HomeMy WebLinkAbout6740 W. 28th AvenueTerry Schlenker,
are scheduled for disposal. Ig wIVIN10jr Teralon polic , InT associff"Plans ana/or otner aocugmen
at the Building Division offices located at 7 00 W, 29 Avenue in Wheat Ridge.
MMM
John C. Schumacher, Jr., CBO
Chief Building Official
7500 W, 29th Avenue
Wheat Ridge, Colorado 80033
Office Phone: 303-235-2853
Fax: 303-234-2857
www.ei.wbeaWd&e,.qo,us
11 City of
J 9 corm
www.d.wheatridge.coms
E G N E E I N G
August 5, 2013
Wheat Ridge Building Division
7500 W. 29th Avenue
Wheat Ridge, CO 80033
Re: 6740 W 28th Avenue
Permit No: 201300556
This letter is to confi rin that this office has made observations of the referenced project, and
based on these limited observations, has found the work pertaining to the superstructure, to be in
general compliance with the plans and specifications prepared by this office. Observations
included the footing and foundation reinforcing, and u ground. Items which were not in
compliance were called to the Contractor's attention and have been corrected.
This letter is also to confirm that using 360 Series Uls is acceptable in lieu of the 560s shown in
the plans.
Sincerely,
Cody B. Bohall, P.E.
CEO/President
Studio 8.18 Engineering, PC
3222 Tejon Street, Studio F
# f.* 303.568.0433
3E=
I OMMU NiTy `. heat 1 e Escrow /Letter of Credit
W Transmittal Sheet
DEVELOPMENT d
A letter of credit has been submitted for the property located at 6740 W. 28`
Avenue. The escrow is in the amount of Five hundred dollars and no cents
500.00).
The above amount is to be held in escrow for:
E Landscaping under Planning & Development
Street Improvements under Public Works installation driveway access
to street in City right -of -way
® Other: Escrow expires July 14, 2014
The escrow shall be held by the City as reimbursement to offset cost to City
for installation of outstanding landscaping improvements.
Notes:
/' RvS.S toto!�tlS
)0 "S �4
Name
4 6 1 4 e . Z / 4 1
Date
City of
"� WheatR,Oge
COMMUNITY DEVELOPMENT
ft-lit-of- Way Paying Escrow Agreement
This agreement made this 26th day of June, 2014, by and between the City of Wheat
Ridge and Chris Cardiff for escrow in the amount of Five hundred dollars ($500.00)
being held by the City of Wheat Ridge until all outstanding right -of -way paving
improvements are competed at
6740 W. 28' Avenue
In the event that right -of -way paving is not installed by July 14, 2014, the City of Wheat
Ridge or its designee shall have the right to enter upon said property to construct and/or
install such improvements or do other such work to accomplish that purpose as may be
necessary, provided that the City of Wheat Ridge shall first give notice in writing to the
property owner of its intent to do so.
If the City of Wheat Ridge exercises its right to perform work of any nature, including
labor, materials and use of equipment either by force account or contract, the City shall
have the absolute right to withdraw the escrow funds to complete said improvements.
The only precondition to the City's right to withdraw the funds for this purpose shall be a
letter from the Community Development Director, stating that the improvements have not
been completed or provided and that the compliance date of July 14, 2014 has expired.
Approved and Agreed:
General Contractor
�oOc .. Ckf*% s Cod %
Signature
Print Name
iota 5. ( SY roL( 76 ?0, �
O� a (. / Business Address /Phone
Date Title
City of NN'heat Ridge, Colorado
Title: �Ev�dP�+�i� �TyiF� -�/ Erv b�•��
Date: 0 /ZCo � /Cf
VINTAGE DENVER HOMES LLC
1015 S COOK ST
DENVER, CO 80209 -4922
BANK OF THE WEST - COLORADO
DENVER. CO 80209 -4723
82- 214/1070
06/26/14
0121
PAY TO THE City of WheatRidge '500.00
ORDER OF
Five Hundred and f
DOLLARS
City of WheatRidge
MEMO
T ZTHORIZEDSIGN� E M -�
CITY O F WHEAT RIDGE
♦ « •- • D ivision
! * e
! i S"
s �
«.. Ty pe :
o • Add ress:
P ermit «
OF
Inspection Building Division
/ Inspectio
a
Inspection •
Job Address*
Permit
■ No one available for s.
When coffactions have been made, call for re-inspection at 303-234-5933
Date: •- •
CITY O F
U Building .- D ivision
1 • Inspectio
(3 23V2855 ��e l 237- 8929 Fax
0 No one b for p- •
A CITY OF WHE N
• s Inspecti ! s'
! " t r
�(3 i
Ins pection Typ
J ob A
w .
