HomeMy WebLinkAbout6731-6733-6735 W. 37th PlacePERMiT TRACKWG r=ORM
DATE SUBMITTED (o~1 PERMIT NUMBER I 1~ 7YPE OF PERMIT-QLS
CONTRACTOR ~2~~\~ PHONE
TYPEOFREQUEST 1) 1111.k 1\Ly ji k -v v
fE°3P~RMIT~AP~RQ~~b~`~1 ~ (`)t`~O
REQUIRED CONDI710N5 MET RRIOR TO PERMIT APPLIGATION 7 YES NO N/A
CONDITIONS OF APPROVAL_
DATE IN DATE OUT
~ 15UILDIN6 DEPARTMENT ~I -1 - ('1()
qSL ENGINEERING DEPARTMENT
/
PLANNING DEPARTMENT ~~^(x~ .`7 ~ Q(j
~-T-b-TRRMIS
❑ FIRE DEPAR7MENT
❑ GIIY AR60RI5T
❑ POLICE DEPARTMENT
)4 SEWER DISTRICT 11.
v WATER DISTRIGT w . R.
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Co-(5-b()
BUILDING DEPARTMENT ~
(303) 235-2855
CITY OF WHEAT RIDGE
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Correction Notice
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Job Located at 3 s 3
1 have this day in°5pected this structure and these premises and
have found the foll~~wing violations of City and/or State laws gov-
erning same: ,
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You are hereby notified to correct the fo sgoing violations.
ections have been ; ade, call<for ml;ction. ~
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Date: ~I R ~0 I
A Certificate of Occupancy or Completion has been requested for:
ADDRESS: (O~ 3S LA~ ~ &L
PURPOSE OF cSTRUCTURE: l[ A/ T I
Building Department
Remarks:
Zoning Approva
Remarks:
Public Works ApprovaE:
Remarks:
Fire Marshall Approval:
(If Applicable)
Remarks: -
Sanitation District Approval:
(if Applicable)
Remarks:
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(If Applicabie)
Remarks:
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Date: 1~ /0 (
A Certificate of Occupancy or Completion has been requested for:
ADDRESS: 6:733 W 3+f' &tK .
PURPOSE OF
Buiiding Department Approval
Remarks:
Zoning Approval:
Remarks:
4ublic Works Ap;srovai:
Remarks:
Fire Marshall Approval:
(If Applicable)
Remarks:
Sanitation District Approval:
(If Applicable)
Remarks:
Water District Approval:
(If Applicable)
Remarks:
YY HEAT RiI
1300 EST 29th AVENUE
:
7
[AIJU
(303) 234-5933
INSPECTION RECORD
Tri - (eX
NPE OCCUPANCY
DATE ISSUED Blilloo
SOUTH EAST WEST
`fVSPECTOR IVIUST SIGN ALL SPACES PERTRINING TO THIS JOB
INSPECTIONDATE INSPECTOR
'
Eoundations
j~ Footing
Caisson 4
Reinforcing or Monolithic
Weatherproofing dK'
POUR NO CCSNCRETE UNTlLABOVE HAS BEEN SIGNED
v
v
Cdncrete Slab Floor:
Electrical (Ground Work) I
Plumbing (Ground Work)
Heating (Ground Work) i-f
DO NOT POUR FLOdR UN'T9L. ASOVE HAS BEEiV SIGNED
~
Rough Eiectrical SO
j-
" =
Raugh Plumbing
-
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Air Test Gas Piping
~
Rough Heating & Ventilatian
(above must be signed prior to framWinspection)
Framing
Insulation o,
i a
f~ G
Drywall nailing
~ o
Roofing
~
Refrigeration
Electrical underground
Final
Electrical
Plum6in
Heatin & Ventilation
H
Frame
R.O.W. & Orainage
Fire Department
Parking & Landscaping
C. G- G.~r
f ~ a-i
~ ~
OCCiJPANCY IdOT PIERIVIITTED UIVTIL CER'TIFICATE OF
OCCUPANCY IS ISSUED
PRnTl=irT'r~1P, t'°~~~% 11243nnn T94r w=ea-a-a:ac:c2
i
t
~ r~rb Cl4RD' I~'.ING SITE
24 HOURS NOTICr. :AJla JR INSPECTIONS
WHEAT RIDGE; COLORADO
7500 WEST 29th AVENUf (303) 234-5933
INSPECTION RL*'"3"ORD
JOBADDRESS V /.Sr (LJ q
BUILDING PERMIT N0.
OWNER
CONTRACTOR
SETBACKS FROM PROPERTY LINES: NORTH
Caissons w
Reinforcing or
0 4y`•+~ `GK .
DATE ISSUED TYPE OCCUPANCY .
$9U7H EAST WEST
POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
Concrete Slab Floor.
Electrical (Ground Work)
Plumbing (Ground Work) pK
1 y r,a
'ieating (Ground Work)
DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED
Rough Electriczl ~
•~e"
Rough Plumbing
Air Test Gas Pipinq
Rough Heating & Ventilation
G ~
(above must be signed prior to framing inspection)
r
✓
Framing ~
1 /1-7 /01
A. l~
Insulation
G-
Drywall nailing
~6 a/
Roofing
Refrigeration
Electrical underground
Final
Electrical C~
~
Plumbin
z'-
Heatin & Ventilation
6
Frame
R.O.W. & Drainage
Fire Department
Parking & Landscaping
OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF
OCCUPANCY IS ISSUED
PROTECT THIS CARD FROM THE WEATHER
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Date: 114 Z6 ~ I
A Certificate of Occupancy or Completion has been requested for:
ADDRESSfw.7/ t,4,)
PURPOSE OF
Building Department Approval:
Remarks:
Zoning Approval:
Remarks: ° .
Public Works
Remarks:
Fire Marshall Approval:
(If Applicable)
Remarks:
Sanitation District Approval:
(If Applicabie)
Remarks:
Water District Approl
(If Applicable)
Remarks:
k~'?'•e.s,w.,,n
~mTHIS CARD IS P`OSTED ON THE BUILDING
,a"HOURS NOTI.CE REQUIRED FOR IN3`PECTIONS -
WHEAT RIDGE, COLORADO
7500 WEST 29th AVENUE (303) 234-5933
INSPECTION RECORD
JOB ADDRESS W°J&Vl
_q~
BUILDING PERMIT N0.
pWNER
CONTRACTOR
SEfBACKS FROM PROPERTY LINES: NORTH
X
~
DATE ISSUED TYPE OCCUPANCY
SOUTH
EAST
WEST
INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB
INSPECTION
DATE INSPECTOR
Foundations
Footings
Caissons
Reinforcing or Monolithic
Weatherproofing
~
POUR NO CONCRETE UNTIL ABOVE HAS BEEN SIGNED
Concrete Slab Floor.
