HomeMy WebLinkAbout3254 Taft CourtINSPECTION RECD
INSPECTION LINE (303)
Inspections will not be made unless this card is posted
Call by 3:00 PM to receive inspection the following
A
INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS
FOUNDATION INSPECTIONS DATE INSPECTOR COMMENTS: INITIALS CJ,
Footings /Caissons
Stemwall / (CEG) Concrete
Encased Ground
Reinforcing or Monolithic
Sheathing
-
Weatherproof/ French Drain
Lath / Wall tie
Sewer Service Lines
Mid -Roof
Water Service Lines
Electrical Service
CONCRETE SLAB FLOOR
Electrical (Underground)
Plumbing (Underground)
Heating (Underground)
DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED -
ROUGHS
Sheathing
-
Roof
Lath / Wall tie
Building Final
Mid -Roof
-!
Electrical Service
R.O.W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
Parking & LandsCaping SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
* 'NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A
CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION
OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY.
Rough Electric
Rough Plumbing
Gas Piping
Rough Mechanical
Z rc r/
c
�
r . T
Framing
Insulation
Drywall Screw
INSPECTIONS TO BE
FINALS
Electrical
Plumbing
Mechanical
• Ly //
-
Roof
Building Final
Fire Department
R.O.W & Drainage INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
Parking & LandsCaping SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
* 'NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A
CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION
OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY.
OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED
PROTECT THIS CARD FROM THE WEATHER
.. . CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234 -5933 Inspection line
(303) 235 -2855 Office'' (303) 237 -8929 Fax
INSPECTION NOTICE
Inspection Type - we
Job Address - rAf%T e7 '
Permit Number 11c90.5`Y
on,16-r7
s
U
m Kin nna nuaiinhla fnr inenaMinn• Tima AA OMrPM )
r
te: Inspector: t
DO NOT REMOVE THIS NOTICE
�►�41
r CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234 -5933 Inspection line
(303) 235 -2855 Office (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type dw
Job Address _M5Y 70;8
Permit Number f /5Y
0's Fe - G� lrJGFt i 4v —
n Nn nna avail;
r
S NOTICE
CITY OF WHEAT RII
Building Inspection Di
(303) 234-5933 Inspect
Inspection Type
Job Address �,�F- a e?
Permit Number
❑ No one available for inspection: Time AM1f!W
' row s City of Wheat Ridge
1
Residential Mechanic PERMIT - 110054
PERMIT NO: 110054 ISSUED: 01/21/2011
JOB ADDRESS: 3254 TAFT CT EXPIRES: 01/21/2012
DESCRIPTION: 2 furnaces (90k & 70k btu) and2 A/C (3 ton & 2 ton)
* ** CONTACTS * **
owner Danny Simpson
sub 303/347 -2900 Tom Bowen 01 -8636 Precision Mechanical LLC
** PARCEL INFO
**
ZONE CODE:
UA
USE:
UA
SUBDIVISION:
0813
BLOCK /LOT #:
0/
** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 1,0,800.00
FEES
Permit Fee 200.00 w iz)
Total Valuation .00 JN
Use Tax 194.40
** TOTAL ** 394.40
Conditions:
Work shall comply with 2006 IRC & 2005 NEC. Per IRC Sec. R313, smoke detectors
are required to be installed in every sleeping room, in hallways outside of
sleeping rooms, and on every level of the structure. Carbon Monoxide detectors
are required to be installed within fifteen(15) feet outside the entrance to
each sleeping room.
Subject to field inspections.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and
specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the
legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform
the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all
entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in
this document and/c, s acco vying approved plans and specifications.
'
Signature of r R or CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and
specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances,
regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must
be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted
at the discretion of the Chief Building Official and may be subject to a fee equal to one- half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to
the standard requirements, fees and procedures for approval of any new permit. Re- issuance or extension of expired
permits is at the sole discretion of the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior
and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy
of all required inspections and shall not proceed or conceal work without written approval of such work from the
Building and Inspection Services Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of
any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject
to field inspection.
Signature Building Offical Date
INS PE - ��ON REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REOUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
it of
7� Y
i
at
R1Cf'
COMMUNITY DEVELOPMENT
Building & Inspection Services Division
7500 W. 29" Ave., Wheat Ridge, CO 80033
Office: 303 - 235 -2855 * Fax: 303 - 237 -8929
Inspection Line: 303 - 234 -5933
B Permit Application
property "[es .`7
- I - a, d i C
Property Owner (please print): )mm Phone:
> V
Mailing Address: (if different than propertya8dress)
Address:
City, State, Zip:
904* 4k:
Contractors C
/feC1SiLJY� MCC-\AQV\I\
License #:
Phone:
Bub Contraeo
Electrical: Plumbing: Mechanical:
City License # City License# City License #
bescrmtlon of work# t - 9 p)`1 I- ';� 0', mob Q j l�
rV\ aCe S �—
Contract Val e:
— Z YZ 4o-v\ Review Fee (due at time of submittal):
Squares BTU's Gallons Amps Sq Ft. $
OWNER/CONTRACTOR 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
responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on
this application; that am the legal owner or have been authorized by the legal owner of the property to perform the described work
and am also authorized by the legal owner of any entity included on this application to list that entity on this application.. -
CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) -
PRINT NAME: 0. 1 e SIGNATURE: U DATE: - Z.
y ✓,rt
4 -
i B17
r
S" Pl71
-FIR
ilvll_tvT ❑ approvedyv/ Qam�e2ts �C77 disapproved ❑ t7p reviev✓required� Bldg Valuation $
INSPECTION RECORD OccuaancvlTVae
INSPECTION LINE (303) 234 -5933
Inspections will not be made unless this card is posted on the building site
Call by 3:00 PM to receive inspection the following business day. S
I � k I �Y .lUf .
INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS J OB
FOUNDATION INSPECTIONS
DATE
INSPECTOR
INITIALS
COMMENTS:
Footings /Caissons
Stemwall / (CEG) Concrete
Encased Ground
Reinforcing or Monolithic
Weatherproof / French Drain
71
Sewer Service Lines
I 1
-
Water Service Lines
INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
ROUGHS
Sheathing
Lath / Wall tie
Mid -Roof
Electrical Service
Rough Electric
71
Rough Plumbing
I 1
-
Gas Piping
INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
Rough Mechanical
"NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A
CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION
OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY.
Framing
Insulation
Drywall Screw
FINALS
Electrical
Plumbing
Mechanical
Roof
Building Final
71
Fire Department
R.O.W & Drainage
INSPECTIONS FOR PLANNING & ZONING, FIRE AND PUBLICE WORKS
SHOULD BE CALLED AT LEAST ONE WEEK PRIOR TO FINAL INSPECTIONS.
Parking & Landscaping
"NOTE: ALL ITEMS MUST BE COMPLETED AND APPROVED BY PLANNING AND ZONING, BUILDING AND PUBLIC WORKS BEFORE A
CERTIFICATE OF OCCUPANCY IS ISSUED. FINAL INSPECTION BY THE BUILDING DIVISION DOES NOT CONSTITUTE AUTHORIZATION
OF A CERTIFICATE OF OCCUPANCY NOR PERMISSION FOR OCCUPANCY.
OCCUPANCY NOT PERMITTED UNTIL CERTIFICATE OF OCCUPANCY IS ISSUED
PROTECT THIS CARD FROM THE WEATHER
kF
❑'No_one a
ilable for insnectiorr Time r'd j 5 'CAMpPM
" V, 41 City of Wheat Ridge
Resid. Windows /Doors PERMIT - 102727
PERMIT NO: 102727 ISSUED: 12/13/2010
JOB ADDRESS: 3254 TAFT CT EXPIRES: 12/13/2011
DESCRIPTION: Replace 10 windows like for like size
* ** CONTACTS * **
owner 720/256 -7525 Dan Simpson
go 303/668 -4650 DAVID NEB
07 -0205 NORTHLAND CONSRUCTION
** PARCEL INFO **
ZONE CODE: UA
SUBDIVISION: 0692
USE: UA
BLOCK /LOT #: 0/
** FEE SUMMARY * *. ESTIMATED PROJECT VALUATION: 8,000.00
FEES
Permit Fee 50.00 e
Total Valuation .00 a'
Use Tax 144.00 {�
** TOTAL ** 194.00 �D(�jLJC���g+
Conditions:
Tempered glazing is required within 24 inches of doors, in tub enclosures, and
as required by code. Replacement windows shall have a U- factor of .35 or less.
Inspection prior to covering is required.
Subject to field inspections.
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and
specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the
legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform
the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all
entities named within this ment as parties to the work to be performed and that all work to be performed is disclosed in
this document an it acc mp ying ap rov d Lana and specifications.