Da Inspe
FOR OFFICE USE ONLY
inspciscn acne: -i-
4
Complete plete all information on BOTH sides of this form
I
Sq. FULF Btu's Gallons
Amps Squares Other
1 7 11 1
(Contract value or the cost of a LImaterials and labor included in the gqft project)
Buil ding Division Valuatio
City of
h6at 3j
w I d
bdINT ME
Building & Inspection Services Division
7500 W. 29 Ave., Wheat Ridge, CO 80033
*ffice: 303-235-2855 * Fax: 303-237-8929
Inspection Request Line: 303-234-5933
Plan #
Permit #
O
Building Permit Application
(Complete MU highlighted areas)
M
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cavol'
��Wh6atRjAe
PUBLIC WORKS
City ol'Wheat Ridge Municipal Building 7500 W, 29' Ave, Wheat Ridge, (,',0 80033-8001 P: 301235.2861 F: 303.235,2857
Date:
Purpose of Construction: 5
Single Fam \I'
i Commercial Multi-Fantily
° Each Application will be reviewed by staffonce and returned for change, If after review of the second subinittat changes have
not been made to the civil documents or the Traffic Study as requeste—d by staff, further reviews of the Application will be subject
to the follmving Resubinittal Fees:
• Resubmittal Fees:
3' submittal (!X., initial review fee): $300.00 $
4' submittal (fall initial review fee): $600.00
All subsequent submittals:_ ... ............ ... $600.00 $
(Full initial review fee)
TOTAL REVIEW FEES (due at time of Building Permit issuance):
PLEASE NOTE THAT IN ADDITION TO 'I'HE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING
AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBI-IC
RIGHT-OF-WAY.
www.ci.wheatridgexo.us
Ro U12
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t icige
UN I FY DFVF, 1.01"M E
City of'Wheat Ridge Municipal Btiflding 7500 W, 2 Ave, Wheat Rid-c, CO 80033-8001 P: 303,235.2846 F'. 303,235 2857
A. Intent and purpose: This district is established to provide high quality, safe, quiet and stable low-density residential
neighborhoods, and to prohibit activities of any nature which are incompatible with the low-density residential character,
B, Development standards:
Rev, 0.
Address: -,1 " I ,
---L z ve,
1 3 (ri C1
Lot Size: sq. ft.
Zoning: w –1
Lot Width:
in
Propetty in the flood plain? /V C) If yes, add surveying condition FLD.
Type of project (applicable survey conditions in parenthesis):
Existing Improvements:
House:
_ s+. ft.
Shed:
sq. ft.
Detached garage:
sq ft.
Other: —
sq. ft.
Total Existing
sq. ft
Lot Coverage
%
e 4 � 1 4,
Required Setbacks: FR 50 S S R
Provided Setbacks: FR S S R
Landscat)ina Notes
Maximum Lot Coverage: 25 -% -; 52' f l -I<- _, sq. fl.
4.
City of
��Wh6at "ic
E,,
COMMUNITY DEVELOPMUNT
City of Wheat Ridge Municipal Building 7500 W. 29�'Ave, Wheat Ridge, CO 80033-8001 P: 303,2351855 F: 301237,8929
Commercial & Residential Plan Review Submittal Guidelines
V WTV - W
V11ft1wr mwpraff e -Nrmnt
24") X 36" plans
2. Architectural site plan showing the location of proposed building(s) or structure(s) on the property
along with all existing buildings or structures on property and distances from property lines and other
structures. Site plan shall also show grades of sidewalks, parking lots, all slopes for walkways, ramps
accessible routes handicapped parking etc. to determine compliance with ICC/ANSI-2003
requirements.
3. Code analysis that includes; Occupancy type, Type of construction, Allowable floor area & and
allowable area increases,* Actual floor area including breakdown of individual, use areas (offices,
storage, Mech, room, etc.), Occupant load calculations, building height*, number of exits and width of
exits, required plumbing fixtures.
4. Include exterior elevations. The plan shall depict all exposed electrical and mechanical equipment,
electrical service panels, gas meters, access ladders etc. Plans shall include method of screening these
elements as determined by the planning division.
wwwA.wheatridge.co.us
6. Soils report; two sets including foundation recommendations that are specific to the site. Soils report
shall bear an original wet stamp and signature of a professional engineer licensed with the State of
Colorado. *
7. Structural calculations; two sets of calculations bearing the original wet stamp and signature of the
professional engineer with the State of Colorado.*
S. Energy compliance calculations based on the 2006 IECC or other approved nationally recognized
standard bearing an original wet stamp and signature of a professional engineer licensed with the State
of Colorado or a Colorado licensed architect ( for building envelope compliance.)*
9. Three complete sets of Mechanical, Electrical & Plumbing (MEP's) showing equipment size,
ventilation/makeup air balance schedule & interlocking details, minimum outside air calculations,
hood velocities & volumes, protection details. Electrical one line and load calculations, plumbing
isometrics, fixture unit count, meter size, service size and length. Drawings shall bear the wet stamp
and signature of a professional engineer licensed with the State of Colorado.
10. Three sets of project specifications, if applicable. Three complete sets of equipment specifications
(commercial kitchen hood, gas equipment, coolers, etc.).
Design criteria for structures
** Department contact numbers
Arvada Fire Protection District
(303) 424-3012
Fairmont Fire Protection District
(303) 279-2928
West Metro Fire Protection District
(303) 989-4307
Wheat Ridge Fire protection District
(303) 403-5900
Consolidated Water District (303) 238-0451
Valley Water District (303) 424-9661
Wheat Ridge Water District (30 3) 424-2844
Clear Creek Sanitation District
(303) 424-4194
North West Sanitation District
(303) 987-0835
Wheat Ridge Sanitation District
(303) 424-7252
EXCEL Energy 1-(800) 628-2121
Department of Public Health & Environment (Asbestos testing)(303) 192- 3100
Jefferson County Department of Health & Environment (303) 232-6301
New Residential or addition plan review submittals shall include the following:
24" X 36" plans (new) I I" X 17" (addition)
2. Architectural site plan showing the location of proposed building(s) or structure(s) on the property
along with all existing buildings or structures on property and distances from property lines and other
structures. Site plan shall also show grades of sidewalks, all slopes for walkways.