Electrical (Ground Work)
Plumbing (Ground Work) o~c,
ra~ 2-1 ,~,Zj
~
Heating (Ground Work)
DO NOT POUR FLOOR UNTIL /-1BOVE HAS BEEN SIGNED
Rough Electricai V06,
3/;
Rough Plumbing
Air Test Gas Piping
Rough Heating & Ventilatian
(above must be signed prior to framing inspection)
✓
✓
Framing
) I I
6 ~
Insulation
01
Drywall nailing
Roofing
Refrigeration
Electrical underground
Final
Electricai ~
- v
J
Plumbin
i ~o
Heatin & Ventilation p,.(c
C o
Frame
R.O.W. & Drainage
Fire Department
Parking & Landscaping
G,k
t/ eli '
OCCUPANCY NOT PERMITTED UNTIL CERT~ICATE OF
OCCUPANCY IS ISSIlED
PROTECT THIS CARD FROM THE WEATHER
MEMORANDUM
I Approved Date
~~PARTNENT mF ~~~~~~ORKS
TO: Darin Morgan, Chief Building Official
FROM: Michael Garcia, Development Review Engineer
f'
DATE: April 18, 2001
S U B J E C ~3~',~x'."~~ ~E e~=~
The Public Works Departmentwill require the following forthe address listed abovepriorto issuing a Certificate
of Occupancy:
1. A Drainage Certification Letter from the Engineer-of-record, Mr. Gary T. Whitt, P.E.
2. The public right-of-way cleaned (i.e.: sweep debris from the gutter and walk).
Please call me extension 2868 if you have any questions.
cc: File (3)
Lynlee_CO.mem
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..,i. 1192 .
-TAL 125.00
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Building Permit Number
Date
11004
8/11/2000
Property Owner :
Properry Address:
Contractor License No. :
Company
6731-33-35 W.37TH PL
20160
Panache Homes Inc.
Phone: 944-8067
Phone : 277-1699
OWNERlCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate,
and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printed on this
application, and that I assume full responsibili r complian with the Wheat Ridge Building
Code (U.B.C.) and all other applicable Whe~ge ordina for work under this permit.
Construction Value :
$240,739.00
Permit Fee :
$1,783.35
Plan Review Fee :
$1,159.18
Use Tax :
$3,611.09
Total:
$6,553.62
Use:
Description : TRI-PLEX
BUILDING DEPARTMENT USE ONLY
a:i3~°~~v~ "M SIC : Sq. Ft. :
Approval : TRC
Zoning : R-3
RV~.~k ' ~s' OK
Approval: DM
OK 7/14100 SEE ATTACHED P.W. REVIEW SHEET
Approval : MG
Occupancy : Walls : Roof : Stories : Residential Units :
Electrical License No : 20181 Plumbing License No :18490 Mechanical License No : 19796
Company :Pressman Electric Inc. Company :BUCCINO PLUMBING Company : Direct Heating &
Aircon 'a~ing_I
Expiration Date : 212812001 Expiration Date : 2/10/2000 l °G'-~
Approval : OK/KS Approval : Expiration Date : 12/19/1999 '
Approval
l
c
(1)
This permitwas issued in accordance with the provisic
Io the laws of the St
.
c .
(2)
Regulations and Building Code of Wheat Ridge, Color
This permit shall expire if (A) the work aufhorized is nc
.
ity
date or (e) the builc
(3)
abantlonetl for a period of 120 days.
If this permit expires, a new permit may be acquired fo
ecifcations and any suspension <
ori
inal
lans and s
.
1, provided no charn:
If changes are mi
g
p
p
~
exceeds one (7) year, full fees shall be paitl for a new
V
(4)
(5)
No work of any manner shall be tlone that will change
Con[ractorshallnotifytheBuildinglnspectorhventy-fo
~
/
`-~~~-'-1"'`
~blem.
shallreceivewrittei
proceediing with successive phases of the
ob.
(6)
The issuance of a permit or the approval o~drewings t
i permit for, nor an e
of the ni ding wtles or any other ordinance, law, rule
' f Building spector
For Mayor
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
DEPARTMEEqT OF PLANNING ANn DEVELOPMENT Building Per'rnit Number:
BUILDING INSPECTION DIVISION - 235-2855
CITY AF WHEAT RIDGE
7500 WEST 29TH AVENUE Dat~ :
WHEAT RIDGE, CO 80215 AppLICATio N
Property Owner :
Property Address :(4~1 -N - 373 ` 3cJ W~ t~ PL • P h o n e: 3c&` 9S<<1~ e~.67
Contractor License No. : ~ ~&,D
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OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed tiy this pertnit applieation are accurete,
antl do not violate applicahle ordinances, rules or regutatlons of the Ciry of Wheat Ridge or
covenants. easements or restnctions of rccord: that all measurements shown, anE allegations
made are accurate: that I have reatl and agree to abide by all condRions printed on Nis
application, and that I assume tull responsibiliry for wmpliance with the WheaT Ridge Buiiding
Coae (U.B.C.) antl all other applicable Whe
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Consultants, Inc.
Prepared for ; -
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5604 KENDALL COURT
ARVADA,COLORADO 80002
Phone (303) 431-2335
Fax(303) 431-2594
SUBSURFACE INVESTIGATION
PROPOSED TRI-PLEX
LOT 2
LYNN LEE SUBDIVISION
WHEAT RIDGE, COLORADO
Project No. 1-2790-01
May 22, 2000
Keith D. Sea'f'8Vi°"P.E.
Senior Engineer
TABLE OF CONTENTS
GENERAL
1
PROPOSED CONSTRUCTION AND SITE CONDITIONS
1
SUBSURFACE CONDITIONS AND FIELD INVESTIGATION
1
FOUNDATION - CONVENTIONAL SPREAD FOOTINGS
2
ADDITIONAL FOUNDATION DESIGN CRITERIA
3
INTERIOR FLOOR CONSTRUCTION
4
Habitable Space Area
4
Garage Floor Slab Construction
5
Slab Void Monitoring
7
DRAIN SYSTEM
7
BACKFILL & SURFACE DRAINAGE
7
LAWN IRRIGATION
8
GEOTECHNICAL RISK
9
DESIGN CONSULTATION & CONSTRUCTION OBSERVATIONS
9
TEST HOLE LOCATION PLAN Figure 1
LOGS OF TEST HCLES 2
LEGEND AND NOTES 3
SWELL - CONSOLIDATION TESTS 4
DRAIN SYSTEM DETAIL 5
LANDSCAPING DETAIL 6
EXPANSION POTENTIAL AND INTERIOR
FLOOR RISK ASSESSMENT Appendix
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GENERAL
This report presents the results of a subsurface investigation conducted
at the site of a proposed residential tri-plex to be located at Lot 2, Lynn Lee
Subdivision, Wheat Ridge, Colorado (See Figure 1). The investigation was
performed to recommend the types and depths of foundations, allowable soil
bearing pressures, and other precautions that should be taken in the design or
construction of the structure due to the soil and ground water conditions.
