grade - UBC 2907 (d).
6. Provide for the control and drainage of surface water away from the building
- UBC 2907 (f).
7. Foundation walls enclosing a basement below grade shall be damp- proofed on
the exterior with approved materials - UBC Sec. 1707 (d). - --
8. Foundation plates or sills shall be redwood or pressure treated wood (UBC -
2516 (c)), and shall be bolted to the foundation with not less than 1/2" dia
bolts embedded at least 7" into concrete or masonry, spaced not more than
6 feet apart, min. of 2 bolts per piece and within 12" of each end of piece
- UBC 2907 (f).
(9) Exterior concrete or masonry piers shall extend 8" min. above grade unless
the posts or columns which they support are treated or decay resistant wood.
Columns and posts located in basements shall be supported by concrete piers
or metal pedestals extending 6" min. above earth and 1" min. above floor
unless treated or decay resistant wood - UBC Sec. 2516 (c) 4.
(5) Manufactured trusses, and manufactured joists and beams (i.e. TJI /Micro-
Lams, BCI /Versa -Lams, Glu -Lams, etc.), shall be sized and installed in
accordance with the manufacturers requirements.
11. Wood joists or floor beams located closer than 18" or wood girders closer
than 12" to the ground in crawl spaces shall be treated or decay resistant
wood - UDC Sec. 2516 (c) 2.
12. Girders supported by masonry or concrete shall have 1/2" air space at top,
sides, and ends unless treated or decay resistant wood - UBC Sec. 2516 (c)
5. Ends of beams and girders shall have min. 3" of bearing on masonry or
concrete - UBC Sec. 2517 (c).
13. Floor joists under and parallel to bearing partitions shall be doubled UBC
2517 (d) 5.
(14) Floor joists require full depth solid blocking and must lap a min. of 3"
over bearing supports - UBC 2517 (d) 3.
(151. Beams, roof rafters, and ceiling and floor joists shall be supported
laterally in accordance with UBC 2506 (h).
46} Columns, posts, beams, and girders shall have positive connections provided
to ensure against both uplift and lateral displacement - UBC Sec. 2516 (m)•
17. Ends of floor joists shall have 1 1/2" min. bearing on wood or metal and no
less than 3" on concrete or masonry - UBC Sec. 2517 (c) and (d) 2.
18. Notches on the ends of floor joists - max. 1/4 joist depth. Bored holes not
within 2" of top or bottom of joist and hole diameter no larger than 1/3
depth of joist. Notches at top or bottom shall not exceed 1/6 depth and not
located in middle 1/3 span - UBC Sec. 2517 (d) 3.
19. Floor joists and /or roof rafters are insufficient for the span - UBC Table
25 -V -J -1 and UBC Standards.
(2 Roof live load (snow load) shall be 40 psf below 7,000 feet elevation -UBC
Sec. 2305 (d) -dead loads shall be as required in UBC Sec. 2305.
21.. Floor live load shall be 40 psf - UBC Sec.2304 (a) and Table 23 -A -1 - dead
loads shall be as required in UBC Sec. 2304.
2. Basic wind speed shall be 80 mph - UBC Sec. 2311. 1
CO Readers over wall openings 4' wide or less shall be doubled 2" framing
lumber on edge. Over 4' wide the header shall be sized for the span - UPC
Sec. 2517 (g) 5.
24 Bearing walls supporting two floor loads are required to be a min. of 3" x
4 "or 2 "x 6" studs with a max. spacing of 16" on center -UBC Sec. 2517 (g) 1.
25. Wood studs may be cut or notched to a depth not exceeding 25% of width in
exterior walls and bearing partitions and not exceeding 40% of width in non-
bearing partitions - UBC Sec. 2517 (g) 8.
26. Wood studs may have bored holes no greater in diameter than 40% of stud
width, 60% of width of doubled studs (but not more than 2 successive doubled
studs). No holes shall be bored nearer than 5/8" to edge of stud - UBC Sec.
2517 (g) 9.
27 Wall bracing required both sides of each corner and every 25 lineal feet -
the braced panel must be a min. of 48" in width perpendicular to studs - UBC
Sec. 2517 (g) 3.
C9 Approximate min. insulation values are R -19 walls, R -25 roofs, and R -11
floors over unheated space - see plans for more specific requirements -
"Colorado Energy Conservation Standards."
