HomeMy WebLinkAbout9965 W. 34th DriveCITY OF WHEAT RIDGE
-A Building Inspection Division
(303) 234-5933 Inspection line
'(303) 235-2855 Office e (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: V- �V-�� wA e- kV \ ") Y�, �
Job Address: _UACD c;;- 1-i ECi 0/11 -
Permit Number:
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)95,
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Ll No one available for inspection: Time A� AM/PM
Re -Inspection required: Yes No! -
When corrections have been made, call for! re -inspection at 303-234-5933
Date:_� VA—Inspector: j
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE`
Building Inspection Division-'}
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929Fax
INSPECTION NOTICE
Inspection Type:
Job Address: fi Lf 3��P-A
Permit Number: -41
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❑ No one available for inspection: Time )pm
Re -Inspection required: , Y °` No
When corrections have been made, call for re -inspection at 303-234-5933
Date: Inspector: ' Lxv tt
®O NOT REMOVE THIS NOTICE
City of
W at idge
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
Permit Extension Request Form
Permits 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 may 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.
Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not
guaranteed. Please complete this form in its entirety and submit to the Building Division at
permits( 6.wheatridge.co.us or fax to 303-237-8929.
Party requesting permit extension: Jaimie Davis
Permit # 2017-06354
Phone # 714-598-5999
Property Address: 9965 W 34th Drive
Email Address: jaimiedavis@mac.com
Reason for extension request: This projet has extenuating circumstances resulting in a need
for additional time to complete. Litigation against the builder has resulted in a work stoppage
that lasted most of last year. Now we are sheduling a mediation so that could be resolved soon.
As of February, the project is now back on track for progress quickly until completion. (It also didnt
help that I got diagnosedwith stomach cancer and thatcaused me to take e eg ot Apri for
treatment and I am doing alot of the work under a homeowners permit.
Number of days requested: 180 days from current expiration date of April 18, 2019
Printed Name: Jaimie Davis
Signature: Date: March 21. 2019
For office use only
This request has be ,A roved 11 Denied
Approved by:
www.ci.wheatridge.co.us
Extended until:
Date:3_12l I I q
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: ) a
Job Address: q(16_�-) V �0,r1 b,-.
Permit Number: 2 01'70L I y
,k -w �
❑ No one available for inspection: Time=ANJ%PM
Re -Inspection required: Yes ;No
kL
When corrections have been made, call for re -inspection at 303-234-5933
Date: I,[ /Dm Inspector:- lr..E Irl Pfi�
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
Residential Addition PERMIT - 201706354
PERMIT NO: 201706354 ISSUED: 10/18/2017
JOB ADDRESS: 9965 W 34th Dr EXPIRES: 04/18/2019
JOB DESCRIPTION: Residential addition: 1271 SF conditioned space and 628SF garage. Adding
garage and utility room to first floor,(270SF) and master bedroom
bathroom and bonus room (1001SF) to second floor. Hi efficiency wall
panels "Sips", adding ductless wall hvac unit. Sewer and water to be
hooked to existing system. Covered current porch to be expanded 313SF over
existing patio.
Revision: Revised structural drawings received $0.00 valuation.
*** CONTACTS ***
OWNER (303)237-2448 BIG SKY PARTNERS GROUP LLC
SUB (303)513-7665 Andrew Dupree 170635 Colby Plumbing
SUB (970)274-4310 Matthew P. Heffernan 150202 Electrical Systems Inc.
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 135,421.20
FEES
Total Valuation 0.00
Plan Review Fee 568.39
Use Tax 2,843.85
Permit Fee 1,364.25
Engin. Review Fee 150.00
** TOTAL ** 4,926.49
*** COMMENTS ***
*** CONDITIONS ***
All roughs to be done at Framing Inspection.
Owner/Contractor is responsible for locating property lines and constructing improvements
according to the approved plan and required development standards. The City is not
responsible for inaccurate information submitted within the plan set and any construction
errors resulting from inaccurate information.
As part of the foundation inspection and PRIOR to the placement of concrete and before
proceeding with any further construction, a completed, signed and sealed, Foundation
Setback and Elevation Certification shall be submitted to the City for review. The
certification form shall be fully completed by a Professional Land Surveyor licensed in the
state of Colorado, stating that the foundation was constructed in compliance with all
applicable minimum setback and elevation requirements of the City.
For one- or two-family dwellings, the first twenty-five feet (25') of driveway area
from the existing edge of pavement into the site shall be surfaced with concrete, asphalt,
brick pavers or similar materials. A right-of-way permit may be required; contact Public
Works Department at 303-235-2861.
Prior to issuance of a CO, 2 tree(s) shall be planted within the front setback.
In addition, no less than twenty-five percent (25%) of the gross lot area and no less than
one hundred percent (100%) of the front yard shall be landscaped.
Landscaping removed or damaged during construction must be replaced prior to final
inspection.
All landscaping shall be in conformance with Section 26-502 of the Zoning and Development
Code. All landscaping shall ve installed in accordance with the approved landscape plan
prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125%
of the cost of the installation shall be required.
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 a that I am legally authorized to include all entities named within this document as parties to the work to be
performed d that al w to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
nam of OWNER or CONTRACTOR (Circle one) Date
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.
This permit shall expire 5 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date o36f 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 originalpermit fee.
If this permit expires, anew permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees androcedures 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.
No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval.
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.
The issuance or grant' of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any
appy e code or an rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
W heat R.0ge
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
Email: Permits(a)-ci.wheatridge.co.us
FOR OFFICE USE ONLY
Date:
Add to Permif #i�' / 0 63W
Building Permit Revision/Amendment Application
*** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. ***
Property Address:
Spy, P(' J
Property Owner (please print): �q l l Q_: 0,� I S �cfw— U � Phone: -11 �� S "1 ' SqI
Property Owner Email: G ►r''� ► e t�ti' i m Ct L m
Mailing Address: (if different than property address)
Address:
City, State, Zip:
rvIA
Submitting Company I�tY1 . o�z=�e�2 / Te ✓� a Vk
Contact Person: I o o vii E DA- j,S Phone:
Contractor:
Contractors City License #:
Contractor E-mail Address:
r1j /n
Phone:
Please Note: Additional valuation must include all general and subcontracted work to be performed
related to the revisions and/or amendments declared in the description of work and which were not
included in the original permit valuation.
If revisions or amendments increase the original valuation, additional fees will be due at the time of
approval. Depending on the scope of work, additional plan review fees may be due upon approval
($60.00 an hour — 2 hour minimum).
Description of revised/amended work:
si-rv�i-v�il ✓)�lnP�� U„�ns /rl com if-e✓I+ GY,J
PVvLIII z gctev,,ak pJclns', /j)✓ ex-al-opb, 51 yi-u c4 DI'
bv1 S vv c, l W1-�h ��f /l'�� b��� rvt S 5 �� '�'�' d di of
ofi fGi [C v /a IL'oF- Loi0 d sGI2cl P,
Sq. Ft./LF
Amps
Btu's
Squares
Gallons
Other
Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above)
$ /v / A
0"'NER/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) (CONTRACTOR) or (HORIZED REPRESENTATIVE) of4 WNER (CONTRACTOR)
PRINT NAME: JA I Vv1! C' 1 S SIGNATURE:
ZONING COMMMENTS:
Reviewer:
BUILDING DEPARTMENT COMMENTS:
Reviewer:
PUBLIC WORKS COMMENTS
Reviewer:
PROOF OF SUBMISSION FORMS
Fire Department ❑ Received ❑ Not Required
Water District ❑ Received ❑ Not Required
Sanitation District ❑ Received ❑ Not Required
DEPARTMENT USE ONLY
DATE: Ji -23-19
OCCUPANCY CLASSIFICATION:
Building Division Valuation: $
City of'
�C(AIXIONHYDtvitor\UNi
I heat f" L a�-
City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857
FOUNDATION SETBACK AND ELEVATION CERTIFICATION
This form, including the Exhibit on the reverse side, must be fully completed by a Professional
Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review
and approval prior to the placement of concrete and before proceeding with any further
construction.
DATE: 1.0-23-17
PERMIT#
ADDRESS: 9965 West 341 Ave
LOT 15, BLOCK , HILLHAVEN SUBDIVISION
I hereby certify that the elevation and location of the structural foundation for the above property
described above has been measured by me or directly under my supervision. The foundation
setbacks and elevations for all building corners as stated herein have been found by me to be in
compliance with all municipal setback and elevation requirements, and all civil engineering and
Building Permit construction plans as approved by the City of Wheat Ridge.
The MINIMUM SETBACK DISTANCES from the property lines have been determined to be:
FRONT: 30.55' REAR: 40.2' SIDE: 15.1 to East
The MINIMUM ELEVATION has been determined to be:
SIDE: 15.1' to West
The above measurements have been determined on the following location:
Check only one): Top of foundation prior to placement of concrete
(NAVD88).
XX Top of proposed foundation subsequent to placement of concrete
The setback and.elevation measurement locations are identified on the attached exhibit.
d�2-z---
Signed v
Print Matthew Huffman Date 10-27-17
Professional Surveyor
FOR OFFICE USE ONLY
Approved by:
la,;pecNrr Date
www.ci.wbeatvidge.co.us
Rev IM
(Surveyor's Seal)
EXHIBIT
i ' • • • NOT TO SCALE
1
1 LOT 15 1
I
1 I
1
40.19 1
I 1
1 I
1 1
I 1
1 I
1 1
I 1
1 15.10
1 1
1
15.14
1
1 1
I 1
1
1 1
I 1
1 I
1 I
1
• • 30.55
•
� 1
•• I
`wE�r 4
60,
RICH;
NOTICE TO SURVEYOR:
1. Elevations shall be shown for ALL foundation corners.
?. Foundation corners with minimum elevation and setback distance shall be identified.
3. Drawing must be property oriented (North = top of page).
4. Show the roadway in front of the property.
5. 1f drawing is to -scale. provide the scale. If not to -scale show as N.T.S.
7`
i CITY OF WHEAT RIDGE
Building Inspection bivision
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: 303-p Stv�CH'A lng
Job Address: CM 5- VMA b�,
Permit Number: 01,7 3 5-4-/
i
❑ No one available for inspection: Time 1'40 I'i%1f PM/
L
Re-Inspection required: YesCV�o
When corrections have been made, call for re -inspection at 3a3- -5933
Date: I � q/ 16—Inspector:
DO NOT REMOVE THIS NOTICE
City of
Wheat i9lei
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
Permit Extension Request Form
Permits 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 may 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.
Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not
guaranteed. Please complete this form in its entirety and submit to the Building Division at
pennitsgci.wheatridge.co.us or fax to 303-237-8929.
Party requesting permit extension: -J A\ M � A V I S
Permit # 2c 17 - 0 6 3 j `( Property Address: 3 q t 1
0 ri 1,{
Phone # Email Address:
v
Reason for extension request: /V QIL.nJ p fi,_-tr �0 CO/�-t,JJ�,
I /Ssves res ulr�
6 bC._-y'Ir / -P A 9 /dl " d -
Number of days requested: 18,0 1l M de & or, eX-,OlrQ bp;.,
Printed Name: -,%A I M IG 1)A-,, r S" Signature Date:
For office use only
This request has been:App ved Denied Extended until:"/
— �ff/ 3
Approved by:4 Date: qkl1ool\�
www.ci.wh eatridge.co.0 s
f� h
� �afeS
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: F� 3/ oe-C%
Job Address: qq5 3gtl( r
Permit Number: ow 7"-)
Ll No one available for inspection: Time + fu A
Re -Inspection requiredYes ,No
When corrections have been made, call for re-inspection/at 303-234-5933
Date: , /� - X Inspector:
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address: q 'e�- i a ---?)
Permit Number: -7 :3
❑ No one available for inspection: Time 9 AM/PM,�`
Re-Inspection required: Yes ,"No
When corrections have been made, call for re -inspection at 303-234-5933
a 1 r
Date: r Off " . Inspector:
DO NOT REMOVE THIS NOTI
i _ CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: i02 1200 -µ lk CT_
Job Address: �i
Permit Number: '00 1306�50+
❑ No one available for inspection: Time
Re -Inspection required: Yes No
When corrections have been made,II re -inspection at 303-234-5933
t
Date: IO &714_ Inspect r``
{
DO NOT REM THIS NOTICE
-7,
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Re -Inspection required: i Yes �No : `
When corrections have b
Date:-/
made, call for
nspector:
303 -234 -
i CITY OF WHEAT RIDGE
�� Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
0
INSPECTION NOTICE
Inspection Type.(,�,� _ ,V
`r
Job Address: �/ 5 tA/
e
❑ No one available for inspection: Time()/-"/ AM/PM
� 1
Re -Inspection required: YesNo
When corrections have been made, call for re -ins ion at 303-234-5933
1�
Date: )Q �4_/_ " % Inspector: G✓ r
A i CITE( OF WHEAT RIDGE
�(303)
Building Inspection Division11
J'd(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address: �J 3
Permit Number: >01766
- TIE_ 3 r _T <--� T. .
No one available for inspection: Time
�PM
LJp
Re -Inspection required: Yes Nof
�.r
When corrections been made, call for re -inspection at 303-234-5933
Date: 40, 0' �7 Inspector:
DO NOT REMOVE THIS NOTICE
i
CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address:
Anll A je-'
qqbs U) .3(_
Permit Number:D�7U(,U5
n
(0-,26.17
Ll No one available for inspection: Time
M(
PM
Re -Inspection required: (Yes) No
When corrections have been made, call for re -inspection at 303-234-5933
Date: /0';261, ZZ Inspector:
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTIOON" NOTICE
Inspection Type: 10
-31 T G I
Job Address:
Permit Number:
i �-
I
❑ No one available for inspection: Time
Re -Inspection required: Yest No
When corrections have been made, call for re -inspection at 303-234-5933
Date:Inspector: 6�
DO NOT REMOVE THIS NOTICE
1k I City of Wheat Ridge
® Residential Addition PERMIT - 201706354
PERMIT NO: 201706354 ISSUED: 10/18/2018
JOB ADDRESS: 9965 W 34th DR EXPIRES: 10/18/2019
JOB DESCRIPTION: Residential addition: 1271 SF conditioned space and 628SF garage. Adding
garage and utility room to first floor,(270SF) and , master bedroom
bathroom and bonus room (1001SF) to second floor. Hi efficiency wall
panels "Sips", adding ductless wall hvac unit. Sewer and water to be
hooked to existing system. Covered current porch to be expanded 313SF over
existing patio.
*** CONTACTS ***
OWNER (303)237-2448 BIG SKY PARTNERS GROUP LLC
SUB (303)513-7665 Andrew DuPree 170635 Colby Plumbing
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 135,421.20
FEES
Total Valuation 0.00
Plan Review Fee 568.39
Use Tax 2,843.85
Permit Fee 1,364.25
Engin. Review Fee 150.00
** TOTAL ** 4,926.49
*** COMMENTS ***
*** CONDITIONS ***
All roughs to be done at Framing Inspection.
Owner/Contractor is responsible for locating property lines and constructing improvements
according to the approved plan and required development standards. The City is not
responsible for inaccurate information submitted within the plan set and any construction
errors resulting from inaccurate information.
As part of the foundation inspection and PRIOR to the placement of concrete and before
proceeding with any further construction, a completed, signed and sealed, Foundation
Setback and Elevation Certification shall be submitted to the City for review. The
certification form shall be fully completed by a Professional Land Surveyor licensed in the
state of Colorado, stating that the foundation was constructed in compliance with all
applicable minimum setback and elevation requirements of the City.
For one- or two-family dwellings, the first twenty-five feet (25') of driveway area
from the existing edge of pavement into the site shall be surfaced with concrete, asphalt,
brick pavers or similar materials. A right-of-way permit may be required; contact Public
Works Department at 303-235-2861.
Prior to issuance of a CO, 2 tree(s) shall be planted within the front setback
In addition, no less than twenty-five percent (25%) of the gross lot area and no less than
one hundred percent (100%) of the front yard shall be landscaped.
Landscaping removed or damaged during construction must be replaced prior to final
inspection.
All landscaping shall be in conformance with Section 26-502 of the Zoning and Development
Code. All landscaping shall ve installed in accordance with the approved landscape plan
prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125%
of the cost of the installation shall be required.
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 thisyermtand perform thework descbed andapproved in conjunction with
thispertIfurtherattest that I am le ally authorized to include aentities named within this document as parties to the work to be
performed ancthat altobeperrmed isdisclosed in thisdoment and/or its' accompanying approved plans and specifications.
Signature' -of OWNER 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 originalpermit 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 androcedures 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 an 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 re n of thisjurisdic ion. A pro al of work is subject to teld inspection.
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11. 9PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
_y,:�rWheat Rj,jge
COMMUNITY DEVELOPMENT
Building & Inspection Services Division �f
7500 W. 29th Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: permits cDci.wheatridge.co.us
FOR OFFICE USS ONLY
Date: � '
Plan/Permit#/"U j
Plan Review Fee•
Building Permit Application
*** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. ***
Property Address: 1965 W 3y pal ve wheaf !'i d4G, co.?00:3 3
Property Owner (please print): _)ptlm ,F- I)Av;r, &6 StcY PAk'rA _S 6AovlPhone: 7/9.519-599,7
Property Owner Email: �IA �M�c�av�'s a Mac -c m
Mailing Address: (if different than property address)
Address
City, State, Zip:
Architect/Engineer: CRowAu �,j,� EngJAN�41w9 o Mack ?3_XA
Architect/Engineer E-mail: Marko- Crown lad(s.. c.om Phone: 9 7o - `] 72 -23 9y
Contractor: TAe- .zu,N 6rvvo, _,,,, Brya,,, Labvd.a
8ovtd'e.t
Contractors City License #: __rN progress : Cots► -i2 - Doo, 9 Phone: 303- l - O!D/
Contractor E-mail Address: i cow, i, e.�tafinar%. cor,
Sub Contractors:
Electrical: Ekt4l ic-1 SVS' tc `s
W.R. City License # ?.ry proLe,s5
Other City Licensed Sub:
City License #
Plumbing: Colby Pkmb l'.J3
W.R. City License # Tn O o ce ss
Other City Licensed Sub:
City License #
Mechanical:
W.R. City License #
Complete all information on BOTH sides of this form
❑ COMMERCIAL 'RESIDENTIAL
Description of work: (Check all that apply)
❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE
❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING
❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING
13RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT
❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ OTHER (Describe)
(For ALL projects, please provide a detailed description of work to be performed, including current use of areas,
proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and
amount of materials to be used, etc.)
RCs'te^J-HA, I actAlhan of-ardga, lavndry and r.tas4ctbec1vva m utkt4►ed 4o ex%sh"a 5twc-�fvrc• Ektsk�.�
Aire -w is c.vrrer%+ly a carPor+ . 4jeavel driveway, APP(" AKC.CS -fo r�clV.,e L.qh ewc4¢ncy
Wast%ejc 4-6"cdL. C.owsi-wek-D' + 4o b., SIPS"Panels + r -06f W94k k:qk 1A5vta.iton p.oP. 11;VS.
C)VC-(25;S Wtilt tiVAc line will bt. VScd 1n5k-cckd of t.(VAC. Sfrs-1,r^ 4o red.vC$
indoor al/erc�¢ of • r►+ore cnc r9Y a lrj'eA,24. S# -u A,,L F w&4<A, }o b e k aoKed 4-o r9 sys4tA4—
Cove.r*td Gvrrent porch -s b- Q-xpaHd.ed over ClcIS(,;%q IIPQ-o.
Sq. Ft./LF
Amps
Btu's
Squares
Gallons
Other
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ b19, oDo
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. I, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE: (OWNS(CONTRACTOR) or (AUTIIORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)
Signature (first and last name): cry I., `b� DATE: 1 % h-7
DEPARTMENT USE ONLY 5,00 sr
ZONING COMMMENTS: C� �` OCCUPANCY CLASSIFICATION:
Reviewer: v �,} �� t (y��$ /
f � = Gates-� - `.�� 'ft' 4�
se
BUILDING DEPARTMENT COMMENTS: (� 1 ��� -L,,3 V Sko , � tt101 Vd ISI o /sf:
Reviewer.
NUA 5 �l
)9L)eL,16 Wokl667 C OM"ON7-5= l) D1�2£57I' 202F DQA94 45 59CINiV 04 RPW-
M V4 V 71 i 7 L -/NF --D SIVE ) .Aq Tn PPM6GT ADJAC�47-
ar-, F�zoM STM,a.µWA-ri R- aUNofr-_
2) A GRADltil6G��'Ti�/cA� ! 1277 I
ANO AN ir.G MAP 514AL- - 9E F-EQD.
FR/+Dg Tcl� G.o, -P Ej59pf57 Ppcm� Building Division Valuation: $
City of SINGLE FAMILY/DUPLEX
-;" ���� ���� BUILDING PERMIT APPL
1' ►� ►► ► ► c WORKS KATION RE MEW
Date: /!7
Location: 99ro� W, 3� Op-l�/
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a A1,5& Atminc/
located at the above referenced address. Please note the comments checked below.
1. Drainage:
a. Drainage Letter & Plan required: Yes No
b. Site drainage/grading plan have been reviewed and are: -ZOK �; refer to
stipulations.
2. Public Improvements required & to be completed with project:
a. street paving/patching: Yes --1(- No Completed
b. curb & gutter: Yes No Completed
c. sidewalk: Yes --.k/— No Completed
d. Other (specify): Yes No Completed
For items not constructed, the amount of funds taken in lieu of construction: $
3. --kl— Does all existing roadway/alley R.O.W. meet the standards of the City: —/— Yes No
If not, what is required?
If R.O.W. is required, has the deed been received: Yes No (see Note below)
NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy.
4. V, APPROVED: The Public Works Department has reviewed the submitted material and hereby approves
this Permit Application, subject to the stated requirements and/or attached stipulations.
—
At- Y A& &^.� R /7 /17
Signature Mark Van Nattan Date
5. / NOT APPROVED: The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the stated reason(s):
Signature
Mark Van Nattan Date
42 1E*Z Z "Tb PN! C�nAJA 1Wr-G iW 'Rao -i /A/90--&
7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location
Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy.
8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS ASA RESULT OF PROJECT
CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY.
Rev 04/2016
FEE CALCULATION WORKSHEET
Project:
Davies AdditionDate:
9/11/17
Address:
19965 W. 34th Drive
By:
MVN
Item
Description
Quantity
Unit
Unit Cost
Item
Cost
1
Excavation & Embankment
Earthwork — rough grade — 7.5' wide
0.83
SY
$
5.98
$
4.98
Earthwork — fine grade — 7.5' wide
0.83
SY
$
1.23
$
1.03
2
Reconditioning
Reconditioning & proofrolling — 7.5' wide
0.83
SY
$
1.97
$
1.64
3
Sidewalk
Concrete sidewalk — 6" thick and 5' wide
0.56
SY
$
43.02
$
23.90
4
Curb & Gutter
Vertical curb & gutter
1
LF
$
20.64
$
20.64
Total cost per linear foot
$
52.19
FRONTAGE LENGTH
W. 34th Drive (Property line less drive cut) 78.01 LF
Cost of sidewalk only $ 2,262.00
Cost of curb and gutter $ 1,808.82
Total $ 4,070.82
Note: Lengths from Architectual Site Plan. Actual lengths determined by survey will affect
costs shown in this estimate.