3. Include exterior elevations. The plan shall depict all exposed electrical and mechanical equipment,
electrical service panels, gas meters, A/C unit(s), etc.
5. Soils report; two sets including foundation recommendations that are specific to the site. Soils report
shall bear an original wet starnp and signature of a professional engineer licensed with the State of
Colorado. *
6. Structural calculations; three sets of calculations bearing the original wet stamp and signature of the
professional engineer with the State of Colorado.
7. Energy compliance calculations based on the 2006 IECC or other approved nationally recognized
standard bearing an original wet stamp and signature of a professional engineer licensed with the State
of Colorado or a Colorado licensed architect ( for building envelope compliance.)*
8. Three complete sets of Mechanical, Electrical & Plumbing (MEPs) showing equipment size and
beating duct lay-out. Electrical one line and load calculations, plumbing isometrics, fixture unit count,
meter size, service size and length. Drawings shall bear the wet stamp and signature of a professional
engineer licensed with the State of Colorado.
9. Three sets of project specifications, if applicable.
WTMI U, I T 7L
9FUf- TUW t 1111 ii Q I 1 11, trF!I1 ii
�I I - X 17" plans
2. Two complete sets of plans showing existing lay out, demolition areas and proposed layout.
3. Two complete sets of Mechanical, Electrical, & Plumbing (MEP's) plans.
4. Two complete sets of project specifications or detailed description of work to be performed.
5. Two original wet stamped engineer letters and or drawings if any structural changes are to be made.
6. Copy of asbestos test certificate, if structural changes are to be made.
Department of Public Health & Environment (Asbestos testing) (303) 692-3100
Existing Garage, conversion into habitable space
8112" X t1 or I I" X 17 plans
3. Two complete sets of Mechanical, Electrical, & Plumbing (MEP s) plans.
SUBSURFACE STUDY
HM
THE PROPOSED RESIDENCE
6740 WEST 28"' AVENUE
WHEAT RIDGE, COLORADO
Job No,: 13-41
Februa,ty 6, 2013
MMMEM
Elevate Architecture
552 Humboldt Street
Denver, Colorado 80218
Hollingswotth Associates, Inc.
Geotechnical Environ mental Engineers 2875 W. Oxford Ave. #7 Sheridan, Colorado 80110
303-781-5188/fax 303-781-5224
IKIHNIKV 111mgm
Table I -- Summary of Laboratory Test Results
PURPOSE AND SCOPE OF WORK
This report presents the results of a subsurface study for the proposed residence to be located
at 6740 West 28 Avenue in Wheat Ridge, Colorado. The subsurface study was conducted for the
purpose of developing foundation recommendations. The project site is shown on Fig. 1. The study
was conducted in accordance with our proposal P 13-10 to you, dated January 25, 2013.
A field exploration program consisting of drilling two exploratory borings was conducted to
obtain information on subsurface conditions. Material samples obtained during the field exploration
were tested in the laboratory to determine the classification and engineering characteristics of the
on-site soils and underlying bedrock. The results of the field exploration and laboratory testing
were analyzed to develop foundation recommendations and allowable bearing pressures. The
results of the field exploration and laboratory testing are presented herein.
This report has been prepared to summarize the data obtained during this study and to
present our conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Design parameters and a discussion of geotechnical
engineering considerations related to construction of the proposed residence are included in the
PROPOSED CONSTRUCTION
It is our understanding that the proposed residence will be a single-story wood structure
founded on a full basement. Foundation loads are expected to be light as is typical for this type of
construction. If the design varies from the project description above, the recommendations
presented in this report should be reevaluated.
SITE CONDITIONS
At the time of our field investigation, the site had an existing garage. The site had a grass
0
cover with mature trees. The site sloped slightly down from north to south with an elevation
difference of approximately 2 feet across the site.
The field exploration for the project was conducted on February 1, 2013, Two exploratory
borings were drilled at the locations shown on Fig. I to explore the subsurface conditions. The
locations of the exploratory borings were determined by Hollingsworth Associates personnel based
on the site conditions.
The borings were advanced through the soils with a 4-inch diameter continuous flight auger.
The borings were logged by a project engineer.
Samples of the subsurface materials were taken with a 2-inch I.D. spoon sampler. The
values are shown on the Logs of Exploratory Borings, Fig. 2 with a legend and notes shown on
Measurement of the water level was made in the borings by lowering an M-scope into the
open hole shortly after completion of drilling.
LABORATORY TESTING
The samples obtained from the exploratory borings were examined and visually classified in
the laboratory by the project engineer. Laboratory testing included standard property tests, such as
natural moisture content (ASTM D-2216), grain size analysis (ASTM D-422) and liquid and plastic
limits (ASTM D-4318). Swell-consolidation tests (similar to ASTM D-2435) were conducted on two
K
samples of the soils to determine the compressibility or swell characteristics under loading when
submerged in water. The percentage of water soluble sulfates was determined in general accordance
with "Standard Methods for the Examination of Water and Wastewater, 15 ed.", for a selected
Results of the laboratory testing are shown on Figs. 4 through 6 and summarized in Table I.
The laboratory testing was conducted in general accordance with applicable ASTM standards.
SUBSURFACE CONDITIONS
The surface conditions at the site, as indicated by the exploratory borings B-1 and B-2,
clay overlying hard sandstone or hard claystone/sandstone for the depth drilled, 25 feet. Free water
was encountered in the exploratory borings at depth 7.8 feet to 11.2 feet at the time of drilling.