29. Foam plastic insulation shall be separated from the building interior,
including attics and crawl spaces, in accordance with UBC Sec. 1712. Other
insulation (including duct and plenum insulation and coverings per UMC
Chapter 10) including facings shall meet the requirements of UBC Sec. 1713.
30. Masonry and stone veneer units (5" max. in thickness) shall have min. size
of No. 22 gauge by 1" galv. metal ties or No. 9 gauge galv. wire ties and
spaced to support not more than 2 sq. ft. of wall area but not more than 24"
on center horizontally. When applied over stud construction, the studs
shall be max. of 16" on center. Approved building paper must be applied
over the sheathing or studs - UBC Sec. 3006 (d).
31. Ceiling height is required to be 7'6" in all rooms except kitchens, halls,
bathrooms, and storage areas which may be 7'0" min. - UBC Sec. 1207 (a).
Min. stairway headroom clearance is 6'8" - UBC Sec. 3306 (p).
Q) Min. stairway width is 36" - UBC Sec. 3306 (b) and min. landing dimension
in the direction of travel must also be 36" - UBC Sec. 3306 (g).
0. Stairways ruin. run 9 "; max. rise 8 "; max. variation in rise and run 3/8" -
UBC Sec. 3306 (c).
C , Enclosed usable space under interior and - exterior stairways shall be
protected on the enclosed side as required for one -hour fire - resistive
construction - UBC Sec. 3306 (m). Fire stops shall be provided in
c �,�� accordance with UBC Sec. 2516 (f) 2c.
o Stairway handrails: min. height 34 "; max. height 38"; handgrip portion shall
be not less than 1 1/2" nor more than 2" in x- section dimension. Min. of
one handrail required on all stairways with more than three risers. Min.
1 1/2" space required between wall and handrail - UBC Sec. 3306
37 Guardrails of 36" min. height shall be installed at unenclosed floor
openings and open sides of stairways, landings, ramps, decks or porches more
than 30" above grade or floor below. Open guardrails shall have a pattern
such that a sphere 6" in dia. cannot pass through - UBC Sec. 1711.
38. Under -floor (crawl space) cross ventilation is required equal to 1 sq. ft.
for each 150 sq. ft. of under -floor area - UBC Sec. 2516 (c) 6.
39. Under -floor areas shall be provided with a min. 18" by 24" access opening -
UBC Sec. 2516 (c) 2. 30" by 30" min. if mechanical equip. in under -floor
area - UMC Sec. 709.
40. All sleeping rooms below the fourth story without a door opening to the
exterior shall have at least one operable window that meets the following
requirements: MIN[UUU clear opening: 5.7 sq. ft.
MAXIMUM sill height: 44"
MINIMUM net clear opening height: 24" (x34 1/4" = 5.7 sq.ft.)
MINIMUM net clear opening width: 20" (x41" = 5.7 sq. ft.)
This also applies to basement sleeping rooms - UBC Sec. 1204.
41. Glazing in hazardous locations as defined in UBC Sec. 5406 (glazing in doors
and adjacent to doorways, and glazing in windows located within 18"
vertically of a walking surface) shall be safety glazed or protected.
42. Glass in sloped glazing (more than 15 from the vertical) and skylights
shall meet the requirements of UBC Chapter 34. Skylights and roof and wall
panels of light- transmitting plastics shall meet the requirements of UBC
Chapter 52.
43. Provide combustion air for fuel burning equipment per UMC Chapter 6.
44. Pressure relief valves and /or combination pressure /temperature relief valves
shall be provided with a drain line to a floor drain with min. 1" air gap
or extended to the exterior of the building - UPC Sec. 1007.
45. Domestic dishwashing machines shall not be directly connected to a drain or
waste disposer without the use of an approved airgap - UPC Sec. 608 (d).
46. Fuel burning appliances shall not be located in any room used or designed
to be used as a sleeping room, bathroom, or closet or any enclosed space
opening into such room or space* UPC Sec. 1309 and UMC Sec. 704 (unless
listed for such use).
47. Appliances (including space heating and water heating equipment) shall be
accessible for repair and removal in accordance with the UMC.
48. LPG fueled appliances shall not be installed in a pit, under -floor (crawl)
space, or basement - UMC Sec. 504 (f).
49. Appliances located in a garage (or in an enclosure opening into a garage)
shall be located out of the normal path of vehicles or protected from
damage. Any portion of the appliance creating a flame, spark or glow shall
be installed a min: of 18" above the garage floor - UMC Sec. 508.