The conclusions and recommendations presented are based on the data
gathered during the site investigation, the results of the laboratory testing and
our experience with similar soil and ground water conditions.
PROPOSED CONSTRUCTION AND SITE CONDITIONS
It is our understanding that the proposed residential tri-plex will be one to
two stories in height with a full basement and will include garages. Construction
will be of reinforced concrete foundations with a wood frame superstructure
covered by brick veneer, stucco and/or wood siding. The basement will be
excavated approximately 6'/~ feet below existing grade.
The site is presently vacant and is covered with weeds and some rubble.
The site was used at one time with a greenhouse which has now been razed.
SUBSURFACE CONDITIONS AND FIELD INVESTIGATION
Three test holes were drilied at the approximate locations shown on Figure
1, Test Hole Location Plan. The soiis encountered in the test holes are shown
on Figure 2, Logs of Test Holes, and described on Figure 3, Legend and Notes.
Samples of the soils encountered were taken at the depths shown on Figure 2.
The results of the laboratory tests performed on selected samples are shown on
Figures 2 and 4.
The soils encountered in the test holes are somewhat uniform but vary
with depth. Generally, 2'/z to 3%2 feet of fili material was found overlying
natural sands. Siity to sandy clay was found in two of the test holes below
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depths of 17 and 18 feet. No bedrock was encountered in the test holes to the M
maximum depths explored.
The fill consisted of sandy clay containing pieces of asphalt and concrete.
It was generally stiff, moist and mottled brown in color. It is not considered
suitable for foundation support.
The sands consisted of silty sand and clayey sand with some clay lenses.
The silty sand was loose to medium dense, moist to wet, and brown in color.
The samples tested were non-plastic and settled 1.4% to 2.0% when wetted
under a 1,000 psf surcharge load. They should support light foundation loads
but may require sorne densifications.
The silty, sandy clay encountered was very stiff, moist to very moist,
slightly calcareous and brown in color. It was visually of high plasticity. Our
experience indicates that this material possesses a moderate expansion potential.
Free water was encountered in the test holes at depths of 8%z to 10 feet
at the time of drilling. When checked 1 day after drilling, water was found in all
of the test holes at depths of 8'/z to 9%= feet.
FOUNDATION - CONVENTIONAL SPREAD FOOTINGS
The fili encountered is not suitable to support the foundations. It must
be removed to the underlying natural sands prior to foundation construction.
The foundation should then be stepped down to bear directly upon the natural
soils. Due to the debris content, the existing fill should not be used for backfill
against the foundation walls.
The structure may be supported by conventional spread footings placed
directly upon the natural sands that are designed for a maximum soil bearing
pressure of 1,000 pounds per square foot. Interior loads should be supported
on beams and columns, on isolated pads, designed as above. Minimum 16 inch
wide footings should be specified. The dead load on footings should be
proportioned as much as practicable to minimize potential differential movement
problems. Interior loads should be supported on beams and columns, placed on
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isolated pads, designed as above. A minimum dimension of 20 inches for
isolated footing pads is recommended. Exterior footings should extend to a
depth of at least 30 inches below final surface grade to provide protection
against frost action. Care should be taken to remove all loose, soft, or
disturbed soil before placing footings.
Some of the soils are somewhat low density and some in place
densification may be required prior to placing footings. It may be necessary to
densify the foundation bearing areas using a vibratory flat plate type of
compactor. If this is not successful, overexcavation and recompaction of the
foundation soils may be necessary.
The planned basement depth will be within 2 to 3 feet of the existing
ground water. With the soils anticipated, it is likely that excavation with rubber
tire equipment (i.e. - a front end loader) will draw the ground water up and cause
severe instability of the subgrade soils. We, therefore recommend excavation
of the basements using an excavator (large backhoe). If instability becomes
apparent it will be necessary to stabilize the basement using crushed rock or by
other methods. For these reasons, we must be cailed to observe the open
excavations to verify the foundation bearing conditions prior to footing
construction.
ADDITIONAL FOUNDATION DESIGN CRITERIA
Lateral earth pressures on walls depend on such factors as the type of
wall, hydrostatic pressure behind the wall, type (See Backfill and Surface
Drainaqe) and slope of backfill material, degree of backfill compaction, allowable
wall movements, and surcharge loading. The hydrostatic pressures may be
reduced by placing a drain system around the perimeter of the foundation walls.
Foundation walls should be designed for lateral equivalent fluid pressure
of 40 pcf. The backfill should be compacted following the recommendations
outlined below (see Backfill and Surface Drainaqe). No consideration was given
to backfili sloping toward the residence, surcharge loading, or hydrostatic
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pressures, in the computation of the lateral equivalent fluid pressure. If any of C
these conditions are anticipated, we are available to assist you in revising these
criteria.
Foundation walls should be reinforced to support the structural loads
imposed. Refer to the foundation design for actual reinforcing details.
Sulfate crystals were not noted in samples taken from this site.
Therefore, the site concrete should be designed for negligible levels of sulfate
concentration, according to the current ACI Design Manual guidelines.
INTERIOR FLOOR CONSTRUCTION
Habitable Space Area
The soils encountered at foundation levels are stable at their natural
moisture contents. However, the buiider and future owner must realize that
there is always a potential for movement or cracking of concrete slabs on grade.
The site has been assessed as possessing a low expansion potential. Based
upon this assessed expansion potentiai, we believe that there will be a low risk
of interior slabs not performing within a reasonable amount of movement for the
usage of the slab due to soil expansion. A reasonable amount of movement is
described as floor heave of between 1 to 3 inches with associated cracking of
less than 1/4 inch in width and/or differential. See the Appendix to this report
for a discussion of expansion potential and interior floor risk assessment.
The only positive method of preventing movement of interior floors is to
provide structural floor systems - the floors wouid be supported on the found-
ation. The buiider and/or future owner must realize that there is a risk of floor
movement with any other construction alternative. Floors should be supported
structurally if the future owner cannot tolerate any floor movement or cracking.