Fee Calculation Worksheet - 9965 W 34th Dr.xlsx
City of
at Nid
6IIC Wolzxs .�S!ge
City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857
PUBLIC WORKS DEVELOPMENT REVIEW FEES
Date:
Location of Construction: IT 17 05 W, :�34 41 0221 V
Purpose of Construction: v�ihlr�t� r= FA M /LY
Single Family _ 1z
Commercial
Development Review Processing Fee: ................................................ $100.00
(Required of all projects for document processing)
Single Family Residence/Duplex Review Fee:. ......................
CommerciaUMulti-Family Review Fees:
• Review of existing or minimal technical documents:........
• Initial review' of technical civil engineering documents
(Fee includes reviews of the 151 and 2nd submittals):..........
e Traffic Impact Study Review Fee:
(Fee includes reviews of the 151 and 2nd submittals):..........
® Trip Generation Study Review Fee: ..................................
® O & M Manual Review & SMA Recording Fee......
........ I..... $50.00
........... $200.00
........... $600.00
............... $500.00
........ $200.00
............ $100.00
Multi -Family
' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have
not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject
to the following Resubmittal Fees:
® Resubmittal Fees:
3rd submittal (% initial review fee) :..............
4th submittal (full initial review fee):.......
All subsequent submittals: .........................
(Full initial review fee)
......I .................. $300.00
.................................... $600.00
............................ $600.00
TOTAL REVIE`V FEES (due at time of Building Permit issuance)
$
PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING
AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC
RIGHT-OF-WAY.
)k %% NN., i.�+ huan idgexo.us
Rev 12/12
City cif
hcat j `idio
PU111IC WORKS
City of Wheat Ridge Municipal Building 7500 W. 296 Ave. Wheat Ridge, CO 80033-8001 P: 303.235-2861 F: 303.235.2857
NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION
DATED: ADDRESS: T3 &,_G—N/ 3.¢4-1 Perla
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 Certificate 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 303.235.2864.
Sincerely,
David F. Brossman, P.L.S.
Development Review Engineer
CC: File
"'Iv.ci.wheatridge.Co. us
Rev 2108
RESIDENTIAL Building Permit - Plan Review Worksheet
Address: q1 q (0 5- 0) S �4 %);,
Lot Size: / , l q sq. ft.
Property in the flood plain? Y(,,u If yes, notify PW Floodplain Administrator and add surveying condition FLD
Zoning: -
Lot Width: % O Y ft.
Rev. 09/2017
Subdivision:
Related Cases:
tl "v -e,
d/ �NJ'
Any conflict? (Y/N)
Type of project (applicable survey conditions in parenthesis):
Maximum Lot Coverage:
Z5
Existing Improvements (footprints):
House: / Z i S sq. ft.
Shed: / / sq. ft.
Detached garage: sq ft.
Other:_ sq. ft.
�4
% 3 2 Z- 3 sq. ft.
Proposed Improvements (footprints):
House/addition: f l S sq. ft.
Shed: // sq. ft
Detached Garage: sq. ft.
Other: / l V 3 sq. ft.
Total Existing r L '4- sq. ft Proposed+Existing sq. ft
Lot Coverage I q, % Lot Coverage 3 , %
P �
Required Setbacks: FR S 1 S l R r'
Provided Setbacks: FR S S R
For additions or new construction, is the structure within 2 feet of minimum setbacks?
If yes, add surveying condition FND.
Maximum Height: 3,5- ft.
Maximum Size:
sq. ft.
Proposed Height: t�2E 1 ft. Proposed Size: sq. ft.
Does the bulk plane apply? (Y/N) n c)
If yes, does it meet on all sides (Y/N): FR S S R
(See 26-642 and 26-120.C.1 — applies to all single-family structures (new, addition, accessory) in R -I C and R-3)
Parkland Conditions
Does the permit result in a new dwelling unit (new structure or conversion from non -res use)?
If yes, have parkland dedication fees already been paid (eg with a previous land use approval)?
If fees are owed, add condition PFEE, notify owner, notify building division, enter fee amount in ADG.
Rev. 09/2017
Streetscape Conditions
Does the permit result in any of the following conditions?
❑ Construction of new roads ❑ Platting of new lots
❑ New development , Additions that increase gross floor area (not just the footprint) by
60% or more
(proposed floor area — existing floor area ) / existing floor area = % increase
If any box above is checked...
For SF/DUPLEX—Is there existing ❑ Curb ❑ Gutter L15 -ft+ sidewalk adjacent to the property?
If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required.
MULTIFAMILY—Does the frontage meet current city standards?
If not, streetscape construction or fees -in -lieu will be required.
Fees -in -lieu of dedication or construction are due at the time the permit is issued.
Ac ces Conditions (apply to all new driveways, garages, additions, or new homes/units)
For one and two-family dwellings, the first 25' of driveway area from the existing edge of
pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials.
❑ For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer
than 25' to any property line, except when used as joint access for two or more lots.
❑ In residential zone districts, curb cuts shall be at least 10 feet and not more than 24 feet in width.
❑ One and two-family dwellings may have horseshoe driveways, provided that the street accesses
are at least 30 feet apart, measured from the interior edges.
❑ For all uses, one access point per property is permitted.
Landscaping Conditions (apply to additions and new dwelling units)
❑ For one -and two-family dwellings, one tree for every 70 feet of street frontage is required.
Frontage of lot % D : - width of driveway / 70 = (round up for required trees)
Street trees required: 02- Street trees provided:
100% of the front yard and 25% of the entire lot must be landscaped prior to issuance of C.O.
In the event that landscaping cannot be installed due to inclement weather prior to the issuance of
a C.O., an escrow agreement with financial guarantees may be allowed to ensure future
installation. 125% of the cost of the proposed improvements will be required with the agreement.
These funds will be reimbursed back to the property owner or contractor once the improvements
are in place.
Dwelling Unit
❑ Not approved as an independent dwelling unit.
City of
4-
�
%V"W Anew-wil-Ridge
Cris' OF WHEAT R=E BuRDM AND INSPWMN SmvicEs DmsjoN
7500 W 29th Ave Whew Ridge, CO 80033-8001 p, 303.235.2855.f 303.237.8929
9 TINT 4 =11M !."l is ILII
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processed,
Date: It, 2-017 1k,
Project Address:
Project Type/Description:
Signature of Firm
indicated below and do,
for review and approvab
FT'A 1 -77 t
4 th
J^
Y'3
documents: rke4ito.OI*P
4-0
6� , am a duty authorized representative of the agency
W -below, hereby acknowledge receipt of documents necessary
indicated above.
• Wheat Ridge Fire Protection
• Arvada Fire Protection
• Wheat Ridge Water District
• Consolidated Mutual Water District
• Valley Water District
• Denver Water
Agency Notes:
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
)s< Westridge Sanitation District
o Other
Signature. '" Date: 670116IZ4-'�17
7 -7(Agency Representative)
I II City Of
Y ' b" 6
PF CITY OF WmF.AT RIDGE BUILDING AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.2351855.f 303.237.8929
Proof of Submission for Permitting/Plan Review
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processe
Date: „®$ 14 1
-7 1�4
Project Address: 4 + 5 4 *°` }t2 it+s LAjb&r r 800,73
Name of FirmAndivd I sub ting documents: I;40.4 es C",,r
Project Type/Description: P&ehiil a4a(:16!3
Signature of Firm
indicated below and i•� b�,
am a duly authorized representative of the agency
n e below, hereby acknowledge receipt of documents necessary
indicated above.
o Wheat Ridge Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
)6 Consolidated Mutual Water District
o Valley Water District
o Denver Water
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
o Westridge Sanitation District
o Other
Signature
f Date.
(Agency Representative)
i
'I* � 4 4�
14 vPI City of
iRrM�h6at �idge
MMUNITY DEVELOPMENT
Project Address: 99 G 5 tv 31/'6' Permit #•
J?v, %f' n9 Contractor: 2N 6,IV e4 'Lac-,
Electrical Contractor
Company Name:,C1 YA=e'tI�JAVI)hone #: 2 70 2 7,'-tl3l6
State License #• 6C-QQQ&yam Master#: lir- m o a 7 Z
Nil-., SIA 37141drimi 1 i' • t
I Plumbing Contractor I
Company Name: Phone #:
State License #: Master #:
'heat Ridge License #:
Signature of Authorized Agent bate
I Mechanical Contractor I
Company Name: Phone:,
Wheat Ridge License #:
Signature of Authorized Agent Ehft
*Tids apptimdon most be Aped by a wh sub -cm r eantinubg the ume .
City of
"��►Theat�Z�d�e
�naurrrr5r D�rx�r�T
SUB -CONTRACTOR AUTHORIZATION FORM
Pkqject Addrem: #jiq j,� Penult #:
�vtYdin9
Q40"COnuadm7. Orvan
c: DN -f 2- U®o1i e_L4SS
Flectrical CmtIactor
Camey lame: Phone #:
State License #: Master #•
Siguatwe of Aufhor zed Agent Date
tit i if 1ttSi .:� it
js :r�r. s ret t' tis �e
i
177"'.7 rile ::s+
T
s'sr t :rt :ret Isis`e
V W771' ' e • «Zt 7
6—/,0-17
.Date
.-il i t ' 1Au&odwdAgent Date
*This appb a m mast be by +each u&e=&&eftr eoubuing the an&
2013080777 712/2013 2:52 PM
PGS 1 $11.00 DF $23.00
Electronically Recorded Jefferson County, CO
Pam Anderson, Clerk and Recorder TD1000 Y
PERSONAL REPRESSENTATYVICIS DEED
(sWO)
THIS DRED is trade by Scott A. Westover as Personal Represaatative of the Estate of Fayette Roue Westover,
sikhs F.Roes Westover, s1Yla Ran Westover,Deceased, Grantor, to BIG SKY PARTNMS MOUP, LLC. ANEW
MLXItO LIMITED LIABILITY COMPANY, Gmatee, whosa legal address is 4955 WEST 34TH DRIVE,
WHEAT RIDGE, CO $0033, of ft County of 7d%rson0024 Cglo* 02,0/.? 45W
WHEREAS, the decedent died on the date of.4�ill H, M ��, and Mator was duly appointed -Personal
Representative of said Estate by the District Court in and for the County of !ejl'ersop, Stats of Colorado, Probate No.
IMA30111, an the datr of (prii 11, 2013, and is .now gaa]Twd and acting in said capacity.
NOW THERBFORJ , pursuant to the powers conferred upon Gmtor by the Colorado Probate Code, Cirantor
does hereby salt and convey unto Grantee for and in consideration of Two Hundred Thirty Thousand Doltary
($230,000.00) the fnitowing described real property situate in d1c County 0( 10&01013, State of Colorado:
LOT IS, MLL RAVEN 9UBDMSION, COUNTY OV JEMRSON, STATE OF COLORADO
also imownby street and number an. 9465 WEST 34Tff DRIVE WHEAT RIDGE, 00 80033
assessor's Schedule: 021031; Parcal tD: 39-272-14-014
With all appurtenances;
As used herein, the singular includes the plural and the plural Llai singular.
1:atecuterd _„ 2413.
i�war
F
wumentary Fee
,3 e 00
Sprit I 'Westover, Personal R*asentativa of the
Dtate of Fayette Ross Wcoaver, aWa F. Ross.
Westover, aWa Rom Westover, Deceased
STATE OF COLORADO }
ss.
COUNTY OF JEFFERSON �
The foregoing instr stent was acknowledged before me this A day of t Ih nt l__ 2013, Scott A.
Wtsto,= its Personal Representative of the Estate of Fayette Ross Westover, WV& F. Ross Westover, a/k/a Ross
Westover, DeoemimL
Witness my hand mrd official vealj. _
PAflA LLA NOTARY PUBUC��
STATE OTARYF �oOa�LORA
my Commission Expires ianuary 15.2015
Notary Public
Name and address of parson trotting newly created Segal description (§35-35-146.5, C,R.S.)
Property appraisal system Page 1 of 1
Property
Information
GENERAL INFORMATION
PIN/Schedule: 300021051 AIN/Parcel ID: 39-272-14-014
Status: Active Property Type: Residential
Property Address: 09965 W 34TH DR lowner Nam (s)
WHEAT RIDGE CO 80033 5763 BIG SKY PARTNERS GROUP LLC
Mailing Address: SAME ADDRESS AS PROPERTY
Neighborhood: 2406 - BEL AIRE,HILLCREST HEIGHTS, MELROSE MANOR AREA
PROPERTY DESCRIPTION
Subdivision Name: 346200 - HILLHAVEN
Mock Lot Key Isection ITownship JRange lQuarterSection IlLand S ft
0015 127 13 169 1 12894
otal 112894
Assessor Parcel Maps Associated with Schedule
pmap39-272.pdf
PROPERTYINVENTORY
Interactive Map
Property Type RESID Year Built: 1956 Adjusted Year Built: 1956
Design: 1 Story/Ranch Improvement Number: 1 u
Item Quality No.
Carport Average 355
1/2 Bath (2 fixture) Average 1
Bedroom Above GradeAverage 3
Number of Units Average 1
Base Bath verage 1
Adjustment Code JAdjustment S Ft
Forced Air Unit Hea 1215
Basement Finish 1441
SALE HISTORY
Areas Quality Construction Sqft
Carport Average 355
BSMT TOTAL Average 588
First Floor Average M 1215
Covered Porch Average 108
Land Characteristics
04-11-2013
Good View
Below Avg. Location
Sale Date
Sale Amount Deed Type
Reception
03-15-2006
0 Death Certificate
2006031509
04-11-2013
0 Letter or Letters
2013080776
06-27-2013
230,000 Personal Representative Deed
2013080777
TAX INFORMATION
=2017
Payable 2018 View Mill Levy Detail For Year 2017
2017 Mill Levy Information
Actual Value
otal
323,700
County
Assessed Value
otal
25,767
2016 Payable 2017
TB
REGIONAL TRANSPORTATION DIST
Actual Value
otal
274,850
URBAN DRAINAGE&FLOOD C SO PLAT
Assessed Value
Total
21,878
Treasurer Information
http://ats.jeffco.us/ats/displaygeneral.do?sch=021051 09/12/2017
2017 Mill Levy Information
ax District
3141
County
TB
School
TB
WESTRIDGE SAN DIST
TB
REGIONAL TRANSPORTATION DIST
TB
URBAN DRAINAGE&FLOOD CONT DIST
TB
URBAN DRAINAGE&FLOOD C SO PLAT
TB
WEST METRO FIRE PROTECTION - G
TB
WHEAT RIDGE
TB
[Total
TB
http://ats.jeffco.us/ats/displaygeneral.do?sch=021051 09/12/2017
2013080777 7/2/2013 2:52 PM
PGS 1 $11.00 DF $23.00
Electronically Recorded Jefferson County, CO
Pam Anderson, Clerk and Recorder TD1000 Y
PERSONAL REPYMENTATIVE'S DRKD
(Salo)
THIS REED is made by Scott A. Westover w Personal Representative of the Estate of Fayette Rat Westover,
aWa F. Ross Westover, AM& Ran Westover, Ilcceaaed, Grantor, M BIG SKY PARTiVM MOU P, LLC, A NEW
MIiaLIt~O LIMITED LIABILITY COh3PANY, Chmutee, whose legal address is 9455 WEST 34TH DRIVE,
WHEAT RIDGE, CO 80033, ofthve County of hfiorson, and Staof Gq1
WHEREAS, the decedent died on tin dat te afA�--6,36- � and ir}rantor was duly appointed -Personal
Representative of said Estate by the District Court in and far the County ofieferson, State of Colorado, ,Probate No.
1,3PR30111, an the lots of dprii 11, 2013, and is now gaali&cd and acting in said capacity.
NOW THERFFCIRE, pursuant to ft powers conferred upon Grantor by the Colord Probate Code, {3rasrtur
does hereby sell and convey unto Grantee tnr and in consideration of Two Hundred Thirty Thousand Dollars
($230,000,00) the following described real property situate in the County of IclT MR4 State of Colorado:
LOT Ts, HILL HAVEN sUaDmsION, COUNTY OF JEMRSON, STATS OF COLORADO
also known by street and number as: 996S WEST 34TT4 DRIVE, WHEAT RIDGE, CU 80033
assessor's Schedule: 821051; Parcel ID: 34-272-14-014
With all appurtenances..
As used herein, the singular includes the plural and the pkual tit singular.
Executed 2013.
Sta+19 DQC 1 Lary Fee
nate, .bpMR- "M J
Wt I Westover, Personal 11*esentative of the
state of Fayette Ross Westover, a.Wa F. Ross
Westovei, allds Mw Westover, Deceased
STATE OF COLORADO }
} SS.
COUNTY OF JEFFERSON a
Tba foregoing instrmneut was acknowledged bcforo mo this A , of C� 20 i3. Scott A,
Westover ata Porsonai Representative of tin Estate of Fayette Ross' 4'N'astover, Sikh F. Rosa Wrstover, alkta 11029
Westover, Dewmad.
Wjw" tuy hand and offucW
PAMELLA S.'M!' RR1 551ty
NOTARY PU'SUC
STATE OF COLORADO
NOTARY034001619
My Commission Expires.larwwy 15.2015
Notary Public
Idatne and address of person creating newly created legal description 038-35-1065, C.R, S,)
NJ +�" ¢
rZ W�{..
crfy OF WHEAT RU*E BUTiT)IrIG AND TNSiECfSON SERVICES DMSION
7500 W 29th Arse 'Wheat Ridge, CO 800334001 p. 303.235.2855.1303.237.8929
Proof of Submission for Permitting/Plan Review
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processe
Date: $ 3,1 2-017
Project Address:
Name of
Project Type/Description:
Signature of Firm
J^
r
documents: UA' 1�4t �+avls 'i q 5 at �#�rt c o,,p
F
.-1.:,1 A .i j--- 4-o 't�'
am a duty authorized representative of the agency
indicated below and do, b m below, hereby acknowledge receipt of documents necessary
for review and approves roject indicated above.
Ato=Wppdfieijt d; (Please check one)
o Wheat Ridge Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
o Consolidated Mutual Water District
o Valley Water District
o Denver Water
Agency Notes:
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
Westridge Sanitation District
o Other
Signature: Date: 01f61741!'�
{Agency Representative)
'
City of
PF orwh;6
CITY OF WHEAT RMGE $tJUMG AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235,2855.f 303.237.8929
Proof of Submission for Permitting/Plan Review
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or pr
Date: ---=. It, 12017
Project Address:
Name of FirmAndividu su ting documents: JA- I wt i e outs i jam
« x t k 1... 'Zj.J Y 4TiVCi+V'•
Project Type/Description: 4 A t e T"
Signature of Firm
11 t,t`Yt I it 1Vfillk .4• -
indicated below and do, by rrI .
for review and approv,arojec
fSnCy i1L*d: (Please check one)
am a duly authorized representative of the agency
Fe -below, hereby acknowledge receipt of documents necessary
indicated above.
o Wheat Ridge Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
Consolidated Mutual Water District
o Valley Water District
o Denver Water
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
o Westridge Sanitation District
o Other
Signa Date.�1-
(Agency Representative)
'AA
'It � I le
Iq Ip" City of
M�h6at d
c,w ip
SUB-CONTSUB-CONTRACTOR AUTHORUATION FORM
Project Address: 9 q 65 cfJ Permit #;
Gem Contractor:or�
Electrical Contractor
Company Name: 1,O e*6 OWA6 'hone #:!Z 70
State License #: Master #: AA, 6 Ov Z 0 t 7
Signature of Auth&bv6d Agent bate
Plumbing Contractor
Company Name:
State License #:
Wheat Ridge License #:
Signature of Authorized Agent
Phone #:
Master #:
! Mechanical Contractor I
Company Name: Phone:,
Wheat Ridge License #:
Signature of Authorized Agent Date
*Thk application most be signed by each sub- ent met oar saaaficmriag the same.
AA
City of
"� �eat�idge
WCOMMUNITY DELo NT
Project Address: permit #:
Contractor
:
IV
G,0 /V - / 2- - 0()0 C bllkss 8
[Electrical Contractor
Company Name:
State License
Phone #:
#: Master #:
Signature of Authorized Agent
IPlumbing Contractor
Company Name: Q-) I
State License #:_Pc,.ter r� 7 U
Wheat e License #:7
_
t J
SiofAuthorized Agent
IM
Phone #:.?, ( '-'3
- , 51
Master #: pie J) ()I ZLL0
I Mechanical Contractor I
Company Name: Phone:
Wheat Ridge License
Signature of Authorized Agent
IM
*This application must be signed by each sub -contractor conftmdag the same.
! A f
-� City of
A(
Wheat jd e
COMMUmTY DEVELOPMENT
Official Certification of Property Owner Permit
THIS IS TO CERTIFY that I, the property owner, by my signature, attest that I currently
reside at the project property, or intend to reside at the property for a period of one year after
completion of the project, and am personally performing all work, without the assistance of
hired or professional workers, or, if hiring sub -contractors, list them on the permit.
Consultations and inspections will only be performed with the homeowner of record present at
the project property.
Property Owner(s): p, M1 _r_ T� P,y i 5
Project Property: (0 5 W_3 q"— D W huj+ f i t cr C-0 S 00 3 3
Not ri d signature of Applicant
State of Colorado }
County of c YIN } ss
The foregoing instrument was acknowledged by me this 17 day of A!�Jvs � 20 7 by
N a ublic
JAYMESUE MCRIMMON
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID # 20154009457
MY COMMISSION EXPIRES MARCH 06, 2019
My Commission Expires 3 /__�2J20�g
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PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAIMIE DAVIS 714-598-5999
1. Plan review approval from: Building, Planning, and Public Works Dept.
2. All plans shall be wet stamped and signed prior to permit issuance.
Q3. Include the following on the cover sheet: A- G - Done
Shown on Cover Sheet
4. Remove Redlines - Done
J� Shown on All Sheets
U 5. Revise sheet A3 to show new walls as double lines. Show all doors to clarify interior
circulation. Show wall separating bonus room from bath. Wall appears to bisect
exterior window. - Done. window placement was corrected on A3.
Shown on A3
6. Identify vertical direction of stairs. Specify total vertical height. Show handrails. - Done
Shown on A3 and SIPS page 2 of 5 section A
Q7. Revise sheet A4 plan label from 2nd floor to Roof Plan. - Done
Shown on A4
8. Clarify if pergola is new or existing. Done
Shown on cover page.
/6\ 9. There are two 2/A6 cross section keys on sheet A6. Coordinate on sheets A3 and A4
with A6. Done.
Shown on A6.
10. Show the water closet in master bath. Demonstrate 15 inches clear from the centerline
of the water closet tot he adjacent finished wall surface and minimum of 21 inches clear
in front of water closet. Compartments to be a minimum of 30 inches x 60 inches in
depth. - Done
Shown on A3.
11. Show the location of the washer and dryer in the laundry rooms. Demonstrate the
�--� exhaust ventilation as required by IMC 504.
Shown on M1 and M2.
PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAIMIE DAVIS 714-598-5999
12. Provide and show new and existing smoke and carbon monoxide detectors in the
following locations a and b. - (No existing) New - Done
Shown on A2 and A3.
�p 13. Where windowsill is located higher than 72" above adjacent grade or finished surface
on the opposite side, the lowest part of the opening shall be 24" minimum above the
room finish floor surface. Done.
Shown on SPIS page 3 of 5.
14. Enclosed attics and enclosed rafters spaces formed where ceilings are applied directly
to the underside of roof rafters shall have cross ventilation for each separate space. Not
applicable - SIPS roof no attic or rafters.
Shown on N/A
15. Where eave or cornice vents are installed, insulation shall not block the free flow of air.
Not applicable - SIPS construction.
Shown on N/A
A16. Roof drainage shall have a controlled method of water disposal from roofs. Done
Shown on A4.