50. Each water closet stool shall be located in a clear space not less than 30"
in width and 24" in front of stool - UBC Sec. 511 (a).
51 Toilet rooms without operable windows shall be equipped with an exhaust
system ducted to the exterior - UBC Sec. 1205 (c).
5�7, . Showers and Tub /Shower enclosures shall have a smooth, hard, nonabsorbent
surface to a height of 70" min. above the drain inlet - UBC Sec. 510 (b).
Water - resistent gypsum board shall not be used over vapor barriers, in
� J saunas or steam rooms, or on ceilings - UBC Sec. 4712.
V Attic access opening of not less than 22" by 30" is required UBC Sec. 3205
(a). 30" by 30" if mechanical equip. in attic space - UMC Sec. 708.
54 Enclosed attic and rafter spaces shall have cross ventilation of min.. 1 /150
of the area of the space ventilated. The area may be 1/300 if provided
equally at lower and upper portions of the space with min. 3' vertical
separation of locations - UBC Sec. 3205 (c).
55. Garage side of common wall between living space and garage shall be finished
with materials approved for one -hour fire - resistive construction. This also
applies to ceilings and bearing walls if living space above the garage.
Self closing min. 1 3/8" solid , tight fitting door Is required between house and
garage ITC 503 (d) 3.
56 Electrically wired, interconnected smoke detectors are required in all
sleeping room access areas, near the top of stairways in upper levels
near the bottom of stairways to basements - UBC Sec. 1210 (a) .CD C1 (7BC
y •
C57 Wood stoves and factory built chimneys, and manufactured fireplace chits and
venting systems shall be installed in accordance with the manufacturers
listing requirements And inspected during installation UMC Chapter 9 and UBC 1
C,
Chapter 37. Gy aj 5ec, ,rb U^ —r ZbliC Sec. /z/.� <<y
58. Masonry and concrete fireplaces and barbecues shall meet the requirements
of UBC Chapters 23, 24, 26, 27 and 29. A chimney shall not support any
structural load other than its own weight unless designed as a supporting
member - UBC Sec. 3703 (a).
59.
60.
COPIES OF THE ITEM(S) CHECKED BELOW ARE ATTACHED (Copies of any of the items
above or below are available upon request).
Excavations, fills, foundations, and retaining walls - UBC Chapters 23 and
29.
Retaining walls - UBC Sec. 2308 (b) and 2907 (g) 4.
Roof coverings and drainage - UBC Chapter 32 (Roof drains sized in
accordance with UPC Appendix D).
Roof sheathing - UBC Sec. 2516 (i).
Wood combined with (supporting) masonry or concrete - UBC Sec. 2515.
Floor sheathing - UBC Sec. 2516 (h).
Wiring in plenums - UMC Chapter 10 and NEC.
Fire and draft stops - UBC Sec. 2516 (f).
Nailing requirements for connecting wood members - UBC Sec. 2516 (j).
Enclosure of elevator, vent, and dumbwaiter shafts, and clothes and rubbish
chutes - UBC Sec. 1706.
Exterior wall coverings and exterior weather protection - UBC Sec. 1707 (d)
and 2516 (g).
Interior application of gypsum wallboard and interior and exterior
application of lath and plaster - UBC Chapter 47. Manufactured wall and
ceiling covering systems (simulated stucco, etc.) shall be installed in
accordance with manufacturers requirements.
Landings and floor level at doors UBC Sec. 3304 (i).
Cross connection control and back flow prevention - UPC Sec. 1002 and 1003.
Treated Wood Foundation Systems - UBC Standard 29 -
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'PROPERTY DESCRIPTION
LOT 18, BLOCK 4, WESTERN HILLS SUBDIVISION
COUNTY OF GARFIELD, STATE OF COLORADO
1 0389 MEL -RAY ROAD I
IMPROVEMENT LOCATION CERTIFICATE
1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PRE—
PARED FOR MARC L. & BONNIE A. WHITMAN , THAT IT 15 NOT A LAND SURVEY
PLAT OR IMPROVEMENT SURVEY PLAT, AND TI - IAT IT IS NOT. TO BE RELIED UPON
FOR TI -IE ESTABLISHMENT OF FENCE, BUILDING, OR OTFIER FUTURE IMPROVEMENT
LINES.
I FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL
ON TI - IIS DATE, 05/24/88 , EXCEPT UTILITY CONNECTIONS,
ARE ENTIRELY WITHIN TI -IE BOUNDARIES OF TIIE PARCEL, ,EXCEPT AS SHOWN,
THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IM-
PROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT AS INDICATED, AND THAT
TI -IERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMAlillac OSSING OR
BURDENING ANY PART OF SAID PARCEL, EXCEPT AS 01 -D 1lARRFN
Q e . • ,c . - fE
IT IS HEREBY STATED TIIAT TIIE STRUC- . ;I = '�
TURES LOCATED ON THE ABOVE DESCRIBED 16842 .
PROPERTY ARE NOT LOCATED WITHIN TIIE Y ea ' ;. ) , '
100 YEAR FLOOD IIAZARI) BOUNDARY. 1
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_y •a SURVEYORS ofColo�ado
Suite 205 - Village Plaza • Glenwood Springs, CO 81601
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' , . INSPECTION WILL NOT BE MADE , ` 4 e
UNLESS
THIS CAP IS PASTE ON THE JOB r ��
24 HOURS NOTICE 'REQUIRED FOR INSPECTIONS 1 i
IJILI PERMIT
ARFIELD COUNTY, COLORADO r
e l ,, ! 4 kit
Date Issued , � �� Zoned Area Permit No
-
AGREEMENT
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 1
proposed structure for which this permit it is granted, and further, agrees that if the above
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said regulations are not fully complied with .�:in'the zoning, location, erection and
construction of the above described structure, the permit may then be revoked by, notice
from D uyty Building Inspe ,�r a •d EDIATELY BECOME NULL AND VOID,
&Cr ' -grim ■ 1
w° rA t ,,, i use -
a r "' � " 11 . �
as sr ta
Address or Legal De cription i t"
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'i: } " f Owner
u('!1 Contractor • ' ' et r
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,14-ii ' - - Setbacks - - Front _ „ Si- -H , d Side - - Rear
'4 El `` This Card Must Be Posted So It Is Plan] , ".Able; From the Street Until Final Inspection.
INSPECTION RECORD
Zoning , Roof Covering l
Electric -Final (by STATE inspector)
Footing +171 -2 ii-'c. (-2u 1 ,i I `2,
Foundation L.
Plumbing- Underground
Gas Piping 1 , Heating Ventilation I 1
Frame /�, -/I- ) �� ' �- Insulation - -r: / [ 9
a� t� e. 12 11 `�?
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Electric -Rough lz - 7 - �`>•Z '
(by STATE inspector) S - P.., ✓ Final // _ 23 — 93 , B- ,,,
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING
WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. 1 -
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A s x Phone 945 -8212 ' ”, 10 9 8th Street, County Courthouse, .I:! t Glenwood Springs, Colo.
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` a E'hene iortheI nine Congo/ling Engineers and Scientists
5080 Road 154
Glenwood Springs, Colorado 81601
303 945 -7458
303 945 -2363 Facsimile
August 25, 1992
Mr. Curtis Trautman
1020 Latson Court, #7
Glenwood Springs CO 81601 -3623
Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 17, Teller
Springs Subdivision, Garfield County, Colorado.
Job No. 4 454 92
Dear Mr. Trautman:
As requested, Chen - Northern, Inc., performed a subsoil study for design of foundations at
the subject site. The study was conducted in accordance with our agreement for
geotechnical engineering services to you, dated July 29, 1992. The data obtained and our
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report. Chen - Northern previously conducted a geologic
hazards study for the Teller Springs Subdivision under our Job No. 4 338 90. The results
of that study were presented in a report dated June 12, 1990. -
Proposed Construction: The proposed residence will be a one and two story wood frame
structure with structural floor above crawl space. The house will be located in the central -
eastern part of the lot in the vicinity of Pit 2 (Fig. 1). Excavation cut depths of about 3 to
4 feet are assumed. Foundation loadings for this type of construction are assumed to be
relatively light.
If building conditions or foundation loadings are significantly different from those described
above, we should be notified to reevaluate the recommendations presented in this report.
Site Conditions: The site is located within the Teller Springs Subdivision on the south side
of Lariat Lane. The proposed building area is relatively flat with a slight slope down to the
southeast. The site was vacant at the time of our field work on August 4, 1992, and was
vegetated with grass and weeds. Shallow abandoned field irrigation ditches cross the lot.