2
Signature of OWNER or TRACT rcle one) Date
1. This permit was issued based on the information provided in the permit application and accompanying plans and
specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances,
regulations, policies and procedures. -
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must
be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted
at the discretion of the Chief Building Official and may be subject to a fee equal to one- half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to
the standard requirements, fees and procedures for approval of any new permit. Re- issuance or extension of expired
permits is at the sole discretion of the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior
and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy
of all required inspections and shall not proceed or conceal work without written approval of such work from the
Building and Inspection Services Division.
6. The issuance or granting of a. permit shall not be construed to be a permit for, or an approval of, any violation of
any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject
to field inspection.
Signatur f Building Offical Date
INSPE IO REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REQU TS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
Clt of
7
Wheat -Midge Date:
COMMUNITY DEVELOPMENT
Plan #
Building & Inspection Services Division t
Permit #
7500 W. 29" Ave., Wheat Ridge, CO 80033
Office: 303 - 235 -2855 " Fax: 303 - 237 -8929
Inspection Line: 303 - 234 -5933
2 Building Permit Application
.:rNA "ess Ja `J C4
Property Owner (please print) ✓nr\ S; — p $o r Phone: 'moo oz S 6 - J Sa S
Mailing Address: (if different than property address)
Address:
City, State, Zip:
";A tfa:.: U f J- k I e. ". 0
Contractors City License #: O ,
o lit%a `-I
Electrical:
City License #
Plumbing:
City License #
ec anica
City License #
' >03 66b �l6s�
M h P
Contract Value:
Review Fee (due at time of submittal):..
Squares BTU's Gallons Amps Sq Ft. $
OWNER/CONTRACTOR 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
responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on
this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work
and am also authorized by the legal owner of any entity included on this application to list that entity on this application.
CIRCLE ONE: (OWNER) I (CONTRACTOR) or (AUTHORIZED aSENTA TIVE) of, (O0W/NE /R) (CONTRACTOR)
PRINT NAME: y \ d 't SIGNAT. t/ `� DATE: (z - / 3 - ID
E
r,,es �dsa•,i
y ,ps w
allf
Bldg Valuation:$
w it
Phone:
rERMiT TRACKING rORM
ADDZ=55
DATE SUBMITTED 'a O PERMIT NUMBER I ~ U!!; TYPE OP PcRMl7 vr~~(~
k/
CONTnACTORfl n PHONE
OWNE
TYPEt
DA7E PERMI?APPROVED IO/9 1/00
REQUIRED CONDITIONS MET PRIOR TO PERMIT APPUCATION ? YES NO N/A
CONDI710N5 OF
DATE IN DATE OU7
6UILD(I~NG DEPARTMENT
G ltl . I'Y-\lI/ -L., r-. !Vrd.r.. v,J--
L~
❑ ENGINEERING DEPARTMENT
~ PLANNINGDEPAR7MENT
❑ FIRE DEPARTMENT
❑ GITY ARBORIST
❑ POLICE DEPARTMENT
❑ SEWER DISTRICT
O WATER DISTRICT
Certificate of Completion
AND/OR
Compliance
CITY OF WHEAT RIDGE
7500 W. 29TH AVENUE
WHEAT RIDGE, COLORADO 80215
THIS CERTIFICATE VERIFIES THAT THE PROPERTY DESCRIBED BELOW,
DOES COMPLY WITH THE WHEAT RIDGE BUII,DING CODE, ZONING AND
OTHER RELATED LAND USE AND DEVELOPMENT LAWS OF THE CITY OF
WHEAT RIDGE FOR THE FOLLOWING PURPOSE:
Pernut # 11305
Single Fanuly Addition
OWNER: Cindv L. Marvel ADDRESS: 3254 Taft Court
PROPERTY ADDRESS: 3254 Taft Court_ Wheat Ridize CO 80033
DATE 3/08/01 CHIEF BiTII.,DING OFFICIAL
ZONING
IN aPECTIONS WILL NOT BE MADE UNLE 3S
~ 1H1;; CARD IS POSTED ON THE BUILDING SI TE
i
i 24 HOURS NOTICE REQUIRED FOR INSPECTIONS
iIVHEAT RIDGE, COLORADO
7500 WEST 29th AVENUE (303) 234-5933
INSPECTION RECO,-,RD
. ;
_ n ~
JOBADDRESu ir„`j"t ~ (
-
BUILDING PERMIT N0. ~DATE {SSUED I TYPE OCCUPANCY I
-
'I
OWNER
CONTAO.CTOR Vzk N
~
SETBACKS FROM PROPERTY LINES: NORTH
SOUTH
EAST
WEST
~ IN6PECTOR MtlST SIGN ALL SPACES PERTA!^:IP1G `i 'iH'S JOB
~ INSPECTION ~ DATE INSPECTOR ~
-
----1
F dations
-
Footings i - -
Caissons
Reinforcing or Monolithic
i
Weatherproofing
~ - -
~
POUR NO CONCRETE UNTIL ABOVE HAS BEEN SfGNtD
Electrical
Plumbing (Ground Work)
Heating (Ground Work)
I
i
-
DO NOT POUR FLOOR UNTIL ABOVE HAS BEEN SIGNED
Rough Electrical C7
«
~
Rough Plumbing
Air Test Gas Piping
Rough Heating & Ventilation
(above must be signed prior to franing inspection)
Framing
Insulation c,
1 124 i
~
19.6
Drywall nailing
Roofing
Refrigeration
Electrical underground
Final
Electrical p L
2
Plumbin
Heatin & Ventilation
Frame
LZ
R.O.W. 8 Drainage
Fire Department
Parki g & Landscaping
G PX' L~ o
l
'OCCUPANCY NOT PERMITTED UNTIL CERTIFI(dATE OF
OCCUPANCY IS ISSUED~'~
PROTECT THIS CARn cf-ir HE WEATHEK
~
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number
Date
11305
10/9/2000
Property Owner :
Property Address :
Contractor License No. :
Company
3254 TAFT CT
19805
KSD CONSTRUCTION
Phone: 237-8344
Phone : 748-5725
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurete,
and do not violate applicable ordinances, rules or regulations of the City ot Wheat Ridge or
wvenants, 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 responsibility for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ftidge ordinances, for work under this pertnit.
(OWNER)(CONTRACTOR) SIGNED DATE
Construction Value :
$80,000.00
PermitFee:
$1,173.00
Plan Review Fee :
$762.45
Use Tax :
$1,200.00
Total:
$3,135.45
Use :
Description : ADDITION ONTO THE KITCHEN AND ALSO A BEDROOM ABOVE THE KITCHEN
BUILDING DEPARTMENT USE ONLY
SIC : Sq. Ft. :
Approval : MLC COMPLIES W/ R-1 REGS
Zoning : R-1
Approval : DM OK 10/9/00 I~(Dl
~
Approval :
Occupancy Walis : Roof : Stories : Residential Units :
Electricai License No : Plumbing License No : j~ Mechanical License No : 19941
Company : Company : Company : Tim Davis Heating
Expiration Date : 7/18/2001
Expiration Date : Expiration Date : Approval : OK/KS
Approval : Approval :
(1) This permit was issue0 in accordance with the provisions set forth in yopur applicaUOn and is sub1'ed ws of the State of Colorado and t. ning
Re9ula6ons and Building Code o( Wheat Ridye, Colorado or any othar applicable ortlinances of the Ciry.
(2) This permil shall expire if (A) the work authonzed Is not commence0 wRhin sixty (80) days from issue tlale or (B) the builCirio airtfionzed is suspended or
abandoned for a penod of 120 tlays.
(3) If this pertnit expires, a new permit may be acquired for a fee of one-halF the amount normalry required, provitletl no changes have been or will be made In the
original plans and specifcations antl any suspension ar abantlonment has not ezceeded one (1) year. If changes are made or it suspension or abandonment
exceetls one (1) year, full fees shall be paitl Por a new permit.
(4) No work of any manner shell be done that will change the natu2l flow of water causing a drainage problem.
(5) Contractor shall notify ihe Builtling Inspector twenty-tour (24) hours in atlvance for all inspections antl shall receive written approval on inspection cartl before
proceediin9 with successive phases of the job.
(6) The issuance of a permit or the approval of drawings and specifcaNOns shall not be construed to be a permit for, nor an approval of, any violation of the provisions
of the building cotles or any other ortlinance, law, rule or regulation.
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINC - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Building Permit Number
Date
11305
10/9/2000
Property Owner :
Property Address : 3254 TAFT CT
Contractor License No. : 19805
Company : KSD CONSTRUCTION
Phone : 237-8344
Phone: 748-5725
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certiry that the setback distances proposed by this permit application are accurate,
and tlo 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 responsibtlity for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable Wheat Ridge ordinances, for work under this permit.
(OWNER)(CONTRACTOR) SIGNED / b' /54X'-DATE
GTlA~R..j
Construction Value :
$$0,000.00
Permit Fee :
$1,173.00
Plan Review Fee :
$762.45
Use Tax :
$1,200.00
Total:
$3,135.45
Use:
Description : ADDITION ONTO THE KITCHEN AND ALSO A BEDROOM ABOVE THE KITCHEN
BUILDING DEPARTMENT USE ONLY
SIC : Sq. Ft. :
~ ~ .