Al 17. Provide bathroom exhaust fans complying with table M1507.4. Mechanical capacity of
50 cfm intermittent or 20 cfm continuous. Done.
Shown on M2 - Notes #6 and drawing.
13 18. Note a minimum 4" nominal diameter exhaust fan vent for the clothes dryer. Done
Shown on M1 and M2 - Notes #6 and drawings.
ly 19. Provide manufactures specifications of the wall HVAC units. Done
Shown on M2.
IS
20. The service disconnect means shall be located in a readily accessible location outside
of the building. Done
Shown on M1.
21. Provide and show GFCI protection to all 120 volt, 15 and 20 amp receptacles... Done.
Shown on M1 and M2.
PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAIMIE DAVIS 714-598-5999
Ib 22. Provide and show on plans AFCI protection for all 15 and 20 amp branch circuits..
Done
Shown on M1 and M2
17 23. Provide a switch and exterior light at door entrance at the deck. Exterior lights shall be
a high efficacy lighting NEC 210.70(A)(2)(b).
Shown on M2 drawing and General Notes #4.
IS 24. Note that Exterior receptacles shall be listed as weather proof / tamper resistant. Done.
Shown on M1 and M2 drawings and Electrical Notes #1
i9 25. Add note that All new receptacles shall be listed tamper resistant (NEC 406.12). Done
Shown on M1 and M2 Electrical Notes #2
10 26. Show the control valves and shower heads are located on the sidewall of shower
compartment. Done
Shown on M2.
2I 27. All plumbing fixture flows rates shall comply with sec 403 and 408 IPC. Done
Shown on M1 and M2 Plumbing Notes #1.
22 28. Specify U -factors values for all fenestrations on window and door schedules. Add note
to schedules "fenestrations must have temporary and permanent labels for verification
of the building inspector." Done
Shown on A5 and A6 U factors labeled on windows/doors and Note added.
A 29. Note on the plans not less than 75% of the lamps installed permanently installed light
fixtures shall be high efficacy lamps. Done.
Shown on M1 and M2 Electrical Notes #3 added.
30. The frost line in the city of wheat ridge is 36 inches below grade. Revise detail FW1/S1
to show a minimum footing depth of 36 inches from grade to top of footing. Done
Already was on FW1/S1. No changes needed.
PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAI M I E DAVIS 714-598-5999
1. Plan review approval from: Building, Planning, and Public Works Dept.
2. All plans shall be wet stamped and signed prior to permit issuance.
3. Include the following on the cover sheet: A- G - Done
Shown on Cover Sheet
4. Remove Redlines - Done
J� Shown on All Sheets
U 5. Revise sheet A3 to show new walls as double lines. Show all doors to clarify interior
circulation. Show wall separating bonus room from bath. Wall appears to bisect
exterior window. - Done. window placement was corrected on A3.
Shown on A3
6. Identify vertical direction of stairs. Specify total vertical height. Show handrails. - Done
Shown on A3 and SIPS page 2 of 5 section A
Q7. Revise sheet A4 plan label from 2nd floor to Roof Plan. - Done
Shown on A4
8. Clarify if pergola is new or existing. Done
Shown on cover page.
/6\ 9. There are two 2/A6 cross section keys on sheet A6. Coordinate on sheets A3 and A4
�--� with A6. Done.
Shown on A6.
D10. Show the water closet in master bath. Demonstrate 15 inches clear from the centerline
of the water closet tot he adjacent finished wall surface and minimum of 21 inches clear
in front of water closet. Compartments to be a minimum of 30 inches x 60 inches in
depth. - Done
Shown on A3.
/$\ 11. Show the location of the washer and dryer in the laundry rooms. Demonstrate the
�--� exhaust ventilation as required by IMC 504.
Shown on M1 and M2.
PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAI M I E DAVIS 714-598-5999
12. Provide and show new and existing smoke and carbon monoxide detectors in the
following locations a and b. - (No existing) New - Done
Shown on A2 and A3.
jp 13. Where windowsill is located higher than 72" above adjacent grade or finished surface
on the opposite side, the lowest part of the opening shall be 24" minimum above the
room finish floor surface. Done.
Shown on SPIS page 3 of 5.
14. Enclosed attics and enclosed rafters spaces formed where ceilings are applied directly
to the underside of roof rafters shall have cross ventilation for each separate space. Not
applicable - SIPS roof no attic or rafters.
Shown on N/A
15. Where eave or cornice vents are installed, insulation shall not block the free flow of air.
Not applicable - SIPS construction.
Shown on N/A
Aii 16. Roof drainage shall have a controlled method of water disposal from roofs. Done
Shown on A4.
17. Provide bathroom exhaust fans complying with table M1507.4. Mechanical capacity of
ILI
50 cfm intermittent or 20 cfm continuous. Done.
Shown on M2 - Notes #6 and drawing.
13 18. Note a minimum 4" nominal diameter exhaust fan vent for the clothes dryer. Done
Shown on M1 and M2 - Notes #6 and drawings.
I� 19. Provide manufactures specifications of the wall HVAC units. Done
Shown on M2.
IS 20. The service disconnect means shall be located in a readily accessible location outside
of the building. Done
Shown on M1.
21. Provide and show GFCI protection to all 120 volt, 15 and 20 amp receptacles... Done.
Shown on M1 and M2.
PLAN REVIEW RESPONSE LETTER
9965 W 34TH DRIVE WHEAT RIDGE, CO 80033
PLAN CHECK # 201706354
8/21/2017
JAIMIE DAVIS 714-598-5999
Ib 22. Provide and show on plans AFCI protection for all 15 and 20 amp branch circuits..
Done
Shown on M1 and M2
�� 23. Provide a switch and exterior light at door entrance at the deck. Exterior lights shall be
a high efficacy lighting NEC 210.70(A)(2)(b).
Shown on M2 drawing and General Notes #4.
Ig 24. Note that Exterior receptacles shall be listed as weather proof / tamper resistant. Done.
Shown on M1 and M2 drawings and Electrical Notes #1
i9 25. Add note that All new receptacles shall be listed tamper resistant (NEC 406.12). Done
Shown on M1 and M2 Electrical Notes #2
10 26. Show the control valves and shower heads are located on the sidewall of shower
compartment. Done
Shown on M2.
2I 27. All plumbing fixture flows rates shall comply with sec 403 and 408 IPC. Done
Shown on M1 and M2 Plumbing Notes #1.
22 28. Specify U -factors values for all fenestrations on window and door schedules. Add note
to schedules "fenestrations must have temporary and permanent labels for verification
of the building inspector." Done
Shown on A5 and A6 U factors labeled on windows/doors and Note added.
A 29. Note on the plans not less than 75% of the lamps installed permanently installed light
fixtures shall be high efficacy lamps. Done.
Shown on M1 and M2 Electrical Notes #3 added.
30. The frost line in the city of wheat ridge is 36 inches below grade. Revise detail FW1/S1
to show a minimum footing depth of 36 inches from grade to top of footing. Done
Already was on FW1/S1. No changes needed.
CeramiCircuit' Ceiling Cove Mount Heaters
High Efficiency Ceramic Infrared Panels
Model 1445 - 1500 Watts
Model 945 • 1000 Watts �L
Radiant
Model 645 . 825 Watts
Electric Model 632 • 585 Watts
Heat
The Ultimate in Energy Efficient Heating
• Silent • Reliable • Economical
• Residential • Apartments & Condos
• Commercial • Assisted Living
• Industrial • Medical & Clean Room
® • Garage and Shop • Remodeling
® Distributed by:
• a t in g
360.715.4328
www.heatinggreen.com
-CeramiCircuitTM' Ceiling Cove Mount Heaters
Model 1445 •1500 Watts Model 945 •1000 Watts �gr�ee
Model 645 •825 Watts Model 632.585 Watts ,• ��_+„ andinstall
trictried'eat c.,
t ,u
r
pian. The
The room and alt 6bjeets lri it are , beater std be ' ft "d Y to. provae maximum;
ofx stay uty sateirated with infrared energy, just radtarit tieatrng energy orttptt
as it trey vuere le#t in the sun on a *arm �
d' , Because heat seeks cold all objects Heater elements are to � constructed of ceranafc
�t circuit coated f8,gauge steel onthe 3ntemat face oflates with th heati an energizing
rti te=radiate and-reflect the heattn
`pyo all Efiiections, meaning that comfort comes s element
o�
olxz
eye i -direction_: Neater body shaft be ai 2i3 gauge galvanized steer'
construct with, ventilation slots at perimeter and 26
gauge steel 'bezel with high t®rriperature; powder
eotrfig,
Placing the hed An the exterior
waif creates a baftwAgainst the Heater, hWf have a,junction box of approximately 6.75"
�. � �ches�#he baclCst¢e ofd haiert�ody: There shall
of bodyllat to.,tlle cold-window
be three:7f8" standard knockd ts.in the junction:- box to
tlncler the l teateC: all6wentry-ofpouter feed. At",power connections to
— ®> * _ the elermnr and heater grounding' connection shall be
Cold floors areril an issue with ----: — attheteitendAftheheater.
a ceramiGircuir trlstallatiom Evert
Heater elements shalt ,have a wattage density of a
comfort is the rUld.Vith just`a 4' floor, minimurn of 2:3mattslsquare inch ofemissiye surface
to eeiBrig.temperature-difference; g area
typical, although each structure vuiii itacy.,
in tireard_The floor is warmed: lust ,shall r mstatt rnamafacfiarer's st�splied"
like ever , oilier ab ect irl the room. powder664ated mounting brackets (2) as specified on
1 thetart, and finish Withsupplied panel end trim
piecesa27 .
Ratings & Apprpv,ls
DoNot mount lrlarn��Uil1 Heaters, shall be rated at 585 watts :(Model 634, 825
On Low Density 1i = ' watts (Model 645}, 1000 watts (Model 945)',. or 1500'
Materials Such C2litrlg watts. (Model 1.445) in appropriate voltages. of 120
X`Z'`
As Pegboard C1eai 3rlGe volts, -208 volts, 240 volts, or 277-volts.
Heaters eaters , shale be listed and app _ toyed:. by
Supplied Mounting Brackets Underwriter's Laboratories.
rovide Proper 368,Art(
ge
.PT�
For Correct Energy,fllstributloo
/// Model Dimensions Watts BTUs Ship Wt.
1445-C 45'"W x 15"H x 10"D' 1500 5150 48 lbs.
i 240 volt/6.2 amps 208 volt/7 2 amps 126 volt/12.5 amps 277 volt/5.4 amps
945-0 ` 46"W x 10"U" x 7.5"D 1000 3414 20 lbs.
2417volt14.2 ari�ps 2€38 volt/4.$,amps. 120 volt/8.3 amps 277 volt/3.6 amps
t Minimum Etevatiotl To
Bottom �# Heater
645;C 4'6"W x 7"H,x 5.5"D &25 2 1? i5 lbs.
240 volt/3.4"amps 208 volt/3.9 amps 120 volt/6.8 amps 277 volt/2.9 amps
632-C 33"W x 7"H x 5.5"D 585 1989 11 lbs,
240 volt/3-4 amps 2£38 volt/2.9 amps 120 volt/4.8 amps 277 volt/2.3 amps
" .. • Infrared energy heats people, not space. Find
comfort at lower air temps
;, • Low temperature operation. Typically less than
,
' 350° F on the element.
Distributed by:
j
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heatingl- I ;- .. ducts, no furnace, no chimneys, no mainte-
9pt en nance, no visible glow when in operation.
www.heatinggreen.com • Ten year warranty
360.715.4328 m 2003 CeramiCircu t^' is a Registered Trademark of Radiant Electric Heat 410
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E
GEOTECHNICAL EVALUATION REPORT
9965 W. 34 DRIVE
WHEAT RIDGE, CO
PROJECT No: 0299-D 16
OCTOBER 22,2016
Geotechnical, Geostructural, Environmental, Groundwater, Pavements, and Building Assessments
October 22, 2016
PROJECT NO: 0209-D16
Ms. Jamie Davies
Re: Geotechnical Evaluation, Proposed Residential Addition/Construction, 9965 W. 34`h Drive, Wheat
Ridge, CO
At your request, we have completed the geotechnical evaluation for the referenced project in accordance
with the American GeoServices, LLC (AGS) Proposal No. 026116. Results of our evaluation and design
recommendations are described below.
11URUIX"81011 REM
The project site is located north of W. 34`h Drive in Wheat Ridge, Colorado at location shown in Figure 1
and Figure 2. The site is developed as a residential property. Site topography is flat. The surrounding
development consist primarily of residential construction.
The proposed development will consist of an addition to the existing residential structure. We anticipate
proposed structure will be constructed with light to moderate foundation loads. If these proposed conditions
change, we should be contacted to modify our report.
2663 Cinnabar Road www.americangeoservices.com Mailing: 191 University Blvd, #375
Colorado Springs, CO 80921 sma@americangeoservices.com Denver, CO 80206
Ph: (719) 761 6072 Ph: (888) 276 4027 Ph: (303) 325 3869
Fx: (877) 471 0369
SCOPr Oi WORK
On October 19, 2016
one Standard Penetration Test
location B 1 shown in Figure(SPT
2• Using CME 55 e ) equivalent borehole
DriveProbe(WDp equivalent (B1) was au
apparatus, borehole was extended to the maximum hand-held e gored at
the existing ground surface gU1Pment, and Williamson
Obtained. WDp (BGS). The augers were used to adv um exploration de
was used to evaluate soil consistent ante the borehole and grab
ab samples
feet below
exploration device which is used to grab sam
y or relative density. WDp is pies Fere
soil and decomposeddetermine the distribution a "relative density,
rock units. and to estimate strength ���
Pound hammer which free falls roughly a resistance to penetration is
gth of the subsurface
measure of resistance to ghly 3.5 feet Pen measured in blows_per-1/2 foot of
description oesist geotechnical Penetration can be used to estimate relative dench sity an 11'
g finical exploration method pipe into the ground' This
1994, P. 317-321 , please refer to Volume tY of soils. For a more detailed
A representative schematic of me I, USD
Penetration Test (SPT) is included in an A A, EM -7170-13
WDP and correlation data with conventional S August
Log included in an A Appendix.
The penetration test results are shown on Standard
included in an Appendix. The Legend and Notes necessary ry to interpret
nte the Borehole
rpret our Borehole Log are also
After the completion of
materials were collected at regular boreholes were bac
kfilled with soil coffin
Placed in gular intervals during drilling.gs• Samples of subsurface soil
a sealed container, and The sam
Groundwater level transported to ples were visually inspected, to
measurements were testing laboratory for logged,
visual observation taken during oratory further visual evaluation.
soil classification and g and after the co
other soil laboratorymoisture content dete completion Of drilling.
tests/evaluation were not deemed necessary. rmmation Besides
on the borehole log. 'and Atterber
ry. Results of laboratory g Lrrmts testing,
ry tests are included
Data obtained from
site observations
experience in the area was used v ' subsurface exploration
then used to reach conclusions and reco perform engineering'laboratory evaluation
analyses. Results of en and previous
rmnendations presented in grneering analyses were
SUBSURFACE this report.
RFACE. CONDITIONS
Subsurface conditions encountered
in orehole
Appendix. Soil classification and identficationBislbased
are described in detail in the Borehole Log provided in
Practice of geotechnical en i
girreerin on commonly accepted methods e r
represent transitions be g In some cases, the strati employed in the
between soil graphic boundaries shown
that subsurface conditions often vary
rather than distinct litholo ical bo °n Borehole Logs
The following�' both with de g boundaries. It should be reco �
is a summa, of the subsurface conditions encountered betweenaterally the grazed e
individual borehole locations.
Surface Condition: t the site: f
Within u r
Aper 4-6 inches, brown color driveway stone/gravel is present.
9965 W 34tH PrOPosed Addition
Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 2 of 15
Native Silt -Clay Mixtures:
medium to hi Site is primaril
high underlain b
Plasticity extending to a
Pth Y of mixtures of silts and clays
s
ground With stiff to hard soil consistencies. maximum de Y n(CL, CH' MH) with
d about 20.5 feet below surface (BGS),
Completely Weathered Siltstone/CIa
available soils and geologic literature Ystone Bedrock:
Based on our local
opinion, the local sedimenta (USGS-National Geologic Database,knowledge and o
ry bedrock is present below 12 feet extends o several to ur review of
formation is known to exhibit low to 2016, Bulletin 1121-L)
34th Street high in our
' and high plasticity g plasticity throughout the region ns offeet. This bedrock
ty at random locations in g that is close and
the site vicinity area. adjacent to W
Groundwater: Groundwater was not encountered during
extended to a depth of 20.5
depths, feet BGS We do mg drilling or at the completion of
P This observation May not anticipate water levels within the drilling
variations in the y not be indicative of other times or at locations other g which
anticipated excavation
groundwater level may be experienced '
largely depend upon the duration and in the than the site.
drainage
intensity future. The ma Some
g characteristics of the s �' °f Precipitation, tem magnitude of the variation will
Founding area temperature and the surface and subsurface
urface
Seismicity: Based on the results of
International Building°ur subsurface explorations and review of available literature this project. However
this site classification m Our opinion, a site classification `D�� (2006
velocity study We do not anticipate seismically be revised b may be
y Performing Y used for
y induced liquefaction g a site-specific shear wave
GF;O'l I potential at the site.
CH �'ICAIa CONSIDERATIONS
The presence of medium to high
concern for the g plasticity silt-cla
Proposed construction. The site is not locatedmixtures at the site
swell potential., Poses a significant
m an area ma geotechnical
Aped as having moderate to high
In order to manage the eotec
should be noted that ougreco hnical risks, we provide followin
Of the recommendations are intended as g foundation options with associated risk. It
geotechnical data obtained during guidance. The
rmg our evaluation and followinassumptions:y are based on our inte
•
Proposed/Final site g rpretation
grades will not differ si
Proposed foundationsgnificantly from the current site grades;
• Structural loads are static in nature• ground; and
• Proper surcharge loading, underpinn�g, and shoring requirements
engineer in the structural design,
Will be considered by the structural
9965W 34th Proposed Addition
Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 3 of 15
Impact of the
by the structural Connections between the
uctural en existing
Followinggtneer, g and new struct
const ures will be properl
the designruction recommendatio y considered
of the proJect. ns are provided to
own interpretationEntities requiringhighlight as
Of the information aspects of construction that
equipment subsurface conditions °n various aspects of co
and work schedule. could affect
in order to Bete construction
must
rrnme const make their
OPT10,,�; 1: CONVF TIONAt construction methods
cost,
5I1At I O`'' S RE,,%D FOO
This option can
be used provided the owner TISf S (Alo'')FR`1TE_ RISk)
movement and related
recommendations structural is willing to take the
damage• In order to moderate
may be used for manage risk of future
construction: ge the risk to differential
Foundation subgrades should be prepare some level
following
a Over- d as to
assn
excavate the subgrade b ming favorable
structural Ell coin y 24 inches Feather conditions:
pacted to at least 95% and backfill ns:
b• An AGS S� Of With imported
representative M D698 maximum granular free -
placement Of should dry density. draining
concrete. inspect and approve the
Foundations bearin compacted structural fill
allowable bearing g upon Properly prior to the
Y prepared and
pressure of approved sub
Esti up to 2,000 pounds grade should
Estimated final structural per square foot (ps be designed for
ructural loads fl a maximum
However, as a will dictate the
minimum, we reco final fo
l 8 inches ' rrrmend rrn and size of foundations m width. Isolated bearing walls be su
inches square. columns should pported b to be cons
be su y continuous footin constructed.
supported on pads with gs of at least
� Continuous foundatio mini
n walls shouldmurn dimensions Of 24
Of at least 8 feet to be reinforced in the
reinforce further aid in resisting
top and bottom to
went as shown Figureg differential
3 span an unsupported len
• Exterior footingsshould movement As length
and f, in
be placed. a minima
gs in m, additional
• unheated
Foundation base areas should extend
ment walls should be a below design
measures should beign frost de
q underpinning implemented wngm Fc� designed as retaining walls an depth of 36 inches.
as sho
Adequate d adequate
const rprnning for the quate drainage
ruction. pro existing footings the foundation per surcharge loadinggs and shorin
design. for existing g should be provide
g footings or d for site stability during
new footings should be considered in
9965 W 341h Drive, Proposed
Wheat Ridge Co
Project No: 0299-D16
October 22, 2016
Pte„_
We estimate total heave/movement for foundations designed and
s, with differential moveconstructed as discussed in this section
Will be in the range of 1.5-2.0 inches or lesents
fourths of the total. mon the order of one-half to three -
OPTION II: STRAIGHT -4 AFT PIER FOUNDATION
(MINIMAL RISIti)
This option can be used if the owner
or heave and related structural dma e ots to significantly reduce the risk of
g minimal. Following
recommendations future differential settlements
aspects of design and construction that could significantlyg mmendations are provided to highlight
requiring that
on various aspects of deiaffect the performance rmance of the project. Entities
conditions. After the review of structural g must make their o
wn
and architectural project plans and interpretation of the subsurface
we will Perform additional exploration or ma reco
followin recommendations: P Y mmend deeper soil boreholes confirm Oosed loads ar mo
g mmendations: Fading,
defy
• Piers should have a
minimum design length of 20 feet below the bottom of foundation 1
• The minimum pier diameter (D evel.
) will depend on the len
the L/D not exceed 30. gth (L) to diameter ratio
(L/D)• We recommend
A minimum pier diameter of 12 inches is recommended
Of the pier hole durin to facilitate Proper g construction. P per cleaning and observation
• Piers should be designed for
an allowable end bearing capacity
friction value of 1,500 P ty of 15 000
psf for the minimum 10 feet embedded portion of the s Band an allowable skin
hard material. Where there will be tension loads or uplift on
resisted b P into the very stiff to
the Y skin friction of the pier embedded below 5 feet of the ground Piers, the tension loads should be
Of 1,250 psf can be used to calculate uplift capacity.
$ and level. The skin friction value
• Some movement of
drilled pier foundations should be anticipated to mobilize skin
the required movement will be on the order of 1/8 to 1/4 inch. Differential Piers may friction. We estimate
Y equal the total movement. movement between adjacent
• Piers should be designed for a
to concentrate the dead load n1 t� Piers. um dead
� the d a5,000
psf based on the pier cross-sectional area
minimum pier lengths and bedrock d load pressure cannot penetration values should be incrfo c achieved, then the
minimum dead load deficiency. Application of dead load pressure is the most effective ensate way tooeS resist foundation uplift due to swelling soils.
st
• All axially loaded piers should have a minimum center -to -center spacing of at least three pier diameters
(3D). All laterally loaded piers should have a
diameters (6D) in the direction mininlum center -to -center spacin
Perpendicular to pier loading. Parallel to pier loading, and 2.5 diameters g of at least six pier
g Piers placed closer than (2.5D) in the direction
these values should be designed using the
9965 W m R'oPosed Addition
34 Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 5 of 15
appropriate reduction factors to account for group action. For the final design, the exact geometry of
the pier group should be submitted to us for review and approval so that appropri
be made to our recommendations. ate modifications can
• Piers should be adequately reinforced to their full length. Reinforcement should extend well into grade
beams and walls. Steel to pier ratio of a minimum of 0.005 based on cross-sectional area of pier is
recommended. More reinforcement may be required from structural considerations. As a minimum,
one #5 rebar per 18 -inch pier diameter should be used to resist uplift tension generated by swelling
soils. An approximate uplift force in kips may be calculated using the formula D*20 where `D' is pier
diameter in feet.
