HomeMy WebLinkAboutApplication - PermitI
Garfield County
Building & Planning Department
108 8th Street, Suite #401 Glenwood Springs, Co . 81601
Office :970-945-8212 Fax : 970-384·3470
Inspection Line: 970·384-5003
Building Permit No. _\illd\L-----l/ --
Parcel No: 2177-113-01-008
Powerline Professional Park Subdivision, Lot 8 f\-
~1fl ---=-f1 JobAdd~":~~~~~~~~-6_P_o_w_er_lin_e_R_o_~~~-~_]e~~
Use of Building : Come rci al Warehouse ~jO(A) E<Yf\--
Locality:
~~~~~~~~~~~~~~~~~~~~~---
Owner : SG Trust
Contractor: McCauley Construction Inc
Fees: Plan Check: $ 2,531 .10 Septic:
Bldg Permit: $ 3,894 .00 Other Fees :
Total Fees: $ 6,425.10
Clerk: :stmp:rr Date: ~o~CJo I
GARFIELD COUNTY BUILDING PERMIT APPLICATION
108 8th Street, Su ite 401, Glenwood Springs , Co 81601
Phon e: 970-945-82 12/ Fax: 970-384-3470 /In spection Line : 970-384-5003
www.garfield -county.com
Parcel No: (this infonnation is available a t the a ssessors office 970-945-9134)
2.177 -113 -CJ/OOtt>
Height: '" Z. c; '-[!>
No . of Floors:
I
o Alteration o Addit ion
o Detached
Septic~
o ISDS o Communi!
Owners valuation of Work: $ /77 76 o
NOTICE
Auth ority. This application for a Building Permit mus t be signed by the Owner o f the property, described above, o r an authorized agent" If the siSW'ture below is not that of the Owner, a separate
letter of authority, signed by the Owner, mu st be provided with this Appli cation. ·
Legal Access. A Building Permit cannot be is sued without proof oflegal and adequate acce ss to the.property for purposes of ins pections by the Building Department.
O th er Permits. Multiple separate pennits may be required : (I) State Electrical Permit, (2) CountY ISDS Pennit, (3) another p ennit required for use on th e property identified ab ove, e.g. State or
County Highway/ Road Access or a State Wastewater Discharge Pennit.
Void Permit. A Building Permit become s null and void if th e work authori zed is not commenced wi thi n 180 days of th e date of issuan ce and if work is suspended or abandoned for a period of 180
days after co mmencement.
CERTIFICATION
I hereby certifY that I have read this Application and that the information contained above is true and correct. I under stand that the Bui ld ing Department accepts the Application, along with the plans
and specifications and other data submitted by me o r on my behalf (submittals), based upon my certification as to accuracy.
Assuming completeness of the s ubmittals and approval of this Application, a Building Permit will be iss ued granting permission to me, as Owner, to construc t the strucrure(s) and facilities detai led on
the s ubmittal s reviewed by th e Bui lding Department.
In consideration of th e issuance of the Building Permit , I agree that I and my agents will comply with provis ion s of any fed eral, state or local law regulating the work and the Garfield County Bui lding
Code, ISDS regulations and applicable land use regulations (County Regulation(s)). I acknowledge that the Building Permit may be s uspended or revoked, upon notice from the County, if the locatio n,
construction or use of the structure(s) and facility(ies), described above, are not in compliance with County Regulation(s) or any other applicable law.
I hereby grant permission to th e Building Department to enter th e property, described above, to inspect the work . I further acknowl edge that the issuance of the Building Permit does not prevent th e
Building Official from: (I ) requiring the correct ion of errors in the submittal s, if any, discovered after issuance; or (2 ) stopping c onstructi on or use of the structure(s) o r facility(ies) if such is in violation
of County Regulation(s) or any other applicable law.
Revie w of this Application, including submittals, and inspections of th e work by the Building Department do not constitut e an acceptance of res ponsibility or liability by the County o f errors, omi ssion s
or di screpan cies. As th e Owner, I acknowledge that respons ibility for compliance wi th federal , state and local laws and County Regulation s rest with me and my authorized agents , including witho ut
limitation my architect designer, engineer and/ or builder.
I HE Y ACKNOWLEDGE THAT I HA E READ AND U NDERSTAND THE NOTICE & CERTIFI CATION ABOVE :
DATE _
STAFF USE ONLY
Sp('cial Conditions: N ~f{_
Adjusted Valuation: Plan C heck Fee: Manu home Fee:
~0
Setbacks:
DATE
Mise Fees: -
The following items are required by Garfield County for a final Inspection:
I) A final Electrical Inspection from the Colorado State E lectrical Inspector.
2) Permanent address assigned by Garfield County Building Department and posted at the
structure and where readily visible from access road.
3) A finished roof; a lockable building ; completed exterior siding; exterior doors and windows
installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent
kitchen floor covering, counter tops and finished walls , ready for stove and refrigerator; all
necessary plumbing.
4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running
water, non-absorbent floors, walls finished, and privacy door.
5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks
over 30" high must be constructed to all IBC and IRC requirements including guardrails.
6) Outside grading completed so that water slopes away from the building;
7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of
extenuating circumstances., i.e . weather. Under such circumstances A Certificate of
Occupancy may be issued conditionally.
8) A final inspection sign off by the Garfield County Road & Bridge Department for driveway
installation, where applicable; as well as any final sign off by the Fire District, and/or State
Agencies where applicable.
A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE
ABOVE ITEMS HAVE BEEN COMPLETED.
A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED.
OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED.
OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN
ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES
UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
C .O. for the building identified in the Building Permit.
~~
Bapplicationdecember2007
7 ..... 23-og
DATE
VALUATION FEE DETERMINATION
App li cant
Address
Date
SG Trust Subdivision ---------------------------6 Powerline Park Lot/Block ~~~~~~---------------1 0.1 .08 Co ntractor ---------------------------
Finished (Livable A rea):
Main
Upper
Lower
Other
Total
Basement:
Unfinished
Square Feet
Va lu at ion
Conversion ofUnfinished to Fini shed
Tota l Valuation
Garage:
Carport:
Tota l Valuation
Crawl Space
Total Valuation
Decks/ Patios
Covered
Open
Total Va lu at ion
Type of Construction:
Occupancy:
S-1
Valuation
Total Valuation
sq.ft
sq.ft
sq.ft
sq.ft X $74 .68
0 sq .ft
sq.ft X $41 .00
sq .ft X $33.68
sq .ft X $18.00
sq .ftX $12.00
sq .ft X $9 .00
sq .ft X $24.00
sq .ft X $12 .00
Commercial
16000 s f X $39.88
sf X
s f X
sf X
sf X
s f X
Powerline Park
McCau ley
0.00
0.00
0.00
0.00
0.00
638,080 .00
638,080.00
34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and
Plumber to perform installations and hookups, unless you as the homeowner are perfonning the
work? The license number of the person performing the work will be required at time of
applicable inspectioJl? c
Yes t?::5 _./ --------~~~----
35. Are you aware, that on the front of the Building Permit Application you will need to fill in the
Parcel/Schedule Number for the lot you are applying for this permit on prior to submittal of a
building pe1-gpplication? Your attention in this is appreciated.
Yes 5
36. Do you know that the local fire district may require you to submit plans for their review of fire safety
issues?
Yes 65 (please check with the building department about this requirement)
37. Do you understand that if you are planning on doing any excavating or grading to the property prior
to issua~f a building pe1mit that you will be required to obtain a grading permit?
Yes 5
38. Are you aware that if you will be connecting to a public water and/or sewer system, that the tap fees
have to be paid and the connections inspected by the service provider prior to the issuance of a
Certific~~Occupancy?
Yes 5
I hereby acknowledge that I have read, understand and answered these questions to the best of
my ability.