~Approval : MLC COMPLIES W/ R-1 REGS
Zoning : R-1
- OK 10I9/00
Approval: DM
R.~ RGRIM "-"w
Approval :
Occupancy : Walls : Roof : Stories : Residential Units :
Electrical License No : Plumbing License No : Mechanical License No : 18111
Heating&
Company: Company: Company' Cool
Co
Expiration Date : Expiration Date : Expiration Date : 7/2001
Approval: Approval: pKIKS
Approval:
(i) This permit was issued in accortlance with the provisions set forth in yopur application antl is subject to the iaws of the State of Coloredo and to the Zoning
Regulahons and Building Code oF Wheat Ridge, Cobrado or any other applicable ordinances of the Ciry.
(2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days irom issue date or (B) lhe building aulhorized is suspended or
abantlonetl for a periotl of 120 days.
(3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provitled no changes have been or will be made in the
original plans and specificalions antl any suspension or abandonment has not ezceetled one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
(4) No work of any manner shall be done that will change lhe natural flow of water causing a drainage problem.
(5) Contractor shall notify the euilding Inspector lwenry-four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceetliing with successive phases of the job.
(6) 10 ce of a permit or the approval of drawings and specifcations shall not be wnstrued to be a permit for, nor an approval of, any violation of the provisions
ing c des any other ortlinance, law, rule or regula[ion.
04f Building pector
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION UNE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
SIC
PropertyOwner: ~ t~ _ID Gev.«wI
Property Address : 3Z2J11 K-(-+'
Contrector License Na. y CIt.I /
Ccmpany :'T?nn T~
OWNERlCONTRACTOR SIGNATURE OF UNDERST,aNDING ANO AGR
I hereGy certify that the sethack tlistances prooased Sy this permit apolication are accurate,
antl tlo not violate applicable ordinances, rvles or regulations of the City of Wheat Ridge or
covenants, easements or restnCions of recorU; that all measurements shown, and allegations
made are accurate; tha[ I have read and agree to abitle hy all conditions pnntetl on this
, application, antl that I assume full responsibiliry kr compliance wiN the Wheat Ridge Building
Cotle (U.B.C.) and all other applicabl Whe RiC e ordinances, for work under this pertnit.
(OWNER)(CONTRACTOR) SIGNED LpqTE
Descnption : Add,'k ov,, ; AJ(J
5~ee ,
Building Permit Number : 306-
Phone : a)3"7y
Construc;ion Value (DpppO
Permit Fee :
Use Tax :
Total :
use :
I~ 1 r1~(
CG-lk fuNS CL~ ,
U ~y~OfT ~.ICTWe.r{~ Iti1G CCG-u..
BUILDING DEPARTMENT USE ONLY
Approval :
Zoning :
Approval :
&II67CmJ~1~
Approval :
Occupancy: Walls
Raaf
Date: i-(a-OJ
Sq. Ft. :
Stories : Residential Units :
Electrical License No :
Company :
Expiration Date :
Approval :
Plumbing License No :
Company :
Expiration Date :
Approval :
Mechanical License No : lqgql
r
Company : ~-r l , w~ ~...;,'s tK~i~
Eupiration oate : 7-O (
Approval :
(7) This pertnit was issueC in aomdai wdry the proviyons set PoM in yopur aPPlicatlan anC ia 3u01xt W the laws af the SGte ot Cala2CO anE to Ne Zoninq
Regulatlons antl ButlCing CoEe W VNfeat qaye, Cpprado ar aity oNx applicahle artlinancea et the Cily.
(27 1'hq pemtit shall expve R(q) tly vqck aulhorize0 is not commmceE wiNin eiaty (80) Cayf hom iuue Cate ar (8) Ne OuilEinq auNanzeC is suspenG~y or
. ires a6anEOneC br a penoE of t20 daya ongmal p~ amana spacllotle,p~ypnY ~~ui~ ror a fee a! ano-half Ne amount normalty reQuireE, pmvipey na Uanges have Oem or will Oe maCe in Ne
exceeGS ane (1) year, N4 (eey ypp pe 0~'~y ~ P~~ o^ment has not exceeEeE one (1) year. If Uanqes are matle or if suspensian or abaneonment
(a) Na wa(k at am/ manryr yiyl he Cona Nat witl Mange the naWral Ilow of watx auainq a 02inaqe pablem.
(5) CantracWr ahall mtlfy py BuiMfYq ftpa,tw mwry{out (24) hours in aCvance for all insPecuons anC shall rtrxive wntten aPPro'~'+I on insPectan caN Oe(are
ioceaCrng with a u~~ ve ~yra ar Ne jcb.
(e) e iauance W a pe tlpb apprwal a hawinqs anO apedflmCCns .ttiall not 6e construetl W pg a
of the huiWing coCes w amy aryw abinanm, law, mle or requlaGan. Pemit foc nor an appmval o!, any violation o( the pmvisions
Chief Building Inspector
DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Property Owner
Proerty Address :
Contrector License '
ompany :
Building Permit Number
Date :
Z _/'YJct rvel
OWNER/CONTRACTOR 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 Ciry of Wheat Ridge or
covenants, easements or restrictions of record; lhat 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 responsibility for compliance with the Wheat Ridge Building
Code (U.B.C.) and all other applicable eat Ridge ordinances, for wo under this permit.
(OWNER)(CONTRACTOR) SIGNED ~
irn (7~. /,Yl DATE
Pnone
Phone : F
Construction Valu ~ ~
ee
Use Tax : ~a• ~S
cDD
Total :
Use:
Description :AJ p Q-c.Q a~.l~~~ pyL~j ~~£~Q,v Q.~ CL,~ Ce GP~~~OL~7r~
~-avP=~t ~e~e/Za~
BUILDING DEPARTMENT USE ONLY
. /
za~ n,~ e. ~s5 ~wvuS sic :
Approval f1AIC.1
' 141~
Zoning :
Buifiit'~ mm sf"~. e~ /g'~/U~ •r, ~U~2F~VF
Approval
Approval:
Occupancy : Walis : / Roof : Stories : Reside 'al i
Electrical License No : P mbi Lic nse Mechanical License No :
Comp ny
~J
Fxpiration Date : Expiration Date : Expiretion Date :
Approvai : Approval : Approval :
(1) This permit was issue0 in accortlance with the pmvisions set forth in yo0ur applicalion antl is subject to the laws of the State of Coloratlo antl to tne Zoning
Regulations and Builtling Cotle of Wheat Ritlge, Colara0o or any aNer appliw6le artlinances af the Ciry.
(2) This pertnit shall expire if (A) the work auNOnzeC is not commencetl within sixty (80) Cays from issue tlate or (8) the builEing authodzetl is suspendeC or
abanEOnea for a penatl of 120 tlays.
(3) I( this permit expires, a new permit may be acquiretl for a fee of one-half the amount nortnally reQUireO, provitleA no Uanges have been or will Ee matle in the
onginal plans antl specificatlons and any suspenswn or abantlonmenl has not exceeCed one ('I) year. If changes are made or if suspension or abantlonment
exceetls one (1) year, iull fees shall be paid ior a new permit.
(a) No work of any manner shall be done Nat will change Ne naturol fiow of water causing a d2inage proClem.
(5) Coniractor shall noGty the Building Inspector twenry-tour (24) hours in advance for all inspectlans antl shall receive wntten approval on inspection wrd befare
Groceetliing with su~ceasive Ohases of Ne1'ab.
(6) The issuanCe of ertnit or the approval of tl2wings and specifWtions shall not be consW etl ta be a permit for, nor an approval of, any violation of the provisions
of the huiltlino s9LWQpNer artlinanCe, law, Nle or regulatian.
I ) 2C) ~;7
~ Improvement Location Certificate
rtf Gillans Inmrporated • Architec[ure, Englneering and Surveying
VlT~$ll8 8471 Turnpike Drlve, Suite 200 • WesUnlnster, CO 80031 • 303-426-1731
~
Address: 3254 TA£T CT
Borrower(s IviAR VEL
Title search by:
Commitment No.:
Legal Descriptlon: PER CI,IENT
Lot 15,
RANCHU DF,I., SOL,
County of JFiFP'ERSON
State of COLORAT)O
I 6 5, o0
UTIL ESMT
ry~ e~ ~'~-~7 •
N N I
3s3
ro ' s ~
a~
Z- sroa
~ 62ick ~FRAME 4! °H °e I
~ oN 3o Notnc ~ 325`I s
18y
2e3°
~ y)' 2 ej I o
~ IS~ y cw y. I-
4ARA4~, N Af~ q N
- ,
Ou \ Zp~ Ilt ~r__
\4~
DRWf. -
.o °n~
WaT-Jel ' CeNCRm ENGRaACNES 17'7 Z 2=yS,~
UTIL.fSmr ALONG SaurN j (v\
Lor LINE,AS 5dbw/u1 2<qJ
v
TAfT CT, x
ZS(y'R.Orw~ . L=12,6Z
~ R= f5.oc~
T7 ~e
SCALE ' ~ 30~ ~=13~2¢
Gcv uD
C¢e55 IN
LO" e-
(TVP)
Note: Unken o[hawiae noted, lot linee ue baxd on apparont R.O. W.t md occupied lina.