• A minimum 6 -inch continuous void space should be provided beneath foundation walls or pier caps to
concentrate the dead loads of the structure on the piers. The absence of void space will result in the
reduction of deal load pressure which, in turn, will result in the uplift of foundation.
• The project specifications should allow for modifications b
installation. y geotechnical engineer during the pier
• The contractor should mobilize proper equipment so that drilling in weathered bedrock or unanticipated
hard materials can be achieved to required depths. The contractor should carefully review this report
to account for all possibilities and extras in their bid to avoid high cost overruns.
• Considering the presence of very stiff clayey soils and no groundwater table, the use of casin and
dewatering equipment is not anticipated. g
• Mushrooming of the pier top should be avoided by not allowing the pier size to vary towards the
surface. ground
• Drilled pier holes should be cleaned of loose material prior to concrete placement. Once the proper
depth is achieved, the auger should be placed in the bottom of the hole and several high-speed
revolutions should be made to clean the bottom. Loose cuttings should not remain in the bottom of the
excavations prior to concrete placement.
• While drilling piers, excessive remolding and caking of bedrock or very stiff/hard clayey material on
pier walls should not occur. All such materials should be removed to achieve design skin friction
strength values.
• Concrete should be onsite and ready during drilling of piers. Concrete should be placed
immediatel
after pier observations and measurements are made, and reinforcement is set within eholey
Groundwater was not encountered during our investigation and is not anticipated to be a significant
factor during construction of the piers. Pier holes should not be left "open" overnight.
Proposed Addition
9965 W 34t' Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 6 of 15
• Concrete to be placed in the piers should have a slump of 5 to 7 inches. If more than 3 inches of water
is present in the bottom of the pier hole, de -watering should be performed using a pump or tremie prior
to concrete placement.
• Installation of drilled piers should be observed by a member of American GeoServices, LLC on a full-
time basis to identify and confirm that subsurface conditions are consistent with those encountered in
our soil boreholes, and to monitor construction procedures.
• Assuming that the pier length to diameter ratio PD) will be greater than 7, in our opinion, the Matlock
and Reese method of analysis can be used for lateral load analyses. Therefore, the lateral soil -structure
interaction of single shafts may be analyzed using the software application, LPILE developed by Ensoft,
Inc (or equivalent such as COM624). This analysis procedure estimates the lateral load -displacement
behavior based on elastic beam -column theory and soil reaction -displacement (p -y) curves. Deflection,
bending moment and shear profiles at specified intervals along the length of the shaft are computed.
• For lateral load analysis, modulus of horizontal subgrade reaction values of 25 tcf and 50 tcf may be
used for soils/bedrock materials present in upper 10 feet and hard materials present below 10 feet,
respectively. Resistance to lateral load in upper 5 feet should be neglected. These recommendations
may be modified while working closely with project structural engineer/designer.
• As noted earlier, all laterally loaded piers should have a minimum center -to -center spacing of at least
six pier diameters (613) in the direction parallel to pier loading, and 2.5 diameters (2.5D) in the direction
perpendicular to pier loading. Piers placed closer than these values should be designed using the
appropriate reduction factors to account for group action. For the final design, the exact geometry of
the pier group should be submitted to us for review and approval so that appropriate modifications can
be made to our recommendations. Total lateral load versus deflection graph for the pier group can be
developed by adding the lateral load resistance of piers at selected deflections.
• For a detailed LPILE analysis, we should be contacted to provide specific input soil parameters or to
review input parameters and to participate in the pile design along with project structural engineers.
We estimate total heave for foundations designed and constructed as discussed in this section will be less
than 1.0 inch, with differential movements on the order of one-half to three-fourths of the total.
SLAB -ON -GRADE
The "Slab Performance Risk" associated with native expansive soils/bedrock materials at the site is
"Moderate to High" as defined and published by the Colorado Association of Geotechnical Engineers
(CAGE). According to CAGE, the `slab performance risk' is an engineering judgment which is used as a
predictor of the general magnitude of potential slab heave/settlement and the risk of poor slab performance.
If slab areas are over -excavated down to 6 feet and backfilled with non -expansive structural fill, or if a
Proposed Addition
9965 W 34" Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 7 of 15
structural slab is used in conjunction
low. with OPTION II foundations, then the
Slab Performance Risk is very
The actual slab movements that will
to predict accurately because these occur on a particular project site aremovements depend on loads, eva o-tr
an
subsurface drainage, consolidation characteristics, swell i very difficult, if not impossible,
index, swell p essures and so 1 suction value and
slab -on -
actual time of year during which the
on future slab -on -grade movements. grade is constructed has been found to have a lar s• The
ge influence
Slab heaves or settlements are normally defined in terms of "total" and "
movement refers to the maximum amount of heave or settlement that the slab
differential" movement. "
"Differential" movement refers to Total"
experience, sometimes over relatively short horizontal distances eave or settlement that different may experience as a whole.
determined to be one-half of the total movement in soils points of the same slab may
es. Differential movements are arbitrarily
differential movements can occur ' exhibiting Low Slab Performance Risk. Greater
natural soils abruptly transition to fill material.here expansive soils have been encountered and where the
For design of floor slabs, a modulus of subgrade reaction of 200ound
ci) may be used
Provided slab -on -grade is placed on Properlyp s Per cubic inch
Procedures described earlier. prepared subgrades after the completion of�soil modification
We recommend that the construction measures outlined in the following paragraphs be followed to reduce
Potential damage to floor slabs, should wetting of the subsurface soils occur:
• Separate floor slab from all bearing
vertical movement. Under any circmstancanwalls � columns with expansion joints
floor slab should
to allow unrestrained
over foundation grade beams without saw cutting the slab at the beam after c
not extend beneath exterior doors or
• Provide slipconstruction.
joints around exterior walls, interior non-bearing
at least 3 inches of free vertical movement of the slabs as illustrated in,
and interior columns t
Figure 3. If wood or metal stud
allow
Partition walls are used, they should be designed and constructed to allow for movement at the bottom
of the walls.
• The connections between the interior, slab-su
should allow for differential movement. For s ab bearin Ported partitions and exterior foundation supported walls
Notwithstandingblock partitions, provide sli
g' if the floor moves, the P joints
structural distress such as cracking,
partition walls may still show signs of
• If partition walls, masonry block walls, or any other walls without bottom
best to support them oneams slip
the slab independent of a�foundations. hick are, in turn Joints are required, it is
supported on piers. In other words, construct
9965 W 34tH Proposed Addition
Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 8 of 15
• If options are not available and slab -bearing
structural distress may be reduced by connecting he parts walls are necess
�'Y, then the potential for
• Frequent control joints should be provided at about 10afttion walls to exterior walls using slip channels.
eet with shrinkage and cracking according to ACI specifications. Control '
spacing in the floor slab to reduce problems
thickness, aggregate size, slum Joint spacing is a
joint spacing, P and curing conditions. The requirements for concrete slabtion of th ckness
g, and reinforcement should be established by the designer, based on experience,
design guidelines and the intended slab use. Placement and cu ng co '
on the final concrete slab integrity P Hence, recognized
gI ty. Floor slabs should be adequately will
ll have a strong impact
• The need for a vapor barrier will depend on the sensitive
sensitive floor coverings are proposed for portions of the sensitivity f floor coverings to moisture.
If moisture
typically consisting p Proposed structure, a capillary g of a "clean" gravel, should be considered. p �' break material,
recommendations if this is the case.
We can provide additional
• Provided
gravel is desired below the slab, a layer of 4 to 6 inches can be used.
through slabs should be isolated from the slabs and provided with
movement. Plumbing passing
A positive bond break should be Provided where 1 flexible connections to allow for
Under slab, plumbing should be avoided if p Plumbing lines enter through the slab.
Possible. possible and should be brought above the slab as soon as
• Where mechanical equipment and HVAC e
of a flexible connection between the qutpment are supported on slabs, we recommend provision
movement. mace and ductwork with a minimum of 2.5 inches of vertical
• Sidewalks and other exterior flahvork should be separated from the sla
as an independent unit, band the slab should be designed
STRUCTURAL FLOOR OR CRAWL SPACE
If a structural floor or crawl space is used for this project, the grade
be physically isolated from the underlying
void or crawl space of minimum of 8 hes or what expansive
e materials with beamscrawl-space lsand floor system should
type construction. The
requirement is. ever minimum current Uniform Building Code (UBC)
For crawl -space construction, various items should be considered in t
beyond the scope of geotechnical scope of work for this project and require
the design and construction that are 6
these include design considerations associated with clearance, ventd specialized expertise. Some of
Practice, and local building codes. Ifnot ro erl
p p y drained and constructed, there lislthe Potential for section
to develop e, crater nt us, through transpiration of the moisture/groundw
moisture
the structure, water in ater within native soils underlying
trusion from snowmelt and precipitation,
through irrigation of lawns and landscaping.and surface runoff or infiltration of water
In crawl space, excessive moisture or sustained elevated
9965 W m PrOPosed Addition
34 Drive, Wheat Ridge, CO
Project No: 0299-'
October 22, 2016
Page No: 9 of 15
f
i
humidity can increase the
Potential for mold to
Professional engineer in building systems should addresslo
P °n organic building materials. A qualified
moisture and humidity issues.
RETAINING WALLS
Foundation walls and basement walls (if used) should be designed to be rigid
for on-site fill materials. If needed, only g (unyielding), and not free to
fined to resist an equivalent fluid density
backfill should be used. Retainin y imported granular backfill meetin of 55 pcf
to resist an equivalentg Falls for unrestrained conditions (free lateral moven nt Class 1 structural
fluid density of 45
backfill or CDOT pcf for on-site fill materials and 35imported
) an be designed
Class 1 structural backfill. Forpassive for im orted
passive resistance of 300 psf per foot of wall
height.sive resistance o f P granular
for contact between the prepared soil surface and concrete unrestrained walls, we recommend
A coefficient of friction value of 0.35 may be used
e base.
The above recommended values do not include a factor ofsafe
adjacent foundations, slog ty or allowances for surcharge loads such as
values do not include hydrostats pressures as the vehicle traffic, or hydrostatic Pressure.
to provide additional reco Y are based on drained condiThe above reco
tions. nunended
mmendations for any specific site retaining conditions. We should be contacted
Retaining wall backfill should be placed in strict accordance with our beover-compacted earthwork recommendations given
As a precautionary measure, a drainage collection system excessive lateral pressures on the walls.
in the wall design in order to minimize h Gains or geosynthetic drains) should be included
board such as the hydrostatic pressures. A prefabricated drainage composite or drain
side of the basemen foundation 000 or an engineer -approved all.equivalent may be installed along the backfilled
SUBSURFACE DRAINAGE
Groundwater was not encountered during or after the com letio
subsurface drainage is critical for lon term
_ p n of drilling. Nevertheless
recommendations illustrated in Figure g Performance of the proposed s Proper
foundation option chosen. glue 4 and given below should be strictly fol owed, depending minimum,
upon the
• A Perimeter drain/dewaterin
g system should be installed to reduce the
Potential for groundwater
entering into foundation and slab areas. The 10t -specific
eter
Properly designed and connected to the suitable discharge from the lot. dewaterin
g systems should be
• The subgrade beneath a structural floor system should be
nd. in
addition, drain laterals that span the crawl pace are recommended graded so that water does not
the crawlspace. mmended to prevent ponding of water within
9965 W ,n Proposed Addition
34 Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 10 of 15
• As a minimum, the subsurface drainage system should consist
perforated rigid PVC pipe surrounded b typically of 4 -inch minimum diameter
should be wrapped in a geosynthetic
Pipe should to prevent fine soilsone PiPfroiiiciio er of free
draining gravel. The pipe
drain by gravity to a suitable all-weather outlet or to a ging the system in the future. The
system. If an outlet or area underdrain isnot available, the subsurface
Properly designed area underdrain
to sump pits with sum
standby P Pumps havingnage system should be sloped
y capacity in the drainage
event of pump failure.
' Surface cleanouts of the perimeter drain should be installed at minim
the addition. A properly constructed drain system can result in a ream serviceability
the subsurface soils. Drains which are im improperly distances arouof
nd
P perly installed can introduce ase settlement r ture heave tion e
subsurface soils and could result in are
surface grading only
cave of the
• The entire designY compounding the potential issues.
and construction team should evaluate, within their respective field o
current and potential sources of
design construction criteria to alleviatefwat r throughout the life of the f expertise, the
structure and provide any
systems are used, the actual desi Potential for moisture char
construction means and methods should bet, outlets,
trved by a ocation should be designed recommended drain
by AGS. The
Y representative of AGS.
SURFACE DRAINAGE
Proper surface drainage should be
Operations. maintained at the site during and after completion of construction
Based on the intended use of the proposed facili
local, state, and federal regulatory agencies should be strictl f Mowed drainage recommendations provided
illustrated in Figure 4 and given below should be implemented. mendations
As a minimum, recom
• It is important to follow these reco
elements throughout the life of the facili endations to minimize wetting or
tY• Construction means and drying Of the foundation
metho
which minimize improper increases/decreases in the moisture contents ds should also be utilized
• The ground surface adjacent to buildings should be sloped to Promote of soils during construction.
We recommend a minimum slope of six inches in the first five horizon to ra id
areas. These slopes should be maintained during P run-off of surface water.
P tal feet for landscaped or
g the service life of buildings, graveled
• Landscaping should be limited aro
Plants with low mid building areas to either xeri-sca in
moisture requirements. Irrigation should be minimal and limited to m
Roof do p P g, landscaping gravel, or
wns outs should discharge on splash -blocks or other impervious
from the building. ai11 in plants.
g Ponding of water should not be allowed i Pervious surfaces and directed away
'
Upper 2 feet of exterior grading or landscapingfill laced i immediately adjacent to the building.
I Oft) should be relatively impervious P immediately adjacent to the buildin
to minimize water infiltration adjacent to the building. g (within
use plastic membrane in lieu of impervious fill to cover the
� g Do not
ground surface.
9965 W 34m P'oPosed Addition
Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 11 of 15
• Again, positive drainage away from the new structures is essential to the successful performance of
foundations and flatwork, and should be provided during the life of the structure. Paved areas within
10 feet of structures should slope at a minimum of 2 percent away from foundations, and landscape
areas within 10 feet of structures should slope away at a minimum of 8 percent.
• Downspouts from all roof drains, if any, should cross all backfilled areas such that they discharge all
water away from the backfill zones and structures. Drainage should be created such that water is
diverted away from building sites and away from backfill areas of adjacent buildings.
EARTHWORK
At the time of report preparation, grading plans were not available. If cuts and fills exceed basement level
depths, we should be contacted for specific earthwork recommendations, especially stability of adjacent
structures, shoring requirements, cut slopes, and construction dewatering. In any case, site grading should
be carefully planned so that positive drainage away from all structures is achieved. Following earthwork
recommendations should be followed for all aspects of the project.
Excavation: Materials encountered at this site may be excavated with conventional mechanical excavating
equipment. Although our boreholes did not encounter "buried" foundation elements or other structures or
debris, these materials may be encountered during excavation activities. Debris materials such as brick,
wood, concrete, and abandoned utility lines, if encountered, should be removed from structural areas when
encountered in excavations and either wasted from the site or placed in landscaped areas.
Temporary excavations should comply with OSHA and other applicable federal, state, and local safety
regulations. in our opinion, OSHA Type A soils will be encountered at this site during excavation. Based
on our review of OSHA guidelines, we recommend maximum allowable unbraced temporary excavation
slopes of 1:1(H: V) for Type A soils for excavations up to 10 feet deep. Permanent cut slopes are anticipated
to be stable at slope ratios as steep as 2H:1 V (horizontal to vertical) under dry conditions. New slopes should
be revegetated as soon as possible after completion to minimize erosion. These recommendations can be
modified once site grading plans are made available.
We recommend a minimum of 10 feet of clearance between the top of excavation slopes and soil stockpiles
or heavy equipment or adjacent structures (subject to approval of AGS). If braced excavations are to be
used, they should be reviewed and designed by AGS. It should be noted that near -surface soils encountered
at the site will be susceptible to some sloughing and excavations should be periodically monitored by AGS's
representative.
Proposed
9965 W 34th Drive,W�t
at Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 12 of 15
If excavation is performed under water table, or excavation is made steeper than
Proper shoring should be provided. It is contOSHA recommendations,
ractor's responsibility to assure safe
earthwork operations. safety during excavation and
Construction Dewatering: Due to the absence of high water table, construction dewatering
critical for this project. As a minimum, an interceptor drain outside the entire Perimeter will not be
building may be considered with proper maintenance during construction. Sumps
er of proposed
required. and pumps may also be
We recommend scheduling excavation activities to minimize excavation below water to
caving and subgrade disturbance does not occur. Notwithstandin for excavating ble so the soil
(if at all required), we recommend lowering the water table by at least 2 feet below the ottowater of table level
level, and using granular materials for removal and replacement of disturbed clays. m of excavation
During construction in wet or cold weather,
from the building areas. Promptly 'grade the site such that surface water can drain readily away
excavations or on subgrade surfaces pump
dpaout r rtherwise e areas to remove any water that may accumulate in
ng
ditches and similar means may be used to prevent storm water dry
bentering theefore lwo k construction. Berms,
any water off-site efficiently. a and to convey
Fill Placement: Excavated on-site materials may be reused in the non -foundation areas
sas slabs,
pavements, and landscape areas, provided they are free from organics uch
and any non -soil materials Fill
material should be placed under proper moisture control, in uniform horizontal layers (lifts) not
exceeding
8 inches, before compacting to the required density and before successive layers are
contractor's equipment is not capable of properly moisture conditioning and compacting 8 -pinch placed.
then
If the
the lift thickness shall be reduced until satisfactory results are achieved. Highly plastic cla
siltstone/claystone bedrock should not be re -used on-site except in landscaped areas. ys or weathered
On-site recycled fill to be placed should be moisture treated to within -1% to +3% of o ti
content (OMC) and compacted to 95% of Standard Proctor (ASTM D698) maximum
p mum moisture
Compaction in landscape areas should be tan or
dry density or greater.
greater.
Fill under the foundations should be non -expansive and free from organics and non -soil materials.
structural fill should consist of sand or als. Imported
in
addition, this material shall have a liquid limit less than 30 and a plaal with a sticity particle size of 3 inches or less. In
fill should also have a percent fine between 15 to 30 percent passing the No. 200 sieve.x of 15 or less. Structural
should be moisture conditioned to within 2 percent of OMC and compacted to at least 95 Percent of
fill
Proctor (ASTM D698) maximum dry density. Compaction in the wall backfill areashould of Standard
greater. be 85% or
9965 W 34th Drive,Proosed
Wh t Ridge,1t
i.
aCO
Project No: 0299-D16
October 22, 2016
Page No: 13 of 15
Permanent fill slopes are anticipated to be stable at slope ratios as steep as 2H:1 V (horizontal to vertical) under
dry conditions. New slopes should be re -vegetated as soon as possible after completion to minimize erosion.
Cold Weather Construction: If earthwork is performed during the winter months when freezing is a
factor, no grading fill, structural fill or other fill should be placed on frosted or frozen ground, nor should
frozen material be placed as fill. Frozen ground should be allowed to thaw or be completely removed prior
to placement of fill. A good practice is to cover the compacted fill with a "blanket' of loose fill to help
prevent the compacted fill from freezing overnight. The "blanket' of loose fill should be removed the next
morning prior to resuming fill placement.
During cold weather, foundations, concrete slabs -on -grade, or other concrete elements should not be
constructed on frozen soil. Frozen soil should be completely removed from beneath the concrete elements,
or thawed, scarified and re -compacted. The amount of time passing between excavation or subgrade
preparation and placing concrete should be minimized during freezing conditions to prevent the prepared
soils from freezing. Blankets, soil cover or heating as required may be utilized to prevent the subgrade
from freezing.
CONCRETE & STEEL CONSTRUCTION
Concrete sidewalks and any other exterior concrete flatwork around the proposed structure may experience
some differential movement and cracking. While it is not likely that the exterior flatworks can be
economically protected from distress, we recommend following techniques to reduce the potential long-
term movement:
• Scarify and re -compact at least 12 inches of subgrade material located immediately beneath structures.
• Avoid landscape irrigation and moisture holding plants adjacent to structures.
• Thicken or structurally reinforce the structures.
We recommend Class 2 sulfate resistance as per ACI 201 standards for all concrete in contact with the soil
on this site. Calcium chloride should not be added. Concrete should not be placed on frost or frozen soil.
Concrete must be protected from low temperatures and properly cured. We anticipate corrosive potential
for on-site soils. A qualified corrosion professional should evaluate site conditions and provide proper
recommendations for buried metal structures.
LIMITATIONS
Recommendations contained in this report are based on our field observations and subsurface explorations,
limited laboratory evaluation, and our present knowledge of the proposed construction. It is possible that
soil conditions could vary between or beyond the points explored. If soil conditions are encountered during
Proposed Addition
9965 W 34'h Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 14 of 15
construction that differ from those described herein, we should be notified so that we can review and make
any supplemental recommendations necessary. If the scope of the proposed construction, including the
proposed loads or structural locations, changes from that described in this report, our recommendations
should also be reviewed and revised by AGS.
Our scope of work for this project did not include condition survey of existing structures or structural
evaluation or design of any kind. Our scope of work did not include research, testing, or assessment relative
to past or present contamination of the site by any source. If such contamination were present, it is very
likely that the exploration and testing conducted for this report would not reveal its existence. If the Owner
is concerned about the potential for such contamination, additional studies should be undertaken. We are
available to discuss the scope of such studies with you. No tests were performed to detect the existence of
mold or other environmental hazards as it was beyond Scope of Work.
Local regulations regarding land or facility use, on and off-site conditions, or other factors may change over
time, and additional work may be required with the passage of time. Based on the intended use of the report
within one year from the date of report preparation, AGS may recommend additional work and report
updates. Non-compliance with any of these requirements by the client or anyone else will release AGS
from any liability resulting from the use of this report by any unauthorized party. Client agrees to defend,
indemnify, and hold harmless AGS from any claim or liability associated with such unauthorized use or
non-compliance.
In this report, we have presented judgments based partly on our understanding of the proposed construction
and partly on the data we have obtained. This report meets professional standards expected for reports of
this type in this area. Our company is not responsible for the conclusions, opinions or recommendations
made by others based on the data we have presented. Refer to American Society of Foundation Engineers
(ASFE) general conditions included in an appendix.
This report has been prepared exclusively for the client, its' engineers and subcontractors for the purpose
of design and construction of the proposed structure. No other engineer, consultant, or contractor shall be
entitled to rely on information, conclusions or recommendations presented in this document without the
prior written approval of AGS.
We appreciate the opportunity to be of service to you on this project. If we can provide additional assistance
or observation and testing services during design and construction phases, please call us at 1 888 276 4027.
Sincerely,
Sam Adetti`
Senior Engi
Proposed Addition
9965 W 341h Drive, Wheat Ridge, CO
Project No: 0299-D 16
October 22, 2016
Page No: 15 of 15
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LABORATORY DATA
SUBSURFACE
EXPLORATION DATA
B1
9965 W. 34th Drive, Wheat Ridge CLIENT: Davies
Project Number 0299-D16
Drill Rig: CME 55 Eq. and Williamson Drive Probe (WDP)
Geologist/Engineer SMA
Ground Elevation Not measured
Date Drilled 10-12-2016
Total Depth of Borehole 20.5 Feet
Borehole Diameter 4 Inches
Depth to Water Not encountered
�
o
Description / Lithology
A
3
a
O
a
a
un
0
Brown crushed rock, existing driveway_
SANDY CLAY to SILTY CLAY, brown,
'4
stiff to very stiff, moist, medium to high
plasticity
f
11
16
1.6%
30
38,18
at
5
500
psf
CH
32
37
39,25
1
41
.f''.