~.~
Signature of Owner ~
Phone: Cf7o-686-63oo (days);
7-ZI-o£!>
Date
(q;o) G"""S"'o-~/t2(/ (evenings)
Project Name:---==5~??~-~z-;.~,-----==u.!....2"""'~:...:.:r-___ ....::.M--=---=at...:...r.=--=::..~_h.:...:'P::....:t.t~s~~=---~b=.!:::4'w/L!~:...!::W::::....:::...~/y:L· ~-
Project Address:___.:6 ____ ----><e~-=t::>:.....:tvo::..::........:'t'....::........-._/.:_/._~--=-e-=-----4£0:.=->£..Jc::r.~~~~VZ=/_,A'--'-~--"'''----------'-d--"(::}""-------
6
t-'AI..::It. tJ!/t:IL
Powet· of Attorney
The undersigned, Scott S~nders, in his capacity as a Tmstee of SG Tmst, does hereby
appomt LEON MCCAULEY AND/OR BRTAN SCHL!CTJNG hereafter the "Agents",
to act as attomcys-in-fact a11d agent for and behalf of the Partnership regarding all matters
!'elated to the planning, development and construction of the property k110wn as 6
Powerline Rd. Rifle, CO. 81650. The undersigned hereby grants to the Agent the full
power and authority to do and petfonn each m1d every act described in this instrument on
behalf of the Par111ership as ftllly as the any General Partner of the Partnership might do if
he were present and to exercise any of the powers, authorities, or discretions granted
be rein.
1. Geneul Grant of Power. The Agent may exercise or perfonn any act, power,
duty, right, or obligation, which may be exercised or preformed by the Trustee, on
account of his status as a Trustee, further, the general partner grants to the Agent
full power and authority to take all appropriate action in exercising any of the
powers granted in this instrument as fully as the general partner or could do if
personaJly pt·esent, with full power of substitution or revocation. The general
partner ratifies and conflnns all tl1at the Agent shall lawfully do or cause to be
done by virtue of this iustmment and the powers granted herein.
2 .. Execution ofl)ocuments. Except as described in paragraph 2 above, the Agent
shall have the right, in the name of and on behalf of the Co· Trustee, to sign any
ai1d all documents or instnunents pertaining to the Trust.
3. Real Estate .Construction and Development. The Agent may, in the name of
and and on behalf of the Trustee, maintain, repair, replace, improve, invest,
manage, insure, rent, lease, encumber, build upon, divide, or subdivide, and in any
mmmcr deal with any real or personal, tangible or int~ngible property, or atly
interest in such property, that the Trust may now own or may hereafter acquire on
such tenns and conditions as such Agent shall deem proper. In this coimcction,
the Agent may, in the name of the Trustee in the Tn1stee's capacity as Trustee of
the Tmst, execute and deliver contracts, documents, agreements, and other
instrum.ents pertaining in aU respects to the construction and development of real
property including; without limitation, signing pcm1it applications for and behalf
of the said general partnership.
4. Government Licenses: The Agent may, in the name of and on bel1a!f of the
partnership, prepare, execute, and file any initial application for, or any renewal
of, any business license or permit necessary for the current, future Ol' ongoing
operation of the business ofthe Partnership.
5. General Management. The Agent may, in the name of and on behalf of the
Trustee, perform any and all other acts or activities customary or incident to the
acquisition, ownership, management, improvement, renovation, and construction
of real or personal property.
6. Liability.of Agent. The Agent shall not be subject to criminal prosecution or civil
liability for exercising any authority or discretion granted by this instnuncnt so
long as such exercise is in accordance with the tenus of this instmment, and not
othenvise in vio.lation of the Agent's fiduciary duty arising hereunder.
7. Third-Party Reliance. Thit·d parties may rely on the representations of the
Agent as to a\1 matters relating to any authority or discretion granted by this
instrument, and no person who may act in reliance on the representations ofthe
Agent or any other authority or discretion granted .in this instn,ment shaH incur
any liabi.lity to the trust as a result of permitting the Agent tn ~vP.rd•"' ~>ny ouch
authority or discretion.
8. Duration. Th.is instl'llment shall be in f~11l force for a period of one year or w1ti.l
such earlier time as it has been explici1ly revoked by the Tmstee.
9. Governing Law. This i.nstrument is executed and delivered in the State of
Colorado 811d is to be constmed pursuant to the laws of this state. It is the intent of
tl1e partnership that this insti·umcnl be recognized to the fullest extent possible by
third parties and courts in other states.
I 0. Photographic Copy. A photographic copy of this instrurn.ent, showing the
General Pa!'lner's signature, shall for all purposes be deemed an original.
State of Colorado)
) ss.
County of~~~
T~~~
Scott Sanders
SG Tmst
The .foregoing instmment was acknowkdged before me this ~day of~
2008 by Scott Sanders, as a Tmstee of the SG Trust.
Witness my hand and official seal.
My Commission Expires:
(So• I)
2
Page I of3
Andy Schwaller
From: Pat Gilroy [pat.gilroy@mccauleyconstructors.com]
Sent: Wednesday, October 29, 2008 12:44 PM
To: 'Tom Tooley'; 'Kevin Whelan'; mimorgan@riflefiredept.org; Andy Schwaller; Dave Mead
Cc: 'Leon McCauley'
Subject: FW: Amended Agreement to allow construction
Kevin
Attached is the amended letter you requested and have agreed to
accept on behalf of the RFPD releasing the hold on the Sanders
building permit application. Per our conversation at approximately
12:30, 29 October 2008 I understand that you had to leave a message
for Andy Schwaller at Garfield County regarding releasing the hold on
the construction permit. Also for clarification that you have
released the hold on the permit and that the matter is now in the
control of the Garfield County Building Department.
Thank you,
Patrick Gilroy
Superintendent
McCauley Constructors Inc.
P.O. Box 200
700 Automation Dr., Suite H ;
Temoprary address: 650 Innovation circle
Windsor, Colorado 80550
Phone: 970.686.6300
Fax: 970.686.6320
Cell: 970.590.5883
WW'N,ill~Q_C!_u[eYcQD!lt[u_c;tors,.co~rn
From: Tom Tooley [mailto:ttooley@gtsanders.com]
Sent: Wednesday, October 29, 2008 12:28 PM
To: 'kewhelan@riflefiredepot.org'
Cc: 'leon@mccauleyconstructors.com'; 'pat.gilroy@mccauleyconstructors.com'; 'john@kuerstenconstruction.com'
Subject: Amended Agreement to allow construction
10/29/08
Kevin Whalen
Rifle Fire Marshal
Kevin,
Thank you for your written response to our request for a building permit. As you know, we are anxious to erect a
building and will assist in everyway possible to insure that the fire pond is up and running before any Certificate of
Occupancy is issued. I believe you have seen progress in that regard since we have purchased the building lot.
We agree to your letter requirements as written. This is essentially our understanding of our meeting on October
11/4/2008
Page 2 of3
15, 2008. Based upon this agreement, we will abide with the conditions as listed.
Kevin, be assured that we will assist you in your efforts to get this sub-division into compliance. We understand
the importance of the conditions required before our occupancy of the proposed building. Based our agreement
with the terms of the letter we would request that a building permit be issued forthwith.
Sincerely,
Thomas C. Tooley
President
-----Original Message-----
From: Pat Gilroy [mailto:pat.gilroy@mccauleyconstructors.com]
Sent: Wednesday, October 29, 2008 7:57 AM
To: ttooley@gtsanders.com
Cc:
Subject: FW: Agreement to allow construction
Tom
I just spoke to Kevin and he will be going out of town around
mid day. He has agreed to accept an email stating that Sanders
agrees to the terms on the letter about construction with a
follow up hard copy. I guess there was some confusion as to the
response being needed in writing. Please contact me if I any
help in any way.
Thank you,
Patrick Gilroy ' . Supenntendent
McCauley Constructors Inc.
P.O. Box 200
700 Automation Dr., Suite H ;
Temoprary address: 650 Innovation circle
Windsor, Colorado 80550
Phone: 970.686.6300
Fax: 970.686.6320
Cell: 970.590.5883
\NYIIW~m.c;c;a_uley_constructors.com
From: Kevin Whelan [mailto:kewhelan@riflefiredept.org]
Sent: Wednesday, October 29, 2008 7:51 AM
To: pat.gilroy@mccauleyconstructors.com
Subject: FW: Agreement to allow construction
From: Kevin Whelan [mailto:kewhelan@riflefiredept.org]
Sent: Wednesday, October 29, 2008 7:49 AM
To: 'pat.gilrot@mccauleyconstructors.com'
Subject: FW: Agreement to allow construction
11/4/2008
... ··•··•·················· ························•• ........... . . . . . ... .