A gradation of a typical sample of the sandy clay is shown on Fig. 4a The sandy clay
possesses a low swell potential with a percent swell of 0.2% and an uplift pressure of 300 psf when
wetted under constant load as indicated by the swell- consolidation test results shown on Fig. 6. A
gradation of a typical sample of the sand and clay is shown on Fig. 4. The sand and clay settled
upon loading and was not affected when wetted under constant load as indicated by the swell-
consolidation test results shown on Fig. 6. A gradation of a typical sample of the sandstone is
shown on Fig. 5. The laboratory test results are summarized in Table 1.
FOUNDATION RECOMMENDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the nature of
the proposed construction, we recommend the residence be founded on spread footings hearing on
undisturbed natural soils.
10
The design and construction criteria presented below should be observed for a spread
footing foundation system. The construction details should be considered when preparing project
q
bearing pressure of 2,000 psf,
(2) Based on one-dimensional consolidation theory, we estimate total settlement for footings
designed and constructed as discussed in this section will be approximately I inch.
DitTerential settlements across the residence are estimated to be approximately 1 /2 inch.
(3) Exterior footings and footings beneath unheated areas should be provided with adequate soil
cover above their bearing elevation for frost protection. Placement of foundations at least
36 inches below the exterior grade is typically used in this area.
(4) The lateral resistance of a spread footing bearing on undisturbed natural soils will be a
combination of the sliding resistance of the footing on the foundation materials and passive
earth pressure against the side of the footing. Resistance to sliding at the bottoms of the
footings can be calculated based on a coefficient of friction of 0.35. Passive pressure against
the sides of the footings can be calculated, using an equivalent fluid unit weight of 275 pcf.
The coefficient of friction and passive pressure values recommended above assume
mobilization of the ultimate soil strength, Suitable factors of safety should be included in
the design to limit the strain which will occur at the ultimate strength, particularly in the case
of passive resistance.
(5) Continuous foundation walls should be reinforced top and bottom to span an unsupported
length of at least 10 feet.
11
(6) Areas of loose material encountered within the foundation excavation should be removed
and the footings extended to adequate natural beating material. As an alternate, the loose
material may be removed and replaced with non-expansive fill material compacted to 100%
of the maximum standard Proctor (ASTM D-698) density within 2 percentage points of the
optimum moisture content. New fill should extend down from the edges of the footings at a
I horizontal to I vertical projection.
(7) A representative of the soil engineer should observe all footing excavations prior to concrete
ME=
FLOOR SLABS
The natural on-site soils, exclusive of topsoil are suitable to support lightly to moderately
loaded stab -on -grade construction. To reduce the effects of some differential movement, floor slabs
should be separated from all bearing walls and columns with expansion joints which allow
unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to
shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. The
requirements for slab reinforcement should be established by the designer based on experience and
the intended slab use,
WATER SOLUBLE SULFATES
The concentration of water soluble sulfates measured in one sample obtained from the
exploratory borings was 0.01%. This concentration of water soluble sulfates represents a negligible
degree of sulfate attack on concrete exposed to these materials, The degree of attack is based on a
range of negligible, positive, severe, and very severe as presented in the U.S. Bureau of Reclamation
Concrete Manual.
9
Based on this information, we believe special sulfate resistant cement will not be required for
concrete exposed to the on-site soils.
UNDERDRAIN SYSTEM
The lower level of the structure should be protected by an underdrain system.
The underdrain system should consist of a layer of free-draining granular material beneath the
floor slab connected to perimeter and lateral drains. Free-draining granular material used in the drain
system should contain less than 5% passing the No. 200 sieve, less than 10% passing the No. 4 sieve
and have a maximum size of I 1 /2inch.
The drains should consist of drainpipe placed in the bottom of a trench and surrounded above
the invert level with free-draining granular material. The tice-draining, material should extend I foot
above the slab level. The perimeter drains should be at least 4 inches in diameter. The drain lines
should be placed at least I foot below the floor level and graded to sumps at a minimum slope of V2%.
The underdrain system should be sloped to a sump where water can be removed by pumping or gravity
M=
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and maintained
at all times after the residence has been completed.
(1) Excessive wetting or drying of the foundation excavations and underslab areas should be
avoided during construction.
(2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least
95% of the maximum standard Proctor density in pavement areas and to at least 90% of the
maximum standard Proctor density in landscape areas.
M
(3) The ground surface surrounding the exterior of the residence should be sloped to drain away
from the foundation in all directions. We recommend a minimum slope of 6 inches in the
first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved
(4) Roof downspouts and drains should discharge well beyond the limits of all backfill.
LIMITATIONS
This report has been prepared in accordance with generally accepted soil and foundation
until excavation is performed. If during construction, fill, soil, rock, or water 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 of excavations and foundation
hearing strata by a representative of the soil engineer,
I
Reviewed by: HfI
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674 Vest 28th Avenue
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West 28th Avenu
B -1 --Exploratory burin
Base map provided by Elevate Architecture
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P - - �.. +LfeSd't;SFIfe"OEi5tir44F5tltiLb S2�f �a #:EYY'J,f`"x Explora . og � r A,.
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O/S 0 E xplorato ry Borings
. 2
LEGEND
2 Topsoil.
Clay (CL), sandy to very sandy, medium stiff to stiff, calcareous, brown, moist to
very moist.
I Sandstone, very hard, brown, moist.
I Claystone/sandstone, intergraded, hard, brown, moist.
Drive sample, 2-inch J.D., California liner sample.
11/12 Drive sample blow count. Indicates that I I blows of a 140-pound hammer falling
30 inches were required to drive the California sampler 12 inches.