If the builder and/or future owner desire to use slab on grade construction
techniques and are willing to assume the risk of concrete siab movement, the
details outlined below should be foliowed during construction of the slab.
Experience with similar soil conditions indicates that these construction details
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will help to reduce wetting of soils supporting the slab and may reduce damage
should some wetting take place:
1. The slab should be placed directly on the undisturbed, natural soils,
or well compacted fill or a gravel layer.
2. Separate the slab from all bearing members and utility lines to allow
its independent movement; i.e., construct a floating slab. Provide
positive control joints at the junction of the slab with foundation
walis.
3. Joints should be scored in the slab at maximum 200 square foot
areas. A control joint should also be scored 2 feet in from, and
parallel to, all foundation walls. The joints should be scored 1/4 of
the slab thickness.
4. Construct a minimum 1'/Z inch void space above, or below,
partitions on the slab. In finished areas, all furring strips, drywall
and paneling should stop 1'/2 inch from the top of the slab. The
1'/z inch void space can be covered with a molding strip.
5. If hot water heat is used, the piping shouid not be piaced beneath
the concrete slab. If a forced air furnace is used, a 2 inch
collapsible connection should be provided between the furnace and
the heat ducts.
6. Backfill in the interior and exterior utility trenches should be care-
fully compacted (see Backfill and Surface Drainage below).
7. Keep the soils that will support the slab moist during construction
by occasional sprinkling and especially a day or so prior to pouring
the slab.
In addition, good backfill and surface drainage should be provided, and
lawn irrigation minimized, as discussed below.
Garaqe Floor Slab Construction
The on-site sands that may support the garage siab have been assessed
as possessing a low risk of a concrete siab not performing within a reasonable
5
amount of movement for the usage of the slab due to soil expansion. Any
imported materials, if required, used to _backfill the garage should be low
expansion potential materials such as silty to clayey sands or sands and gravels
in order to maintain this low risk assessmerit. The builder and/or future owner
must be willing to assume this risk of garage slab movement if the on-site soils
are used to support the slab. If it is desired to reduce this risk, then the garage
floor should be supported on a non-expansive imported material or as a
structural member.
It is recommended that the procedures outlined below be followed during
construction of garage floor slabs. Our experience with similar conditions has
shown that these details help to reduce wetting of soils supporting garage slabs
and may help to reduce damage should some wetting of the slab supporting
materials occur.
1. The slab should be placed directly on well compacted fill.
2. Separate the slab from all bearing members to aliow its indepen-
dent movement; i.e., construct a floating siab. Provide positive
control joints at the junction of the slab with foundation walls.
3. Joints should be scored at maximum 200 square foot areas. Joints
should be scored to a depth of 1/4 the thickness of the slab.
4. Construct minimum 1'h inch void spaces above, or below,
partitions on the slab. in finished areas, all furring strips, drywall
and paneling should stop 1 Y= inch from the top of the slab. The
1%z inch void spaces can be covered with molding strips.
5. Garage door jambs and trim should be constructed with expansion
material beneath them so the slab wiil not interfere with the jamb
if the siab moves.
6. Garage door tracks should be constructed with a minimum one inch
void space between the bottom of the track and the floor slab.
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Slab Void Monitorina D
The future property owner must be.advised that the potential movement
of slabs supported directly on these expansive soils could exceed the partition
void spaces recommended above. These void spaces are not intended to
anticipate total potential slab movement, but are intended to prevent immediate
damage to the superstructure and serve as indicators to slab movement. These
void spaces must be maintained by the homeowner for the life of the structure.
DRAIN SYSTEM
Ground water conditions are satisfactory for lower level construction
except as discussed under Foundations. However, the foundation will extend
to within 2 to 3 feet of the existing ground water level. Therefore, a drain
system must be provided around the structure. Typical drain system details are
as shown on Figure 5. The drain system must be graded to a positive gravity
outfall or a sump. A sump pump with an outfall that extends well beyond the
backfill zone should be instalied. We must be called to observe the soils
exposed in the excavations to verify the detaiis of the drain system.
BACKFILL & SURFACE DRAINAGE
The amount of moisture infiltration into the backfill soils from surface
drainage shouid be reduced. This can generally be accomplished by placing a
relatively impervious backfill around the foundation walls and providing a sloping
grade away from the foundation.
The backfill material should be free of debris and be throughly moistened
and properly compacted to reduce settlement. The existing fill should not be
used as backfill due to the construction debris encountered. If it is necessary to
import fill, it should be of similar quality to the natural silty sands. Compaction
of the backfill should include the soils used to fill the construction ramp into the
excavation and utility trenches approaching the residence. Foundation walls
should be properly braced during backfilling operations.
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The final grade of the backfill should have a good slope away from the C
foundation walls on all sides. A fall of 6 inches in the first 10 feet away from
the structure is recommended. Downspouts and sill cocks should discharge into
splash biocks or long downspout extensions which extend past the backfill zone
when the ground surface is not protected by concrete slabs or asphalt paving.
LAWN IRRIGATION
A sprinkler system should not be installed next to foundation walls. If
a sprinkler system is installed, the sprinkler heads should be piaced so the spray
from the heads, under full pressure, does not fall within 5 feet of the foundation
walls. Zone control boxes and drains should be constructed at least 10 feet
away from any foundations. It is strongiy recommended that the future owner
be advised to install automatic shut off valves as an integral part of the sprinkler
system to help preven: leakage. Lawn irrigation should be controlled as much
as practicable.
Particular care should be taken during final landscaping of the site. If the
owner desires to plant next to foundation walls or exterior slabs it should be
understood that there is a risk of future damage if wetting of the foundation soils
occurs.
As an alternative to planting next to foundations and exterior slabs, it is
advisable to install decorative landscaped areas such as gravel and/or bark. If
decorative areas are installed, the gravel or bark should be placed directly on the
soils or on a non-woven, geotextile fabric, which will allow natural evaporation
to occur and will stiil inhibit weed growth - the use of polyethylene is not
recommended. The edges of decorative areas should be constructed to allow
surface drainage to be quickly discharged away from foundation walls or exterior
siabs. This can be accompiished by constructing the edges of decorative areas
above the adjacent lawn or ground surface, and not impeding drainage with
grass stops. All grass stops should be perforated or constructed to allow
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discharge out of the decorative areas. Refer to Figure 6 for a typical decorative M
installation detail.