The area was previously irrigated pasture.
Geologic Hazards: Our previous report indicated that Lot 17 could be impacted by three
geologic hazards; sinkholes, debris flow and collapsible soils. Sinkholes are caused by
solution cavities within the Eagle Valley Evaporite which underlies the Teller Springs
Subdivision. As the overburden soils fill the cavities, sinkholes form on the ground surface.
Several existing sinkholes have been observed within the eastern part of the subdivision but
not within or close to Lot 17. The risk of sinkhole development within the service life of
C'ovrvT-y COPY
Armmmber of Ihe(HJH] grouper companies F oR 13 P F 1L. e
Mr. Curtis Trautman
August 25, 1992
Page 2
the proposed house is assumed to be low. However, the owner should be aware that there
is some risk of sinkholes forming at the site. Possible methods of reducing structural
damage should a sinkhole develop at the site would involve designing the foundation to span
large unsupported lengths and be capable of resisting large differential movements.
The alluvial fan deposits which underlie the site are the result of occasional debris flow and
flash flood deposition. Although no evidence of recent debris flow events was observed at
the site, the frequency of future debris flow events has not been evaluated. It is likely that,
with the house located on the east side of the lot, debris flows impacting the building area
would probably be "mud floods" and consist primarily of muddy water. Mitigation methods
to prevent potential structural damage include surface grading diversion, building the house
to resist the debris flow impact and providing diversion berms uphill of the house to route
the debris flow around it. Design level recommendations with regard to debris flow impact
pressures and berm heights can be provided upon request.
This study indicates that collapsing soils are common to the alluvial fan deposits at this site.
Possible mitigation methods for reducing damage should the bearing soils become wet are
included in the "Foundation Recommendations" section of this report.
Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating
two exploratory pits. Pit 1 was dug northwest of the building site and Pit 2 was dug near
the east side of the building site. The logs of the pits are presented on Fig. 2. The subsoils
encountered, below about 2 feet of topsoil, are alluvial fan deposits consisting mainly of low
density sandy silt. Results of swell - consolidation tests on relatively undisturbed samples of
the sandy silt are shown on Figs. 3, 4 and 5. The results indicate that the lower moisture
silts (mainly Pit 1) have a low compressibility under a light surcharge and a moderate
collapse (settlement under constant load) potential when wetted under constant light
surcharge. The silts showed moderate to high compressibility under increased loading after
wetting. The moist silts in Pit 2, to a depth of about 6 feet, did not show a collapse
potential. No free water was observed in the pits at the time of excavation. The upper soils
were generally moist becoming slightly moist below 4 feet in Pit 1. The moisture content
gradually decreased with depth in Pit 2.
Foundation Recommendations: Considering the subsoils encountered in the exploratory pits
and the nature of the proposed construction, spread footings placed on the undisturbed
natural soil designed for an allowable soil bearing pressure of 800 psf can be used for
support of the proposed residence with the risk of future settlement. Settlement could be
on the order of 1 to 2 inches depending on the depth and extent of future wetting. Footings
should be a minimum width of 20 inches for continuous walls and 2 feet for columns. Loose
and disturbed soils and existing fill (Pit 2 backfill) encountered at the foundation bearing
level within the excavation should be removed and the footings extended down to
undisturbed natural bearing material. The exposed soils should be compacted to at least
95% of standard Proctor density at a moisture content near optimum. Exterior footings
should be provided with adequate cover above their bearing elevations for frost protection.
Placement of footings at least 36 inches below the exterior grade is typically used in this
area. Continuous foundation walls should be heavily reinforced top and bottom to span
C hen @Northern, Inc. Corn g ing Engineers and Sewnlists
Mr. Curtis Trautman
August 25, 1992
P age 3
local anomalies such as by assuming an unsupported length of at least 14 feet. In general,
the foundation should have a "box" shape to help resist differential settlement and building
distress. Foundation walls acting as retaining structures should be designed to resist a
lateral earth pressure based on an equivalent fluid unit weight of 50 pcf.
Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. Some settlement of the slab will probably occur if the
underlying soils become wet. To reduce the effects of some differential settlement, floor
slabs should be separated from all bearing walls and columns with expansion joints which
allow unrestrained vertical movement. To avoid the risk of slab movement, ground floors
could be structurally supported over a crawl space. Floor slab control joints should be used
to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab
reinforcement should be established by the designer based on experience and the intended
slab use. A minimum 4 -inch layer of free - draining gravel should be placed beneath
basement level slabs to facilitate drainage. This material should consist of minus 2 -inch
aggregate with less than 50% passing the No. 4 sieve and less than. 2% passing the No. 200
sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of maximum
standard Proctor density at a moisture content near optimum. Required fill can consist of
the on -site soils devoid of vegetation and topsoil.
Underdrain System: Although free water was not encountered during our exploration, it has
been our experience in the area that local perched groundwater may develop during times
of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create
a perched condition. We recommend below grade construction, such as retaining walls and
basement areas, be protected from wetting and hydrostatic pressure buildup by an
underdrain system. If proper surface drainage is maintained around the house, underdrains
should not be needed for the shallow cut depths proposed.
If drains are installed, they should consist of drainpipe placed in the bottom of the wall
backfill surrounded above the invert level with free - draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1% to a suitable outlet. Free - draining granular material
used in the underdrain system should contain less than 2% passing the No. 200 sieve, less
than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel
backfill should be at least 2 feet deep. To reduce the potential of foundation drain water
wetting the bearing soils, an impermeable PVC liner should be placed beneath the drain
gravel in a trough shape and attached to the footing with mastic.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction.
Ch en O. Northern, n, Inc. Consulting Engineers and Scienllsls
+!r
Mr. Curtis Trautman
August 25, 1992
Page 4
2) Exterior backfill should be adjusted to near optimum moisture and compacted to at
least 95% of the maximum standard Proctor density in pavement and slab areas and
to at least 90% of the maximum standard Proctor density in landscape areas. Free -
draining wall backfill should be capped with about 1 to 2 feet of the on -site soils to
reduce surface water infiltration.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum slge
of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in
the first 10 feet in pavement and walkway areas. A swale may be needed on the west
side of the house to direct surface runoff around the residence.
4) Roof downspouts. and drains should dischar well beyond the limits of all baskfill.
5) Landscaping which requires heavy irrigation such as sod should be located at least
f) fee[ from foundation walls.
6) Septic leach fields should be located well away from any structures on the site.
Limitations: This report has been prepared in accordance with generally accepted soil and
foundation engineering practices in this area for use by the client for design purposes. The
conclusions and recommendations submitted in this report are based upon the data obtained
from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed
type of construction. The nature and extent of subsurface variations across the site may not
become evident until further excavation is performed. If during construction, subsurface
conditions appear to be different from those described herein, this office should be advised
at once so reevaluation of the recommendations may be made. We recommend on -site
observation oLexcavations and foundation bearing strata and testing of structural fill by a
representative of the soil engineer.
Sincerely,
CHEN-NORTHERN, INC. J; L S TERly�9 1`
S
Steven L. Pawlak, P.E. ilk: 15222 , : *;
• S
Reviewed B h " .r 4. • • `
/ E • OF Coto -'
Daniel E. Hardin, P.E.
Attachments
cc: Schmueser Gordon Meyer - Attn: Jeff Simonson
Ch en Northern, Inc. Consulting Engineers and Scienlisls
APPROXIMATE SCALE /
I" n 100' / /
/ z /
Z4V
P e-
/ /
/Z/P
/ PROPOSED ` `
BUILDING
AREA ■'
\ PIT 2 LOT 18
\ n
G G Z \ LOT 17
'P
o \
\
LOT
BOUNDARIES
UTILITY EASEMENT —
4 454 92 Chen oNorthern,Inc LOCATION OF EXPLORATORY PITS Flg• 1
J.
Pit 1 Pit 2
— 0 0—
WC =14 —
DD = _. -p - WC =21
WC 89 =6 DD =95 —
- 2 200=69 WC =18 5
— 5 DD =106
— DD =111 - 200 =73 — y
0. CD -200=53 2
W — DD = 97
PI =5
10 10
LEGEND:
2 : Topsoil; organic sandy silt, moist, brown.
pi Silt (ML); sandy, slightly gravelly, slightly clayey, medium to stiff, moist
above 4' in Pit 1 and in Pit 2, slightly moist below 4' in Pit 1, brown,
calcareous streaks.
I 1 Relatively undisturbed hand driven liner sample.
NOTES:
1. Exploratory pits were excavated on August 4, 1992 with a backhoe.
2. Locations of exploratory pits were measured approximately by pacing from
features shown on the site plan provided.