7
Depth to water level at the time of drilling.
NOTES
1. Exploratory borings were drilled on February 1, 2013, with a 4-inch diameter continuous
flight auger.
2. Exploratory borings were located in the field by HA personnel based on the site plan provided.
3. Logs are drawn to depth.
4. The lines between materials shown in the borings represent the approximate boundaries
between material types and the transitions may be gradual.
5. Water level readings shown on the logs were made at the time and under conditions indicated.
Fluctuations in the water level may occur with time.
Legend and Notes of Exploratory Boring ig- 3
13-41
€ ~i,tr:a.9asaac;» @rrs tsf�Etnsc °rsr,.rl S-nssr7�vxi;;
LIQUID LIMIT 40 %
PLASTICIT INDEX 2 %
SAMPLE OF Sandy clay
FROM Burin B -I at * -0"
HYDROMETER AN ALY'SIS
ME"V E ANAt.YMS
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GRAVEL I %
SAND 49 % SILK AND CLAY 0 %
LIQUID LIMIT 35 %
PLASTICITY INDEX 18 %
SAMPLE OF Sand and clay
FROM Burin B-I at III' -O"
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HYDROMETER ANALWS
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LIQUID LIMIT 33 % PLASTICITY INDEX 10 %
SAMPLE OF Sandstone FROM Boring B- I at 20'-0"
LIQUID LIMIT %
SAMPLE OF
PLASTICITY INDEX %
HOIJANGS"ORM ASSOCLAFES I
13-41 Gradation TestResalts Fig.
GRAVEL I % SAND 81 % SILT AND CLAY 18 %
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SUBSURFACE STUDY
fflo
THE PROPOSED RESIDENCE
6740 WEST 28 AVENUE
WHEAT RIDGE, COLORADO
Job No.: 13-41
February 6, 2013
zm�
Elevate Architecture
552 Humboldt Street
Denver, Colorado 80218
Hollingsworth Associates, Inc.
Geotechnical & Environmental Engineers 2875 W. Oxford Ave, #7 Sheridan, Colorado 80110
303-781-5188/fax 303-781-5224
TABLE OF CONTENTS
Table I— Summary of Laboratory Test Results
PURPOSE AND SCOPE OF WORK
This report presents the results of a subsurface study for the proposed residence to be located
at 6740 West 28 Avenue in Wheat Ridge, Colorado. The subsurface study was conducted for the
purpose of developing foundation recommendations, The project site is shown on Fig. 1. The study
was conducted in accordance with our proposal P13 -10 to you, dated January 25, 2013.
A field exploration program consisting of drilling two exploratory borings was conducted to
1111111111 1 , 11111 1 1 EMMMEMEMEMIIIIIIII1 EM=
were tested in the laboratory to determine the classification and engineering characteristics of the
on-site soils and underlying bedrock. The results of the field exploration and laboratory testing
were analyzed to develop foundation recommendations and allowable bearing pressures. The
results of the field exploration and laboratory testing are presented herein.
This report has been prepared to stumnarize the data obtained during this study and to
present our conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Design parameters and a discussion of geotechnical
engineering considerations related to construction of the proposed residence are included in the
MM
PROPOSED CONSTRUCTION
It is our understanding that the proposed residence will be a single-story wood structure
founded on a full basement. Foundation loads are expected to be light as is typical for this type of
construction. If the design varies from the project description above, the recommendatiotE
presented in this report should be reevaluated.
SITE CONDITIONS
At the time of our field investigation, the site had an existing garage. The site had a grass
0
cover with mature trees. The site sloped slightly down from north to south with an elevation
difference of approximately 2 feet across the site.
FIELD EXPLORATION
The field exploration for the project was conducted on February 1, 2013. Two exploratory
borings were drilled at the locations shown on Fig. I to explore the subsurface conditions. The
locations of the exploratory borings were determined by Hollingsworth Associates personnel based
on the site conditions.
The borings were advanced through the soils with a 4-inch diameter continuous flight auger.
The borings were logged by a project engineer.
Samples of the subsurface materials were taken with a 2-inch I.D. spoon sampler. The
sampler was driven into the various strata with blows from a 140-pound hammer falling 30 inches.
This test is similar to the standard penetration test described by ASTM Method D-1586.
Penetration resistance values, when properly evaluated, indicate the relative density or consistency
of the soils and bedrock. Depths at which the samples were taken and the penetration resistance
values are shown on the Logs of Exploratory Borings, Fig. 2 with a legend and notes shown on
M
Measurement of the water level was made in the borings by lowering an M-seopc into the
open hole shortly after completion of drilling.
LABORATORY TESTING
The samples obtained from the exploratory borings were examined and visually classified in
the laboratory by the project engineer. Laboratory testing included standard property tests, such as
natural moisture content (ASTM D-2216), grain size analysis (ASTM D-422) and liquid and plastic
limits (ASTM D-4318). Swell-consolidation tests (similar to ASTM D-2435) were conducted on two
K
samples of the soils to determine the compressibility or swell characteristics under loading when
submerged in water. The percentage of water soluble sulfates was determined in general accordance
with "Standard Methods for the Examination of Water and Wastewater, 15' ed.", for a selected
Results of the laboratory testing are shown on Figs. 4 through 6 and summarized in Table 1.
The laboratory testing was conducted in general accordance with applicable ASTM standards.