GEOTECHNICAL RISK
The concept of risk as it applies to structure construction is the single
most significant aspect of any geotechnical evaluation. The primary reason for
this is that the methods used by geotechnical engineers to develop recommenda-
tions for construction is not an exact science. The methods used are typicaily
empirical and, therefore, engineering judgement and experience must also be
applied. The solutions presented in any geotechnical evaluation therefore cannot
be considered risk free, and are therefore not a guarantee that the interaction
between the soils and the proposed structure will act as desired or intended.
The engineering recommendations presented in the preceding sections are our
best estimates of the measures that are necessary to help the proposed structure
perform in a satisfactory manner. These recommendations are based on the
information generated during this and previous evaluations and our experience
in working with these types of conditions. The buiider and future owner must
understand this concept of risk, as it is they who must decide what is an
acceptable level of risk for the type of structure to be constructed on the site.
DESIGN CONSULTATION & CONSTRUCTION OBSERVATIONS
This report has been prepared for the exclusive use of Panache Homes,
Inc. for the purpose of providing geotechnical data for the proposed project. The
data gathered and the conclusions and recommendations presented are based
upon the consideration of many factors including, but not limited to, the type of
development proposed, the configuration of surrounding structures, the geologic
setting, the materials encountered, and our understanding of the level of risk
acceptable to the ciient. Therefore, the conclusions and recommendations
contained in this report shall not be considered valid for use by others unless
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accompanied by written authorization from Soils and Materials Consultants, Inc. M
(SMC).
SMC has erdeavored to perform geotechnical services for this project in
accordance with the outlined scope of services and the generally accepted
geotechnical engineering practices in the area at this time. No other warranty,
expressed or implied, is made. In the event that any changes in the nature or
design of the project are planned, the conclusions and recommendations
contained in this report shail not be considered valid unless the changes are
reviewed and conciusions of this report modified or verified in writing. Because
of the constantly changing state of the practice in geotechnical engineering, and
the potential of site changes after our site exploration, this report should not be
relied upon after a period of three years, without our firm being given the
opportunity to review and, if necessary, revise our findings.
it is recommended that we be provided the opportunity for a general
review of the final design and specifications to evaluate whether the earthwork
and foundation recommendations have been properly interpreted and implement-
ed in the design and specifications.
The future owner must be informed of those items covered under the
headings Interior Floor Construction, Backfill and Surface Drainage, Lawn
irrigation and the Appendix. The owner must also be aware of the necessity of
maintaining good surface drainage on the site and the importance of keeping
excessive water from the foundation backfill soils.
in any geotechnical investigation it is necessary to assume that the
subsurface conditions do not vary from those encountered in the test holes. Our
experience has shown that these variations exist and that they become apparent
in the foundation excavations. It is therefore recommended that we be called
to observe the foundation excavations prior to construction.
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Please contact us when further consultation or construction observation C
services are necessary. The costs of these further services are not included in
the fee for this report.
KDS/rhb
Copies: 3
11
VICINITY MAP
W. 38TH AVE
SITE
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W 35TH AVE
NTS
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W EST 37TH PLACE
Bench Mark - Top of sidewalk SCALE:1"=30'
at property comer.
Assumed elevation 100 feet.
S Soils and Project No.1-2790-07
M Matefials TEST HOLE LOCATION PLAN
G+ Consultants, I~c. Figure No. 1
TEST HOLE 1 2 3
,-105
95
PF=21
PI=NF
L
90
85
80
75
PF = Percent Fines
PI = Plasticity Index
NP = Non-Plastic
90
W
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S Refer to Figure 3 for Legend and Notes
Soils and Project No.1-2790-01
M
aterials LOGS OF TEST HOLES
COnSUltants, InC. Figure No. 2
kj!
LEGEND
to FILL-CLAY, sandy with broken Concrete and Asphalt, generally stiff, moist, mottled
brown (CL)
SAND, fine grained, siity, loose to mediurci dense, moist to wet, brown (SM)
91 SAND, fine grained, clayey, occasional CLAY lenses, loose to medium dense, moist
to wet (SC w/occasional CL)
El CLAY, sandy, siity, very stiff, moist to very moist, slightly calcareous, brown (CL-CH)
NOTES
1. The test holes were drilled on May 6, 2000, using a 4 inch diameter, continuous flight,
solid stem auger.
2. (5/12) Indicates location of penetration test as performed in this area. (5/12) means
that 5 blows with a 140 pound hammer, falling 30 inches, were required to drive a
two inch inside diameter sampler 12 inches.
3. The stratification lines represent the approximate boundary between soil types and the
transition may be gradual.
4. The locations of the test holes were approximately determined by pacing from known
property corners and using site pians made available to this firm. The elevations of the
test holes were approximately determined using a hand level. The locations and
elevations of the test holes should be considered accurate only to the degree implied
by the method(s) used.
5. Water level readings were made in the test holes at times and under conditions stated.
This data has been reviewed and interpretations made in the text of this report. It
must be noted, however, that fluctuations of the ground water depth may occur
because of seasonal variations in rainfall, temperature, and other factors which may
differ from those at the time the measurements were made.
K7' Indicates water table at time of drilling.
= Indicates free water level days after drilling.
sx Soils and Project No.t-2790-01
vCci Materials LEGEND AND NOTES
Consultants, Inc.
Consolidation under constant
pressure, due to wetting
1
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3
4
5
Water added
to sample
100
500 1.000 Load - PSF 10,000
Sample of Sand, Silty from Test Hole 1 at depth 4 feet.
Natural Moisture Content 14.9% Natural Dry Density 116 pcf
100,000
Consolidation under con:
pressure, due to wetting
1
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29
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Water added
to sampie
4
5
100
S Soils and
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G+ Consultants, Inc.
100,000
500 1.000 Load - PSF 10,000
Samole of Sand, Clayey from Test Hole 3 at depth 9 feet.
Vatural Moisture Content 20.2% Natural Dry Density 111 pct
SWELL - CONSOLIDATION Project No. 1-2790-01
TESTS Figure No. 4
Foundation Wall
Slip joint between
slab and wall
4" concrete slab
Min.18"
Minimum 6" clean gravel
(minimum size 314")*
under slab - slope the
bottom of the excavation
to the drain trench.
Footing
The drain excavation must not
extend below a line extending
down at a 1 to 1 slope from
the inside bottom edge ot the
tooting.
S Soils and
V Mate~als
Consultants, Inc.
" Coarse Aggregate
Specifications for Drain Gravel
Sieve
Percent Passing
Size
Sieve Size
1 Y="
100
1 "
90-100
3/,^
0-15
0-5
Polyethylene moisture
barrier under siab
Perforated drain pipe - minimum 3"
diameter. Minimum slope of pipe and
gravel should be 1/8 inch per foot.