On the basie of my knowledgq infolmetioe md belief t hueby certify that 16is improvemmt locetion certificaro was prepued far
CINDY MARVEL
under my aupavieion md thffi it ie eot a Laed Survry Plat or impmvemrnt Survey Plat, md t6al it is nol W h reGed upon for 16e ulebliehment o[
frnce, building, or other future implovement lines. I Portlhv certify that ihe improvemen4a on the ebove described parcel on tliis dete, excepl utility
comectione md fencee md landeceping, me entiWely withie t6e bomdariea of the pmcel, except as ehowe, thel tAe`e me no encmachments upon tLe
deecri6ed prcmisee by impmvemenU on my djoining premiws, excepl u indicekd, md thet thae ia no appuent evidrnce or enl
cmeaing or burdening any pert of aaid pareel, except m mted. "RJotice: According to Colo:ado Lew you musl comm ce ~upnq~
any defxt in 16ie aurvey witltin tAree yoma etter you Cval discova euch deCect. In no event, mq actioo bmed n~ ef~CljyMWvpy be
wmmenced more fhm ten yeme trom the date of the urtificetion shown hereoa"
1 S ~
Job Number: 2292-2000 9043
Fee: $ 150.00 ' W
CO- Z9
- • 5
'~NO
Census Tract No.: 1n5 03 r~ate FFrj~ L 'L
.
Code Correction List
September 8, 2000
Owner: Marvel
Builder:
Address: 3254 Taft Court
Description: SFD Addition
1. Show size and type of existing bedroom windows to be installed in second floor
bedroom.
2. Show a 36x36 landing at new exterior door off breakfast nook.
3. Label all tempered glazing on plans.
4. Provide helical pier welding information. How are welds to be protected from the
elements?
5. Who will be inspecting welds? Provide certification information for file.
6. Sheet S5, detail 3- 36" frost depth to be measured from finish grade not top of
foundation wall.
7. Sheet S5, detail 5- provide a letter from the LVL manufacturer stating the bevel cut
will not affect the beams structural integrity.
8. Provide a complete floor plan showing battery smoke detector locations in the
existing structure per UBC Section 310.9.
9. Label all counter accessible outlets as GFCI protected.
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.
Sincerely,
~
Darin M gan
Codes Administrator
TRANSMITTAL !
LA ROCK ASSOCIATES, P.C.
ARCHITECTS PLANNERS INTERIOR DESICNERS
1140 IDELAWARE ST.. ik8 DENVER. CO 80204 (303)534-2200
TO:
DATE-` ~
RE: N
TRANSMIT THE FOLLOWING:
G~c~,awir~~s
0 ~'~-',-'Of' DRAWINGS
TRANSMITTED FOR:
P!5,'APFROVAL
0 iREvlElU E GGP'i'IENT
TRANSMITTED VIA:
O U.S. MAiL
~ N1:ND DELN~Ei2tD
CUPIES DRAWING NUMBER
~ SPEGIFIGATIONS
~ SAMPLES
0 YOUR USE
0 INFOf2("1,4TI0N
P!!!~-MESSENC3ER SERVIGE
O FED-X
AfN(ITC17YAL~
3 ~ ~F~ll
REMARKS
o c,aD Dis!<s
0
~
O PICK-UP
~
BY- CC:
DESCRIPTION
FOOTHILLS ENGINEERING
8444 Pinion Drive HC65
Boulder, CO 80302
(303) 544-0254
September 13, 2000
Greg LaRock
LaRock Associates
1140 Delawaze Street, #S
Denver, CO 80204
RE: Marvel Residence at 3254 Taft Court
Deaz Greg.
This is in response to the plan review comments from the City of Wheat Ridge:
Item #4: Please refer to the revised detail 9/S5.
Item #5: Please refer to revised genera] note #18.
Item #6: Please refer to the revised detai] 3/S5.
Item #7: Please refer to the attached informarion.
Please call if there are any questions.
Sincerely,
FOOTHILLS ENGINEERI
1"'~~,'
Laur ce Flint, PE
izi ~CE F,
C>~i J`C' Fli°aF~
~s1
~iLS ey~ sy,
e .~G :
. s~• r..~
•
` a,~~ v .
. ,
Foothills Project r'(;.ZvcL~
Engineering J"66- Client By ~ Date
Structural Engineering
l~= C, ~Z/Z k 5/Z ) I 5~ 3o~5~C'-F SS
l
=-1 15 GK-
8444 Pinion Drive Boulder, Colorado 80302 (303) 544-0254 Fax (303) 544-0902
GENERAL NOTES
• Table can be used for 13/4', 31/2" or SYs' width beams. Use the following multiplien to ~
3~/2~~ WIDTH (Z PLY~ MICROLLAM~ LVL BEAM MEMBERS
Icno 13/d" eNn 51/e" rtFeMi l1SE Ml1LTIPLIER ABOVE)
2x4 or 2z6 outlooker
wlculate the allowable mazimum reactions for each width:
13/a" width beam: uu maximum reaction value in table x 0.5
3Yz' width beam : use mazimum reaction value in trble
Beam
51oped End Cut
SYs' width beam : use maximum reaction value in Uble z 1.5
~
Depth
• No increace for duratlon of load is permitked.
• Table applies to MicrollamO LVL beam members, honzontally onented and bearing on
pi
wood (plate or beam) supports.
• Beam must be properly designed for appropnate strength and stlffness as a conditlon for
using this Uble. Proper design requires that beam member end reactlons must be less than
the table values shown below.
Tapered end cub
• Tapered end cuts require special consideratlon where upliR reaction exish. Contactyour
dg~~ayom
TrusJoistMaclvlillanrepresentrtive.
are not allowed
. Concentrated loads are not allowed in the tapered end cut area of the beam.
with Tl~ j~.
3660
3660
36Gf1
3560
3.7
3.1
.5.8
5.8
3660
3660
3660
3660
3.9
3.9
6:2
6.t
3660
3660
3660
3660
4.2
4.2
6.6
6.6
3660
3660
3660
36b0
4.6
4.6
7d ~
7.2
3660
3660
36~. .
~ 3660 ~
5.0
5.0
7;8
78:..
4305
3.7
4820
3.9
4820
4.2
4820
4.6
4820
5.0
4820
3J
4620
3.9
4820
41
4820
4.6
4620
5.0
•
4820
4826 .
5.8 .
5.8
4820
4820
6.2
6.2
4820
4820
6.6
6.6 .
4820
4820
7.2
7.2
4820.
4820
' 718 '
. 7.8
.
4305
3.7
5205
3.9
5205
4.2
5205
4.6
5205
5.0
4825
3.7
6150
3.9
6150
4.2
6150
4.6
6150
5.0
'-5205
5:8
5205
6.2
5205
6.6
5205.
72
5205
.7.8
. .
'.~6150.
5.8
6150
6.2
6150
6.6
6150
7.2
6150-
7:8
4305
3.7
5205
3.9
5205
4.2
5205
4.6
5205
5.0
4825
3.7
6320
3.9
6320
4.2
6320
4.6
6320
5.0
5205
46320:
4305
5.8
5:8 -
3.7
5205
6320
5205
62
6.2
3.9
5205
320
5205
6.6
4.
. 5265
632E1 .
5205
7480
7.2
12
9.6
4.6
: 3205
6320
5205
1480
` 7.8
.::7A
5.0
5.0
5205
. 6 690 .
5.8.
5.8
5205
7480
6.2
6.2
5205
7480
bb
6.6
5205
7480
72
7.2
-5205
7480
--18
7.8.
4305
3.7
5205
3.9
5205
4.2
5205
4.6
5205
5.0
4825
3.7
6520
3.9
7810
4.2
7810
4.6
7810
5.0
5205
5.8
5205
61
5205
bb
5205
7.2
5205 .
7.8
.
:..6690
5.8
7810
6.2
7810
6.6
7810
72
7810
':.7.8
.
_
_
_
-
5205
4.2
5205
4.6
5205
5.0
-
-
-
'
7810
4.2
7810
4.6
7810
5.0
-5205
5.8
5205
62
5205
bb '
5205
72
3205
. 7.8 <
6690
5.8
. 7810
. 6.2
7810
6.6 -
7810.
. 71
. : 7810 .
7.8
-
5205
SA
-
. -
-
-
-
'
-
-
7810
5.0
5205
4690.
5:8
5.8..
5205
7810
6.1
61 .
5205
7810
6.6 .
6.6
5205
. 7810
7.2
71
SZUS
:.:.7810
„78,-
,7.9'k".:
.