SUBSURFACE CONDITIONS
The surface conditions at the site, as indicated by the exploratory borings B-1 and B-2,
consisted of 12 inches of topsoil and 15 feet to 19 feet of medium stiff to stiff sandy to very sandy
clay overlying hard sandstone or hard claystone/sandstone for the depth drilled, 25 feet. Free water
was encountered in the exploratory borings at depth 7.8 feet to 11.2 feet at the time of drilling.
A gradation of a typical sample of the sandy clay is shown on Fig, 4. The sandy clay
possesses a low swell potential with a percent swell of 0.2% and an uplift pressure of 300 psf when
wetted under constant load as indicated by the swell-consolidation test results shown on Fig. 6. A
gradation of a typical sample of the sand and clay is shown on Fig. 4, The sand and clay settled
upon loading and was not affected when wetted under constant load as indicated by the swell-
consolidation test results shown on Fig. 6. A gradation of a typical sample of the sandstone is
shown on Fig. 5. The laboratory test results are summarized in Table 1.
FOUNDATION RECOMMENDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the nature of
the proposed construction, we recommend the residence be founded on spread footings hearing on
undisturbed natural soils.
I]
The design and construction criteria presented below should be observed for a spread
footing foundation system. The construction details should be considered when preparing project
(1) Footings bearing on the undisturbed natural soils should be designed for an allowable
bearing pressure of 2,000 psf.
(2) used on one-dimensional consolidation theory, we estimate total settlement for footings
designed and constructed as discussed in this section will be approximately I inch.
Differential settlements across the residence are estimated to be approximately 1/2 inch.
(3) Exterior footings and footings beneath unheated areas should be provided with adequate soil
cover above their bearing elevation for frost protection. Placement of foundations at least
36 inches below the exterior grade is typically used in this area.
(4) The lateral resistance of a spread footing bearing on undisturbed natural soils will be a
combination of the sliding resistance of the footing on the foundation materials and passive
earth pressure against the side of the footing. Resistance to sliding at the bottoms of the
footings can be calculated based on a coefficient of friction of 0.35. Passive pressure against
the sides of the footings can be calculated using an equivalent fluid unit weight of 275 pcf.
The coefficient of friction and passive pressure values recommended above assume
mobilization of the ultimate soil strength. Suitable factors of safety should be included in
the design to limit the strain which will occur at the ultimate strength, particularly in the case
of passive resistance.
(5) Continuous foundation walls should be reinforced top and bottom to span an unsupported
length of at least 10 feet.
M
(6) Areas of loose material encountered within the foundation excavation should be removed
and the footings extended to adequate natural beating material. As an alternate, the loose
material may be removed and replaced with non-expansive fill material compacted to 100%
of the maximum standard Proctor (ASTM )-698) density within 2 percentage points of the
optimum inoisture content. New fill should extend down from the edges of the footings at a
I horizontal to I vertical projection.
(7) A representative of the soil engineer should observe all footing excavations prior to concrete
V=
FLOOR SLABS
The natural on-site soils, exclusive of topsoil are suitable to support lightly to moderately
loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs
should be separated from all bearing walls and columns with expansion joints which allow
unrestrained vertical movernent. Floor slab control joints should be used to reduce damage due to
shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. The
requirements for slab reinforcement should be established by the designer based on experience and
the intended slab use.
WATER SOLUBLE SULFATES
The concentration of water soluble sulfates measured in one sample obtained from the
exploratory borings was 0.01%. This concentration of water soluble sulfates represents a negligible
degree of sulfate attack on concrete exposed to these materials. The degree of attack is based on a
range of negligible, positive, severe, said very severe as presented in the U.S. Bureau of Reclamation
Concrete Manual.
M
Based on this information, we believe special sulfate resistant cement will not be required for
concrete exposed to the on-site soils.
UNDERDRAIN SYSTEM
The lower level of the structure should be protected by an underdrain system.
The underdrain system should consist of a layer of free-draining granular material beneath the
floor slab connected to perimeter and lateral drains, Free-draining granular material used in the drain
system should contain less than 5% passing the No. 200 sieve, less than 10% passing the No. 4 sieve
and have a maximurn size of I V. inch.
The drains should consist of drainpipe placed in the bottom of a trench and surrounded above
the invert level with free-draining granular material. The free-draining material should extend I foot
above the slab level. T h e p erimeter drains should be at least 4 inches in diameter. The drain lines
should be placed at least I foot below the floor level and graded to sumps at a minimum slope of V2%.
11i I 1 111 0111111 11
M=
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and maintained
at all times after the residence has been completed.
(1) Excessive wetting or drying of the foundation excavations and underslab areas should be
avoided during construction.
(2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least
95% of the maximum standard Proctor density in pavement areas and to at least 90% of the
maximum standard Proctor density in landscape areas.
Z
(3) The ground surface surrounding the exterior of the residence should be sloped to drain away
from the foundation in all directions. We recommend a minimum slope of 6 inches in the
first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved
(4) Roof downspouts and drains should discharge well beyond the limits of all backfill.
LIMITATIONS
This report has been prepared in accordance with generally accepted soil and foundation
until excavation is performed. If during construction, fill, soil, rock, or water 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 of excavations and foundation
bearing strata by a representative of the soil engineer.
HEEN901WAUUM
Reviewed by: HH
h
B-1 --Exploratory boring
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LEGEND
2 Topsoil.
Clay (CL), sandy to very sandy, medium stiff to stiff, calcareous, brown, moist to
very moist.
I Sandstone, very hard, brown, moist.
I Claystone/sandstone, intergraded, hard, brown, moist.
Drive sample, 2-inch I.D., California liner sample.