Discharge by gravity or mechanical means
to a positive outFall.
NOT TO SCALE
DRAIN SYSTEM DETAIL
Figure No. 5
SI-3 7198
Min.12"
Brick or
Siding
5' Minimum
Wood or metal edging above top
or sod with weep holes in
bottom to allow water flow out
onto lawn. _
Sod
Non woven geotextile fabric. Sloped
away from foundation, under edging
and above sod elevation.
Maintain designed slope away from
foundation. Minimum fall of 6^ in the
first 10 teet away from the foundation
is recommended.
Rock or bark area with
downspout extended
beyond edging.
Foundation Wall
Frame
Wall
S Soils and NOT TO SCALE
M Materials LANDSCAPING DETAIL
C Consultants, II1C. Figure No. y
M6 Gromz ]/98
APPENDIX
EXPANSION POTENTIAL AND
INTERIOR FLOOR RISK ASSESSMENT
The decision as to the type of floor to place in residences constructed in expansive soii and
bedrock environments is one of the most complicated and subjective tasks in current home building
and geotechnical engineering practice. The reason for this is that there are a number of factors
which must be addressed, understood, and evaluated in making this decision. Among these factors
are the following:
1. The material types that comprise the foundation supporting subgrade (i.e. clay,
sand, sandstone, claystone, etc.) and their variability in the surrounding area
2. The soil profile, soil density and moisture content, and soil plasticity
3. The swell characteristics for the material directly beneath the foundation and at
least 3 to 5 feet beneath the foundation
4. The depth to ground water and anticipated depth fluctuation
b. Whether the lot is situated in a cut or fill area
6. The surface topography and general site drainage, both pre- and post development.
7. The presence and location of surface water features
8. The type of space to be constructed (e.g., unfinished full depth basement, finished
full walkout, etc.)
9. Previous experience with floor construction in the immediate area
10. The amount of irrigation that will be introduced within a completed development.
In order to help characterize the risk of floor movement on expansive sites, the concept of
expansion potential has been developed. Expansion potential is a subjective assessment of all of
the factors which could contribute to the potential for soil to heave a floor under normal service
conditions. Expansion potential is differentiated from "swell potential" or "percent swell" in that
these terms refer to specific laboratory testing of an expansive material. Expansion potential is the
engineers assessment of all of these factors using experience and engineering judgment. Expansion
potential in terms of possible slab on grade damage can be described as follows:
Expansion Potential
Possible Slab on Grade Damage
Low
Light cracking, small differential movements, small heaves
Heavy cracking, differential movements, heave closing traming
Moderate
voids, some movement of utility lines
Large slab and differential cracks and movement, framing voids
High to Very High
closed, utility lines under heavy pressure
Again, these categories are not unitorm and are developed by experience. Additionally, the
categories do not necessarily correlate to the extent of damages that may occur. Every engineering
firm which has long experience in the Denver area has observed significant cracking on soils
characterized with a low expansion potential and no movement on materials characterized with a
high expansion potential. Currently, there is no type of testing or correlation of factors that will
definitively define the amount of movement that any soil will experience.
Since the swell consolidation test is extensively used in the Denver area, we have
correlated percent swell to expansion potential. As a general guideline, soils that swell 0 to 2%
are considered low; 2% to 4% are considered moderate; 4% to 6% are considered high; and over
6% swells are considered very high. These swell percentages are based upon loading a sample to
a pressure of 1,000 pounds per square foot, wetting the sample, and measuring its swell.
The percent swell is tempered using all of the other factors noted above on specific and
adjacent lots in order to determine the expansion potential for a specific site. The variation in
subsurface profile comes into effect if on a particular lot a high expansion potential soil or bedrock
M
C
A-1 Appendix.l
was encountered in the lot test hole at a depth below the slab bearing zone and the same material M
was found at the ground surface on the adjacent lot. This would indicate that the high expansion
potential material could be expected to be present in a portion of the excavation of the first lot.
The presence of ground water probably indicates that a low swelling soil beneath the ground water
level should not be included in the average of the same material that was high swelling in areas of
the site that were dry. If the lot is in a deep cut area, it may possess a higher or lower expansion
potential as it is now subject to the natural wetting and drying cycles. The presence of a new
pond or the removal of an old pond would change the soil moisture conditions and indicate a higher
or lower expansion potential for a site.
Obviously, some of these factors may confiict and any laboratory data must be tempered
by judgment and experience. Any single factor on a lot may indicate a higher or lower expansion
potential; however, aIl of the factors must be considered toqether in determining the expansion
potential for any specific lot.
It must also be noted that perhaps the largest factor and the largest variable involved in
judging expansion potential at any site is the post construction landscaping and irrigation practices
on the site and across the general area. Expansive soils do not expand until their moisture content
rises. The construction of a subdivision will cause soil moisture contents to rise due to the cut off
of natural evaporation. This will cause some movement and heaving. However, experience has
shown that irrigation of landscaping adds far more moisture to the soil than the cut off of
evaporation. Landscaping and irrigation practices must be tempered by the expansion potential of
the site.
Experience both within this firm and in discussion with other firms in the Denver area
indicates that the following floor types are generally appropriate for each level of expansion
potential and risk assessment.
Expansion Potential
Risk Assessment
Floor Type
Non Expansive
Low
Concrete Slab on Grade
Low
Low to Moderate
Moderate
Moderate to High
High
Structural Floor
High to Very High
Very High
These alternatives must be fully understood by the homebuyer for each site. The
homebuyer must understand the subjective nature of the evaluation of expansion potential and the
construction methods under consideration. The homebuver must understand that there is a risk
of heavinq and/or crackinq with the construction of anv concrete slab on qrade on any soil_tvpe•
They must also understand that these evaluations are subjective in nature, based upon the
experience and opinion of the design engineer and, therefore, are not a guarantee that the
interaction between the soils and structure will occur as designed or intended. If the homebuver
wishes to reduce the risk of floor movement a structural floor must be constructed. The
homebuyer must also understand that the use of a structural floor is not without other risks [e.g.,
elevated humidity (moisture) in the crawl space, possible presence of free water in the crawl space,
etc. which may be associated with improperly maintained drainage andlor site grading alterations
by the homebuyer or his agents; the growth of moisture related molds and mildews, etc.] All of
the above should be understood and evaluated by the homebuyer(s) in making their choice of floor
for their residence.