From: Kevin Whelan [mailto:kewhelan@riflefiredept.org]
Sent: Thursday, October 23, 2008 3:34PM
To: 'ttooley@gtsanders.com'
Page 3 of3
Cc: mimorgan@riflefiredept.org; Andy Schwaller (aschwaller@garfield-county.com); 'Dave Mead';
'dlemoine@riflelaw.com'
Subject: Agreement to allow construction
Tom,
Attached is a letter of agreement between the Fire District and Sander's Plumbing that rnay allow you to
begin construction of your proposed building on Lot 8 in Powerline Park located within our Fire Protection
District.
Please respond back to me in writing that you accept all terms and conditions of this letter.
Kevin C. Whelan
Fire Marshal
Rifle Fire Protection District
970-625-1243
C-970-618-7388
11/4/2008
Page I of I
Andy Schwaller
From: Kevin Whelan [kewhelan@riflefiredept.org]
Sent: Wednesday, October 01, 2008 2:11 PM
To: Andy Schwaller
Subject: RE: Powerline Park Lot 8 For SG Trust George Sanders
Andy,
The pond is not repaired yet, I know of no 8" line installed and I have seen no fire sprinkler plans. The
developer told me that the pond would be repaired by the 15 1h of September. I checked on the 15th and it
was not repaired . I have not heard back as to its status and they will need a full acceptance test.
I spoke to the owner of lot 8 last week and went over the whole history of the pond at Powerline.
Obviously he wants to start construction and wants to make an agreement that would allow construction to
start but the C of 0 would be dependent on the pond. I informed him that I would be reluctant to do this as
we did this with the Kuersten Construction building and the pond is still not repaired. I also told him that I
would need documentation that the pond's capacity and use is available for the fire sprinklers systems that
are going into his buildings. He told me he would send me a proposed agreement. I have not heard back.
Thanks for checking with me! The fire district's stance still remains that no new construction be allowed
and that the existing buildings at Powerline Park cannot be adequately protected because of the
impairment of the pond. The solution to this problem lies with the developer, the HOA and Mr Sanders. I
have offered to sit with all but as far as I know progress on a solution remains slow. Again, thanks for
checking with me!
"The Mission of the Rifle Fire Protection District is to Enhance Health and Safety and to Protect the Life, Home, and
Property of the People We Serve."
Kevin C. Whelan
Division Chief/Fire Marshal
Rifle Fire Protection District
1850 Railroad Ave
Rifle, CO 81650
~~\YlJJllao@riflefiredep_LQfg
Office 970-625-1243
Cell 970-618-7388
Fax 970-625-2963
From: Andy Schwaller [mailto:aschwaller@garfield-county.com]
Sent: Wednesday, October 01, 2008 11:52 AM
To: Kevin Whelan
Subject: Powerline Park Lot 8 For SG Trust George Sanders
Kevin,
I have two building applications for lot 8. They show an existing 8 inch fire water line. Is this already installed and
tied to the pond? One building is 16000 s.f. The other is a mixed use 20,240 s.f. Both appear to be sprinklered.
They said they will have sprinkler plans in for your review. Has that happened yet?
Thanks,
Andy
4/10/2009
CONSTRUCTORS ~~'-------------------------------------------------
Dave Bartholomew
Plans Examiner for Garfield County
dbatholomew@garfield-county.com
970-945-8212 Glenwood Springs Office
970-348-3470 Glenwood Springs Fax
1 08th Street, Suite 401
Glenwood Springs, CO 81601
Dave,
This letter is in response to your questions regarding the new warehouses to be built at 6
Powerline Rd. Rifle, Colorado.
1) In reference to the future property line. There will be no division of the property
at this time.
2) In reference to the Certificate of Occupancy. The SG Sanders Trust Warehouse
will be built with future tenant improvements in mind. At this time there are no
leases in place and therefore McCauley Constructors will not be installing the
concrete floor or making any provisions for future use. These improvements will
be made in time and with a tenant improvement permit.
3) In reference to the Metal Building drawings. We are presently waiting for the
final engineering to be returned. We expect them in our office on or around 20
August. We will forward them to you ASAP.
4) In reference to the Fire Sprinkler submittal. The drawings and application will be
submitted to Kevin Whelan at the Rifle Fire Protection District for approval prior
to installation.
5) All construction will be consistent with the 2003 me
Sincerely,
Brian Schlicitng
Owner's Authorized Agent
McCauley Constructors Inc. • PO Box 200 • 700 Automation Dr., Suite H • Windsor, Colorado 80550 • 970.686.6300 • Fa x 970.686.6320
Inspection Report
COLORADO STATE ELECTRICAL BOARD
INSPECTION REPORT I CORRECTION NOTICE
Date Received: 20-DEC-12
Contractor/HomeOwner:
Address:
Type of Inspection:
Action:
Comments or Corrections:
Inspectors Name: Norman Feck
Phone Number: 877-320-9150
Permit Number: 717630
MARK BRIELS ELECTRIC
6 POWERLINE ROAD
Complete Final
Accepted
Date: 21-DEC-12
COLORADO STATE ELECTRICAL BOARD
DEPARTMENT OF REGULATORY AGENCIES
1580 Logan St. Suite 550
Denver, Colorado 80203-1941
Phone: (303) 894-2985
https://www .dora.state.co.us/pls/reai/Ep _Web_ Inspection_ GUI. Process _Page[ 12/21/2012 2:32: 17 PM]
ILHl-1! 04:~4PM F!OM· r ·W P oo4/004 HI! Penpit
Permit#;
Permit Holder:
COLORADO STATE ELECTRICAL BOARD
1560 Broadway. Suite 1350
Denver. CO. 80202
~ ··c::~ • ~ .
Inspection Report
662594 Oat& Inspected: 23-FEE!-1 0
ALL CURRENT ELECTRiC INC.
JOSEPH SPEAR
PO BOX 28i LOUISVILLE CO 80027
Phone: (303) 873-9086
Email: BCejws@aol.com
rax: ()-
Site: #6 Powerline Road Building A R1fle Galilt~ld
::~:~: c:G:::::E:nd,e)rs
Inspection Type: Complete Final F'srtiQI; ll 'fri-n: N F-ee Pending: N H<~UI'<i: N
CV: Com_!!leteial
---··'
Inspector: Cyrus Tuchschcr 970·625-5085
------------------------------------·-------------Corrections:
Comments: no building permit on site
813112011
AUHI-11 04:13PM FROM·
r ClJUlL
COLORADO STATE ELECTRICAL BOARD
1560 Broadway, Suite 1350
Denver, CO. 80202
Inspection Report
----------------------~--------------------------·-------------------Permit #: 661355 Date Inspected: 12-JUN-09
Permit Holder: ALL CURRENT ELECTRIC INC.
Site:
Owner:
Status:
Inspection
Type:
Inspector:
Corrections:
Comments:
JOSEPH SPEAR
PO BOX 281 LOUISVILLE CO 80027
Phone: (303) 673-9086 Fax: ()-
Email: acejws@aoLcom
I '"
#6 Powerline Road Buiding A Rifle Garfield
George T Sanders
ACCEPTED
Final Partial: N Trim: N Fee Pending: N
New Commercial
Cyrus Tuchscher 970·625-5085
!-Iazard: N
1) Corrections all addressed and repairs made 2) Card signed for C.O. 3)
Electric final OK
http:/ /dora.state.co. us/ cpp ..rrd!EP _Inspection_ GUJ. Se lec:_f wm _ Li st __ Process S/31i2011
~
BUILDIN PERMIT
GARFIELD COUNTY, COLORADO
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON THE JOB
AGREEMENT
In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations
related to the zoning, location; construction and erection of the proposed structured for which this permit is
granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location,
erection and construction of the above described structure, the permit may then be revoked by notice from the
County Building department and IMMEDIATELY BECOME NULL AND VOID.
use CflWlW\etctoL luOJe~ouse.