11/12 Drive sample blow count. Indicates that I I blows of a 140-pound hammer falling
30 inches were required to drive the California sampler 12 inches,
7
— Depth to water level at the time of drilling.
1. Exploratory borings were drilled on February 1, 2013, with a 4-inch diameter continuous
flight auger.
2. Exploratory borings were located in the field by F personnel based on the site plan provided.
3. Logs are drawn to depth.
4. The lines between materials shown in the borings represent the approximate boundaries
between material types and the transitions may be gradual.
5. Water level readings shown on the logs were made at the time and under conditions indicated.
Fluctuations in the water level may occur with time.
13-41 Eng Legend and Notes of Exploratory Borings J_Fig. .5
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Energy Code:
2007 IECC
Location:
Wheat Ridge, Colorado
Construction Type:
Single Family
Project Type:
New construction
Building Orientation:
Bldg. faces 0 deg. from North
Conditioned Floor Area.
386 ft2
Glazing Area Percentage:
21%
Heating Degree Days:
6168
Climv,te Zone
5
Plan check e.ti
' �
The % Better or Worse Than Code index reflects how dose to compliance the house is based on code trade-off rules
ft DOES NOT provide an estimate of energy use or cost relative to a inininium-code home,
1086 0.0 38,0
330 0.0 38.0
387 0,0 12.0
114 OMO
42 0.460
304 0.0 12,0
350 0,0 12.0
353 0,0 12.0
2646 19.0 0,0
462
I
36
I
Project Title: 6740 West 28th Ave., Wheat Ridge, CO Report date: 05115113
Data filename: Page 1 of 5
I rl
.I I
I Irga - ;
_ V7,M I'll 11 I'll •
Inspection Checklist
Energy Code:
2007 IECC
Location:
Wheat Ridge, Colorado
Construction Type:
Ingle Family
Project Type:
N ew construction
Building Orientation:
Bid faces 0 deg. from North
Conditioned Floor Area:
386N2
Glazing Area Percentage:
21%
Heating Degree Days:
6158
Climate Zone
5
Ceilings:
L) Ceiling: Flat or Scissor Truss, R-38,0 continuous insulation
Comments:.-
LJ Ceiling: Flat or Scissor Truss, R-38,0 continuous insulation
Comments:
Above-Grade Walls:
D Wall: Wood Frame, 16in. ox., R-19.0 cavity insulation
Comments:
Project Title: 6740 West 28th Ave., Wheat Ridge, CO Report date: 05/15113
Data filename: Page 3 of 5
Lj Sunrooms that are thermally isolated from the building envelope have a maximum fenestration U-factor of 0.50 and the maximum
skylight U-factor of 0.75. New windows and doors separating the sunroorn from conditioned space meet the building thermal envelope
requirements.
Vapor Retarder:
L) A minimum of Class If (1,0 perm) vapor retarder is installed on the interior side of above-grade framed waHs or it has been determined
that moisture or its freezing will not damage the materials.
Exceptions
Class HI (10 perm or less) vapor retarder is permitted for vented cladding over OSB, plywood, fiberboard, gypsum, or for sheathing
over 2x4 framing having insulation of R-5 or better, or for sheathing over 2x6 framing having insulation of R-7,5 or better,
L1 Materials and equipment are installed in accordance with the manufacturer's installation instructions,
Ll Insulation is installed in substantial contact with the surface being insulated and in a manner that achieves the rated R-value,
Ll Materials and equipment are identified so that compliance can be determined.
Li Manufacturer manuals for all installed heating and cooling equipment and service water heating equipment have been provided.
L) Insulation R-values, glazing U-factors, and heating equipment efficiency are clearly marked on the building plans or specifications.
Project Title: 6740 West 28th Ave., Wheat Ridge, CO Report date: 05115/13
Data filename: Page 4 of 5
NOTES TO FIELD: (Building Department Use Only)
2007 IECC
Energy
Efficiency
Certificat
Coiling I Roof
X00
Wall
O w
Fl oor
«
Duc spaces
#Q
pie y. y�
Window
0.30 0
Door
0.32 0.34
F orced #.. Air Furnace
Electric Central Air C onditio ner
Water Heater:
Name:
Date:
C omme nts:
!fflm
W
IN
I S' UTILITY EASEMENT
10' UTILITY EASEMENT
10' U11UTY EASEMENT
25,00,
108,00
m
la
PART Or
LOT 2, BLOCK 8, AMET
HENDERSOWS StME
RNa R IRON PIN R-I ZONNG
- COMME N CEN
PONT #16881
SOUTHWEST CORNER OF SECTION 25,
7,3S_ R.69W., 6TH P.M.
FOUND 3 1/4' BRASS CAP IN RANGE BOX
STAMPER: FILE 23047
NORD-RNG-, 700540.51 EASTWO 121111,43
LLqLNA
FOUND MONUMENT AS NOTED
0 SET 18 LONG is RESAR NTH'
YELLOW PLASDC CAP STAMPED: PLS 10003
FOUND SECTION CORNER APSEAL
CASE HISTORY
VIS-08-101
WA-08-14
SOUTH LINE OF THE NORTH HALF
OF SOUTH HALF OF
LOT 2, $LOOK S.
AMENDED PLAT OF HENDERSON'S SUBDIVISION
r9fY;NDARY CORNER CITY OF WHEAT RIDGE COORDINATES
NO
— W - 527�FC
27,ST
EAST-WG
10 UTILITY EASEMENT
JTY EASEMENT
12113266
2
SOO*20'09'E-
w
25,06'
?01030.59 9
SK, 918L PG. 598
F 4
N8939'!