3. Elevations of exploratory pits were not measured and logs of exploratory pits
are drawn to depth.
4. The exploratory pit locations and elevations should be considered accurate
only to the degree implied by the method used.
5. No free water was encountered in the pits at the time of digging. Fluctuations
in water level may occur with time.
6. Laboratory Testing Results:
WC = Water Content ( %)
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
LL = Liquid Limit ( %)
PI = Plasticity Index ( %)
Log
4 454 92 Chen °Northern,Inc. Legend p and allote Pits,
s Fig. 2
0
�` Moisture Content = 6 percent
Dry Unit Weight = 81 pal
C
0 1 1 Sample of: sandy silt
.�
0
From: Pit 1 at 4 feet
cu
L
E 2
0
U
3
4
5 _�
6 6
- - - - - -- Additional
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7 under constant
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wetting
8
9
10
1:1
12
\ .
13
14
15 O
16 1
17 i
0
18 0.1 1.o 10 roo
APPLIED PRESSURE — ks1
4 454 92 ChenONorthern,Inc SWELL- CONSOLIDATION TEST RESULTS Flg. 3
.t,
Moisture Content = 18 percent
Dry Unit Weight = 106 pct
Sampleof: sandy silt
From Pit 2, at 5 feet
•
0
1
c
N
N
L
E 2
o
3 No movement
upon wetting
•
0.1 1.0 10 100
APPLIED PRESSURE — ksf
4 454 92 Chen @Northern, Inc. SWELL- CONSOLIDATION TEST RESULTS Fig. 4
Moisture Content = 15 percent
Dry Unit Weight = 97 pcf
Sample of: sandy silt
From: Pit 2 at 7 feet
ae 0
0 1
N
L
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0
3
— Additional
compression
4 under constant
pressure due
to wetting
5
6
7
S
9
10
11
0.1 1.0 10 100
APPLIED PRESSURE — ksf
4 454 92 Chen0Northern,lnc. SWELL- CONSOLIDATION TEST RESULTS Fig. 5
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/ SCNMUESER GORDON MEYER INC. %� �� 1001 Grand Avenue, Suite 2 -E
/ht � Glenwood Springs, Colorado 81801
Isar Flail (303) 9451004 (303) 925-6727
annum ii Fax (303) 945-5948
%lank t ( 111
August 25, 1992 Itasnt % CONSULTING ENGINEERS & SURVEYORS/
1O \vv
Mr. Kurt Trautman
D.J. Construction
1020 Latson Court, #7
Glenwood Springs, CO 81601
RE: Trautman Residence Foundation - Design Check
Teller Springs. Garfield County, Colorado
Dear Kurt:
Please let this letter serve as a report discussing the foundation requirements prepared by
SGM for the above - mentioned residence. We are in receipt of drawings entitled "Trautman
Residence ", original drawings date, August 10, 1992, revised August 15, 1992. Also, we
were provided soils information by Chen - Northern (via phone conversation). The pertinent
soils information provided by Chen- Northern is as follows:
1. Allowable bearing pressure for soils = 800 psf.
2. Equivalent fluid weight of soils = 50 pcf.
3. Minimum continuous footing width = 20 ".
4. Minimum isolated pad (square dimensions) = 2'- 0 ".
5. Design for stem wall to consider maximum unsupported span of 14'- 0 ".
You will find attached three 11 x 17 drawings which will contain the following information:
1. Trautman residence, "Schematic Foundation Design ".
2. Typical stem wall section and footing dimensions table.
3. Typical pad details and pad dimensions and reinforcement table.
Briefly, pad locations and section cut locations found on the first attached sheet (entitled
"Trautman Residence, schematic foundation design" are typically detailed on the following
two sheets identifying footing dimensions and pad dimensions and reinforcement. The
minimum section requirements for typical stem wall construction relate to footing section I
(this represents the minimum 20" footing width). Section J has been shown for the interior
continuous footing section. Your previous plans identified a continuous footing with a crib
wall on top of this footing for Section J. However, when considering the maximum 14'
unsupported span condition, the footing was incapable (without creating a large cross section)
of spanning this 14 feet with the given loads. Therefore, we have identified Section J as
being similar to Section I.