Address or Legal Description (t ~-L\Jf lJ:l-~ .. le ~ ~
Owner ffi fM\·
Building Permit Type QomMtJc\Dt
Contractor Hclbult1 {lord
This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection
INSPECTION RECORD
Footing Driveway
~ ---
Foundation I Grouting
I H S 14 l-. I z -/ s-:-o ~ i?(W,
Insulation
Underground Plumbing -
Drywall a-*Otf iF -w-
I f_--rJ.---Di> ~ .
Rough Plumbing z_-/2 -o c:r ~~-Electric Final (by_ St~pector) W -12 -or (ZJ~ fi JVA~r 0 '< · , (Prior to Final) .P ~'\<.>u. N.,._~J-PSitr.nr El'£~lli l--~~O
Rough Mechanical '5j-&cfoq /dry Septic Final
) .. j.)'-0 ~ f1w'-
Gas Piping FINAL /-/6-:;?.0 /3 ~
?J-3t? -q A#U_
Electric Ro~l¥1 M-Iff<. (You Must Call For Final Inspection) "b 7--1.,"-¢1
(Prior to Framing Notes
Framing ) -~ ~ -rf1 JOAN\
(to include Roof in place & Windows & Doors installed & Firestopping in place)
~ THIS PERMIT IS NOT TRANSFERABLE
"! ....
APPROVED
Dat e
For Inspection Call970-384-5003 Office 970-945-8212
108 8th Street, Suite 401 Glenwood Springs, Colorado 81601
DO NOT DESTROY THIS CAR~.-.-
\\)-'!>O~K By r. ~orman · rJ
PROTECT PERMIT FROM WEATHE
(DO NOT LAMINATE)
NOTES
\
Parcel Detail
Garfield County Assessor/Treasurer
Parcel Detail Information
Page I of 5
Assessor IT rea surer P_egp_er1y_Seal'~h I Assessor Subset Uuer~ I Assess[]l'_~CilEts_SJH!f'Ch
Cl~rk6BecocdecRe_c:~jJtion &larch
B<l~tc Bui)diog.Characte..rist[Gs I lC!xlnfJlrmaJli!n
Parcel Detail I Value Detail I Sales Detail I Residential.t'Co_lllmerciaJJrrmrov_errmnt Detail
Land Detail I P_hotograjJhs I Mill Levy_fuy(lnues Detail
I Tax Area II Account Number II Parcel Number 112007 Mill Levy I
I 021 II R007831 II 217711301008 II 46.431 I
Dwner Name and Mailing Address
ISG TRUST
110201 W. 48TH STREET
IWHEAT RIDGE. co 80033
Assessor's Parcel Description
(Not to be used as a legal description)
ISECT.TWN.RNG:II-6-83 SUB:POWERLINE
!PROFESSIONAL PARK SUB LOT:8 DESC:
!FILING I AMENDED PRE:R210480
IPRE:R210747 BK:687 PG:355 BK:650
IPG:860 BK:588 PG:411 BK:583 PG:540
IBK:583 PG:538 BK:583 PG:535 BK:583
IPG:533 BK:575 PG:748 BK:488 PG:IDI
IBK:355 PG:568 BK:277 PG:SI
http:/ I www.garcoact.coml assessor I parcel.asp? ParceiNumber= 21771130100 8
I
I
I
I
I
I
7/28/2008
Parcel Detail Page 2 of 5
IRECPT:745687 RECPT:745457 BK:I865 I
IPG:336 RECPT:711444 BK:I631 PG:328 I
IRECPT:6SI773 BK:I287 PG:I883 I
IRECPT:588425 BK:I287 PG:I68 I
IRECPT:588421 BK:I238 PG:20 I
IRECPT:5776S7 BK:1214 PG:4 I
IRECPT:571278 BK:I212 PG:45 I
IRECPT:570645 BK:III8 PG:222 I
IRECPT:541714 BK:ID7S PG:488 I
IRECPT:5281S7 BK:D852 PG:D278 I
IBK:DSS3 PG:D772 RECPT:358174 I
location
I Physical Address: 1/B POWER LINE RD RIFLE I
I
Subdivision: I PDWERLINE PROFESSIONAL PARK
SUB
I land Acres: 113.852 I
I land Sq Ft: liD I
I Section II Town ship II Range I
I II II s II 83 I
2DDB Property Tax Valuation Information
I Actual Value II Assessed Value I
I land: II 288.04DII 83.8201
I Improvements: II oil Dl
I Total: II 288.04011 83.8201
Additional ~alue Detail
Most Recent Sale
http:! I www.garcoact.coml assessor I parcel.asp?Parcel Number= 2177113 010 0 8 712812008
Parcel Oetail
Sale Date: 113128/2008
~============~
Sale Price: 11680.000
Additional Sales Detail
Basic Building Characteristics
Number Df Residential
lu Buildings:
Number Df CDmm/lnd
lo
Tax Year
2007
2007
2006
2006
'
2006
2006
2006
2006
2005
2005
2005
2005
2005
2005
2004 II
II
Buildings:
ND Building RecDrds FDund
Tax Information
T ransactiDn Type
Tax Payment: Whole
Tax Amount
Fee Payment
Interest Payment
Interest Charge
Tax Payment: Whole
Fee Charge
Ta x Amount
Fee Payment I
Tax Payment: Whole
Interest Payment
Interest Charge
Fee Charge
Tax Amount
Tax Payment: Whole
II
http :/ I www .garcoact.com / ass essor I parcel.a sp? Parcel Number= 2177113010 0 8
Pag e 3 of 5
I
I
AmDunt I
($3.680 .12)1
$3.680.121
($42 .80)1
($168.78)1
$168 .781
($2.425.44)1
$42 .801
$2.425.441
($48.45)1
($2.434 .88)1
($170.44)1
$170.441
$48.451
$2.434.881
($2.360.00)1
I
7/2 812 008
ParcBI DBiail
2004 Fee Payment II ($44.85)1
2004 lntmst Payment II ($141.60)1
2004 Interest Charge I $141.601
2004 Fee Charge $44.851
2004 Tax Amount I $2.360.001
2003 Interest Payment II ($157.05)1
2003 Interest Charge I $157.051
2003 Tax Payment: Whole ($2.617.48)1
2003 Tax Amount I $2.617.481
2002 Interest Charge $79.551
I 2002 Tax Payment: Whole ($1.136.40)1
2002 Interest Payment ($79.55)1
2002 Fee Payment ($42.90)1
2002 Fee Charge $42.901
2002 I Tax Amount I $1.136.401
2001 Fee Payment ($44.00)1
2001 Interest Payment ($1.53)1
2001 Interest Charge $1.531
I 2001 II Tax Payment: Whole ($21.90)1
I 2001 II Fee Charge $44.001
I 2001 II Tax Amount $21.901
MilllllYY Revenues Detail
lop_oi£<lQil
~s~.essor Database Search Dptign~ I Treasurer Database Search Oplions
ClerkS Recorder Datab~~eSJl[le_ch 0jltions
GJJdieJd Collaty_Bome Page
http:! I www.g arcoact.coml assBssor I parcBI.asp? ParcBINumbBr= 21771130 I DO 8
PagB 4 of 5
7128/2008
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
if en. I THOMPSON
'!IJ ISRMiffli{i@jij{elijf41iUf$~ Iii
Date: 1111412008
Report ID: K51854-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERUNE SUBDIVISION
6 POWERL/NE ROAD
Location: FOOTING PAD ON GRIDLINES A/1-11, 11/B-H.
Cast Date: 111712008 Ticket: C04729551
In-Lab Date: 11110/2008 Truck Number: 0807
Initial Curing
Curing Method: Min. Temp:
Box 44 Of
Physical Properties of Concrete
Supplier: LAFARGE
Batch Time: 01:44 Concrete Mix: RMXUV30G
Test Time: 03:15 Specimens Made By: ST D97
Final Curing
Max Temp: Curing Method:
85 Of Fog Room
{ASTM C143, C231, C138, C1064)
Specified Strength (!"c) Slump Air Content Density Temperature
3500 psi@ 28 days 3.25 in. 2.6% 147.0 pet.