SILTY CLAY to CLAYEY SILT, olive
gray to gray, very stiff to hard, moist, high
plasticity (Possibly completely weathered
MH
siltstone/claystone bedrock)
SILTY CLAY, olive gray, hard, moist,
15
X
high plasticity (Possibly completely
'"
weathered claystone bedrock)
40
51,32
c
0
51
...
z
68
_
20 -Exploration terminated at 20.5 ft due to high
-
WDP blowcounts. Groundwater seepage was
not encountered during or at the completion of
exploration.
AMERICAN GEC E VICE$, LLC 1 () 276 4027 Page I
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Descriptive Tenninology & Soil Classification
PW 1 Oil
TYPICAL
DESCRIPTIONS
DESCRIPTIONS
41-101 WIN I
..«' ; �, ILII ly ���� � �,! �.
mom
IIIA
I.,tM
-y&qj .
PW 1 Oil
TYPICAL
DESCRIPTIONS
...........
IIIA
PW 1 Oil
Descriptive Terminology & Soil Classification
taboratory/Field Toting Definitions for Fxploralion Logs
DD = Dry Density (Pcf)
WD-WotDenft*f)
Mc -Moisture content
Plastic Unit (*A)
LL - Liquid Limit (%)
P1= Plasticity Index
OC = organic Correct (%)
S - Saturation Patent
SG - Specific Gravity
C - Cohesion
m= Angle oflniemal friction
qu - Unconfined Compressive Strength
#200 =Percent PUMS the Number 200 Sieve
CBR - California Besting Ratio
VS = Vane Shear
PP = Pocket Penctrurnoter
DP Drive Probe
SPT = Standard Penetration Test
BPF - Blows Per Foot (N val=)
SH - Shelby Tube Sample
GW - Groundwater
RQD - Rock Quality Desideatim
TP = Test Pit
B - Boring
KA - Hand Auga
V - Groundwater Level/Seepap Encountered During Exploration
= Static Cmindwater Level with Date Measured
SPT lExploradons - Standard perietration Wring is perPenned by
dnvmg a 2 -inch O.D.spit"poon sampler ido the undisturbed
formation at the bottom of the boning with repeated blows ofs
140 -pound pin -guided hammer h1fing: 30 inches. Number ofblows
IN value) required to drive the sampler a given distance was
considered a measure of soil consistency.
SH Sampling- Shelby tube sampling is peri'mmed with a thin waited
sampler pushed into the undistrubcd soil to ample 2.0 fed ofsoil.
Air Track Exploration - Testing is performed by measuring rate of
advancement, and samples am retrieved from cuttings.
Hand Auger Exploration - Testing is performed uscing a 3.23'
diameter auger to advance into the earth and amieve saarpim
60
so
X
0
,640
k3o
,M 20
a.
10
0
casistatley ofCobcsive sells
ConSioxtiq
SPT (OPF)
PP (tat)
very Soft
0-1
los than 0.25
Soft
2-4
025-0.5
Me&= Stiff
5-9
0.5-1.0
Stiff
9-15
1.0-2.0
very stiff
16-30
2.0-4.0
Hard
30+
ova 4,0
Relative Density OfCohnionless Soils
Very Loom
0-4
t4oft
5-10
MO&UMD003C
11.30
Dense
31-50
Very Dense
W
Particle size
Identification
Name
Diameter (inchm)
Sieve NO.
Rock Block
>120
Boulder
12-120
Cobble
3-12
Gravel
com-be
314-3
Fine
114-3/4
No. 4
saw
Course
4.7S mm
No. 10
Mcdium.
2.0 mm
No, 40
Fiat
0,425 mot
No. 200
Silt
0.075 mm,
Clay
<0.005mm
Drive Probe Explorad— - This "relative density" exploration device is used to
determine the distribution and catimate strength ofdw subsurface soil and
doO004med M& units. The resistance to penetration is measured in
blows -par -1 12 foot of an I I -pound hammer which froo falls Mug* 3,5 Eftt
driving the S inch diameter pipe into the ground. A schematic of the drive probe
apparatus is included in the subsurlhoc explonstion portion *f the appendix. For a
more detailed description of 1his geotechnical exploration method, the Slope
SOUNV Reference Guiciefor Wadowl Forests in &0 UM1W states, VOAMO 1,
Unused Sk*j Dquironew ofAgricufture, FM -71 70-13, August 1994, p. 917-321.
CPT Exploration - Ounz Penetrometer Explorations consist ofituabing a probe
couinto tare ow* using the mammofa2G-tontruck. The cone resistance (qc)
and stem friction resistance (Is) am measured as the probe was pushed into the
earth, The vahms ofqc and fs (in tit) are noted as the localized index of soil
strength -
0 10 20 30 40 50 60 70 80 90 100
Liquid Lim It (%)
i
Drive Prove
I
Schematic
Pate i• - 4 :, ---A
f
Center Dri
Weld Plate 7/8 in. Hole
Herei
12 b& Drop
Rand Stock
Hammer
7 in.
Weld Plate
Chamfer
Lj
Here
3/16 in.
4 f t.
-112 v2 n I*1
plate
3�
Chamfer
V16 in.
i
Plate
4 in.a.
1/2 in. Galvanized
Center Drill
Water pipe
7/8 w. Hole
$ ft.
112 in t }enchant
i
i
Co
® 1l2 in. PSse
4 ft.
i
DriveP ole
i
a,
Drib 3116 ai: Hole
90 deq. Apart
2 in.
q
t
Reference: Figure 3.6.1, Appendix 3.6, Page No. 321, USDA EM -7170-13, August 1994, Volume I
i
30
25
20
10
of
5
Ii
CORRELATION
WILLIAMSON DRIVE PROBE (WDP)
STANDARD PENETRATION TEST (SPT)
Dorado (n =10;
y = 0:6482xu"
R2 = 0:68133
Lower Eel In = 50)
Y= 0.845x(k1474.
R2 - 0.5761
Freshwater (n = 86j
R2 = 0:5824
SOURCE: Published literature by W.C. Adams (Hart Crowser, Inc.), R.W. Prellwitz
(Bitterroot Geotechnical) & T.E. Koler (El Dorado National Forest).
C
sl 38
.. �..
rt -a=20
rt
lr+.�
4� ♦ a
15Y ♦ ►1 r
'A A" i • '
to
at
'rrt
_e. _. .: ; ._.. ......
+; {1 10 20 30 40 so 60
Williamson Drive Probe D (bpi)
emV Doak PI i �s " Padfle Lumber Co. — F od
SOURCE: United States Forest Service, Technology Development Program Website
(http: //www. fs . fed. us/t-d/programs/iin/wi lliamson_drive/c orrelation. shtml)
Elk River (t3 = )
_
R2 =0.3027
x
;
4
I
i
:X Fl Dorado • 7RiM
• Freshwater A Elk
20 SIU 60 �
—• 'w Elk River - - - lower Eel
W0P (blows/ft)
i
Fresta ater Et Dorado
SOURCE: Published literature by W.C. Adams (Hart Crowser, Inc.), R.W. Prellwitz
(Bitterroot Geotechnical) & T.E. Koler (El Dorado National Forest).
C
sl 38
.. �..
rt -a=20
rt
lr+.�
4� ♦ a
15Y ♦ ►1 r
'A A" i • '
to
at
'rrt
_e. _. .: ; ._.. ......
+; {1 10 20 30 40 so 60
Williamson Drive Probe D (bpi)
emV Doak PI i �s " Padfle Lumber Co. — F od
SOURCE: United States Forest Service, Technology Development Program Website
(http: //www. fs . fed. us/t-d/programs/iin/wi lliamson_drive/c orrelation. shtml)
As the client of a consulting geotechnical engineer,
you should know that site subsurface conditions
cause more construction problems than any other
factor. ASFE/the Association of Engineering Firms
Practicing in the Geosciences offers the following
suggestions and observations to help you manage
your risks.
A GEOTECHNICAL ENG.NEERING REPORT
IS BASED ON A UNIQUE SET OF PROJECT -
SPECIFIC FACTORS Your geotechnical
engineering report is based on a subsurface
exploration plan designed to consider a unique set of
project -specific factors. These factors typically
include: the general nature of the structure involved,
its size, and configuration; the location of the
structure on the site; other improvements, such as
access roads, parking lots, and underground utilities;
and the additional risk created by scope -of -service
limitations imposed by the client. To help avoid
costly problems, ask your geotechnical engineer to
evaluate how factors that change subsequent to the
date of the report may affect the report's
recommendations.
Unless your geotechnical engineer indicates
otherwise, do not use your geotechnical engineering
report:
MOST GEOTECHNICAL FINDINGS ARE
PROFESSIONAL JUDGMENTS
Site exploration identifies actual subsurface
conditions only at those points where samples are
taken. The data were extrapolated by your
geotechnical engineer who then applied judgment to
render an opinion about overall subsurface
conditions. The actual interface between materials
may be far more gradual or abrupt than your report
indicates, Actual conditions in areas not sampled may
differ from those predicted in your report. While
nothing can be done to prevent such situations. you
and your geotechnical engineer can work together to
help minimize their impact. Retaining your
geotechnical engineer to observe construction can be
particularly beneficial in this respect.
• when the nature of the proposed structure is
changed. for example, if an office building will be
erected instead of a parking garage, or a
refrigerated warehouse will be built instead of an
unrefrigerated one;
• when the size, elevation. or configuration of the
proposed structure is altered;
• when the location or orientation of the proposed
structure is modified;
• when there is a change of ownership; or .for
application to an adjacent site.
Geotechnical engineers cannot accept responsibility
for problems that may occur if they are not consulted
after factors considered in their report's development
have changed.
A REPORT'S RECOMMENDATIONS CAN
ONLY BE PRELIMINARY
The construction recommendations included in your
geotechnical engineer's report are preliminary,
because they must be based on the assumption that
conditions revealed through selective exploratory
sampling are indicative of actual conditions
throughout a site.
Because actual subsurface conditions can be
discerned only during earthwork, you should retain
your geo- technical engineer to observe actual
conditions and to finalize recommendations. Only the
geotechnical engineer who prepared the report is
fully familiar with the background information
needed to determine whether or not the report's
recommendations are valid and whether or not the
contractor is abiding by applicable recommendations.
The geotechnical engineer who developed your
report cannot assume responsibility or liability for the
adequacy of the report's recommendations if another
party is retained to observe construction.
SUBSURFACE CONDITIONS CAN CHANGE
A geotechnical engineering report is based on condi-
tions that existed at the time of subsurface
exploration. Do not base construction decisions on a
geotechnical engineering report whose adequacy may
have been affected by time. Speak with your
geotechnical consult- ant to learn if additional tests
are advisable before construction starts. Note, too,
that additional tests may be required when subsurface
conditions are affected by construction operations at
or adjacent to the site, or by natural events such as
floods, earthquakes, or ground water fluctuations.
Keep your geotechnical consultant apprised of any
such events.
GEOTECHNICAL SERVICES ARE
PERFORMED FOR SPECIFIC PURPOSES
AND PERSONS
Consulting geotechnical engineers prepare reports to
meet the specific needs of specific individuals. A
report prepared for a civil engineer may not be
adequate for a construction contractor or even
another civil engineer. Unless indicated otherwise,
your geotechnical engineer prepared your report
expressly for you and expressly for purposes you
indicated. No one other than you should apply this
report for its intended purpose without first
conferring with the geotechnical engineer. No party
should apply this report for any purpose other than
that originally contemplated without first conferring
with the geotechnical engineer.
GEOENVIRONMENTAL CONCERNS ARE
NOT AT ISSUE
Your geotechnical engineering report is not likely to
relate any findings, conclusions, or recommendations
about the potential for hazardous materials existing at
the site. The equipment, techniques, and personnel
used to perform a geoenvironmental exploration
differ substantially from those applied in
geotechnical engineering. Contamination can create
major risks. If you have no information about the
potential for your site being contaminated. you are
advised to speak with your geotechnical consultant
for information relating to geoenvironmental issues.
A GEOTECHNICAL ENGINEERING REPORT
IS SUBJECT TO MISINTERPRETATION
Costly problems can occur when other design profes-
sionals develop their plans based on
misinterpretations of a geotechnical engineering
report. To help avoid misinterpretations, retain your
geotechnical engineer to work with other project
design professionals who are affected by the
geotechnical report. Have your geotechnical engineer
explain report implications to design professionals
affected by them. and then review those design
professionals' plans and specifications to see how
they have incorporated geotechnical factors.
Although certain other design professionals may be
fam- iliar with geotechnical concerns, none knows 'as
much about them as a competent geotechnical
engineer.
BORING LOGS SHOULD NOT BE
SEPARATED FROM THE REPORT
Geotechnical engineers develop final boring logs
based upon their interpretation of the field logs
(assembled by site personnel) and laboratory
evaluation of field samples. Geotechnical engineers
customarily include only final boring logs in their
reports. Final boring logs should not under any
circumstances be redrawn for inclusion in
architectural or other design drawings. because
drafters may commit errors or omissions in the
transfer process. Although photographic reproduction
eliminates this problem, it does nothing to minimize
the possibility of contractors misinterpreting the logs
during bid preparation. When this occurs. delays.
disputes. and unanticipated costs ara the all -too -
frequent result.
To minimize the likelihood of boring log
misinterpretation, give contractors ready access to the
complete geotechnical engineering report prepared or
authorized for their use. (If access is provided only to
the report prepared for you, you should advise
contractors of the report's limitations. assuming that a
contractor was not one of the specific persons for
whom the report was prepared and that developing
construction cost estimates was not one of the
specific purposes for which it was prepared. In other
words. while a contractor may gain important
knowledge from a report prepared for another party,
the contractor would be well-advised to discuss the
report with your geotechnical engineer and to
perform the additional or alternative work that the
contractor believes may be needed to obtain the data
specifically appropriate for construction cost
estimating purposes.) Some clients believe that it is
unwise or unnecessary to give contractors access to
their geo- technical engineering reports because they
hold the mistaken impression that simply disclaiming
responsibility for the accuracy of subsurface
information always insulates them from attendant
liability. Providing the best available information to
contractors helps prevent costly construction
problems. It also helps reduce the adversarial
attitudes that can aggravate problems to
disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY
Because geotechnical engineering is based
extensively on judgment and opinion, it is far less
exact than other design disciplines. This situation has
resulted in wholly unwarranted claims being lodged
against geotechnical engineers. To help prevent this
problem, geotechnical engineers have developed a
number of clauses for use in their contracts, reports,
and other documents. Responsibility clauses are not
exculpatory clauses designed to transfer geotechnical
engineers' liabilities to other parties. Instead, they are
definitive clauses that identify where geotechnical
engineers' responsibilities begin and end. Their use
helps all parties involved recognize their individual
responsibilities and take appropriate action. Some of
these definitive clauses are likely to appear in your
geotechnical engineering report. Read them
closely. Your geotechnical engineer will be pleased
to give full and frank answers to any questions.
RELY ON THE GEOTECHNICAL ENGINEER
FOR ADDITIONAL ASSISTANCE
Most ASFE-member consulting geotechnical
engineering firms are familiar with a variety of
techniques and approaches that can be used to help
reduce risks for all parties to a construction project,
from design through construction. Speak with your
geotechnical engineer not only about geotechnical
issues, but others as well, to learn about approaches
that may be of genuine benefit. You may also wish to
obtain certain ASFE publications. Contact a member
of ASFE of ASFE for a complimentary directory of
ASFE publications.
ASFE
8811 Colesville Road/Suite G106/Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
SUBSURFACE EXPLORATIONS
SOIL TESTING
EARTHWORK MONITORING
GEOTECHNOLOGY
FOUNDATION ENGINEERING
GEOLOGICAL ENGINEERING
ROCK MECHANICS
EARTHQUAKE ENGINEERING
GEOPHYSICS
RETAINING WALL DESIGN
GEOSTRUCTURAL DESIGN
PAVEMENT DESIGN
DRAINAGE EVALUATIONS
GROUNDWATER STUDIES
ENVIRONMENTAL ASSESSMENTS
BUILDING ASSESSMENTS
m
GEOTECHNICAL EVALUATION REPORT
ff
4rb Ptt '. n
F
9965 W. 34 DRIVE
WHEAT RIDGE, CO
D
F,
5�
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PROJECT No* 0299-D 16
= ti
- OCTOBER 22. 2016
m
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idl#5.
Geotechnical, Geostructural, Environmental, Groundwater, Pavements, and Building Assessments
October 22, 2016
PROJECT NO: 0299-D16
Ms. Jamie Davies
Re: Geotechnical Evaluation, Proposed Residential Addition/Construction, 9965 W. 34`" Drive, Wheat
Ridge, CO
At your request, we have completed the geotechnical evaluation for the referenced project in accordance
with the American GeoServices, LLC (AGS) Proposal No. 026116. Results of our evaluation and design
recommendations are described below.
PROJECT INFORMATION
The project site is located north of W. 34`h Drive in Wheat Ridge, Colorado at location shown in Figure 1
and Figure 2. The site is developed as a residential property. Site topography is flat. The surrounding
development consist primarily of residential construction.
The proposed development will consist of an addition to the existing residential structure. We anticipate
proposed structure will be constructed with light to moderate foundation loads. If these proposed conditions
change, we should be contacted to modify our report.
2663 Cinnabar Road www.americangeoservices.com Mailing: 191 University Blvd, #375
Colorado Springs, CO 80921 sma@americangeoservices.com Denver, CO 80206
Ph: (719) 761 6072 Ph: (888) 276 4027 Ph: (303) 325 3869
Fx: (877) 471 0369
SCOPE OF WORK
On October 19, 2016, one Standard Penetration Test (SPT) equivalent borehole (131) was augured at
location B 1 shown in Figure 2. Using CME 55 equivalent drill rig, hand-held equipment, and Williamson
Drive Probe (WDP) apparatus, borehole was extended to the maximum exploration depth of 20.5 feet below
the existing ground surface (BGS). The augers were used to advance the borehole and grab samples were
obtained. WDP was used to evaluate soil consistency or relative density. WDP is a "relative density"
exploration device which is used to determine the distribution and to estimate strength of the subsurface
soil and decomposed rock units. The resistance to penetration is measured in blows -per -1/2 foot of an 1I -
pound hammer which free falls roughly 3.5 feet driving the %2 inch diameter pipe into the ground. This
measure of resistance to penetration can be used to estimate relative density of soils. For a more detailed
description of this geotechnical exploration method, please refer to Volume I, USDA, EM -7170-13, August
1994, p. 317-321. A representative schematic of WDP and correlation data with conventional Standard
Penetration Test (SPT) is included in an Appendix. The penetration test results are shown on the Borehole
Log included in an Appendix. The Legend and Notes necessary to interpret our Borehole Log are also
included in an Appendix.
After the completion of drilling, boreholes were backfilled with soil cuttings. Samples of subsurface soil
materials were collected at regular intervals during drilling. The samples were visually inspected, logged,
placed in a sealed container, and transported to testing laboratory for further visual evaluation.
Groundwater level measurements were taken during drilling and after the completion of drilling. Besides
visual observation, soil classification and moisture content determination, and Atterberg Limits testing,
other soil laboratory tests/evaluation were not deemed necessary. Results of laboratory tests are included
on the borehole log.
Data obtained from site observations, subsurface exploration, laboratory evaluation, and previous
experience in the area was used to perform engineering analyses. Results of engineering analyses were
then used to reach conclusions and recommendations presented in this report.
SUBSURFACE CONDITIONS
Subsurface conditions encountered in borehole B1 are described in detail in the Borehole Log provided in
Appendix. Soil classification and identification is based on commonly accepted methods employed in the
practice of geotechnical engineering. In some cases, the stratigraphic boundaries shown on Borehole Logs
represent transitions between soil types rather than distinct lithological boundaries. It should be recognized
that subsurface conditions often vary both with depth and laterally between individual borehole locations.
The following is a summary of the subsurface conditions encountered at the site:
Surface Condition: Within upper 4-6 inches, brown color driveway stone/gravel is present.
Proposed Addition
9965 W 34'x' Drive, Wheat Ridge, CO
Project No: 0299-D16
October 22, 2016
Page No: 2 of 15
Native Silt -Clay Mixtures: Site is primarily underlain by mixtures of silts and clays (CL, CH, MH) with
medium to high plasticity extending to a maximum depth of about 20.5 feet below ground surface (BGS),
with stiff to hard soil consistencies.
Completely Weathered Siltstone/Claystone Bedrock: Based on our local knowledge and our review of
available soils and geologic literature (USGS-National Geologic Database, 2016, Bulletin 1121-L), in our
opinion, the local sedimentary bedrock is present below 12 feet extends to several tens of feet. This bedrock
formation is known to exhibit low to high plasticity throughout the region that is close and adjacent to W.
34'h Street, and high plasticity at random locations in the site vicinity area.
Groundwater: Groundwater was not encountered during drilling or at the completion of drilling which
extended to a depth of 20.5 feet BGS. We do not anticipate water levels within the anticipated excavation
depths. This observation may not be indicative of other times or at locations other than the site. Some
variations in the groundwater level may be experienced in the future. The magnitude of the variation will
largely depend upon the duration and intensity of precipitation, temperature and the surface and subsurface
drainage characteristics of the surrounding area.
Seismicity: Based on the results of our subsurface explorations and review of available literature (2006
International Building Code, Table No. 1613.5.2), in our opinion, a site classification "D" may be used for
this project. However, this site classification may be revised by performing a site-specific shear wave
velocity study. We do not anticipate seismically induced liquefaction potential at the site.
GEOTECHNICAL CONSIDERATIONS
The presence of medium to high plasticity silt -clay mixtures at the site, poses a significant geotechnical
concern for the proposed construction. The site is not located in an area mapped as having moderate to high
swell potential.
In order to manage the geotechnical risks, we provide following foundation options with associated risk. It
should be noted that our recommendations are intended as guidance. They are based on our interpretation
of the geotechnical data obtained during our evaluation and following assumptions:
• Proposed/Final site grades will not differ significantly from the current site grades;
• Proposed foundations will be constructed on level ground; and
• Structural loads are static in nature.
• Proper surcharge loading, underpinning, and shoring requirements will be considered by the structural
engineer in the structural design.
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9965 W 34' Drive, Wheat Ridge, CO
Project No: 0299-D16
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Page No: 3 of 15
City of
` Meat iLdige
COMMUNITY DEVELOPMENT
Official Certification of Property Owner Permit
THIS IS TO CERTIFY that I, the property owner, by my signature, attest that I currently
reside at the project property, or intend to reside at the property for a period of one year after
completion of the project, and am personally performing all work, without the assistance of
hired or professional workers, or, if hiring sub -contractors, list them on the permit.
Consultations and inspections will only be performed with the homeowner of record present at
the project property.
Property Owner(s): \ { P, I M (-e. Nn" ; 5
Project Property: 99&S W .Lj t)r�t ve Wh2a+ f ��ctc� X00 33
signature of Applicant
State of Colorado }
County of e } ss
The foregoing instrument was acknowledged by me this 17. day of sf 20� by
,16%M%e Layi5
JAYMESUE MCRIMMON
NOTARY PUBLIC
STATE OF COLORADO
NOTARY iD # 20154009457
MY COMMISSION EXPIRES MARCH 06, 2019
My Commission Expires 3_/_ & 120Lq
N a ublic
• Impact of the connections between the existing and new structures will be properly considered
by the structural engineer.
Following construction recommendations are provided to highlight aspects of construction that could affect
the design of the project. Entities requiring information on various aspects of construction must make their
own interpretation of the subsurface conditions in order to determine construction methods, cost,
equipment, and work schedule.