21133,56
HS
j LOT I
16U)27 &F
- I U LOT 2 I
0,37 ACRES i
R-1 ZONING
j3 "Z71 S F I
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W 28TH AVE
nva j
,
Z 4k FN IRON PIN
CSI A,
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(�v FLOX)
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lAfE.0 SRV INC 16837'
BE
t L T LINE HERESY
1 4
xq
598. <7 AM
I I CREATED BY THIS PLAT @
IN
I S' UTILITY EASEMENT
10' UTILITY EASEMENT
10' U11UTY EASEMENT
25,00,
108,00
m
la
PART Or
LOT 2, BLOCK 8, AMET
HENDERSOWS StME
RNa R IRON PIN R-I ZONNG
- COMME N CEN
PONT #16881
SOUTHWEST CORNER OF SECTION 25,
7,3S_ R.69W., 6TH P.M.
FOUND 3 1/4' BRASS CAP IN RANGE BOX
STAMPER: FILE 23047
NORD-RNG-, 700540.51 EASTWO 121111,43
LLqLNA
FOUND MONUMENT AS NOTED
0 SET 18 LONG is RESAR NTH'
YELLOW PLASDC CAP STAMPED: PLS 10003
FOUND SECTION CORNER APSEAL
CASE HISTORY
VIS-08-101
WA-08-14
SOUTH LINE OF THE NORTH HALF
OF SOUTH HALF OF
LOT 2, $LOOK S.
AMENDED PLAT OF HENDERSON'S SUBDIVISION
r9fY;NDARY CORNER CITY OF WHEAT RIDGE COORDINATES
NO
— W - 527�FC
27,ST
EAST-WG
10 UTILITY EASEMENT
JTY EASEMENT
12113266
2
SOO*20'09'E-
w
25,06'
?01030.59 9
SK, 918L PG. 598
F 4
N8939'!
21133,56
HS
j LOT I
16U)27 &F
- I U LOT 2 I
0,37 ACRES i
R-1 ZONING
IN
I S' UTILITY EASEMENT
10' UTILITY EASEMENT
10' U11UTY EASEMENT
25,00,
108,00
m
la
PART Or
LOT 2, BLOCK 8, AMET
HENDERSOWS StME
RNa R IRON PIN R-I ZONNG
- COMME N CEN
PONT #16881
SOUTHWEST CORNER OF SECTION 25,
7,3S_ R.69W., 6TH P.M.
FOUND 3 1/4' BRASS CAP IN RANGE BOX
STAMPER: FILE 23047
NORD-RNG-, 700540.51 EASTWO 121111,43
LLqLNA
FOUND MONUMENT AS NOTED
0 SET 18 LONG is RESAR NTH'
YELLOW PLASDC CAP STAMPED: PLS 10003
FOUND SECTION CORNER APSEAL
CASE HISTORY
VIS-08-101
WA-08-14
SOUTH LINE OF THE NORTH HALF
OF SOUTH HALF OF
LOT 2, $LOOK S.
AMENDED PLAT OF HENDERSON'S SUBDIVISION
r9fY;NDARY CORNER CITY OF WHEAT RIDGE COORDINATES
NO
NORTHING
EAST-WG
JTY EASEMENT
12113266
2
10' PREVIOUSLY VACATED
121321,12
1
?01030.59 9
SK, 918L PG. 598
F 4
701029.59
21133,56
L
LOT 4
MOORE REAM SUB,
- I U LOT 2 I
R-1 ZONING
j3 "Z71 S F I
CSI A,
WOW
t L T LINE HERESY
1 4
I I CREATED BY THIS PLAT @
a ad
4 5' =JTY EASEMENT
�7FND
UTL - Y EASEMENT
$R PIN
W/ GAP ST AMPED;
*LANE END SRV WC 18837"
1 10 L"SUTY EASEMENT
y 80. 47'
IN
I S' UTILITY EASEMENT
10' UTILITY EASEMENT
10' U11UTY EASEMENT
25,00,
108,00
m
la
PART Or
LOT 2, BLOCK 8, AMET
HENDERSOWS StME
RNa R IRON PIN R-I ZONNG
- COMME N CEN
PONT #16881
SOUTHWEST CORNER OF SECTION 25,
7,3S_ R.69W., 6TH P.M.
FOUND 3 1/4' BRASS CAP IN RANGE BOX
STAMPER: FILE 23047
NORD-RNG-, 700540.51 EASTWO 121111,43
LLqLNA
FOUND MONUMENT AS NOTED
0 SET 18 LONG is RESAR NTH'
YELLOW PLASDC CAP STAMPED: PLS 10003
FOUND SECTION CORNER APSEAL
CASE HISTORY
VIS-08-101
WA-08-14
SOUTH LINE OF THE NORTH HALF
OF SOUTH HALF OF
LOT 2, $LOOK S.
AMENDED PLAT OF HENDERSON'S SUBDIVISION
r9fY;NDARY CORNER CITY OF WHEAT RIDGE COORDINATES
NO
NORTHING
EAST-WG
7 01183. &7 01185
12113266
2
701I68.V
121321,12
1
?01030.59 9
03
12132103
F 4
701029.59
21133,56
PREPARATION DATE: 01-25-08
DETAIL "A" DETAIL "C"
26
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SCALE I"=5' ----cCALE
DETAIL "B"
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1 ;1,77-
HARRis KOCHER SMITH
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