~ 5205..
d2 .
5205
6.6
ST05 .
- 72
'.'5205
:.~fi8%~_t'
6640
58'.
7510'-
6.2
7810
6b
781Q
. 71
<.7810
7577
m 1. 9E
txlw...~6
LAROCK ASSOCIATES, P.C.
ArzcNiTECruF,F • PLANNwG • wrFF'ioFs
To' Mr. Darin _NMncoan
Cades Administrater
City of Wheat Ricige
Re: Response to Code Correction List dated September 8, 2000
Address: 3254 Taft Court
Date: 09/26/00
1. Size and type of existing bedroom windows to be installed in second floor
bedroom are shown on sheet A5.
2. A 36x36 landing at new exterior door offbreakfast nook shown on sheet A4.
3. All tempered glazing is labeled. See sheet A4, flag note 4.
4. By structural engineer.
5. By structural engineer.
6. By structural engineer.
7. By structural engineer.
8. The battery smoke detector locations are shown on sheet El.
9. The counter accessible outlets are labeled as GFCI protected. See sheet E1.
Sinc ely,
CiT~ ~
LaRoc ssociates, P.C.
114-0 DF_LAWARF_ ST2EET • STE 8 • DF_NVFR, CO 80204 , 303-534-2200 • FAX 303-534-0342
Code Correction List
September 8, 2000
Owner: Marvel
Builder:
Address: 3254 Taft Court
Description: SFD Addition
1. Show size and type of existing bedroom windows to be installed in second floor
bedroom.
2. Show a 36x36 landing at new exterior door off breakfast nook.
3. Label all tempered glazing on plans.
4. Provide helical pier welding information. How are welds to be protected from the
elements?
5. Who will be inspecting welds? Provide certification information for file.
6. Sheet S5, detail 3- 36" frost depth to be measured from finish grade not top of
foundation wall.
7. Sheet S5, detail 5- provide a letter from the LVL manufacturer stating the bevel cut
will not affect the beams structural integrity.
8. Provide a complete floor plan showing battery smoke detector locations in the
existing structure per UBC Section 310.9.
9. Label all counter accessible outlets as GFCI protected.
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.
Sincerely,
Darin Morgan
Codes Administrator
Foundation
° Engineering
Company
SUBSURFACE INVESTIGATION AND
Er'GINEFRING ANALYSIS REPORT
PROPOSED RESIDENCE
LOT 15, P.PPLFP700D SUBDIVISION
3254 TPFT COURT, i4HEATRInGR
JEFFERSON COIINTY, COLORADO
PRF.FARFD FOR:
PROJECT NO. F-1032
DESIGNER PROPERTIES, INC.
12395 WEST 53RD AVE.,SIIITF. 107
ARVADA, COLORADO 80002
ATTENTION: MR. EVERETT PFEIk'F'
N??Y 28, 1986
- Geotechnicnl ond Moterials Consultants
126117 Wesr Cedor Drive, Suite 201 0 Colorado Technicol Center 0 Lokewood, CO 80228 0 (a03) 907-:.
Foundotion
Engineering
Company
May 2$, 1986
Designer Properties, Inc.
12395 west 53rd Ave., Suite 107
Arvada, Colorado 80002
Attention: Mr. Everett Pfie£f
Subject: Subsurface Investigation and
Engineering Analysis Renort
Proposed Residence
Lot 15, Applewood Subdivision
3254 Taft Court, V7heatridge
Jefferson County, Colorado
Project No. F-1032
Gentlemen:
Foundation Engineering Company is pleased to present this report of
Subsurface Studies and Engineering Analysis for the subject project.
Briefly the findings of this study indicate that the proposed residentia.l
sturcture should be founded on straight sha£t piers (caissons) which
penetrate at least 6(six) feet into the WEATHFRED BEDROCK and have
minimum lengths o£ 30 (thirty) feet below the bottom of arade beams.
HedrocY, was encountered at an averaqe depth of 31.5 feet within the pad area.
Floor slab design and suoport provisions are contained within the tex'u
of the attached report. Additional detailed design and construction
recommendations are included in the attached report.
we appreciate the opportunity to have been o£ service on this phase of
the work, and look £orward to serving you on future aspects of this
project.
Very truly your,
FOUNDATION SNG'iNSERING CON.PANY
Robert L. Maury P.E., P.G.
President
RLM:sm
cc: 3 sent
Geotechnicai and Moterials Consultonts
12687 West Cedar Drive, Suite 201 0 Colorado Technicol Cenrer 0 Lokewood, CO 802213 •(303) 987•3321
TABLE OF CONTENTS pAGF
CONCLUSIONS 1
SCOPE OF STUDY 3
FIELD INVESTIGATION ¢
SITE CONDITIONS E
SUBSURFACE CONDITIONS 7
LABORATORY TESTING 10
PROPOSED CONSTRUCmIOD?
11
RESIDENCE FOUDIDATION
lZ
LATERAL EARTH PRESSURES
15
FLOOR SLAB CODTSTRUCTION
16
SURFACE AND SUBSUREACE DRAINAGE
21
STRUCTURAL FILL
24
DESIGN AND CONSTRUCTION DETAILS
25
CEMENT TYPE
27
MISCELLANEOUS 28
DRAWINGS
SITE LOCATION PLAN 1
PLOT PLAN 2
LOG OF BORINGS 1 AND 2 3
LEGEND AND NOTES 4 AND 4A
SWELL/CONSOLIDATION TEST 5 AND 6
TEST DATA SUDIMARY SHEET 7
1.0 CONCLUSIONS
The subsurface conditions encountered at the site are fairly
erratic. Beneath a surface mantle of FILL rATERIAL, our test
borings encountered NATURAL SOILS and i4EATHERED BEDROCK. The upper
approximately 12 (twelve) feet of the soils P.rofile has a"medium"
to "high" swell potential upon wettinq and the underlying soft and
saturated soils are very highly susceptible to consolidation upon
loading.
Groundwater was encountered at an average depth of 15.5 feet below
the existing ground surface in both of our borinqs during drilling
operations. Groundwater levels were rechecked on May 2E, 1986,
which corresponds to 1(one) da_y after completion of drilling
operations. At that time, a piezometric qroundwater level was re-
corded in Boring 1 at a depth of_ 14 (fourteea) feet and in Boring 2
at a depth of 12.5 £eet, below the existing ground surface.
It is our opinion that the proposed residential structure should
be sunported on straight shaft piers (caissons), which penetrate
a minimum of 6(six) £eet into the PIEATHERED BEDROCK and extend
a minimum of 30 (thirty) feet below the bottom of grade beam
elevation. Additional detailed pier design parameters are contained
in Section 8.0 of this report.
Paae 1
Floor slab design and construction recommend.ations, and the
associated risk of movement that must be accented by the owner are
discussed in Section 10.0.
Additional detailed design ar.d construction recommendations are
contained in various sections of this report.
Paae 2
2.0 SCOPE OF STUDY
This report oresents the results of foundation studies at the
site of the proposed new residence to be located on Lot 15, Apple-
wood Subdivison, at 3254 maft Court, Wreatridge, Jef£erson County,
Colorado (See Drawing 1).
The scope of this study was to:
A) Briefly describe the subsurface conditions encountered.
B) Test the soil samples recovered.
C) Analyze and evaluate the data obtained.
D) Recommend the most suitable types and deoths of
foundations for the proposed new residence.
D) Evaluate groundwater conditions, soils construction
sequences and procedures.
The field work consisted of drilling a series o£ exploratory test
borings, in order to obtain disturbed and relatively undisturbed
samples for laboratory testing. The samples recovered were
visually inspected, and various laboratory tests were performed
on them to evaluate their physical and mechanical properties. The
soil parameters that we defined, in conjuction with results o£
observations made on the site, and past experience with similar
soils, under similar loading conditions were analyzed in order to
reach the "Conclusions" presented in this report.
Pave 3
3.0 FIELD INVESTIGATION
The field investigation consisted of drilling 2(two) exploratory
test borings on the site, at the locations shown on Drawing 2.
Our test borings were drilled using a truck-mounted auger-type
drill rig.
The drill rig was equipped with a 4-inch diameter, continuous
flight auger. The augers are used in cleaning the hole to the
depth at which a soil sample and/or a Penetration Test is desired.
The augers are then removed, and a 2-inch I.D. California Spoon
Sampler is subsequently driven with blows of a standard hammer
weighing 140 pounds and falling a distance of 30 inches.
The sampler is first seated one inch into the bottom of the hole,
and then driven an additional twelve inches. The number of blows
required to drive the sampler the last £oot, or a fraction thereof
consistutes the Penetration Test. This Penetration Test (PT) is
similar to the Standard Penetration Test (SPT)described in ASTM
Designation D-1586-67 (Reapproved 1974). The Penetration Test,
when properly evaluated, is an index to the soil strength and
density of the material tested, mhe nenetration Test results are
shown on the Log of Exploratory Borings (see Drawing 3).