OPTION I: CONVENTIONAL, SHALLOW SPREAD FOOTINGS (MODERATE RISK)
This option can be used provided the owner is willing to take the moderate risk of future differential
movement and related structural damage. In order to manage the risk to some level, following
recommendations may be used for construction:
• Foundation subgrades should be prepared as follows assuming favorable weather conditions:
a. Over -excavate the subgrade by 24 inches and backfill with imported granular free -draining
structural fill compacted to at least 95% of ASTM D698 maximum dry density.
b. An AGS representative should inspect and approve the compacted structural fill prior to the
placement of concrete.
• Foundations bearing upon properly prepared and approved subgrade should be designed for a maximum
allowable bearing pressure of up to 2,000 pounds per square foot (psf).
• Estimated final structural loads will dictate the final form and size of foundations to be constructed.
However, as a minimum, we recommend bearing walls be supported by continuous footings of at least
18 inches in width. Isolated columns should be supported on pads with minimum dimensions of 24
inches square.
• Continuous foundation walls should be reinforced in the top and bottom to span an unsupported length
of at least 8 feet to further aid in resisting differential movement. As a minimum, additional
reinforcement as shown in Figure 3 should be placed.
• Exterior footings and footings in unheated areas should extend below design frost depth of 36 inches.
• Foundation/basement walls should be adequately designed as retaining walls and adequate drainage
measures should be implemented as shown in Figure 4
• Adequate underpinning for the existing footings and shoring should be provided for site stability during
construction. Proper surcharge loading for existing footings or new footings should be considered in
the foundation design.
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We estimate total heave/movement for foundations designed and constructed as discussed in this section
will be in the range of 1.5-2.0 inches or less, with differential movements on the order of one-half to three-
fourths of the total.
OPTION II: STRAIGHT -SHAFT PIER FOUNDATION (MINIMAL RISK)
This option can be used if the owner wants to significantly reduce the risk of future differential settlements
or heave and related structural damage to minimal. Following recommendations are provided to highlight
aspects of design and construction that could significantly affect the performance of the project. Entities
requiring information on various aspects of design must make their own interpretation of the subsurface
conditions. After the review of structural and architectural project plans and proposed loads and grading,
we will perform additional exploration or may recommend deeper soil boreholes to confirm or to modify
following recommendations:
• Piers should have a minimum design length of 20 feet below the bottom of foundation level.
• The minimum pier diameter (D) will depend on the length (L) to diameter ratio (L/D). We recommend
the L/D not exceed 30.
• A minimum pier diameter of 12 inches is recommended to facilitate proper cleaning and observation
of the pier hole during construction.
• Piers should be designed for an allowable end bearing capacity of 15,000 psf and an allowable skin
friction value of 1,500 psf for the minimum 10 feet embedded portion of the pier into the very stiff to
hard material. Where there will be tension loads or uplift on the piers, the tension loads should be
resisted by skin friction of the pier embedded below 5 feet of the ground level. The skin friction value
of 1,250 psf can be used to calculate uplift capacity.
• Some movement of drilled pier foundations should be anticipated to mobilize skin friction. We estimate
the required movement will be on the order of 1/8 to 1/4 inch. Differential movement between adjacent
piers may equal the total movement.
• Piers should be designed for a minimum dead load of 5,000 psf based on the pier cross-sectional area
to concentrate the dead load on the piers. If the dead load pressure cannot be achieved, then the
minimum pier lengths and bedrock penetration values should be increased to compensate for the
minimum dead load deficiency. Application of dead load pressure is the most effective way to resist
foundation uplift due to swelling soils.
• All axially loaded piers should have a minimum center -to -center spacing of at least three pier diameters
(3D). All laterally loaded piers should have a minimum center -to -center spacing of at least six pier
diameters (613) in the direction parallel to pier loading, and 2.5 diameters (2.5D) in the direction
perpendicular to pier loading. Piers placed closer than these values should be designed using the
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appropriate reduction factors to account for group action. For the final design, the exact geometry of
the pier group should be submitted to us for review and approval so that appropriate modifications can
be made to our recommendations.
• Piers should be adequately reinforced to their full length. Reinforcement should extend well into grade
beams and walls. Steel to pier ratio of a minimum of 0.005 based on cross-sectional area of pier is
recommended. More reinforcement may be required from structural considerations. As a minimum,
one #5 rebar per 18 -inch pier diameter should be used to resist uplift tension generated by swelling
soils. An approximate uplift force in kips may be calculated using the formula D*20 where `D' is pier
diameter in feet.
• A minimum 6 -inch continuous void space should be provided beneath foundation walls or pier caps to
concentrate the dead loads of the structure on the piers. The absence of void space will result in the
reduction of deal load pressure which, in turn, will result in the uplift of foundation.
• The project specifications should allow for modifications by geotechnical engineer during the pier
installation.
• The contractor should mobilize proper equipment so that drilling in weathered bedrock or unanticipated
hard materials can be achieved to required depths. The contractor should carefully review this report
to account for all possibilities and extras in their bid to avoid high cost overruns.
• Considering the presence of very stiff clayey soils and no groundwater table, the use of casing and
dewatering equipment is not anticipated.
• Mushrooming of the pier top should be avoided by not allowing the pier size to vary towards the ground
surface.
• Drilled pier holes should be cleaned of loose material prior to concrete placement. Once the proper
depth is achieved, the auger should be placed in the bottom of the hole and several high-speed
revolutions should be made to clean the bottom. Loose cuttings should not remain in the bottom of the
excavations prior to concrete placement.
• While drilling piers, excessive remolding and caking of bedrock or very stiff/hard clayey material on
pier walls should not occur. All such materials should be removed to achieve design skin friction
strength values.
• Concrete should be onsite and ready during drilling of piers. Concrete should be placed immediately
after pier observations and measurements are made, and reinforcement is set within the hole.
Groundwater was not encountered during our investigation and is not anticipated to be a significant
factor during construction of the piers. Pier holes should not be left "open" overnight.
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• Concrete to be placed in the piers should have a slump of 5 to 7 inches. If more than 3 inches of water
is present in the bottom of the pier hole, de -watering should be performed using a pump or tremie prior
to concrete placement.
• Installation of drilled piers should be observed by a member of American GeoServices, LLC on a full-
time basis to identify and confirm that subsurface conditions are consistent with those encountered in
our soil boreholes, and to monitor construction procedures.
• Assuming that the pier length to diameter ratio (L/D) will be greater than 7, in our opinion, the Matlock
and Reese method of analysis can be used for lateral load analyses. Therefore, the lateral soil -structure
interaction of single shafts may be analyzed using the software application, LPILE developed by Ensoft,
Inc (or equivalent such as COM624). This analysis procedure estimates the lateral load -displacement
behavior based on elastic beam -column theory and soil reaction -displacement (p -y) curves. Deflection,
bending moment and shear profiles at specified intervals along the length of the shaft are computed.
• For lateral load analysis, modulus of horizontal subgrade reaction values of 25 tcf and 50 tcf may be
used for soilsibedrock materials present in upper 10 feet and hard materials present below 10 feet,
respectively. Resistance to lateral load in upper 5 feet should be neglected. These recommendations
may be modified while working closely with project structural engineer/designer.
• As noted earlier, all laterally loaded piers should have a minimum center -to -center spacing of at least
six pier diameters (613) in the direction parallel to pier loading, and 2.5 diameters (2.5D) in the direction
perpendicular to pier loading. Piers placed closer than these values should be designed using the
appropriate reduction factors to account for group action. For the final design, the exact geometry of
the pier group should be submitted to us for review and approval so that appropriate modifications can
be made to our recommendations. Total lateral load versus deflection graph for the pier group can be
developed by adding the lateral load resistance of piers at selected deflections.
• For a detailed LPILE analysis, we should be contacted to provide specific input soil parameters or to
review input parameters and to participate in the pile design along with project structural engineers.
We estimate total heave for foundations designed and constructed as discussed in this section will be less
than 1.0 inch, with differential movements on the order of one-half to three-fourths of the total.
SLAB -ON -GRADE
The "Slab Performance Risk" associated with native expansive soils/bedrock materials at the site is
"Moderate to High" as defined and published by the Colorado Association of Geotechnical Engineers
(CAGE). According to CAGE, the `slab performance risk' is an engineering judgment which is used as a
predictor of the general magnitude of potential slab heave/settlement and the risk of poor slab performance.
If slab areas are over -excavated down. to 6 feet and backfilled with non -expansive structural fill, or if a
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structural slab is used in conjunction with OPTION II foundations, then the Slab Performance Risk is very
low.
The actual slab movements that will occur on a particular project site are very difficult, if not impossible,
to predict accurately because these movements depend on loads, evapo-transpiration cycles, surface and
subsurface drainage, consolidation characteristics, swell index, swell 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 slab -on -grade movements.
Slab heaves or settlements are normally defined in terms of "total' and "differential' movement. "Total'
movement refers to the maximum amount of heave or settlement that the slab may experience as a whole.
"Differential" movement refers to unequal heave or settlement that different points of the same slab may
experience, sometimes over relatively short horizontal distances. Differential movements are arbitrarily
determined to be one-half of the total movement in soils exhibiting Low Slab Performance Risk. Greater
differential movements can occur in areas where expansive soils have been encountered and where the
natural soils abruptly transition to fill material.
For design of floor slabs, a modulus of subgrade reaction of 200 pounds per cubic inch (pci) may be used
provided slab -on -grade is placed on properly prepared subgrades after the completion of soil modification
procedures described earlier.
We recommend that the construction measures outlined in the following paragraphs be followed to reduce
potential damage to floor slabs, should wetting of the subsurface soils occur:
• Separate floor slab from all bearing walls and columns with expansion joints to allow unrestrained
vertical movement. Under any circumstances, floor slab should not extend beneath exterior doors or
over foundation grade beams without saw cutting the slab at the beam after construction.
• Provide slip joints around exterior walls, interior non-bearing partitions, and interior columns to allow
at least 3 inches of free vertical movement of the slabs as illustrated in Figure 3. If wood or metal stud
partition walls are used, they should be designed and constructed to allow for movement at the bottom
of the walls.
• The connections between the interior, slab -supported partitions and exterior foundation supported walls
should allow for differential movement. For slab -bearing masonry block partitions, provide slip joints
at the top of the walls. Notwithstanding, if the floor moves, the partition walls may still show signs of
structural distress such as cracking.
• If partition walls, masonry block walls, or any other walls without bottom slip joints are required, it is
best to support them on grade beams which are, in turn, supported on piers. In other words, construct
the slab independent of all foundations.
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• If options are not available and slab -bearing partition walls are necessary, then the potential for
structural distress may be reduced by connecting the partition walls to exterior walls using slip channels.
• Frequent control joints should be provided at about 10 feet spacing in the floor slab to reduce problems
with shrinkage and cracking according to ACI specifications. Control joint spacing is a function of slab
thickness, aggregate size, slump and curing conditions. The requirements for concrete slab thickness,
joint spacing, and reinforcement should be established by the designer, based on experience, recognized
design guidelines and the intended slab use. Placement and curing conditions will have a strong impact
on the final concrete slab integrity. Floor slabs should be adequately reinforced.
• The need for a vapor barrier will depend on the sensitivity of floor coverings to moisture. If moisture
sensitive floor coverings are proposed for portions of the proposed structure, a capillary break material,
typically consisting of a "clean" gravel, should be considered. We can provide additional
recommendations if this is the case.
• Provided gravel is desired below the slab, a layer of 4 to 6 inches can be used. Plumbing passing
through slabs should be isolated from the slabs and provided with flexible connections to allow for
movement. A positive bond break should be provided where plumbing lines enter through the slab.
Under slab, plumbing should be avoided if possible and should be brought above the slab as soon as
possible.
• Where mechanical equipment and HVAC equipment are supported on slabs, we recommend provision
of a flexible connection between the furnace and ductwork with a minimum of 2.5 inches of vertical
movement.
• Sidewalks and other exterior flatwork should be separated from the slab and the slab should be designed
as an independent unit.
STRUCTURAL FLOOR OR CRAWL SPACE
If a structural floor or crawl space is used for this project, the grade beams (if used) and floor system should
be physically isolated from the underlying expansive materials with crawl -space type construction. The
void or crawl space of minimum of 8 inches or whatever minimum current Uniform Building Code (UBC)
requirement is.
For crawl -space construction, various items should be considered in the design and construction that are
beyond the scope of geotechnical scope of work for this project and require specialized expertise. Some of
these include design considerations associated with clearance, ventilation, insulation, standard construction
practice, and local building codes. If not properly drained and constructed, there is the potential for moisture
to develop in crawl -spaces through transpiration of the moisture/groundwater within native soils underlying
the structure, water intrusion from snowmelt and precipitation, and surface runoff or infiltration of water
through irrigation of lawns and landscaping. In crawl space, excessive moisture or sustained elevated
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humidity can increase the potential for mold to develop on organic building materials. A qualified
professional engineer in building systems should address moisture and humidity issues.
RETAINING WALLS
Foundation walls and basement walls (if used) should be designed to be rigid (unyielding), and not free to
rotate. Retaining walls for at -rest conditions can be designed to resist an equivalent fluid density of 55 pcf
for on-site fill materials. If needed, only imported granular backfill meeting CDOT Class 1 structural
backfill should be used. Retaining walls for unrestrained conditions (free lateral movement) can be designed
to resist an equivalent fluid density of 45 pcf for on-site fill materials and 35 pcf for imported granular
backfill or CDOT Class 1 structural backfill. For passive resistance of unrestrained walls, we recommend
passive resistance of 300 psf per foot of wall height. A coefficient of friction value of 0.35 may be used
for contact between the prepared soil surface and concrete base.
The above recommended values do not include a factor of safety or allowances for surcharge loads such as
adjacent foundations, sloping backfill, vehicle traffic, or hydrostatic pressure. The above recommended
values do not include hydrostatic pressures as they are based on drained conditions. We should be contacted
to provide additional recommendations for any specific site retaining conditions.
Retaining wall backfill should be placed in strict accordance with our earthwork recommendations given
below. Backfill should not be over -compacted in order to minimize excessive lateral pressures on the walls.
As a precautionary measure, a drainage collection system (drains or geosynthetic drains) should be included
in the wall design in order to minimize hydrostatic pressures. A prefabricated drainage composite or drain
board such as the MiraDrain 2000 or an engineer -approved equivalent may be installed along the backfilled
side of the basement foundation wall.
SUBSURFACE DRAINAGE
Groundwater was not encountered during or after the completion of drilling. Nevertheless, proper
subsurface drainage is critical for long-term performance of the proposed structures. As a minimum,
recommendations illustrated in Figure 4 and given below should be strictly followed, depending upon the
foundation option chosen.
• A perimeter drain/dewatering system should be installed to reduce the potential for groundwater
entering into foundation and slab areas. The lot -specific perimeter dewatering systems should be
properly designed and connected to the suitable discharge from the lot.
• The subgrade beneath a structural floor system should be graded so that water does not pond. In
addition, drain laterals that span the crawl space are recommended to prevent ponding of water within
the crawlspace.
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• As a minimum, the subsurface drainage system should consist typically of 4 -inch minimum diameter
perforated rigid PVC pipe surrounded by at least one pipe diameter of free draining gravel. The pipe
should be wrapped in a geosynthetic to prevent fine soils from clogging the system in the future. The
pipe should drain by gravity to a suitable all-weather outlet or to a properly designed area underdrain
system. If an outlet or area underdrain is not available, the subsurface drainage system should be sloped
to sump pits with sump pumps having standby capacity in the event of pump failure.
• Surface cleanouts of the perimeter drain should be installed at minimum serviceability distances around
the addition. A properly constructed drain system can result in a reduction of moisture infiltration of
the subsurface soils. Drains which are improperly installed can introduce settlement or heave of the
subsurface soils and could result in improper surface grading only compounding the potential issues.
• The entire design and construction team should evaluate, within their respective field of expertise, the
current and potential sources of water throughout the life of the structure and provide any
design/construction criteria to alleviate the potential for moisture changes. If recommended drain
systems are used, the actual design/layout, outlets, and location should be designed by AGS. The
construction means and methods should be observed by a representative of AGS.
S['RFACE DRAINAGE
Proper surface drainage should be maintained at the site during and after completion of construction
operations. Based on the intended use of the proposed facility, all drainage recommendations provided
local, state, and federal regulatory agencies should be strictly followed. As a minimum, recommendations
illustrated in Figure 4 and given below should be implemented.
• It is important to follow these recommendations to minimize wetting or drying of the foundation
elements throughout the life of the facility. Construction means and methods should also be utilized
which minimize improper increases/decreases in the moisture contents of the soils during construction.
• The ground surface adjacent to buildings should be sloped to promote rapid run-off of surface water.
We recommend a minimum slope of six inches in the first five horizontal feet for landscaped or graveled
areas. These slopes should be maintained during the service life of buildings.
• Landscaping should be limited around building areas to either xeri-scaping, landscaping gravel, or
plants with low moisture requirements. Irrigation should be minimal and limited to maintain plants.
Roof downspouts should discharge on splash -blocks or other impervious surfaces and directed away
from the building. Ponding of water should not be allowed immediately adjacent to the building.
• Upper 2 feet of exterior grading or landscaping fill placed immediately adjacent to the building (within
loft) should be relatively impervious to minimize water infiltration adjacent to the building. Do not
use plastic membrane in lieu of impervious fill to cover the ground surface.
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• Again, positive drainage away from the new structures is essential to the successful performance of
foundations and flatwork, and should be provided during the life of the structure. Paved areas within
10 feet of structures should slope at a minimum of 2 percent away from foundations, and landscape
areas within 10 feet of structures should slope away at a minimum of 8 percent.
• Downspouts from all roof drains, if any, should cross all backfilled areas such that they discharge all
water away from the backfill zones and structures. Drainage should be created such that water is
diverted away from building sites and away from backfill areas of adjacent buildings.
EARTHWORK
At the time of report preparation, grading plans were not available. If cuts and fills exceed basement level
depths, we should be contacted for specific earthwork recommendations, especially stability of adjacent
structures, shoring requirements, cut slopes, and construction dewatering. In any case, site grading should
be carefully planned so that positive drainage away from all structures is achieved. Following earthwork
recommendations should be followed for all aspects of the project.
Excavation: Materials encountered at this site may be excavated with conventional mechanical excavating
equipment. Although our boreholes did not encounter "buried" foundation elements or other structures or
debris, these materials may be encountered during excavation activities. Debris materials such as brick,
wood, concrete, and abandoned utility lines, if encountered, should be removed from structural areas when
encountered in excavations and either wasted from the site or placed in landscaped areas.
Temporary excavations should comply with OSHA and other applicable federal, state, and local safety
regulations. In our opinion, OSHA Type A soils will be encountered at this site during excavation. Based
on our review of OSHA guidelines, we recommend maximum allowable unbraced temporary excavation
slopes of 1:l(H:V) for Type A soils for excavations up to 10 feet deep. Permanent cut slopes are anticipated
to be stable at slope ratios as steep as 2H:1 V (horizontal to vertical) under dry conditions. New slopes should
be revegetated as soon as possible after completion to minimize erosion. These recommendations can be
modified once site grading plans are made available.
We recommend a minimum of 10 feet of clearance between the top of excavation slopes and soil stockpiles
or heavy equipment or adjacent structures (subject to approval of AGS). If braced excavations are to be
used, they should be reviewed and designed by AGS. It should be noted that near -surface soils encountered
at the site will be susceptible to some sloughing and excavations should be periodically monitored by AGS's
representative.
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If excavation is performed under water table, or excavation is made steeper than OSHA recommendations,
proper shoring should be provided. It is contractor's responsibility to assure safety during excavation and
earthwork operations.
Construction Dewatering: Due to the absence of high water table, construction dewatering will not be
critical for this project. As a minimum, an interceptor drain outside the entire perimeter of proposed
building may be considered with proper maintenance during construction. Sumps and pumps may also be
required.
We recommend scheduling excavation activities to minimize excavation below water table so the soil
caving and subgrade disturbance does not occur. Notwithstanding, for excavating under water table level
(if at all required), we recommend lowering the water table by at least 2 feet below the bottom of excavation
level, and using granular materials for removal and replacement of disturbed clays.
During construction in wet or cold weather, grade the site such that surface water can drain readily away
from the building areas. Promptly pump out or otherwise remove any water that may accumulate in
excavations or on subgrade surfaces, and allow these areas to dry before resuming construction. Berms,
ditches and similar means may be used to prevent storm water from entering the work area and to convey
any water off-site efficiently.
Fill Placement: Excavated on-site materials may be reused in the non -foundation areas such as slabs,
pavements, and landscape areas, provided they are free from organics and any non -soil materials. Fill
material should be placed under proper moisture control, in uniform horizontal layers (lifts) not exceeding
8 inches, before compacting to the required density and before successive layers are placed. If the
contractor's equipment is not capable of properly moisture conditioning and compacting 8 -inch lifts, then
the lift thickness shall be reduced until satisfactory results are achieved. Highly plastic clays or weathered
siltstone/claystone bedrock should not be re -used on-site except in landscaped areas.
On-site recycled fill to be placed should be moisture treated to within -1% to +3% of optimum moisture
content (OMC) and compacted to 95% of Standard Proctor (ASTM D698) maximum dry density or greater.
Compaction in landscape areas should be 85% or greater.
Fill under the foundations should be non -expansive and free from organics and non -soil materials. Imported
structural fill should consist of sand or gravel material with a maximum particle size of 3 inches or less. In
addition, this material shall have a liquid limit less than 30 and a plasticity index of 15 or less. Structural
fill should also have a percent fine between 15 to 30 percent passing the No. 200 sieve. Structural fill
should be moisture conditioned to within 2 percent of OMC and compacted to at least 95 percent of Standard
Proctor (ASTM D698) maximum dry density. Compaction in the wall backfill areas should be 85% or
greater.
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Permanent fill slopes are anticipated to be stable at slope ratios as steep as 2H:1 V (horizontal to vertical) under
dry conditions. New slopes should be re -vegetated as soon as possible after completion to minimize erosion.
Cold Weather Construction: If earthwork is performed during the winter months when freezing is a
factor, no grading fill, structural fill or other fill should be placed on frosted or frozen ground, nor should
frozen material be placed as fill. Frozen ground should be allowed to thaw or be completely removed prior
to placement of fill. A good practice is to cover the compacted fill with a "blanket" of loose fill to help
prevent the compacted fill from freezing overnight. The "blanket" of loose fill should be removed the next
morning prior to resuming fill placement.
During cold weather, foundations, concrete slabs -on -grade, or other concrete elements should not be
constructed on frozen soil. Frozen soil should be completely removed from beneath the concrete elements,
or thawed, scarified and re -compacted. The amount of time passing between excavation or subgrade
preparation and placing concrete should be minimized during freezing conditions to prevent the prepared
soils from freezing. Blankets, soil cover or heating as required may be utilized to prevent the subgrade
from freezing.
CONCRETE. & STEEL CONSTRUCTION
Concrete sidewalks and any other exterior concrete flatwork around the proposed structure may experience
some differential movement and cracking. While it is not likely that the exterior flatworks can be
economically protected from distress, we recommend following techniques to reduce the potential long-
term movement:
• Scarify and re -compact at least 12 inches of subgrade material located immediately beneath structures.
• Avoid landscape irrigation and moisture holding plants adjacent to structures.
• Thicken or structurally reinforce the structures.