Compressive Strengths {ASTM C39)
I
Specimen
Number
1 I
Age in
Days
7 I
Diameter
{inches)
4.00
CTL l!"homps,Q.tl, Inc
~~.·":')
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
{sq. inches)
12.57 I
Max. Load Compressive
{lbs.) Strength {psi)
47,000 3740
Average: 3740
cc: LAFARGE
Percent
offc
107
234 Center Dr.! Glenwood Springs. CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
7deg. F
Type of
Fracture
I
MCCAULEY CONSTRUCTORS, INC.
R.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTLITHOMPSON
" INCHJ>RRORAIFEiD
Date: 12/02/2008
Report ID: K51884 • GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: PADS AND COLUMNS, G. T. SANDSER WAREHOUSE, GRID LINE 1, PADS AND COLUMNS, S. G.
TRUST WAREHOUSE, GRID LINES 1, 9, C, A.
Cast Date: 11121/2008 Ticket: 85206265 Batch Time: 02:45 Concrete Mix: RMXVU3060
In-Lab Date: 11124/2008 Truck Number: 4789936 Test Time: 03:15 Specimens Made By: ST 97
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 50 Of 60 Of Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (!'c) Slump Air Content Density
3000 psi @ 28 days 4.50 in. 6.3% 142.3 pcf.
Compress1ve Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
CTL I Thompson, Inc
~~.·~
DAN DOWNING
LABORATORY/FIELD MANAGER
Area Max. Load Compressive
(sq. inches) (lbs.) Strength (psi)
I 12.57 32,000 I 2550
Average: 2550
cc: LAFARGE
Percent
off'c
I 85
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-2809 1 Fax: 970-945-7 411
Temperature
56deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTL .. I THOMPSON
Date: 12/02/2008
Report ID: K51819-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: FOUNDATION WALLS AT A1-A11 AND A11-H11
Cast Date: 11117/2008 Ticket: 85206104 Batch Time: 02:30 Concrete Mix: RMXGE30G
In-Lab Date: 11118/2008 Truck Number; 4789940 Test Time: 03:05 Specimens Made By: ST D8V
Initial Curing I Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 63 Of 70 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (fc) Slump Air Content Density
3000 psi @ 28 days 4.00 in. 6.9% 141.8 pcf.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
CTL I Thompsop...__lnc
~ ~""' .. "5
DAN DOWNING
LABORATORY/FIELD MANAGER
Area Max. Load Compressive
(sq. inches) (lbs.) Strength (psi)
I 12.57 32,000 I 2550
Average: 2550
cc: LAFARGE
Percent
of f'c
I 85
234 Center Dr I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Temperature
69 deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTL I THOMPSON
Date: 12/0312008
Report ID: K51858-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: GT SANDERS BUILDING WALL AT GRIDLINES 1/A-D.5, E/6.5-11, 7/E-H, H/7-11.
Cast Date: 11!26/2008 Ticket: C0017358 Batch Time: 01:40 Concrete Mix: RMXGE30G
In-Lab Date: 11/28/2008 Truck Number: 0138 Test Time: 02:55 Specimens Made By: ST D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 40 Of 55 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f"c) Slump Air Content Density
3000 psi @ 28 days 3.75 in. 4.6% 143.0 pcf.
. Compressive Strengths (ASTM C39)
I
Specimen
Number
1 I
Age in
Days
7 I
Diameter
(inches)
4.00
CTL 1 Thompson, Inc
~~"'.'5
DAN DOWNING
LABORATORY/FIELD MANAGER
Area Max. Load Compressive
(sq. inches) (lbs.) Strength (psi)
I 12.57 I 41,500 3300
Average: 3300
cc: LAFARGE
Percent
off'c
110
234 Center Dr. I Glenwood Springs. CO 81601 1 Phone: 970·945-28091 Fax: 970-945-7411
Temperature
68 deg. F
Type of
Fracture
I
I
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTi. .. I THOMPSON
Date: 12109/2008
Report ID: K51854-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERL/NE ROAD
Location: FOOTING PAD ON GRIDL/NES A/1-11, 11/B-H.
Supplier: LAFARGE
Cast Date: 1117/2008 \ Ticket: C04729551 Batch Time: 01:44 I Concrete Mix: RMXUV30G
In-Lab Date: 11/1012008 I Truck Number: 0807 Specimens Made By: ST D97 Test Time: 03:15
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Box 44 OF 85 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064}
Specified Strength (f'c) Slump Air Content Density Temperature
3500 psi @ 28 days 3.25 in. 2.6% 147.0 pcf.
I
Compressive Strengths (ASTM C39)
Specimen
Number
1
2
3
I
Age in
Days
7
28
28
I
Diameter
(inches)
4.00
4.00
4.00
CTL I Thomp,son, Inc f"\ ~ ~""""".3
DAN DOWNING
LABORATORY/FIELD MANAGER
Area Max. Load Compressive Percent
(sq. inches) (lbs.) Strength (psi) of f'c
I 12.57 I 47,000 3740
Average: 3740 107
12.57 59,500 4730
12.57 55,500 4420
Average: 4580 131
cc: LAFARGE
234 Center Dr. I Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
7 deg. F
Type of
Fracture
I
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTLITHOMPSON
Date: 12112/2008
Report ID: K51859-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: COLUMNS ON GRIDLINE C/6-10 GT SANDERS WAREHOUSE.
Cast Date: 1215/2008 Ticket: C0017400 Batch Time: 01:05 Concrete Mix: RMXGE30G
In-Lab Date: 1218/2008 Truck Number: 0807 Test Time: 02:30 Specimens Made By: ST D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other
. : ..
27 OF 70 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (fc) Slump Air Content Density Temperature
3000 psi @ 28 days 2.50 in. 5.5% 142.2 pcf.
Compressive Strengths (ASTM C39)
I
Specimen
Number
1 I
Age in
Days
7
CTL I Thompson~
I
Diameter
(inches)
4.00
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
(sq. inches)
12.57 I
Max. Load Compressive
(lbs.) Strength (psi)
41,500 3300
Average: 3300
Percent
off'c
110
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970-945·28091 Fax: 970-945-7411
62deg. F
Type of
Fracture
l
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTI.. I THOMPSON
Date: 12112/2008
Report ID: K51852-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: TRUST BUILDING COLUMN LINE E/1.3 TO 8.7 PAD FOOTINGS.
Cast Date: 12/5/2008 Ticket: 85206315 Batch Time: 07:14 Concrete Mix: RMXGE30G
In-Lab Date: 12/8/2008 Truck Number: 4780728 Test Time: 08:15 Specimens Made By: DC DBV
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 27 OF 70 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (!'c) Slump Air Content Density Temperature
3000 psi @ 28 days 3.50 in. 5.6% 143.4 pcf.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
DAN DOWNING
LABORATORY/FIELD MANAGER
Area
(sq. inches)
I 12.57
Max. Load Compressive Percent
(lbs.) Strength (psi) of f'c
34,500 I 2750 I Average: 2750 92
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-2809 1 Fax: 970-945-7411
39 deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX ZOO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTLITHOMPSON
INC 0 R P 0 R.'AT£ D
Date: 12/15/2008
Report ID: K51819 • GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: FOUNDATION WALLS ATA1 • A11 AND A11 • H11
Cast Date: 11/17/2008 Ticket: 85206104 Batch Time: 02:30 Concrete Mix: RMXGE30G
In-Lab Date: 1111812008 Truck Number: 4789940 Test Time: 03:05 Specimens Made By: ST D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 63 OF 70 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f'c) Slump Air Content Density Temperature
3000 psi @ 28 days 4.00 in. 6.9% 141.8 pcf.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
2 28 4.00
3 28 4.00
CTL \ Thompson, Inc
~
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
(sq. inches)
12.57
12.57
12.57
Max. Load Compressive Percent
(lbs.) Strength (psi) off'c
32,000 I 2550 I Average: 2550 85
49,000 3900
50,000 3980
Average: 3940 131
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr.[ Glenwood Springs, CO 81601[ Phone: 970-945-2809[ Fax: 970-945-7411
69 deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTLITHOMPSON
INCORPORATED
Date: 1211612008
Report ID: K51844-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: GTS TRUST-LINE AIA-D.5, 9/A-D.5, AI 1-9, FOUNDATION WALL
Cast Date: 12/9/2008 Ticket: 85206704 Batch Time: 01:08 Concrete Mix: RMXGE30G
In-Lab Date: 12110/2008 Truck Number: 4780138 Test Time: 02:10 Specimens Made By: DC D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 48 OF 75 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f'c) Slump Air Content Density Temperature
3000 psi @ 28 days 2.50 in. 4.5% 146.0 pet.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
CTL I Thompson, Inc
1~,-./ ~N•'AR
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
(sq. inches)
12.57
Max. Load Compressive Percent
(lbs.) Strength (psi) off'c
36,500 I 2900
I Average: 2900 97
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
61 deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTL I THOMPSON
I NCORPO'RATE:O
Date: 01105/2009
Report ID: K51852-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERL/NE ROAD
Supplier: LAFARGE
Location: TRUST BUILDING COLUMN LINE E/1.3 TO 8.7 PAD FOOTINGS.