A-'z, Appendix. i
KENNETH R. FENWICK - PROFESSIONAL ENGINEER AND LAND SURVEYOR
13470 BRAUN ROAD - GOLDEN, COLORADO
80401
303-279-4479
CIVIL
STRUCTURAL
LAND PLANNING
MINING
August 7, 2000
>
City of Wheat Ridge, Colo.
RE: New triplex Lot 2 Lynn Lee Sub.
This is to report that I have re-examined the plans for the
Triplex for the above lot. I have determined that an
additional pad and column in the basement of each unit will
redistribute the loads to coincide with the 1,000 lb. Limits
as set forth in the soils report. In addition, the pads
should not exceed 24"X 24" X 12" in size with 2-44 rebars
both ways. The rebar must be a minimum of Grade 60 steel.
Respectfully Submi
Kenne enwIck
Registered Profess
.~:.•''KEf~ip~;
F,.`;'~ s,
COC~4~
a p~.
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~=s1 Erf~~ing~Lgj ~45
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~
~
Code Correction List
July 21, 2000
Owner; Leo Davis
Builder: Leo Davis
Address: 6731, 6733, 6735 W. 37"' Avenue
Description: New Tri Plex
)
1. Submit a soils report for the site to review.
2. Show basement floor lan if bein fi'shed - if not bein finish d'ust show furnace
and water heater location. `•Zrir~ c~~
3. Label all GFCI outlets on electrical drawing. ~
4. Show smoke detectors outside all bedrooms and on every level..~
Please make these additions or corrections to the submittal and resubmit for review, if you
have any questions or comments please feel free to contact me at 235-2853.
Sincerel ,
~
Darin Mor
Codes A inistrator
APPL/CATION FOR M/NOR DUMP/NG/LANDF/LL PERM/T
APPLICANTS NAME: `i , eD
P
~ a
U m
COLORA00
APPLICANT'/S ~ADDRESS: 7z~e9
//n/ 1lnclude CitY, State, Zip)
0 lG ?G)~~Ci ~
ADDRESS OF FILL: %7./- 3 3_ 3
DATE OF APPLICATION:
All permits shall be appiied for through the Public Works Department. An approved permit is effective for a
period of one (1) year from date of issue and may be renewed. All fees shall be in accordance with those fees
established by the Uniform Building Code or other applicable City adopted Resolutions or Ordinances.
Note: A// pub/ic impiovements, when consfrucfed, sha//be maintained (by the respective individua/(s) and/or
company iesponsr6/e for the construction of that pu6/ic and/or private impravement in ihe respecUve
deve/opment) on a dai/y basis, oi as needed, such that they aie free of mud and other constiuction debris
tiacking from ihe site. Fai/ure fo comp/y wifh this requiremenf wi// resu/t in ihe enforcemeni of Artic% 1/,
Specified Nuisances, Section 15-21 (3) of the Cify of Wheat Ridge Code of Laws.
MINOR EXCAVATION AND FILL PERMITS
1. 1-50 Cubic Yards: No permit is required for dumping or excavation of earth aterials, which do
not exceed 50 cubic yards, provided, however, that any fill deposited is on natural terrain of less
than three (3) horizontal to one (1) vertical slope, or such fill is less than three (3) feet in depth and
is not intended to support permanent structures, and in addition, such fill or excavation does not
obstruct or otherwise adversely affect any drainageway. Should any of the above standards be
exceeded, or a drainage way be affected, a permit shall be required under the guidelines for No. 2.
2. 51-500 Cubic Yards: Dumping or excavation of earth materials not exceeding 500 cubic yards
may be allowed with a permit approved by the City Engineer. All applications are to be submitted
on the appropriate completed application form and shall be accompanied by the appropriate fee and
sketch plan indicating the following information before the permit will be issued.
A Location and dimensions of all property boundaries and structures on the site.
B Location and extent of areas to be filled and/or excavated.
C. Location of existing and proposed drainageways, irrigation ditches, etc., and indication of
how and where historic run-off will be maintained on and through the site.
D. Cross section area to be filled and/or excavated indicating original slope, new slope and
depth of fill.
E. Statement which indicates the proposed use or purpose for said fill or excavation.
F. Relative elevation of adjacent properties.
G. Erosion control plan showing placement of control devices such as hay bales, etc..
Files on Enginent\Form\Fill Permit.wpo l Rev. 03100
3. 501-20,000 Cubic Yards: Operations in which earth material fill or excavation exceeds 500 cubic
yards but does not exceed 20,000 cubic yards may be allowed by a permit issued by the City
Engineer after review of an application and supporting information. The following information shall
be submitted with the required application form:
A. A site plan, prepared and signed by a Colorado registered professional engineer, at a scale
of no less than 1 inch to twenty feet (1:20) which illustrates the following:
1. Location an dimensions of aIl property boundaries and structures on the site.
2. Location and extent of areas to be filled and/or excavated.
3. Location of existing waterways and drainage courses indicating any changes. (for
a site containing an established irrigation ditch, a letter of approval from the
appropriate ditch company shall be required).
4. Location of existing and proposed points of ingress.
5. Location and extent of existing vegetation, proposed changes in such vegetation
and methods of rehabilitation on site vegetation after earthwork operations are
complete.
6. Erosion control plan.
7. Grading plan with existing (dashed lines) and proposed (solid lines) ground contours
with contour intervals of 2 feet and spot elevations.
8. At least two cross sections (east to west and north to south) through the site
showing depth of fill and/or excavation.
9. A drainage report may be required if site runoff characteristics are changed.
10. Relative elevations of adjacent properties and structures.
11. Statement of purpose of intended fill and/or excavation.
4. Performance Standards: The following provisions shall apply to all Minor Excavation and Fill
Permits:
A. Rehabilitation: Within thirty(30) days after cessation of filling and/or excavation,
rehabilitation for the site shall have been completed in accordance with the approved
plans. Rehabilitation shall consist of leveling, grading, landscaping or any combination
thereof to minimize potential erosion and be acceptable to the City Engineer.
B. Debris: Debris and/or contaminants shall not be used except with the approval of the City
Engineer.
"For the purpose of this Section, the term debris shall have the same meaning as the
terms "garbage, trash or junk" as defined in the Wheat Ridge Code of Laws, Section 20-
21."
In no case shall debris or contaminates identified or classified as hazardous waste by local,
state or federal agencies be used as fill in any fill areas within the City of Wheat Ridge.