We recommend Class 2 sulfate resistance as per ACI 201 standards for all concrete in contact with the soil
on this site. Calcium chloride should not be added. Concrete should not be placed on frost or frozen soil.
Concrete must be protected from low temperatures and properly cured. We anticipate corrosive potential
for on-site soils. A qualified corrosion professional should evaluate site conditions and provide proper
recommendations for buried metal structures.
LIMITATIONS
Recommendations contained in this report are based on our field observations and subsurface explorations,
limited laboratory evaluation, and our present knowledge of the proposed construction. It is possible that
soil conditions could vary between or beyond the points explored. If soil conditions are encountered during
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October 22, 2016
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construction that differ from those described herein, we should be notified so that we can review and make
any supplemental recommendations necessary. If the scope of the proposed construction, including the
proposed loads or structural locations, changes from that described in this report, our recommendations
should also be reviewed and revised by AGS.
Our scope of work for this project did not include condition survey of existing structures or structural
evaluation or design of any kind. Our scope of work did not include research, testing, or assessment relative
to past or present contamination of the site by any source. If such contamination were present, it is very
likely that the exploration and testing conducted for this report would not reveal its existence. If the Owner
is concerned about the potential for such contamination, additional studies should be undertaken. We are
available to discuss the scope of such studies with you. No tests were performed to detect the existence of
mold or other environmental hazards as it was beyond Scope of Work.
Local regulations regarding land or facility use, on and off-site conditions, or other factors may change over
time, and additional work may be required with the passage of time. Based on the intended use of the report
within one year from the date of report preparation, AGS may recommend additional work and report
updates. Non-compliance with any of these requirements by the client or anyone else will release AGS
from any liability resulting from the use of this report by any unauthorized party. Client agrees to defend,
indemnify, and hold harmless AGS from any claim or liability associated with such unauthorized use or
non-compliance.
In this report, we have presented judgments based partly on our understanding of the proposed construction
and partly on the data we have obtained. This report meets professional standards expected for reports of
this type in this area. Our company is not responsible for the conclusions, opinions or recommendations
made by others based on the data we have presented. Refer to American Society of Foundation Engineers
(ASFE) general conditions included in an appendix.
This report has been prepared exclusively for the client, its' engineers and subcontractors for the purpose
of design and construction of the proposed structure. No other engineer, consultant, or contractor shall be
entitled to rely on information, conclusions or recommendations presented in this document without the
prior written approval of AGS.
We appreciate the opportunity to be of service to you on this project. If we can provide additional assistance
or observation and testing services during design and construction phases, please call us at 1 888 276 4027.
Sincerely,
Sam Adetti`
Senior Engi
Proposed Addition
9965 W 3411 Drive, Wheat Ridge, CO
Project No: 0299-D 16
October 22, 2016
Page No: 15 of 15
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LABORATORY DATA
SUBSURFACE
EXPLORATION DATA
B1
9965 W. 34th Drive, Wheat Ridge CLIENT: Davies
Project Number 0299-D16
Drill Rig: CME 55 Eq. and Williamson Drive Probe (WDP)
Geologist/Engineer SMA
Ground Elevation Not measured
Date Drilled 10-12-2016
Total Depth of Borehole 20.5 Feet
Borehole Diameter 4 Inches
Depth to Water Not encountered
.-.
Description / Lithology
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Brown crushed rock, existing driveway_
SANDY CLAY to SILTY CLAY, brown,
X"",
stiff to very stiff, moist, medium to high
/
plasticity
11
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1.6%
30
38,18
5
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/
32
37
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1
41
SILTY CLAY to CLAYEY SILT, olive
gray to gray, very stiff to hard, moist, high
plasticity (Possibly completely weathered
MH
siltstone/claystone bedrock)
SILTY CLAY, olive gray, hard, moist,
15
X
_
high plasticity (Possibly completely
weathered claystone bedrock)
40
51,32
�
0
5
N
b
68
—
Exploration terminated at 20.5 ft due to high
2
WDP blowcounts. Groundwater seepage was
not encountered during or at the completion of
exploration.
AMERICAN CEOSE VICE , LLC 1 (888) 276 4027 Page 1
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INORGANIC SILTS AND VERY PIbR
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SILTS WIifSH6HS PLASTICITY (ANS137@45)
INORGANIC CLAYS OF LOW TO
SYMBOLS
TOPICAL
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Descriptive Terminology & Soil Classification
I,sboraturyfflicld Testing Definitions for PAploration Logs
DD - Dry Density (pct)
WD - Wet Density (pcf)
Mc - moisture content (0/.)
Plastic Limit (%)
LL - Liquid Limit (%)
PI = Plasticity Index
OC = Organic Content (OA)
S = Saturation Percent (1/0)
SG - Specific Gravity
C = Cohesion
cb = Angle of1mernal Friction
qu - Unconfined Compressive Strength
#200 = Patent Passing the Number 200 sieve
CBR - California Bearing Ratio
VS - Vane Show
PP - Pocket Pencuorricter
DIP - Drive Probe
Wr = Standard Penetration Test
BPF - Blows Per Foot (N vahm)
SR - Shelby Tube Sample
GW - Groundwater
RQD - Rock Quality Desido4ficat
TP = Test Pit
B - Baring
RA - Hand Auger
V = Groundwater Leveb'Seepap Encountered During Exploration
- Static Groundwater Level with Data Measured
SPT M91—boas - Standard penetration testing: is parlbitued by
driving a 2 -holt O.D. split poon sampler into the undisturbed
formation at the bottom ofthe boring with repeated blows ofa
140 -pound pin-guidod hammer fail og 30 inches. Number ofblows
(N value) required to drive the sampler a given distance was
considered a measure ofsoil consistency.
SH Sampling - Shelby tube sawing is pm*nacd with a thin walled
sampler pushed into the undistrabod sail to sample 2.0 fed ofsoil.
Air In& Exploration - Testing is performed by measuring rate of
advancement and samples am retrieved from outtinp.
Hand Augur biplaration - Testing is performed uscing a 3.25"
diameter auger to advance into the earth and retrieve samples.
60
so
X
a
-540
C
k 3
220
K
10
0
Comistaboy ofCohasive SMIS
Consistency
SPT (OFF)
rp (a*
Very Soft
0-1
ka than O -Vi
Soil
2-4
025-0.5
Medium Stiff
5-9
0.5-1.0
Stiff
9-15
1.0-10
Very Stiff
16-30
2.0-4.0
Hard
30+
ow4A
Pelative, Density of Cohesionless Soils
�- I Z
Very LOOM 0.4
Loose S-10
Mediata Dose It - 30
Dom 31-50
Very Dena Sf)+
Particle Sir l4catification
Name
Diameter (inchm)
Sieve No.
Ruck Block
>120
Boulder
12-120
Cobble
3-12
Gravel
Course
314-3
Fine
1/4-3/4
No. 4
send
COMW
VS man
No. 10
Mem
2.0 nan
No. 40
MW
0425 man
No. 200
silt
0.075 mm
Clay-4.005mmt
Drive Probe Explorstiew - This `relative density" exploration device is used to
deterrame the distribubon and estimate strength ofthe subsurfim soil and
decomposed rock units The resistance to penetration is measured in
blows -par -1/2 foot *fan 11 -pound boAtmar Atich 6" fails roughly 3.5 fed
driving the S inch diameter pipe into the ipaund. A schematic ofthe drive probe
apparatus is included in the sabsurikee exploration portion of the appendix- For a
mom detailed deacnption of this geotechnical exploration method, the Slope
SOMMYROfemee Guhlefor National pomn in &a United States, Vokans 4
United Stater Lhwar*xag o(Agrieukara, EM -7170-13, August 1994, p. 317-321,
CPT Exploration - Cone Penetrometer Explandons consist oftiushing a probe
cone into the oath namil the reaction of a 20 -tort truck. IU cow resistance (qc)
and sic ave friction resistance (is) an measured as the probe was pushed into the
earth, The values ofqc and is (in an noted as ft localized index of soil
strength.
0 10 20 30 40 50 60 70 80 90 100
Liquid Limit (%)
Page of
4 ft.
8 ft.
4 ft.
Drive Prove Schematic
Q 6a. Drop
Former
V2 in. "arbzed
Water Pipe
Drive Probe
To
Drii 3/16 h Hole
10 deg. Aport
Plate 1•-- 4 in, --A
DrI
Weld Plate �i +1T�►i� Center Hol
7I8 in. Hole
Here
Round Stock
7h
Weld Plate
Here
Chamfer
3/16 in.
Plate
2 V2 "'
Chamfer
V16 in
Plate
Center DrI
7/8 in. Hole
112 in. Merchant
C
1/2 in. ;pe
Reference: Figure 3.6.1, Appendix 3.6, Page No. 321, USDA EM -7170-13, August 1994, Volume I
CORRELATION
WILLIAMSON DRIVE PROBE (WDP)
STANDARD PENETRATION TEST (SPT)
30-
jE1 Dorado (n = 1035
y-0,6462)°"4 Lower Eel 50)
R2 0 6803 O�845XQ?474
25-
x R20.5761
R
x a X 000� Freshwater (n
20
y - 3.364)42
R2 0,5826
15
a a Elk River 1 = 26)
RA a
Y = 2 1 084x"o*
10
Fe = O_3027
X4
I x EI Dorado • Low Eel
0
0 Freshwater A Elk River
0
20 40 60 I —• —Elk River - - - Lower Eel
WDP (blows/it) —Freshwater Et Domo
SOURCE: Published literature by W.C. Adams (Hart Crowser, Inc.), R.W. Prellwitz
(Bitterroot Geotechnical) & T.E. Koler (El Dorado National Forest).
230
M;t,
20
• o.
A* A, 1,*A
A A A A
10A.
5
fx
0
to 20 30 40 so 60
Williamson Drive Pro* D (bpo
El Domdo N. F. Pscific Lumber Co. Power Rtgrtmiou
SOURCE: United States Forest Service, Technology Development Program Website
(http://www.fs.fed.us/t-d/programs/im/williamson_drive/correlation. shtml)
about the potential for hazardous materials existing at
the site. The equipment, techniques, and personnel
used to perform a geoenvironmental exploration
differ substantially from those applied in
geotechnical engineering. Contamination can create
major risks. If you have no information about the
potential for your site being contaminated. you are
advised to speak with your geotechnical consultant
for information relating to geoenvironmental issues.
A GEOTECHNICAL ENGINEERING REPORT
IS SUBJECT TO MISINTERPRETATION
Costly problems can occur when other design profes-
sionals develop their plans based on
misinterpretations of a geotechnical engineering
report. To help avoid misinterpretations, retain your
geotechnical engineer to work with other project
design professionals who are affected by the
geotechnical report. Have your geotechnical engineer
explain report implications to design professionals
affected by them. and then review those design
professionals' plans and specifications to see how
they have incorporated geotechnical factors.
Although certain other design professionals may be
fam- iliar with geotechnical concerns, none knows 'as
much about them as a competent geotechnical
engineer.
BORING LOGS SHOULD NOT BE
SEPARATED FROM THE REPORT
Geotechnical engineers develop final boring logs
based upon their interpretation of the field logs
(assembled by site personnel) and laboratory
evaluation of field samples. Geotechnical engineers
customarily include only final boring logs in their
reports. Final boring logs should not under any
circumstances be redrawn for inclusion in
architectural or other design drawings. because
drafters may commit errors or omissions in the
transfer process. Although photographic reproduction
eliminates this problem, it does nothing to minimize
the possibility of contractors misinterpreting the logs
during bid preparation. When this occurs. delays.
disputes. and unanticipated costs ara the all -too -
frequent result.
To minimize the likelihood of boring log
misinterpretation, give contractors ready access to the
complete geotechnical engineering report prepared or
authorized for their use. (If access is provided only to
the report prepared for you, you should advise
contractors of the report's limitations. assuming that a
contractor was not one of the specific persons for
whom the report was prepared and that developing
construction cost estimates was not one of the
specific purposes for which it was prepared. In other
words. while a contractor may gain important
knowledge from a report prepared for another party,
the contractor would be well-advised to discuss the
report with your geotechnical engineer and to
perform the additional or alternative work that the
contractor believes may be needed to obtain the data
specifically appropriate for construction cost
estimating purposes.) Some clients believe that it is
unwise or unnecessary to give contractors access to
their geo- technical engineering reports because they
hold the mistaken impression that simply disclaiming
responsibility for the accuracy of subsurface
information always insulates them from attendant
liability. Providing the best available information to
contractors helps prevent costly construction
problems. It also helps reduce the adversarial
attitudes that can aggravate problems to
disproportionate scale.
READ RESPONSIBILITY CLAUSES CLOSELY
Because geotechnical engineering is based
extensively on judgment and opinion, it is far less
exact than other design disciplines. This situation has
resulted in wholly unwarranted claims being lodged
against geotechnical engineers. To help prevent this
problem, geotechnical engineers have developed a
number of clauses for use in their contracts, reports,
and other documents. Responsibility clauses are not
exculpatory clauses designed to transfer geotechnical
engineers' liabilities to other parties. Instead, they are
defmitive clauses that identify where geotechnical
engineers' responsibilities begin and end. Their use
helps all parties involved recognize their individual
responsibilities and take appropriate action. Some of
these definitive clauses are likely to appear in your
geotechnical engineering report. Read them
closely. Your geotechnical engineer will be pleased
to give full and frank answers to any questions.
RELY ON THE GEOTECHNICAL ENGINEER
FOR ADDITIONAL ASSISTANCE
Most ASFE-member consulting geotechnical
engineering firms are familiar with a variety of
techniques and approaches that can be used to help
reduce risks for all parties to a construction project,
from design through construction. Speak with your
geotechnical engineer not only about geotechnical
issues, but others as well, to learn about approaches
that may be of genuine benefit. You may also wish to
obtain certain ASFE publications. Contact a member
of ASFE of ASFE for a complimentary directory of
ASFE publications.
ASPS
8811 Colesville Road/Suite G106/Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
SUBSURFACE EXPLORATIONS
SOIL TESTING
EARTHWORK MONITORING
GEOTECHNOLOGY
FOUNDATION ENGINEERING
GEOLOGICAL ENGINEERING
ROCK MECHANICS
EARTHQUAKE ENGINEERING
GEOPHYSICS
RETAINING WALL DESIGN
GEOSTRUCTURAL DESIGN
PAVEMENT DESIGN
DRAINAGE EVALUATIONS
GROUNDWATER STUDIES
ENVIRONMENTAL ASSESSMENTS
BUILDING ASSESSMENTS
CAA
�1f 171 (_ti�7ti if N!�: t� `.7I: ��'TY[� fl'R! ✓ttr�\'\. �: �fl �'1
CORRECTION LIST
PLAN REVIEW COMMENTS
Project Description:
Residential garage addition, 2"d
story master bedroom, bath and bonus room
addition over garage and 1st and 2"d story laundry. 200
amp main service
upgrade from 100 amps.
Project Address:
9965 W 34th Drive
Plan Check No.:
201706354
Permit App. Date:
8/21/17
Plan Check. Expires:
8/21/18
Permit Valuation:
$68,000
Adjusted Valuation:
$0
Type of Use:
Residential
Type of Const.:
VB
Occ. Group:
R3/U
Fire Sprinklers:
TBD
No. Stories:
2
Occ. Load:
Design Professional:
Crown Jade Engineering
Phone:
(970) 472-2394
Applicant Contact:
Mark Benjamin
Phone:
Same
Plan Check Engineer: Dan Schultz Phone: (303) 235-2853
Engineer's Email: dschultz(aD-ci.wheatridge.co.us
IX I 16t Review: 9/18/2017 2"d Review: 10/3/2017 3rd Review:
X
Italic comments
❑Bold Comments BY Appt.
t.
The project plans were reviewed for compliance with the following codes and standards:
2012 International Residential Code (IRC); 2012 International Building Code (IBC); 2012 International
Pluming Code (IPC); 2012 National Electrical Code (NEC); 2016 International Mechanical code (IMC);
2012 International Fire Code (IFC), 2012 International Energy Conservation Code (IECC)
The code section references are from the 2012 IRC, unless otherwise stated.
• RESPONSE LETTER. To expedite project approval, Please provide a separate written response
indicating the sheet number, note number & or detail number where each comment was
addressed on the plans.
• Cloud and delta all revisions and include in the title block of all pages.
• Resubmit all previously reviewed plans, updated plans and supporting documents with each
subsequent review.
• AF7 ER 2nd PLAN REVIEW: Please call the plan check engineer listed above to schedule a plan review
app(?intment, to expedite project approval.
• For cleirification of any plan review comment, please call the plan check engineer listed above.
Note: Pian checks expire 180 days from date of submittal.
CHARLES ABBOTT ASS OCIATES, INC.
3901NTERt OC KEN CRFs(rn't, 3- Fi oco- r HRoOMFIEA 1)._ Co 80021
RA I FRFF: (866)530-4980
EMAIL: WN'W.('AAPROFFSSlONA1S.CY 'til
IN
Com!
I I I 1 1 11'1 1 T I3 r l l I &`, .. j ., ..� i � � :. j.,_,
GENERAL.
1. Obtain plan review approval from the following:
a. Building Division
b. Planning Division (to be verified prior to permit issuance)
c. Public Works Department (to be verified prior to permit issuance)
2. All final drawings and calculations, which will be approved for permit issuance, shall be wet stamped and
signed by the respective design professional. To be verified prior to permit issuance.
(Pending) Plans shall be signed by Rick Graeff or provide letter from Rick Graeff with his seal and signature
authorizing use of these plans.
sued
at the sarne tome, OF separate plans and plan review well be FeqU'Fed feF items net issued with thi6 eview.
SepaFate PeFrnit(S) is � are Fequired f9F aGGesseFy buildings, swimming peels, retaining walls, es no
A4 with sheet ;6. erg
CHARLES ABBOTT ASSOCIATES, INC.
3901NrnRLOCKIIN CRCSCCNi.3" rLOOR• BROOMfIIt1D. CO 80021
"roil FRF r:(866)530-4980
EMAIL: N'WN'.('AAFROFESSIONALS.C'OM
CAA
CONSTRUCTION AND MISC DETAILS
H. On every level of a dwelling nit ineluding basements.
In each sleepipg r
W. Outside nosh separate sleeping area iR theviGinity of the herlrnnms
15. Roof dFaiRage shall have a GE)RtF011ed methed of wateF disposal ftem roofs that will Gel!eGt and daSGhaFg&
FGef dFainage to the gFOURd suFfaGe at least five feet away 9F W an appmVedl dFaiRage systwn. See P61b'*G-
WOFks FeqUiFemeRtS n plans /1R(` R8014)
MECHANICAL (2012 International Mechanical code IMC and International Residential Code IRC)
veFtiGall IeRgth of the exhaust vent shall Rot e)(Geed 35 feet iR aE;GordanGe with IMG 504.1, 604.9 and table
604.8.4.1
18. PFE)Yide manwfaGtuFeFs speGifffiGatiGRS Gf the wall HVAG LARits. Go! fired YeRted wall fUFRaGes shall Gemply
with 1L 730.
ELE(:TRICAL (2014 NATIONAL ELECTRICAL CODE NEC)
119.26 (A)(!) +h F9Ugh (F=)(1) and a
v nth C..nel (NEC 230.70(A)(1)).
where installed WithiR 6 feet of a bathtub 9F sheww stall, within 6 feet of the edge of a GiRk, garages and
CHARLES ABBOTT ASSOCIATES, INC.
3901rmrRI ocKF.N CRFscr.NT, 3"' FLOOR- BRI owlr7 n, Co 80021
Toii FRFF: (866)530-4980
EMAIL: WWW.C'AAPROFF,SSIONALS.C'OM
CodA
it 1'I N
I, I F
IV I RN -
I I iRf Nq11
(.1 ASI '�I
22. PF9vide a switGh an xterieF light at d9GF entFanGe at the de6k. F=9F dwelling units, attaGhed garages and
detaGhed garages with eIGGtFiG poweF, at least one wall 6WitGh GGRtrolled lighting eutlet shall be *RGtalled W
pF0Vide illumination on the exteFieF side of outdOOF eRt . t With gFade level aGGess. A vehide
dOOF OR a garage shall not be GE)R6'deFed as aR EmtdOOF entFanGe eF exit. ExteFiGF lights shall be high
23. Netethat shall be listed as weatheFpFeogtampepresistant."
24. Add to eleE#iGal notes that ail "Rew Feeeptad% Shall be as listed tamper Fes'MaRt." (NEC 406.12)
Plumbing (2012 INTERNATIONAL PLUMBING CODE IPC)
26. All Rew PIUMbiAg fiXtWe flows rates shall GGIMply With seG 403 and 408 IPG.
b. KitGheR faweets 1.8 gal maximum
e. Lavatwy faUGets 1.5 gal maximum
a. ShoweF head6 2.0 gal
INTERNATIONAL ENERGY CODE
28. Note an the plan6 nGt IeS6 than 0 of the Iarnps installed in permanently installed light fiXtWeG 6hall be
high effiGaGy
Structural
CHARLES ABBOTT' ASSOCIATES, INC.
390 IxrFRI-0( KEN ('RES( ENT. 3`° ROOM BROOM IrI r), CO 80021
Tol 1_ FIR FF: (866) j30 -49x0 -
EMAIL W'WW.CAAPROFESSION ALS. COM
City of Wheat Ridge
r 4000 r-
Residential Roofing PERMIT - 093028
PERMIT NO: 093028 ISSUED: 10/06/2009
JOB ADDRESS: 9965 W 34TH DR EXPIRES: 12/31/2010
DESCRIPTION: Reroof 24 sqs
* ** CONTACTS * **
owner 303/237 -2448 Ross Westover
sub 303/238 -7663 James Roberts 09 -0391 Roberts Roofing
** PARCEL INFO
**
ZONE CODE:
UA
USE:
UA
SUBDIVISION:
0740
BLOCK /LOT##:
0/
** FEE SUMMARY ** ESTIMATED PROJECT VALUATION: 7,220.00
FEES
Extend Expired Permi 99.65
Permit Fee 199.30
Total Valuation .00
Use Tax 129.96
** TOTAL ** 428.91
Conditions:
6 nail installation & mid -roof inspection required. Board sheathing spaced more
than a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and
water shield required from save edge to 2' inside exterior walls.
** *Contractor /Property owner shall provide ladder(s) secured in place for
inpsections.
Subject to field inspection.
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 the Wheat Ridge Building Code (I.B.C) and all other
applicable Wheat Ridge Ordinances, for work under this permit. Plans subject to field inspection.
Signature of contractor /owner date
1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the
State of Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable
ordinances of the City.
2. This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration
date. An extension may be granted at the discretion of the Building Official.
3. If this permit expires, a new permit may be acquired for a fee of one -half the amount normally required, provided no
changes have been or will be made in the original plans and specifications and any suspension or abandonment has not
exceeded one (1) year. If changes have been 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 the natural flow of water causing a drainage problem.
5. Contractor shall notify the Building Inspector twenty -four (24) hours in advance for all inspections and shall receive
written approval on inspection card before proceeding with successive phases of the job.
6.. The issuance of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor
an approval Rf, any violation of the provisions of the building codes or any other ordinance, law, rule or regulation.
A11 1 r w is subject to field inspections.
Signa e CUChief Building Official date
INSPECTION REQUEST LINE: (303)234 -5933 BUILDING OFFICE: (303)235 -2855
REQUESTS MUST BE MADE BY 3PM ANY BUSINESS AY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
111�DA V�D� c ' Sid iD�ll � C
f'
M
September 22, 2010
City of Wheat Ridge
Attn: Building Division
7500 W.2W Avenue
Wheat Ridge, Colorado
80033 -8001
Re: Permit Renewal: #093028 — 9965 W. 3e Drive
Dear Sirs:
Please find enclosed our company check in the amount of $99.65 representing the fee for renewal or
reactivation of the permit fee for our roof construction work on the above address in Wheat Ridge.