Boring locations were physically paced-off from known landmarks
in the field, by Foundation Engineering Company personnel. Boring
elevations are referenced to an arbitrary datum elevation of 100.0,
Page 4
taken as the existinq ground surface at each boring location.
Boring locations and elevations are adeauate for the purposes of
this report but should be considered as aoproximate for anv other
use.
Paae 5
4.0 SITE CONDITIONS
The project area is bounded on the taest by the Taft Court cul-de
sac, to the north, east and south by existing residential struct-
ures.
The general site topography is terraced residential with drain-
age toward the north. The ground surface on tre lot is essentially
flat and slopes at a gradient of less than 1(one) percent from
the south and the north.
The parcel supports a sparse cover of perennial grass and overlot
grading operations have been completed. The streets are paved and
curb-and-gutter are in place.
The existing residences in the immediate area have elevated
building pads and appear to be founded on caisson foundation systemEj.
An examination of these structures indicated no apparent signs of
structural distress.
Paoe 6
5,0 SUBSURFACE CONDITIONS
The subsur£ace conditions encountered at the site are fairly
erratic. The detailed subsurface conditions encountered by our
test borings are described in the Log of Borings (see Drawing 3).
The Legend and Notes necessary to interpret these logs are shown
on Drawing 4 and 4A.
Our test borings encountered FILL MATERZALS, P7ATURAL SOILS and
WEATHERED BEDROCK. Each of these materials and groundwater conditions
are described in the followinq subsections.
5.1 FILL MATERIALS: This material was encountered at the surface in
both of our borings. The FILL MATERIAL consisted of CLAY, that
was sandy, moist, medium stiff and light brown in color. According
to the Unified Soils Classification System (USCS), this CLAY
classified as (CL) material. The thickness of this CLAY, was
approximately 3(three) feet in both of our borings.
5.2 NATURAL SOILS: L^7hich consisted o£ slightly sandy CLAY: very sandy
CLAY; and very clayey SAND AND GRAVEL, were £ound underlying the
FILL MATERIALS.
The slightly sandy CLAY, which was encountered in the upper profile
in both of our borings, was moist , stiff and dark brown in color.
The thickness of this CLAY was approximately 7(seven) feet in both
of our borings. According to the Unified Soils Classification
naae 7
System (USCS) this slightly sandy CLAY classified as (CH) material.
The very sandy CLAY, which was encountered in the middle profile
in both of our borings was very moist to wet, soft to medium stiff
and brown in color. The thickness of this CLAY was anproximately
16.5 feet in both of our borings. According to the USCS, this
very sandy CLAY classified as (CL) material.
The very clayey SAND, which was encountered in the lower nrofile in
both of our borings, contained a trace o£ coarse gravel, was very
mosit to wet, medium dense and brown in colo.r. The thickness of
this SAND was approximately 5(£ive) feet in Boring 1 and 3(three)
feet in Boring 2. According to the Unified Soils Classi£ication
System (USCS) this SAND classified as (SC) material.
The SAND AND GRAVEL, which was encountered only in Boring 2, was
intercalated in the very clayey SAND stratum, was clayey, very moist
to wet, medium dense and brown in color. The thickness of this
stratum was approximately 3(three) feet. According to the USCS,
this SAND AND GRAVEL classi£ied as (GC) material.
5,3 WEATHERED BEDROCK: F]hich consisted o£ WEATHERED CLAYSTONE BEDROCK
was encountered underlying the NATURAL SOILS. The depth to the
top o£ the WEATHERED BEDROCK was approximately 32 (thirty-two)
feet in boring 1 and 31 (thirty one) feet in boring 2.
The WEATHERED CLAXSTONR BEDROCK, was slightly sandy, moist, medium
hard to hard and aray-brown mottled in color.
5,4 Groundwater was encountered at an average depth of 15.5 £eet below
the existing ground sur£ace in both of our borings during drilling
operations. Groundwater levels were rechecl:ed on May 28, 1986, which
corresponds to 1(one) day after completion of drilling operations.
At that time, a piezometric groundwater level was recorded in Boring
1 at a denth of 14 (fourteen) feet and ir. Boring 2 at a depth of
12,5 £eet below the existing ground surface.
However, it should be noted that since 1974 (except for 1975,
1979 and 1983) precipitation in the Denver Metropolitan Area had
been below the recozd mean (apA.roximately 15.5) inches, As precip-
itation cycles normalize, groundwater levels may be higher. The
existence o.f CLAYS (fairly imnermeahle materials) occurring through-
out the vertical profile, may contribute to higher "perched"
groundwater levels after the development of this site and surrounding
properties.
Paae 9
6,0 LABORATORY TESTING
All soil samples recovered were physically inspected and classified
in the laboratory by the Project Soils Engineer. The testing
program consisted of performing the following tests; Swell Consoli-
dation, Natural Drv Density, Natural Moisture Content, Percent
Fines, and Atterberg Limits.
Swell Consolidation Tests (See Drati•in9s S and. 6) were Derformed in
order to determine the swell or consolidation notential of the
various subsurface materials.
Natural Dry Density, Natural Moisture Contents and Percent Fines
Tests (see Drawing 7), were performed to determine the density
and moisture content of the soil encountered, to evaluate some of
its compaction characteristics, and to correlate its swell potential
with other tests.
Atterberg Limit Tests (see Drawing 7), were performed to determine
the water content which defines the various stages of soil consistency.
These are the Liquid Limit (LL), where the soil behaves as a viscous
liquid, and the Plastic Limit (PL), where the soil begins to break
apart and crumble and is no longer plastic. The difference between
the LL and PL, defined as the Plasiticity Index (PI), represents
the range in water contents through which the soil is in the plastic
state. These properties are also useful in classifying the soil
according to the various Soil Classi£ication Systems.
Paqe 10
7.0 PROPOSED CONSTRUCTION
We understand that the proposed construction will consist of a
2-story, single family dwelling.
The proposed structure will be of conventional wood-frame
construction with wood siding and brick facia. Lower slab-on-
grade construction is planned for the basement at a depth of
approximately 7(seven) feet below the surrounding exterior grade.
Structural loads are anticipated to be light to moderate.
Page 11
8.0 RESIDENCE FOUNDATION
8.1 General
The Swell Consolidation Tests (see Drawings 5 and 6), which we
performed on representative samples, indicate that the subgrade
material possess a swell potential varying from +5.7% (swell) to
-9.3% (consolidation) under surcharge nressures of 200 psf. The
surcharge loads were selected to duplicate the range of working
loads, that are anticipated at various test depths.
The swelling pressure determined from these tests varied from
zero to 7,000 (seven thousand) psf. The swelling pressure is
defined as that pressure that must be exerted on the sample in
order that no volume change occurs.
Potential "swell damage risk" has been defined as follows:
Swell Swelling Swell
Potential Pressure (psf) Damage Risk
0 0 No
0 - 1 0- 1,000 Low
1 - 5 1,000 - 5,000 Medium
3 - 20 5,000 - 10,000 High
Over 20 Over 10,000 Very xigh
Based on the table shown above, the "swell damage risk" associated
with the subgrade materials at the site can be classified as
"medium" to "high" in the upper approximately 12 (twelve) feet
!
oi the profile and become "very highly compressible thereafter to
a depth of approximatelv 28 (twentv-eiaht) feet.
Buildings founded on shallow or inadequately reinforced foundations,
placed on the swelling and/or compressible materials encountered at
the site, could experience structural deformations when these
materials are subjected to an increase and/or decrease in their
insitu moisture content.
8.2 STRAIGHT SHAFT PIERS (CAISSONS) FOUNDATIOrI SYSTEM
Based on the field and laboratory test results it is our opinion
that the proposed new residence should be supported on straight
shaft piers (caissons)drilled into a relative stable moisture
content strata (WEATHERED 3EDROCK) and designed as follows:
A) Maximum End-Bearinq on
WEATHERED BEDROCK: 25,000 (ps£)
B) Maximum side Shear*: 2,500 (psf)
C) Minimum Dead-LOad Pressure:
D) Minimum Length Below Bottom
of Grade Beams:
15,000 (psf)
30 (ft.)
E) Minimum Penetration into
WEATHRRED BEDROCK: 6 (ft.)
* The side shear value applies to the portion of the pier
shaft in WEATHERFD BEDROCK only, and a minimum of 5£eet
below the bottom grade beam level.
If the minimum dead load pressure requirement cannot be achieved,
the pier length should be extended beyond the minimum penetration
to make up the dead load deficit. This can be accomplished by
assuming one-half the maximum side shear given above acts in the
direction to resist uplift.
Pace 13
Where possible, th.e lower 6 feet of the piers should be artifically
roughened prior to concrete placement. This roughening will assure
a good bond between the concrete and the ?aEATHERED BEDROCK, and will
create resistance to any uplift pressures that may develope due to
moistening of the upper swelling soils.