Cour■+ rop
Fo A 13 I= FILE
•
August 25, 1992
Mr. Kurt Trautman
Page 2
You will note on the attached details several variables are called out on the details which are
then referred to in the applicable tables. The isolated pads found on the third attached sheet
are intended to be square pads.
Please review the enclosed information. If you have any questions or comments, please do
not hesitate to call.
Sincerely,
SC UEtiER ORDON MEYER, INC.
. ff S. Simonson, P.E.
JSS:Iec /92140
Enclosures
SCHMUESER GORDON MEYER, INC.
11
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#12 /
F
F
#1 E #2
_s D
#
#5 G #15
#s TRAUT
® SCHEMATIC
#7 '8 #9 #10
A
F
F
#16
# 1
#14
#13
C
MAN RESIDENCE
FOUNDATION DESIGN
JO SCALE
1/2" A.B. AT 48" 0.C.
(8" MIN. EMBED LENGTH)
_- 2 #5 BARS CONT. (TOP)
6" MAX. Ffl/N
•V tr- 10
ti � - �, I 1
�-1 I I -I I Ia I I- 11=1 11 =1 I I Its
b INTERIOR 7\UH
H 11
SIDE OF #4 CONT. #4 BARS ® 16" 0.
43 I FOUNDATION
M N TOE 2 #5 BARS CONT. (BOTTOM)
• #4 CONT. (AS LOCATED)
111= 111 I FOOTING WIDTH
1 HEEL _
TYPICAL STEM
WALL SECTION
NO SCALE
1
POST
SIMPSON POST BASE
N #X BARS EA. DIRECTION
(EQUALLY SPACED)
jp "— NOTE: PROVIDE FROST PROTECTION
FOR FOOTING WHEN PAD IS EXPOSED
.3 COVER - TO EXTERIOR CONDITIONS.
FTC. LENGTHxWIOTH FROST PROTECTION PROVIDED WITH
(SQUARE PAD) 8"x8" CONC. PEDESTAL FROM FOOT]
TO 6" ABOVE FINISH GRADE.
TYPICAL PAD
(ISOLATED)
NO SCALE
PAD DIM'S AND REINF.
PAD # PAD DIMENSIONS REBAR, NUMBER
AND SIZE
1 4' -2" 5#4's
2 3' -3' 3 4's-
- - 3 3' —O" 3 #4's
4 3' -0" 3 #4's
5 2' -4" 3#4's
6 2' -4" 3 #4'
7 2. -3" 3 #4's
8 2 3#4's
9 2' -3" 34's
10 2' -3" 3#4's
11 2' -3" 3#4's
12 2' -3" 3 #4'
13 2' -1 3 4's
- _ 14 2' -10" 3#4's
15 2' -6" 3}#
16 2' -6" 3 #4
17 2' -6" 3 4's
STEM.WALL REINFORCING CONTINUES
OVER PAD SECTION
STEM WALL FOOTING BEYOND
N #X BARS EA. DIRECTION
(EQUALLY SPACED)
3' COVER
G FTG. LENGTHxWIDTH
(SQUARE PAD)
TYPICAL PAD
IN STEM WALL
NO SCALE
F
W000 CRIB WALL
WOLMANIZED PLATE 7 CRIB WALL FOOTING BEYOND
\N�` =�� / /f N#X BARS EA. DIRECTION
✓ (EQUALLY SPACED)
r COVER ,
ETG. LENGTHxWIOTH
(SQUARE PAD)
TYPICAL PAD
r I N I NT. FOOTING
NO SCALE
•
FOOTING DIMENSIONS
FOOTING SECTION TOE DIM. HEEL DIM. FOOTING WIDTH
:. (VERTS.) A 1' -5" 2' -6" 3' -11"
B 10" 1' -8" 2' -6"
C 10" 1' -8" 2'-6..
D 12" 1' -10" 2' -1O"
E 12" 2' -0 " 3' -0 "
F 7" 1 ' -3" 1' -10"
G 10" 1' -8" 2' -6"
H 8" 1' -4 " 2' -0 "
I 6" 14 20
NOTE: SECTION J IS SIMILAR TO STEM WALL SECTION
SHOWN FOR FOOTING SECTION I, HOWEVER, NO BACKFILL
EXISTS ON EITHER SIDE OF WALL. PROVIDE OPENINGS
IN WALL FOR SECTION I TO PROVIDE CROSS VENTILLATION
IN CRAWL SPACE. PROVIDE OPENINGS PER U.B.C. OffiC)