Files on Enginent\Porm\Fill Permit.wpd 2 Rev. 03/00
o~ w~ T
DEPARTMENT OF PUBLIC WORKS
BUILD/NG PERMIT APPLICATION REVIEW
o
76 `4 . CoL O R PO
p0
n: 4o-7 ~I- 33 -3s 3-7774 Attention: Building Department
I have reviewed the attached materials submitted in application for approval of a Il-~
at the above referenced address. Please note the summary comments below.
1. _ Boundary Closure: _ OK _ Not OK; refer to stipulations.
2. ~ Drainage:
a. Drainage plan and report needed ~
b. Drainage plan not needed
c. Lot drainage/grading to be reviewed by Building Division _
d. Site drainage/grading provisions have been reviewed and are:
~ OK Not OK; refer to stipulations.
3. NPDES Permit Required: _ Yes ~ No
4. Public Improvements:
a. street paving needed:
_ Yes
No
b. curb and gutter needed:
Yes =
No
c. sidewalk needed:
Yes ~
No
d. street lights needed:
Yes
No
C. storm sewer needed:
Yes °
No
£ letter of credit required:
Yes ~
No
If a letter of credit is required, for what improvements?
_
Amount of letter of credit:
5. ~ Subdivision Agreement required:
_ Yes No
6. ~ Development Covenant required:
_ Yes No
7, ~
g, ~
9. ~
10.
If Yes, for
Traffic impact analysis and report required:
State Highway Access Permit needed:
New roadway or alley R.O.W. dedication recommended:
If yes, what is recommended?
All existing dedicated roadways/alleys meet the standard
If no, which do not and what is requested:.
11. ✓ APPROVAL: The Public Warks Department has reviewed this request and hereby gives its
approva ~subject to the above and/or attached stipulations.
Sigjature ic el Garcia Date
12. _ NO APPROVAL: The Public Works Department has reviewed this request and daes not give
its approval for the reasons stated:
Signature Michael Garcia
13. __v~ Stipulations attached: _ Yes - No
14. ` Summary Comments:
Date
zoS PR~oe TZJ C•O• /SSU.✓~MG
~O ~/v2 TO. C.O. /SS~/~ONGE.
Y es
Yes
Yes
~ No
Y No
= No
es _ Na
14
.Oirc.c,.r,
~~er,eN
Files on EnginendFortns\B1dprmt3.frtn Rev 05100
C. Excavation and/or fill areas shall be graded to facilitate weed control until final grades are
set and site rehabilitation and use occur (must be leveled with side slopes not to exceed
3 to 1).
5. Permit Fees*
50 cubic yards or less
51 to 100 cubic yards
101to 1000 cubic yards
for the first 100 cy
plus for each additional 100 cy or
fraction thereot
$10.00
$15.00
$15.00
$5.00
1001 to 10,000 cubic yards for the
first 1000 cubic yards
plus, for each additional 1000 cy
or fraction thereof
10,000 cubic yards or over
*Wheat Ridge Code of Laws Section 5-76.
/
$60.00 ~
$4.45
$100.00
~
TOTAL 5 G ~
All permits shall be applied for prior to fill deposition or excavation operations begin. Any permit
applied for after cutting or filling operations on site are in progress shall be subject to a double fee
and other penalties as prescribed by Wheat Ridge Code of Laws, Appendix A, Section 24.6. Any fill
requested under this permit within the 100 year flood zone MUST COMPLY WITH WHEAT RIDGE
CODE OF LAWS, SECTION 26-201, FLOOD PLAIN ZONING ORDINANCE.
I HEREBY ACKNOWLEDGE THAT THIS APPLICATION IS CORRECT AND UNDERSTAND THAT I CANNOT
START THIS PROJECT UNTIL THIS APPLICATION IS APPROVED. I SHALL COMPLY WITH THE LAWS OF
THE STATE OF COLORADO AND WITH THE ZONING REGULATIONS AND BUILDING CODE OF THE CITY OF
WHEAT RIDGE. ANY VIOIATION OF THE ABOVE TERMS WILL CAUSE IMMEDIATE REVOCATION OF THIS
PERMIT AND COMMENCEMENT OF ENFORCEMENT PROCEEDI BY THE CITY OF WHEAT RIDGE. THIS
APPROVED PERMIT WILL BE KEPT IN MY POSSESSION OR PE MAN NTLY ON THE JOB SITE.
APPLICANT: C Y OF W AT
p' ant's Signature ity ngin r
Owner's Signature (if different than above)
Approval Date
Files on Enginen[\Form\Pi11 permit.wpd ~ Rzv. 03(00
PUBLIC WORKS REVIEW FEE STRUCTURE FOR BUILDING PERMIT APPLICATIONS
Date % 2l0 -00
Applicant Phone
Location of Construction 07 31 - 33
` 3S 3~ ~-p-~
Purpose of Construction Building Permit Value~~ -7J"'l
Single Family _ Commercial _ Multi-Family
DEVELOPMENT REVIEW FEES
Development Review Processing Fee: $50.00 $ So o p
(for document processing)
Single Family Residential Review Fee: $25.00 $
(for review of applicable technical documents )
CommerciaVMulti-Famil Review Fee: $50.00 fee (for review of existing
technical documents , 500.00 (for review of technical documents for
construction in right-of-way, final drainage report and erosion control plan). •~c"~
Subdivision Improvement Agreement Fee: $125.00 $
(for document processing and recording)
Development Covenant Fee: $125.00 $
(for document processing and recording)
CDOT Access Permit Fee: $100.00 $
(for document application and processing)
Traffic Impact Study Review Fee: $100.00 $
(for document review and processing)
Flaod Plain Variance Review Fee: Class 1=$100.00 Class II =$150.00 $
(for document review and processing)
TOTAL REVIEW FEES: (due at time of building permit issuance) $~5e-) ' 'no
PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING
FEES REOUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC FiIGHT-OF-WAY. .
Signature of Applicant Date
DEPARTMENT OF PUBLIC WORKS
(303) 235-2861
7500 WEST 29T" AVENUE • WHEAT RIDGE, CO 80215 FAX (303) 235-2857
LETTER OF NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION
DATED 7l'4/0 ADDRESS bcl 37rN
Dear Contractor:
In conjunction with the approval of the building permit application for the above referenced address, this
letter is to inform you that all existing public improvements located along the frontage of said address shall
be restored, (if damaged from related construction) to an acceptable condition, as determined by City of
Wheat Ridge Public Works Department, and prior to the issuance of a Cerfificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct an onsite inspection to
determine the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 303-235-2868.
Sincerely,
Mic ael Garcia,
Development Review Engineer
cc: File
Files on Enginent\Development Review/Forms & form IeHers\Nofification of PI Restoration Rev 05/00
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. 303-294-0558
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