Using the drilled pier type of foundation, each huilding column is
supported on a single-drilled pier anrl building walls are supported
on grade beams spanning between drilled piers. The load will be
carried by the gier Aartially through end bearing pressure, and
partially through £riction between the sides of the pier and soil.
In addition, we recommend that a 6-inch air-space (void) be orovided
beneath all grade beams to allow for possible soil heave. The piers
should be reinforced £or their full length to resist possible
uplift (tension) forces which may develope. Pier reinforcement should
be designed in accordance with Building Code Reauirements for Re-
inforced Concrete (ACI Standard 318-71).
In general, normal pier rein.forcement should include a minimum of
two 8/8 inch rods (#5 bars), or one #5 rod for each 18-inches of
pier perimeter. Grade 40 steel, or better, should be specified £or
these reinforcement bars. As an alternate, #4 bars can be substitut-
ed with prior approval of the Structural Engineer, if grade 60
steel is used. Piers that cannot meet the minimum dead-load reguire-
ment should have the tension steel increased 50% to minimize tension
damage. paae 14
9.0 LATERAL EARTH PRESSURES
Foundation walls are normally designed to be fairly rigid
(unyielding), and should therefore be designed for "at rest"
lateral soil pressures.
Foundation wall backfill may consist of the clayey on-site
soils. These materials should be placed in 8-inch maximum loose
lifts, at a moisture content within 3% of the Optimum Moisture
Content, compacted at 95 or better of the maximum dry density as
determined bv the Standard Proctor Test (ASTM-D-698).
Rigid foundation walls backfilled in this manner should be
desiqned for an "at rest" (ko) lateral earth pressure of 40
(forty) pcf Equivalent Fluid Pressure (EFP), plus surcharge
pressures and hydrostatic pressures, where applicable.
Page 15
10.0
FLOOR SLAB CONSTRUCTION
The sliahtlv sandy CLAYS encauntered bY our test borings
have sufficient strength to support slabs-on-grade. However, as
discussed before, the soils have a hiar swell potential for ex-
pansion upon wetting. Therefore, the owner should realize that if
slab-on-grades are constructed, he is accepting a certain risk of
floor slab heave if the soils become wet.
The actual slab heave or consolidation that will occur are very
difficult, if not impossible, to predict accurately because these
slab movements depend on evaportanspiration cycles, surface and
subsurface drainage,swell index and/or pressures and soil suction
values. The actual time of year during which.the slab-on-grade
is constructed has been found to have a large influence on future
floor slab movements.
Swelling soils (MOntmorillonite Clays) are fairly common in the
Denver Metropolitan Area. Builders have come to accept the
consequences of the swell potential contained in these clays as
fairly normal, and are no longer alarmed by estimates o£ future
potential slab heaves.
Slab heaves or settlements are nozmallv defined in terms of
"total" and "differential" movement. "Total" movement refers
to the maximum amount of heave or settlement that the slab can
experience. "Differential" movements are unequal "total" movements
over short horizontal distances, and are arbitrarily determined.
over short horizontal distances, and are arbitrarily derermined
to be one-half of the "total" movement.
Our analysis indicates that placing floor slabs on the existing
CLAYS would result in "total heave" on the order of 4,10 inches,
and "differential" movement on the order of ?.OS inches_.
A structural flobr slab or floor-joist system
way of constructing floor slabs on this site.
the floor is supported on grade beams the same
The floor is designed with a crawl space under
not affected by soil movements. A minimum voi(
inches should be constructed below the bottom
structural floor slab.
is the only safe
In this method,
as the main structure,
the floor and is
i space of 6 (six)
of any part o£ the
An,alternate which is usually satisfactory, is to fill the site,
beneath the proposed floor slabs with non-expansive materials. This
alternate requires that only non-expansive materials occur to
depths of 3 to 4 feet, below the proposed floor slab elevation. If
this procedure is followed then floor slab mvoements will be
mitiqated.
Slab-on-grade heaves for the proposed new residence have been
estimated as follows: ,
Page 17
Estimated Heave (inches
"TOtal"
Condition/Area Movement
A) Floor slab built over
existing CLAYS: 4.10
B) Floor slab built on 3 feet
of non-swell potential re-
placement material: 2.05
C) Floor slab built on 4 feet of
non-swell potential replacement
material: 0.68
"Differential"
Movement
2.05
1.02
0.34
The owner must assess the risk and range of £loor slab-on
grade "differenctial" movement that he is willing to accept and
place FILL MATERIAL thickness accordingly. Only non-expansive
FILL MATERIAL meeting the general soil index naraneters should be
used:
A) Liquid Limit 15 to 30%
B) Plasticity Index 7 to 15
C) Minimum % passinq the #200 sieve: 12 to 30%
D) Swell Index under 200 psf surcharge: Zero
This FILL MATERIAL should be compacted to at least 958 0£ its
Maximum Dry Density, and within 28 of its Optimum Moisture Content
(OMC), as determined by the Standard Proctor Test (ASTM-D-698).
The owner should realize that although several feet of non-expansive
FILL MATERIALS have been placed, there still exists potentially
expansive materials below this zone. When materials deeper that the
FILL depth experience an increase in their moisture content, they
Parto 1 A
may expand and cause the upper soils and slab-on-grade to heave.
If the owner is aware o£ the consequences and still elects
to place £loor slabs directly on the existing sub-grade materials
or similar locally expansive CLAYS, we recommend that the £ollowing
series of precautionary measures be undertaken to help reduce the
swell potential and minimize the structural damage should wetting
on the subsurface materials occur:
A) Design and construct the floor slab to move independently of
all bearing members (floating slab construction). Provide
joints around columns and every 5 to 10 £eet, center to center,
in the floor slab areas.
B) A minimum 4-inch "void" should be provided below non-bearing
building partitions. Doorjambs, drywall, etc., should not rest
directly on the slab-on-grade, as heaving of the sub-soils could
cause damage to these components as well as other nortions of
the structure.
C) Furance units resting on floor slabs-on-grade, should be
provided with duct collars capable o£ accomodating 4(four)
inches of heave,
D) Hot water heaters resting on floor slab-on-grades should
be provided with flexible water and gas connections.
Paae 19
E) Keep the excavated surface moist orior to floor slab concrete
placement. Soils exposed beneath floor slab areas should not
be allowed to dry out and should be maintained at, or above
their natural Optimum Moisture Content (OMC) by sPrinkling
if necessary.
F) A moisture barrier such as Visqueen overlain by 3 inches of
clean concrete sand should be used if floor slabs are placed
on the CLAYS. This system, placed beneath the slab will allow
the concrete to drain above and below to negate curlina. I£
non-swell potential SP.AIDY soils are placed below the slab,
a 4-inch crushed gravel layer is recommended to deter capillary
rise and accomodate shrinkaae stress as the concrete cures.
Paae 20
11.0 SURFACE AND SUBSURFACE DRAINAGE
Based on the assumed lower floor slab elevation, and qroundwater
conditions during the subsurface investigation, dewatering of the
site during basement construction should not be required. However,
as discussed in Section 5.4, the upper soils profile is very clayey
and it is anticipated that a"perched" groundwater level may occur
sometime in the future.
11,1 SURFACE DRAINAGE
G7e recommend that the following measures be observed:
A) The ground surface around the exterior of the residence
should be provided with a positive drainage gradient away
from the structure. A drop of at least 10 (ten) inches in the
first 6(six) feet is recommended. If the backfill material
settles, then additional backfill should be placed in order
to maintain this slope and deter localized surface water
impoundment.
B) The foundation soils should be kept moist at all times prior
to slab construction, weather permitting.
C) Landscape watering should be minimized in close proximity to
the building perimeter. Planting which requires watering should
also be minimized within 10 (ten) feet of the structure.
D2nE 21
D) The use of concrete sidewalks and/or aprons around the
structure and abutting the building is encouraged to eliminate
excessive moisture infiltration into the bearing soils. The
structure will be susceptible to surface slopewash from higher
elevations to the south.
E) Roof Downspouts should discharge on splashblocks extendina
well beyond the building lines. Good drainage should be main-
tained at all times at the points of discharge of the down-
spouts. Outside downspouts should have cut-outs and heaters on
north'£acing walls,
F) All utility line back£ill should be compacted to at least
95% of the Maximum Dry Density, as determined by the Standard
Proctor Test, within 3(three) points o.f the Optimum b"oisture
Content. Utility lines in these areas should be back£illed
with impervious material (similar to the insitu soils).
G) All pressurized water lines below the floor slab should
be tested prior to, and immediately a£ter backfill operatios.
Any water leaks should be corrected immediatelv,
11.2 SUBSURFACE DRAINAGE
Permanent dewatering measures should include an interior suh-
surface nerinheral drainage svstem (french drain) tied to a
D<?OP_ 22
sump-pump or suitahle outlet not subject to freezinq
Th.e subsurface drainaae system should he placed at least 18-inches
below the bottom of the £loor slab elevation, or in the bottom of
the excavation in th.e overexcavation and non-expansive FILL MATERIAL
replacement alternate.