Cast Date: 1215/2008 Ticket: 85206315 Batch Time: 07:14 Concrete Mix: RMXGE30G
In-Lab Date: 12/8/2008 Truck Number: 4780728 Test Time: 08:15 Specimens Made By: DC D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 27 OF 70 oF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1 064)
Specified Strength (!'c) Slump Air Content Density Temperature
3000 psi @ 28 days 3.50 in. 5.6% 143.4 pcf.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
2 28 4.00
3 28 4.00
CTL 1 Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
{sq. inches)
12.57
12.57
12.57
Max. Load Compressive Percent
(lbs.) Strength (psi) of f'c
34,500 I 2750
I Average: 2750 92
47,500 3780
48,000 3820
Average: 3800 127
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr. 1 Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
39 deg. F
Type of
Fracture
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTI.. I THOMPSON
INC'ORPORAWED
Date: 01105/2009
Report ID: K51859-GS05195.000
Report ofConcrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: COLUMNS ON GRIDLINE C/6-10 GT SANDERS WAREHOUSE.
Cast Date: 1215/2008 Ticket: C0017400 Batch Time: 01:05 Concrete Mix: RMXGE30G
In-Lab Date: 12/8/2008 Truck Number: 0807 Test Time: 02:30 Specimens Made By: ST D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 27 OF 70 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f'c) Slump Air Content Density Temperature
3000 psi @ 28 days 2.50 in. 5.5% 142.2 pcf.
Compressive Strengths (ASTM C39)
I
Specimen
Number
1
2
3
I
Age in
Days
7
28
28
CTL I Thompson, Inc
I
Diameter
(inches)
4.00
4.00
4.00
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area
(sq. inches)
12.57
12.57
12.57
I
Max. Load Compressive
(lbs.) Strength (psi)
41,500 3300
Average: 3300
52,000 4140
52,000 4140
Average: 4140
Percent
of f'c
110
138
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-2809 1 Fax: 970-945-7 411
62deg. F
Type of
Fracture
I
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
CTLITHOMPSON
INCORPORATED
Date: 01/13/2009
Report ID: K51845-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier:
Location: FOUNDATION WALLS TRUST BUILDING LINE E/1-6.9, 1/D.5-E.
Cast Date: 12/16/2008 Ticket: 85206356 Batch Time: 08:20 Concrete Mix: RMXGE30G
ln·Lab Date: 12117/2008 Truck Number: 4780223 Test Time: 09:30 Specimens Made By: DC D8V
Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 68 OF 68 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f'c) Slump Air Content Density Temperature
3000 psi @ 28 days 4.25 in. 5.9% 142.8 pcf.
Compress1ve Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
2 28 4.00
3 28 4.00
CTL I Thompson, Inc
b-1~ ~""··~
DAN DOWNING
LABORATORY/FIELD MANAGER
I
Area Max. Load Compressive Percent
(sq. inches) (lbs.) Strength (psi) of f'c
12.57 35,500 I 2830
I Average: 2830 94
12.57 46,000 3660
12.57 43,000 3420
Average: 3540 118
cc:
GARFIELD COUNTY
234 Center Dr. 1 Glenwood Springs, CO 81601 1 Phone: 970·945-28091 Fax: 970-945-7411
50deg. F
Type of
Fracture
High Strength Bolt
Inspection Report
CLIENT MCCAULEY CONSTRUCTORS INC.
PROJECT GT SANDERS WAREHOUSE
LOCATION: RIFLE COLORADO
Bolt Manufacturer: UK
Bolt Markings A325
Bolt Diameter 5/8 % 1"
Description of Work/Location:
CTL I THOMPSON
INCORPORATED
PROJECT NO. GS05195-390
DATE: 2-19-09
Plans By: Chief Buildings
Date: 10-08-08
Job No. C092879
Roof level beam to beam and beam to column bolted connections between lines A & H and
lines 1 & 11. Anchor bolts for columns between lines A & H and Lines 1-11 on the GT
Sanders warehouse.
The installation and bolt tension were checked in accordance the project specifications and the
American Institute of Steel Construction Specifications for Structural Joints using ASTM A325 or
A490 bolts, Sections 8 and 9.
At the time of the inspection, bots observed in the above locations were installed and tightened to
the minimum required tension values as set by the American Institute of Steel Construction.
0 YES~ NO
Remarks: Bolts installed in the snug tight condition.
TECHNICIAN: Phil Jones
List of Outstanding
Discrepancies
L{2cC40 f '!:-c1~3~ ~!_=~---~
_ IcL.L::C)L_J _____ 'icuz/J:X:>---"a-""a:<':-ht·•de PROJECT
CLIENT
LOCATION·
Date Item
PROJECT NO·
DATE:
CTL I THOMPSON
Date
Reported No_ Location/Description Accepted
2-;tf-1'1 1 fh /;"' /;, "" ' I??> lA;; // -?P r-· p /()
/;' 11 e J [//,.v [/'
FIELD COPY TO ----
-~----------
High Strength Bolt
Inspection Report
CLIENT: MCCAULEY CONSTRUCTORS, INC.
PROJECT GT SANDERS TRUST BUILDING
LOCATION: RIFLE. COLORADO
Bolt Manufacturer: UK
Bolt Markings: A325
Bolt Diameter 5/8 % i"
Description of Work/Location:
CTL I THOMPSON
INCORPORATED
PROJECT NO. GS05i 95-390
DATE: 3-09-09
Plans By: Chief Buildings
Date: 9-i 0-08
Job No. C092885
As requested by Pat Gilroy with McCauley Constructors, Inc. a bolt observation was
performed on the beam to beam and beam to column connections between lines A-11 and
lines A-E and anchor bolts between lines 1-11 and lines A-Eon the S.G. Trust Building.
Reinspection on item 1 from our list of "outstanding discrepancies" dated 2·19-09.
The installation and bolt tension were checked in accordance the project specifications and the
American Institute of Steel Construction Specifications for Structural Joints using ASTM A325 or
A490 bolts, Sections 8 and 9.
At the time of the inspection, bolts observed in the above locations were installed and tightened
to the minimum required tension values as set by the American Institute of Steel Construction.
l:gj YES 0 NO
Remarks: Bolts installed in the snug tight condition.
TECHNICIAN: Phil Jones
list of Outstanding
Discrepancies
CLIENT·
PROJECT
LOCATION
···. Date
Reported
Item
No.
PROJECT NO.
DATE·
Location/Description
,.,
===r CTLITHOMPSON
Page __ of __
c ..
Date
Accepted
. : . ..····~--+---r----·-----------------~----~
.