Please accept the same so that we may shortly call your department for scheduling the final inspection of
this residence. Please feel free to communicate with me at your convenience if you need any further
information in order to accept and post the above payment to this permit file.
V
CITY OF WHEAT RIDGE
09/27/10 3:48 PH edba
Controller Roberts Roofing
Roberts Roofing & Construction, LP
918 -770 -4323 (Direct Line) RECEIPT NO:CDA005088 AMOUNT
918- 770 -1743 Cell DPSP Reroof 24 sgs 99.65
( ) 093028
Email: davidforbesnarobertsroofing_us Extend Expired Perri 99.65
PAYMENT RECEIVED AMOUNT
CK 4888 99.65
TOTAL 99.65
s� - C Vm o� V4,k)o- u"' P cSl - �- xw j�1jc6 1 nyo l m ,
Office 628 -Roof (7663) 4 Fax 280 -9802 4 www. robertsroofing. us
7634 East 46` Place Tulsa, OK 74145
♦ i CITY OF WHEAT RIDGE
Bung Inspection Division
I (303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type 4 _
Job Address: (V "F)L~ i R
Permit Number: <5 z
❑ No one available for inspection: Time AM/PM
Re-Inspection required: Yes No
*When corrections have been made, call r inspection at 303-234-5933
Date L~ Inspector`
DO NOT REMOV THIS NOTICE
City of Wheat Ridge
r4ooor Residential Roofing PERMIT - 093028
PERMIT NO:- 093028 ISSUED: 10/06/2009
`JOB ADDRESS: 9965 W 34TH DR EXPIRES: `04/04/2010
DESCRIPTION: Reroof 24 sqs
CONTACTS
owner 303/237-2448 'Ross Westover
sub 303/238-7663 James Roberts 09-0391 Roberts Roofing
**PARCEL .INFO
ZONE CODE: UA USE: UA
SUBDIVISION: 0740 '-BLOCK/LOT#: 0/
**-FEE SUMMARY ESTIMATED PROJECTVALUATION: 7,220.00
FEES
Permit Fee 199.30
Total Valuation ,00 Mai
Use Tax 129.96 j
**:TOTAL 329.26
Conditions:
6 nail installation mid-roof inspection required. Board sheathing spaced more
than 'a 1/2 of an inch apart requires plywood overlay on entire roof. Ice and
water shield required from ,eaveedge to 2'-inside-exterior walls:.'
***Contractor/Property owner shall provide 'ladder(s) secured in place for.
inpsections.
Subject to field inspection.
Ihereby 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,--qt I 7e~assume full responsibility for compliance with the Wheat Ridge Building Code :(I.B.C). and all other.
appl Wh t i rdinances, for work under this permit. Plans subject to field inspection.
/D •Lv G 9
6ignature of contractor/owner 'date
1. This permit was issued in accordance with the provisions set forth in your application and is subject to the laws of the
state of Colorado and to the zoning Regulations and Building Codes of wheat Ridge, Colorado or any other applicable
ordinances of the City.
2 This permit shall expire 180 days from the issue date. Requests for an extension must be received prior to expiration
date. An extension may be granted at the discretion of the Building Official.
3 :If this permit expires,ra new permit may be acquired for a fee ofone-half the amount normally required, provided no
changes have been or will be made in the original plans and specifications and any suspension or abandonment has not
exceeded one (1) year. If changes have been or if suspension or abandonment :exceeds one (1) year, full fees shall
be paid for a: new permit.
No work of any manner shall be done that will change the natural flow of water causing a drainage. problem.
i. Contractor shall notify.. the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive
written approval on inspection card before proceeding. with successive-phases of the job.
The issuance of a permit or the approval of 'drawings and specifications shall not be 'construed to be a permit for, nor
an approval of, any violation of the provisions of the building codes or any :other ordinance, law;.. rule or regulation.
All. plan revie i ject to field inspections.
0
Signature of~ of `ilding:Official date
CNSPECTI REQUEST LINE: (303)234-5933 BUILDING OFFICE': (303)235-2855
REQUESTS MUST BE is MADE BY-3PM ANY ,BUSINESS :DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.':'
City of Wheat Ridge Building Division Date:
7500 W. 29th Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 ' Fax: 303-235-2857 Plan M
° a Inspection Line: 303-234-5933
O<ORPO Permit
Building Permit Application
Property Address:
/.~5 i ?Z/
t!~
1J2
Property Owner (please print):
fCOSs l~='sr^y✓~
~
Phone: 303 - r33~- a~/~/B
Mailing Address: (if different than property address)
Address:
City, State, Zip:
Contractor: _ i2plg5,;s 12X~-0F vt- ~~Si 2uCi ^D~
Contractor License 09031?/ Phone: 503 - a39- 2603
Sub Contractors:
Electrical City License Plumbing City License Mechanical City License
Company: Company Company:
Exp. Date: Exp. Date: Exp. Date:
Approval: Approval: Approval:
Use of space (description): Construction Value: $ -7, l~6
Description of work: (as calculated per the Building Valuation Data sheet)
+/~oer Plan Review (due at time of submittal): $
Sq. Ft./L. Ft added: Squares 1;V4 BTU's Gallons Amps
OWNEWCONTRACTOR 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 the Wheat Ridge Building Code (I.B.C) and all other applicable Wheat Ridge Ordinances, for work
under this permit. Plans subject to field inspection.
C/RLCE ONE:: (OWNER) (CONTRACTOR) or PERSONAL REPRESENTATIVE of (OWNER) (CONTRATOR)
PRINT NAME: SIGNATURE: Date:
ZONING COMMENTS:
Zoning:
Reviewer:
PUBLIC WORKS COMMENTS:
Reviewer.
:BUILDING DEPARTMENT COMMENTS:
Reviewer:
DEPARTMENT USE ONLY
OCCUPANCY:
FIRE DEPARTMENT:: ❑ approved w/ Comments ❑ disapproved 0 no review required
4HA City of Wheat Ridge
Residential Fence PERMIT - 060977
PERMIT N0: 060977 ISSUED: 10/12/2006
JOB ADDRESS: 9965 34TH DR EXPIRES:
DESCRIPTION: 4 foot retaining wall - see attached site plan/detail
CONTACTS owner Ross Westover
gc 303/974-8088 Jeff Workman
Artscapes
PARCEL INFO
-
ZONE CODE:
R-1
USE:
UA
SIIBDIVISION:
UA
BLOCK/LOT#:
0/
FEE SUMMARY
Permit Fee
Plan Review Fee
Total Valuation
Use Tax
TOTAL
ESTIMATED PROJECT VALUATION:
FEES
126.50
82.23
.00 O~a' lv-l
72.00
280.73
4,000.00
Comments: fence cannot exceed 6 feet in height in back yard, and cannot exceed 4 feet in height past front wall of house
subject to field inspection i hereby certify that the set ack distances proposed by this permit application are accurate, and do aot violate applicable
ordinances, ru l s o egulat s of tCity of Wheat Ridge or covenants, easements or restrictions of record; that all
ions made are accuratethat i have read and agree to abide by all conditions printed on this
measurements s wn an all 'he
pplon a th su e ull reponsbilty for compliance with the wheat Rid9e Building Code (I.B.C) and all other
ap e R di es, for work under this pesmit. Plans subject to field inspection. .
date I. This permi~t was iasued in accordance witri the proviaions set forth in your application and is subject to the laws of the
State of C~lorado and to the Zoning Regulations and Building CodesoE Wheat Ridge, Colorado or any other applicable
ordinances of the City.
2. This pezmit shall expire if (A) the work authorized is not mmmenced within sixty (60) days from issue date or (B) the
building authorized is suspended or abandoned for a period of 180 days.
3. If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no
changes have been or.will be made in the original plans and specifications and any suspension or abandonment has not
exceeded one (1) year. If changes have been or if suspension or abandonment exceeds one (1) year, full fees shall
be paid for a new permit. ,
4. No work of any manner ahall be done that will change the natural flow of water causing a drainage problem.
5. Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive
written approval oa inspection card before proceeding with successive phases of the job.
6. The issuance of'a permit or the approval of drawings and specifications shall notr be construed to be a permit for, nor
an approval of~ ny violation provisions of the building codes or any other ordinance, law, rule or regulation.
All plan reydia sub~t f~Inspections. .
Signature(,wf'Chief Buildingt £fical date INSPECTION REQUEST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855
REQUESTS MUST BE MADE BY 3PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
~ K0~!
Owiet/eOnhoEorbrespoasibleforlaxtMgproperty '
N= md COUSUwdng impmvements according to the
ePproved plan and tequired development standards.
The City is not tesponsible for inaccuratc information
submltted wlthin the plan set and any construction
ercors resulting from inaccurate informa;ion.
oF WHEqT Plan Review #~(~j
~ Po City of Wheat Ridge Building Permit Number:
~ ° Community Development Department Date:
~oCORA00 XC-'4.Sd~ C OR
B(~~~INGP~.~S.R ~~PLI1,ATl'Ol.C'
Property Owner: ' 4~~ (~~~~~f£ e
PropertyAddress: qq(oS GJ 3q'* (2o bL-033 Phone: qq
Contractor License No.: ~ R`"~~--~'~ U~~
i ComP~Y: A~SCVZ-P'S ~hone: ~/n'(oe ' ~~etc-~
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT ( guildinq Dept. Valuafion Figure:
I hereby certify that the setback distances proposed by this permit application are
accurate, and do not violate applicabie ordinances, rules or regulations of the City of
W heat 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 ali
conditions printed on this application and that I assume full responsibility for
compliance with the Wheat Ridge Building Code (I.B.C) and all otherapplicable Wheat
Ridge Ordinances, for workyoder Ni; perrpkPlpns subject to field inspection.
(OW NER)(CONTRACTOR):
Value:$
Permit Fee:$
Plan Review Fee:$
Use Tax:$
Total:$
a-
Use of Space (description): -~vNfl
Descriptionofwork: - aL't>C.Y_
Sq. Ft. added 60- Lnitnv`A «Uk jg~ l 1`- cY ~
1^„~' rBUILDING DEP
COMMENTS: TMENT USE ONLY
Approval:
Zoning: nj
G COMMENTS: ~r
ApprovaC
WORKSCOMMENTS: ~
r~
Approval: ~ c
DEPARTMENT COMMENTS:
Approval:
Walls: Roof: Stories: Residential Units:
Sq. Ft.:
Electrical License No: Plumbing License No: Mechanical License No:
Company: Company: Company:
Expiration Date: Expiration Date: Expiration Date:
Approval: Approval: Approval:
(1) This permit was issued in accordance with the provisions set forth in your application and is subjectto the laws of the State of
Colorado and to the Zoning Regulations and Building Codes of Wheat Ridge, Colorado or any other applicable ordinances of
the City.
(2) This permit shall expire if (A) the work authorized is not commenced within si#y (60) days from issue date or (B) the building
authorized is suspended or abandoned for a period of 180 days.
(3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes
have been orwill be made in the original plans and specifcations and any suspension orabandonment has not exceeded one
(1) year. If changes have been 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 the natural flow of water causing a drainage problem.
(5) Conhactor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written
approval on inspection card before proceeding with successive phases of the job.
(6) The issuance of a permit or the approval of drawings and speciFications shall not be construed to be a permit for, nor an
approval of, any violation of the provisions of the building codes or any other ordinance, law, ruie or regulation. All plan review
is subject to field inspections.
Chief Building Official
r" ylid -
~p yp•_ i_ . ,
3o O I _
DEPARTMENT OF PLANNING AND DEVELOPMENT Building Permit Number : 12951
BUILDING INSPECTION LINE - 303-234-5933 Date : 10112/01
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
Property Owner
Property Address : 9965 W 34TH DR
Contractor License No. :
Company:
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 the Wheat Ridge Building
Code (U.B.C.) and all other applicable at Rid e rdinances, for work under this pe~~~rm~itJ.
(OWNER)(€OIdfi~OR)SIGNF , ~r./DATF~/~~1~~C/O/
~ /
Phone : 237-2448
Phone :
Construction Value :
$2,000.00
Permit Fee :
$69.25
Plan Review Fee :
$0.00
Use Tax :
$50.00
Total:
$119.25
Use:
Description : REPLACE AN EXISTNIG CHAIN LINK FENCE WITH 6' HIGH CEDAR PRIVACY FENCE. CHAIN
LWK FENCE WAS DAMAGED BY MISCHIEF.
BUILDING DEPARTMENT USE ONLY
ifl~~~, SIC : Sq. Ft. :
Approval : MLC COMPLIES W/ FENCE REGS
Zoning: R-1 P1E'EQNOtet
pyyner( eonusetor is responsible for locating property
ffi ~ ~ '"~~n?~. 10/11/01 lines and consltucNng improvements according to the
Approval : BG approved plan and required development standards.
The City is not responsible for inacwrate information
S,~' 'i~1`~~t0 submitted witttin the plan se[ and any construction
Approval : errors resulting from inaccuratc informe?ion.
Occupancy : Walis : Roof : Stories : Residential Units :
Electrical License No : Plumbing License No : Mechanical License No :
Company: Company; Company:
Expiration Date : Expiration Date : Expiration Date :
Approval: Approval: Approval:
(1) This permit was issued in accordance with the provisions set forfh in yopur application and is suhjec[ to the laws of the State of Colorado and to the Zoning
Regulations and euiltling Code of Wheat Ridge, Coloredo or any other applicable ordinances of the City.
(2) This pertnit shall expire if (A) the work authorized is not commenced within sixly (60) days from issue date or (B) the building authorized is suspendetl or
abandoned for a period of 120 days (3) If this pertnit expires, a new permit may be acquiretl for a fee of one-half the amount normally requiretl, provided no changes have 6een or will be made in the
original plans and specifca[ions and any suspension or abandonment has noF exceeded one (1) year. If changes are made or if suspension or a6andonment
exceeds one (7) year, full fees shail be paid for a new permi[.
(4) No work of any manner shall be done thaiwill change the natural flow of water causing a drainage problem.
(5) Contractor shall notify the Building Inspectortwenty-FOUr (24) hours in atlvance for all inspeclions antl shall receive written approval on inspec[ion card 6efore
proceediing with successive phases of thejob.
(6) The issuance of a permit or the approval of tlrawings and specifcations shall not be construetl to be a permit for, nor an approval of, any violation of the
o sion of [ uilding cotles or any other ordinance, law, rule or regulation.
"IYffn'a=a
Chief Building Inspector
oF WHEqr DES.'ARTMENT OF PLANNING AND bEVELOPMENT Buildiag Permit Number:
y BUILDING IN5PECTION LINE - 303-234-5933 Date:
CTI`Y OF'WHEAT RIDGE
7500 Vi'EST 29TH AVENLTE
WHEAT RIDGE, CO 80215 - (303-235-2855)
C~C ORP~O
,y
4~ ,{~PIJ4~iddN~lY pr5~pp~ 7~~
. Property Owner: F<6,s we,-4oet'
PropertyAddress: G1G~~~ 3!{~~~~~1~~~80~33 Phone:3O3 ;~37-o1`Lf~
Contractor License No.:
Company: Phone:
OVlNER/CONTRACLOR SIGNATURE OR UNDERSTAImING AND AGREEhIENT
L hereby certify that the setback dista¢ces proposed by this permit applicatioa aze
accutate, and do ¢ot vio[ate applicahle ordiaanccs, niles or regutafions of the City of
A'heat Ridge or covcnants, easemc¢ts or restrictioas of record; that afl measucements
shown, and aliegatioac made ace accutate; that I fiave road aad agrcc tq abide by a11
4lheatRidge Oidinaaces, for workvadci this petmit • Construction Value: ~a~ Q~p o0
co¢ditions priated on Uus applicatio¢ andthak I assume full responSi6ility_for
wmpGaace with the Wheat Ridge Building Code (UB.G) and a11 other applicable
Use Tax:
Tota1:
(OWNERXe&?_f 52kff WE;: SIGt]ED ✓ - DAIE~~~
Description: f;~7bce av~ ~tA'ng ~+am I ink -gy-tce ~t`~-h ,'h,9h
~clarprivacy.-~ce.~~ cl~a~n li,nk r~eeWas
~ dainaqed hv a-LTltschleF mis.ehie<
' SUILDING DEPARTNIENT USF ONLY
ZONING COMMENTS:
?.pprovaL•
Zon.ing:
6UfLOING COMMEN75:
Approval: ~~~~,kl
PUBLIG WORKS COMMENTS:
ApptovaL
Occupancy: Walls: Roof: Stories:
Electrical License No: Plumbing License No:
Company: Company:
~ , ,
O,~ . y ~
k--
! J -~~."'4 G~•~ L.:l ' ~ ~ F
Mechanical License No:
Company;
ExpirationDate; ExpirationDate: ' ExpirationDate;
Approval: Approval: Approval:
(I) T(us peimit waz issued in accotdance with Ne provisions set foRh in yout applicafiba a¢d is Yu6ject to the laws of the SGte of Colomdo aad to the Zoning
Regulafloas and Building Codes of Wheat Ridgq Colorado or any othcc appficable ordinancu of flm City. (2) This pamit shall exp¢e if (A) the work authodzed is noC commeaced wifhia sixcy (60) days Eom issue date or (B) the building authodzed is suspended or
a6audoaed for a periad of 120 days. •
(3) If tltis permit cxpsu, a new petmit may be acquired foc a fee oFone-hak'tlte amouac rtocmatly required, provided no changes have bee¢ or WiLL be made i¢
th<ori=~iaalplans and specificado¢s aad any sutpension or abando¢menthaz nof exceededone (1) yeaz. If chsages havnbeen or ifsaspeosiouoraba¢doome¢t
exceed3 one (1) yeaz, fiili fees shaLL be paid for a uew pttmit -
(A) No work of any manner shalt he doae thac will change the natucal flaw of wafec cau:ing a drainage pcoblem.
(5) Co¢traelorshallnoGfyNeSuildingInspcctortweaty-fout(24)hou[sinadvan<efocallinsoectlaaaa¢dshallreceivewdtteaapprovalonmspec¢oncardbefore
praeaedi¢g with suecesaive phazu of the job. (6) The issaance of a pecmit or the apomval of dcawings and specificafions sha11 wt 6c coashued fo Se a oetmit for, oor m approvat of, aay violatloa of ihe
. . pcovixions of tLe building codn or any oth<r ocdiaance, law, rv1e or regulaton. . .
Chief B ' ding Inspector
roie~ I = ~`i¢Jd M¢asur¢d 4 DraWn61i~.1ot• Prow ole
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DEPARTMENT OF PLANNING AND DEVELOPMENT
BUILDING WSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215
Building Permit Number : 95-1329
Date : 7/5/95
Properly Owner : WESTOVER F ROSS
Property Address : 9965 34TH DR
Contractor License No. :
Company :
Phone : 237-2448
Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certiy that the setback distances proposed by this permR 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
accurete; that I have read and agree to abide by all cond@ions 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 Ridge ordinances, for wor d71 is p rmit.
(OWNER)(CONTRACTOR) SIGNED" ~ DAT
Description : REROOF
BUILDING DEPARTMENT USE ONLY
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Approval:
Zoning :
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Approval :
Approval:
Occupancy : Walls : Roof : Stories : Residential Units :
Electrical License No : Plumbing License No : Mechanical License No :
Company : Company : Company :
Expiration Date : Expiration Date : Expiration Date :
Approval: Approval: Approval:
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(1) This permil was issued in accordance wflh ihe pmvisions set forth in yopur application and is subject to the laws of lhe State of Colorado and to the Zoning
Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of Ihe City.
(2) This pertnit shall expire if (A) the work authorized is not commenced within sixty (60) days fmm issue date or (B) the building authorized is suspended or
abandoned for a period of 120 days.
(3) If this permR expires, a new permd may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in ihe
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension ar abandonment
exceeds one (1) year, full fees shall be paid for a new permit.
(4) No work of any manner shall he done ihat will change the naturel flow of water causing a drainage problem.
(5) Contractor shall notiy the Building Inspectartwenty-four (24) hours in advance for all inspedions and shall receive written approval on inspection card before
(6) 'i17~ ~ssuance of a permit or the approval ofdrawings and specifications shall not be construed to be a permd for, nor an approval of, any violation ofthe
p(oSJsion;oHhe buildipg codes oq,eny othgr oroinance, law, rule or regulatian.
Building Inspector
THIS PERMIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION
Construction Value :
$1,000.00
Permit Fee :
$25.00
Plan Review Fee :
$0.00
Use Tax :
$25.00
Total:
$50.00
c(~Zo
DEPARTII~ENT OF PLANNING AND DEVELOPMENT Building Permit Number :
BUILDlNG INSPECTION DIVISION - 235-2855
CITY OF WHEAT RIDGE Date :,J(a~V S~ IqQS
7500 WEST 29TH AVENUE ~
WHEAT RIDGE, CO 80215
-14~ Property Owner : FPO55 ~E le a n o r J, Ules~ ave r
-74 PrQperiyAddress:qQcS W, 34A?Dr Phone:a37-a448
Contracior License No. : NQ
Company: N A Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
Construction Value 4(
I hereby certify that the setback disfances proposed by this permit application are acwrete,
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covenants, easements or restnctions of record; that all measurements shown, and allegations
made are accurate- ihat I have read and agree ta abide by all conditions printed on this
Use Tax : aS
application, and that 7 assume full responsibility for compliance with the Wheat Ridqe Building
Code (U.B.CJ and an;other applicable INheat Ritl ordmance§, for work under this permit.
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Total
~ (OWNER)(CONTRACTOR) SIGN ATE~
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X Description :*CCI l!'1( C,7'T Qt7cvG r~ s i d en c~
Electrical License No : Plumbing License No : Mechanical License No :
Company : Company : Company :
Expiration Date : Expiration Date : Expiration Date :
Approval : Approval : Approval :
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(1) This permit was issuetl in accordance with the provisions set krih in yopur applica[ion and is subject to the laws of the State of Colo2do antl to the Zoning
Regulations antl Builtling Code of Wheat Ritlge, Coloredo or any other applicahle ortlinances of the City.
(2) This pertnit shaN expire rf(A) the work aufhonzed is not commencetl within sixry (60) days trom issue date or (B) the building authonzetl is suspendetl or
abantloned far a penud of 120 tlays.
(3) If this permi[ expires, a new pertnit may be acquiretl for a fee of one-half the amount nortnally requiretl, provitled no changes have been or will be made in the
original plans and specifiwtions antl any suspension or a6antlonment has not exceeded one (t) year. If changes are made or if suspension or abandonment
exceeds one(1) year, full fees shall6e paitl for a new permit.
(4) Mo work of afoy manner shall be done iha[ will change the naWral flow of water causing a tlrainage problem.
(5) Contractor shall notiry the euiltling Inspector Iwenry-four (24) hours in advance for all inspections and shall receive written approvai on inspec6on cartl 6efore
proceetliing with successive phases of the job.
(6) The issuanceoTa permit orthe approval of tlrawings antl specifiwtions shail not 6e construed to be a permit tor, nor an approval ot, any viola[ion of the provisions
of the 6uiltlirg rndes ot any othet ottlinance, law, rule or regulation.
Chief Builddng Inspector
For Mayor
THIS PERIVIIT VALID ONLY WHEN SIGNED BY THE CHIEF BUILDING INSPECTOR AND MAYOR
CALL: 234-5933 24 HOURS PRIOR TO INSPECTION