The subsurface drain should typically consist of a perforated
4-inch diameter, drain pipe wrapped in a geo£abric such as mypar,
Mirafi or Filter Sleeve to prevent the £ine grained soils from
clog9ing the system in the £uture. Th.e piAe should be surrounded
by at least one pipe diameter of £ree draining aravel.
Exterior basement walls should be nroperly waterproo£ed to avoid
nossible absor_r-tion and dampness in the future.
naae 23
12,0 STRUCTURAL FILL
The following general compaction specifications should be observed
on this site:
A) NON-EXPANSIVE MATERIALS
AREA
a) Belaa floor slabs
b) Foundation backfill
c) Landscape areas
COMPACTION
95% or better
95% or better
90% or better
MOISTURE CONTENT*
Not drier than 2% belaa
the OptimLan Moisture
(OMC)
Not drier than 2$
belaw the (OMC)
Not drier than 28
below the (ONJC)
*Standard Proctor Test (ASTM D-698)
B)
"mFDIliIr° TO "EIGH"
L1'_P.k?,:SIV^ `3ATSRIAI,S
AREA
COMPACTION
a)
Below floor slabs
Not recamiended
b)
Foundation backfill
95$ or better
c)
Landscape areas
858 or better
*Standard Proctor Test (ASTM D-698)
MOISTURE CONTENT*
Not reca[mended
3% belaa to 3%
above the (Ow)
2$ below to 3% above
the (ONE)
We recommend that very close compaction and moisture control be
kept of earthwork construction and fill operations on this site
in order to minimize future potential consolidation and/or swell
damage.
Paae 24
13,0 DESIGN AND CONSTRUCTION DETAILS
The following design and construction details are also recommended:
CAISSOPIS
A) The upper portions of the piers should be kept smooth
to reduce the adhesion between the swelling materials and
the piers. Care should be taken to avoid enlarging (mush-
rooming) of the piers at the top. I£ this occurs, it may be
necessary to use Sonotubes to construct straight shaft caissons.
B) Caisson holes should be cleaned of all loose material and
poured immediately after drilling. If more than 2 inches of
water is present in the bottom of the hole, the caisson should
be dewatered prior to concrete being placed.
C) The bottom 6(six) £eet of the caisson should be artifically
roughened prior to concrete placement, to assure a good adhesion
bone between the concrete and the WEATHERED CLAYSTONE BEDROCK
bearing strata.
D) We recommend a full-time inspection o£ caisson drilling operations
by our Soils Engineer or his representative who is familiar with
the subsurface conditions. He will observe that adequate and
exact caisson penetration into the WEATHERED BEDROCK has been
accomplished, and that the caisson hole has been properly cleaned
and dewatered prior to concrete placement.
E) The caisson drilling contractor should be advised that casing
and dewatering eruinment c!i7.1 definetl~.r be required and shou'_d
be available on site during pier drillinq operations. It
Page 25
should be additionally noted that the saturated soil profile will
be highly susceptible to caving and sloughing, above the upper
BEDROCK contact, during caisson drilling operations. Caisson Drill-
ing rigs having a stroke of at least 40 (forty) fieet are recommended.
PaRe 26
14.0 CEMENT TYPE
No Soluble Sulfate Tests were performed on this analysis.
However, our past experience in this area indicates that Soluble
Sulfate concentrations are possible and therefore, as a precautionary
measure we recommend that sul£ate resistant cements (Type II,
Type II Modified or Type V) be used in all concrete exposed to
the EXISTING SOILS or IMPORTED FILL MATERIALS on the site.
Sulfate solutions react with tri-calcium aluminate hydrate, which
is a normal constitutent of cements, forming calcium sulfoaluminate
hydrant with an accompanying substantial expansion which causes
cracking and disruption o£ the concrete mass when exposed to these
sulfates. Sulfate reactions are triggered and accelerated by the
presence of percolating surface waters.
It is commonly accepted that sulfate expansion problems should
be anticipated whenever the enviorment in contact with the concrete
mass contains sulfate solutions in concentrations in excess of
0.10 percent. When sulfate concentrations exceed 0.20 percent,
the use of Type II, Type II Modified or Type Vi cement is mandatory.
With the exception of Type V, it is our understanding that at
the present time, there is no price premium charged £or the use
of these sulfate resistant cements.
Page 27
15.0 MISCELLANEOUS
The analysis and recommendations submitted in this report are
based upon the data obtained from the (two) soil borinqs
performed at the locations indicated on Drawing 2.
In any foundation investigation, it is necessary to assume that
foundation conditions do not change greatly from those indicated
by our exploratory borinqs. This report does not reflect any
variations which may occur between these borings.
The nature and extent o£ variations between borings may not
become evident until the course of construction. For this reason,
we recommend that the Soil Engineer, or a representative of our
firm who is familiar with the subsurface conditions, observe the
foundation construction operations and perform appropriate soil
tests. If variations are encountered, then it may be necessary
for a re-evaluation of the recommendations contained in triis report.
If unforseen subsurface conditions are encountered, we should
be notified immediately.
In the present report, we have presented judgements based partly
on our understandinq of the proposed new construction and partly
on the data we have obtained. This report meets or exceeds
professional standards expected for reports of this type, in this
area. Our company is not responsible £or the conclusions, opinions
or recommendations made by others based on the data we have presented.
Paqe 28
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PEYISED O,
Pronosed Residence
Lot 15, ApAlewood Subdivision
3254 Ta£t Cou t Whe i e
DPAWIHG HUMBEH
Project No. F-1032 1
LOT 15, AFPLEA]OOD SUBnIV2SIOPT N
3254 Taft Court
Wheatridge, Colorado f
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Pronosed Residence
Lot 15, Anplewood Subdivision
3254 'Pa£t Court Wheatridrje, Colorado
DRAWIHG MUMBEH
Project uo. F-1032 2
BORINGS
1
2
ELEV. (FT.)
ELEV. (FT-)
0.0
0.0
20
19
5.0
5.0
28
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46
49
35.0
35.0
51
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40.0
40.0
45.0
k'or Leaend and Notes see Draorings
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45.0
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PLM
onte 5/2$/$6
HEYS[O r/A
proposed Residence
Lot 15, Applewood
Subdiv
ision
4 Whea
tridae
.
rad
ONAWING HUMBEN
Froject
No. 1032
3
0 CLAY: Sandy, moist, medium stiff, light brown, (CL).
~ CLAY: Slightly sandy, moist, stiff, dark brown, (CH).
~ CLAY: Very sandy, very moist to wet, soft to stiff,
brown, (CL).
~ SAND: Very clayey, coarse gravel, very moist to wet,
medium dense, brown, (GC).
q;;
SAND AND GRAVEL: Clayey, very moist to wet, medium
dense, brown, (GC).
0 CLAYSTONE BEDROCK: Weathered, sandy, gray-brown mottled.
I
Groundwater Elevation; at number oP days indicated
after drilling.
~ Approximate Lower Floor Slab Elevation.
Foundotion
Engineering
Company
(Continued on Drawing 4A)
LEGEND AND NOTES
scue: N/A
n oanwrv er jv]ti'~
DATE: S/GH/HG ~'M
nEVISEO M
Proposed Residence
Lot 15, Applewood Subdivision
_ 3254 Taft Court _ wt,o~+.-; a_,.
Project No_ F-1032
JG NUMBEfl
(Continued from Drawing 4)
NOTES•
1) The borings were drilled on May 27, 1986, with a 4-inch
diameter, continuous flight, power auger.
2) 20 indicates that 20 blows of a 140 lb, hammer falling 30
inches were required to drive the sampler 12 inches (or
number of inches indicated).
3) The strati£ication lines represent the approximate boundary
hetween soil tvpes and the transition from stratum to
stratum may be be gradual.
4) The boring logs show subsurface conditions on the dates and
at the locations indicated. It is not warranted that they
are representative of subsurface conditions at other locations
and times within the gro;ect area.
5) Borings were physically paced-of£ from property corner stakes,
in the field, by Foundation Engineering Company personnel.
Elevations for our borings are referenced to an arbitrary
datum elevation of 100', taken as the existing ground sur£ace
at each boring location. Boring location and elevations are
adequate for purposes of this report but should be considered
as approximate for any other use.
6) Initial qroundwater was encountered in Borings 1 and 2, at an
average depth o£ 15.5 feet below the existing ground surPace
during drilling operations. Groundwater levels were rechecked
on May 28, 1986, which corresponds to 1(one) day after the com-
pletion of drilling operations on the site. At that time, a
piezometric groundwater level was recorded in Borings 1 and 2 at
depths of from 12,5 to 14 (fourteen) feet below the existing
ground surface.
. Foundation
Engineering
Company
LEGEND AND NOTES
♦avnov[o
RLM OPAWN BY
ncvisco
Proposed Residence
Lot 15, Applewood Subdivision
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