FIELD COPY TO __ _ --------~--~-
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 1
PLACEMENT TYPE OBSERVED:
Observation Date:11/07/2008
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other EXTERIOR FOOTING PADS
PLACEMENT LOCATION: FOOTING PADS ON GRIDLINE A/1-11, 11/B-H.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
0 Bar Size
0 Bar Quantity
0 Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
0 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 2
PLACEMENT TYPE OBSERVED:
Observation Date:11 /17/2008
Field Rep: TP
0 Grade Beam 0 Structural Slab 121 Footing
0 Pier Cap 0 Slab on Grade 121 Wall
121 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: FOOTING PAD & COLUMN REBAR@ GRIDS H@7; H@8; H@9;
H@10;P G@7; G@9; F@7; F@9; E@6; E@7; E@8; E@9; E@10;
H@7+14.8; H@8+6.8; H+3.9 @7+10.10 1/2; H+3.9@7+15.5; H+3.9
@8+13.9. WALL REBAR ON GRIDLINES A AND 11,
PLANS: WEEKS & ASSOCIATES 9-24-08 PP. S1 .0 TO S1 .3 AND S2. 1
ITEMS CHECKED:
121 Bar Size
121 Bar Quantity
121 Lap Length
121 Cover
0 Form Void
121 Dowel Bars
0 Other
121 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date:11/21/2008
Project: LOT 8, POWERLINE SUBDIVISION Field Rep: TP
Project Number: GS05195.000
Report Number: 3
PLACEMENT TYPE OBSERVED:
0 Grade Beam 0 Structural Slab 121 Footing
0 Pier Cap 0 Slab on Grade 0 Wail
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: GT SANDERS WAREHOUSE PADS AND COLUMNS AT GRIDLINES A
+ 4.9@1, C@1, d+20.3 @ 1 AND E@1. SGTRUST WAREHOUSE PADS
+COLUMNS@ GRIDLINES 1 (ALL PADS) 9 (ALL PADS), A (ALL
PADS) AND C (ALL PADS).
PLANS: WEEKS & ASSOCATES PLAS -SG TRUST WAREHOUSE PGS S1.1
S1.2, S1.2, S2.1 AND GEORGE T SANDERS WAREHOUSE S1.1, S1.3,
S2.1 BOTH PLANS DATED 9-24-08.
ITEMS CHECKED:
121 Bar Size
121 Bar Quantity
0 Lap Length
121 Cover
0 Form Void
121 Dowel Bars
0 Other
121 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED: SG TRUST WAREHOUSE: INTERIOR COLUMNS -DOWEL LENGTH & #
OF TIES ADJUSTED DOWN, AS APPROVED BY PAUL WITH WEEKS &
ASSOCIATES BY PHONE. APPROVE SPECIFICATIONS 6 DOWELS,
30X1 0 WITH 4 TIES SIZE AND GRADE OF REBAR REMAINS THE
SAME.
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 4
PLACEMENT TYPE OBSERVED:
Observation Date:11 /26/2008
Field Rep: ST
D Grade Beam D Structural Slab D Footing
D Pier Cap D Slab on Grade l2l Wall
D Column D Slab on Deck D Other
PLACEMENT LOCATION: GRIDLINES 1/A-0.5, E/6.5-11, 7/E-H, H/7-11.
PLANS: WEEKS AND ASSOCIATES S1-1.
ITEMS CHECKED:
12] Bar Size
12] Bar Quantity
l2l Lap Length
I2J Cover
I2J Form Void
D Dowel Bars
D Other
12] Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 5
PLACEMENT TYPE OBSERVED:
Observation Date:12/03/2008
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck lZJ Other FOOTING PADS
PLACEMENT LOCATION: FOOTING PADS ON GRIDLINE C/6, C/7, C/8, C/9 & C/10.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
lZI Bar Size
lZI Bar Quantity
lZI Lap Length
lZI Cover
0 Form Void
lZI Dowel Bars
0 Other
lZI Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL 1 Thompson, Inc
~~N•'3
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr.[ Glenwood Springs. CO 81601 I Phone: 970-945-2809[ Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 6
PLACEMENT TYPE OBSERVED:
0 Grade Beam 0 Structural Slab
0 Pier Cap 0 Slab on Grade
0 Column 0 Slab on Deck
PLACEMENT LOCATION: GRIDLINE E/1.3 TO 8.7.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
l2l Bar Size
l2l Bar Quantity
l2l Lap Length
l2l Cover
0 Form Void
l2l Dowel Bars
Observation Date:12/04/2008
Field Rep: ST
0 Footing
0 Wall
l2J Other FOOTING PADS
0 Other
l2l Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
~ ~N•'-':3
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970·945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date:12/09/2008
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 7
PLACEMENT TYPE OBSERVED:
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade IZl Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: FOUNDATION WALL AT GRIDLINES 1/A-0.5, 9/0.5 AND A/1-9.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
1Z1 Bar Size
IZl Bar Quantity
IZl Lap Length
1Z1 Cover
IZl Form Void
IZl Dowel Bars
0 Other
1ZJ Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thomp~n, Inc ["\ ,
~~Nt'~u:s -·
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs; CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 8
PLACEMENT TYPE OBSERVED:
Observation Date: 12/10/2008
Field Rep: DD
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: 41NTERMEDIATE FOOTING PADS BETWEEN 7 AND 9 LINES ON G
LINE & F LINE.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
0 Bar Size
0 Bar Quantity
0 Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
SEE REMARKS
0 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED: WILL BE PLACED AT THE TIME OF CONCRETE PLACEMENT.
REINSPECTION REQUIRED? No CTL I Thompson, Inc
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970·945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 12
PLACEMENT TYPE OBSERVED:
Observation Date:12/22/2008
Field Rep: MB
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade fZl Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: TRUST BUILDING; NORTH FOUNDATION WALL BETWEEN GRIDS 7 &
9.
PLANS: WEEKS AND ASSOCIATES #28129, 9-24-08, 1/S2.1.
ITEMS CHECKED:
fZl Bar Size
fZl Bar Quantity
fZl Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
fZ] Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
~ ~"'""3
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 9
PLACEMENT TYPE OBSERVED:
Observation Date:12/16/2008
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: 6X6 WWF& HAIRPIN INTO PILASTER REINFORCING IN THE OFFICE
BUILDING BETWEEN GRIDLINES 9-11/E-H, GT SANDERS
WAREHOUSE.
PLANS: WEEKS AND ASSOCIATES, JULY 18,2005.
ITEMS CHECKED:
0 Bar Size
0 Bar Quantity
0 Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
0 Reinforcement was placed in general conformance with approved drawings and
standard construction· practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thom~on, Inc~
L;f;./ ~N•'-"3,
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date:12/16/2008
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 10
PLACEMENT TYPE OBSERVED:
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 121 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: FOUNDATION WALL BETWEEN GRIDLINES E/1-6.9, 1/0.5-E, TRUST
BUILDING.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
121 Bar Size
121 Bar Quantity
121 Lap Length
121 Cover
121 Form Void
121 Dowel Bars
0 Other
121 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTLjTho~o~,ln~
~~N•".A.~ ~~
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 11
PLACEMENT TYPE OBSERVED:
Observation Date:12/17/2008
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap [2] Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: 6X6 WWF AND HAIRPIN INTO PILASTERS BETWEEN GRIDLINES
7-11/A-E. G.T. SANDERS BUILDING
PLANS: WEEKS AND ASSOCIATES JULY 18, 2008.
ITEMS CHECKED:
0 Bar Size
0 Bar Quantity
lZl Lap Length
0 Cover
0 Form Void
lZl Dowel Bars
0 Other
, •....... "1f1li"
[2] Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL 1 Thompson, Inc
~~"'·'s
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date: 12/31 /2008
Project: LOT 8, POWERLINE SUBDIVISION Field Rep: DD
Project Number: GS05195.000
Report Number: 13
PLACEMENT TYPE OBSERVED:
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck lZJ Other FOOTING PADS
PLACEMENT LOCATION: FOOTING PADS E-3, D-3, C-3, E-4, D-4, C-4, C-5, E-5, E-4.5 & E-5.5@
GT SANDERS WAREHOUSE.
PLANS: WEEKS AND ASSOCIATES JULY 18, 2008 AND SEPTEMBER 24,
2008.
ITEMS CHECKED:
lZl Bar Size
lZl Bar Quantity
lZl Lap Length
lZl Cover
0 Form Void
0 Dowel Bars
0 Other
lZJ Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr.\ Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 17
PLACEMENT TYPE OBSERVED:
Observation Date:o1 /26/2009
Field Rep: ST
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: 6X6 WWF AND HAIR PINS BETWEEN GRIDLINES 1-7/A-E@ GT
SANDERS WAREHOUSE.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
[21 Bar Size
0 Bar Quantity
0 Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
[21 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 14
PLACEMENT TYPE OBSERVED:
Observation Date:o1 /07/2009
Field Rep: DO
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck [2] Other PILASTER
PLACEMENT LOCATION: COLUMN LINE C-5; GT SANDERS WAREHOUSE.
PLANS: WEEKS AND ASSOCIATES 7-18-08 AND 9-24-08.
ITEMS CHECKED:
!2l Bar Size
[2] Bar Quantity
0 Lap Length
[2] Cover
0 Form Void
0 Dowel Bars
0 Other
[2] Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
~ ,.D~~""""":S
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date:o 1/08/2009
Project: LOT 8, POWERLINE SUBDIVISION Field Rep: ST
Project Number: GS05195.000
Report Number: 15
PLACEMENT TYPE OBSERVED:
0 Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 1ZJ Other FOOTING PADS
PLACEMENT LOCATION: FOOTING PADS AT GRIDLINE C/2, B/3, B.8/3, E/2.
PLANS: WEEKS AND ASSOCIATES, JULY 18,2008 (PRELIMINARY SET);
SEPTEMBER 24, 2008 (CONSTRUCTION SET).
ITEMS CHECKED:
IZl Bar Size
IZl Bar Quantity
IZl Lap Length
IZl Cover
0 Form Void
IZl Dowel Bars
0 Other
IZJ Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970·945·28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC. Observation Date:Qi/13/2009
Project: LOT 8, POWERLINE SUBDIVISION Field Rep: ST
Project Number: GS05195.000
Report Number: 16
PLACEMENT TYPE OBSERVED:
D Grade Beam D Structural Slab D Footing
D Pier Cap D Slab on Grade 121 Wall
D Column D Slab on Deck D Other
PLACEMENT LOCATION: WALL BETWEEN GRIDLINES D.5-E/1, E/6.5, 3/A-E, 4/C-E AND C/3-4.
PLANS: WEEKS AND ASSOCIATES, JULY 18, 2008 (PRELIMINARY SET);
SEPTEMBER 24, 2008 (CONSTRUCTION SET).
ITEMS CHECKED:
121 Bar Size
121 Bar Quantity
121 Lap Length
121 Cover
D Form Void
121 Dowel Bars
D Other
121 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
bt,A/ ~""""S
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945·2809 1 Fax: 970-945· 7 411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 18
PLACEMENT TYPE OBSERVED:
Observation Date :Q2/06/2009
Field Rep: TW
l2l Grade Beam 0 Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: 2 THROUGH 7, SOUTH OF LINE C@ TRUST BUILDING.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
l2l Bar Size
l2l Bar Quantity
l2l Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
l2l Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
REINFORCING STEEL OBSERVATION REPORT
Client Name: MCCAULEY CONSTRUCTORS, INC.
Project: LOT 8, POWERLINE SUBDIVISION
Project Number: GS05195.000
Report Number: 19
PLACEMENT TYPE OBSERVED:
Observation Date:Q2/09/2009
Field Rep: ST
121 Grade Beam Structural Slab 0 Footing
0 Pier Cap 0 Slab on Grade 0 Wall
0 Column 0 Slab on Deck 0 Other
PLACEMENT LOCATION: TRUST BUILDING; GRADE BEAMS BELOW THE FLOOR SLAB.
PILASTER DETAIL 4/2-1. GRIDLINES 2-8 BETWEEN GRID LINES A-E.
PLANS: WEEKS AND ASSOCIATES
ITEMS CHECKED:
121 Bar Size
121 Bar Quantity
121 Lap Length
0 Cover
0 Form Void
0 Dowel Bars
0 Other
121 Reinforcement was placed in general conformance with approved drawings and
standard construction practice. Contractor to ensure proper coverage is
maintained at time of concrete placement.
REMARKS AND/OR
DEFICIENCIES NOTED:
REINSPECTION REQUIRED? No CTL I Thompson, Inc
~ ~D~-"""5
DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
CTL I THOMPSON
GEOTECHNICAL INVESTIGATION
LOT 8
POWERLINE PROFESSIONAL PARK
GARFIELD COUNTY, COLORADO
Prepared For:
MCCAULEY CONSTRUCTORS, INC.
P.O. Box 200
700 Automation Drive, Suite H
Windsor, CO 80550
Attention: Mr. Leon McCauley
President
Project No. GS05195-125
234 Center Drive I Glenwood Springs, Colorado 81601
Telephone: 970·945-2809 Fax: 970·945-7411
June 12, 2008
TABLE OF CONTENTS
SCOPE ............................................................................................................................................. 1
SUMMARY OF CONCLUSIONS ..................................................................................................... 1
SITE CONDITIONS ......................................................................................................................... 2
PROPOSED CONSTRUCTION ....................................................................................................... 2
SUBSURFACE CONDITIONS ......................................................................................................... 3
SITE EARTHWORK ........................................................................................................................ 4
Excavations ................................................................................................................................. 4
Sub-Excavation .......................................................................................................................... 4
Backfill ......................................................................................................................................... 5
Site Grading Fill .......................................................................................................................... 6
FOUNDATIONS ............................................................................................................................... 6
Footings ...................................................................................................................................... 6
Helical Piers ................................................................................................................................ 7
FLOOR SYSTEM AND SLAB-ON-GRADE .................................................................................... 8
BELOW-GRADE CONSTRUCTION ............................................................................................... 9
PAVEMENTS ................................................................................................................................... 9
SURFACE DRAINAGE .................................................................................................................. 11
CONCRETE ................................................................................................................................... 12
LIMITATIONS ................................................................................................................................ 13
FIGURE 1-LOCATIONS OF EXPLORATORY BORINGS
FIGURES 2 AND 3-SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURE 4-GRADATION TEST RESULTS
FIGURES 5 AND 6-SWELL-CONSOLIDATION TEST RESULTS
TABLE 1-SUMMARY OF LABORATORY TEST RESULTS
APPENDIX A-PAVEMENT CONSTRUCTION RECOMMENDATIONS
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:IGS05195.000\125\2. Reports\GS05195125 R1.doc
SCOPE
This report presents the results of our geotechnical investigation for the
construction proposed on Lot B, Powerline Professional Park in Garfield County,
Colorado. We conducted the investigation to evaluate the subsurface conditions at
the site and provide geotechnical recommendations for the proposed construction.
Our report is based on data developed from our subsurface exploration, laboratory
testing, and our engineering analysis and experience with similar conditions. The
recommendations contained in the report were developed based on our
understanding of the proposed construction anticipated at the time of our
investigation. We should be informed if actual construction will differ significantly
from the descriptions herein so that we can revise our recommendations and design
criteria, if necessary. A summary of our conclusions is presented below.
SUMMARY OF CONCLUSIONS
1. Subsurface conditions encountered in our exploratory borings
consisted of about 6 inches of sandy clay "topsoil" and about 12.5 to
19 feet of clay underlain by clean to silty gravel to the maximum
explored depth of 25 feet. Ground water was measured at depths of
about 13.5 to 15 feet in our exploratory borings at the time of drilling.
2. Laboratory test results and our experience at nearby sites indicate the
soils at this site exhibit the potential for variable volume change when
wetted. Differential movement and associated damage to foundations
and floor slabs is likely if the proposed buildings are constructed
directly on the undisturbed, natural soils. We recommend sub-
excavation of the soils below the entire planned building footprint to a
depth of at least 3 feet below bottom of footing elevation and
replacement with properly placed structural fill to mitigate the potential
for foundation and floor slab movements. A deep foundation system
supported by the gravel, such as helical piers, is an alternative.
Additional discussion is in the report.
3. The building can be constructed on footing foundations supported by a
minimum 3-foot thick mat of properly compacted structural fill or a
helical pier foundation system. Design and construction criteria for
structural fill, footings, and helical piers are presented in the report.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:IGS05195.000\125\2. Reports\GS05195 125 R1.doc
1
4. After the sub-excavation process is accomplished, we judge slab-on-
grade construction can be supported by the structural fill with low
potential risk of differential movement and associated damage.
Additional discussion is in the report.
5. Surface drainage should be designed to provide for rapid removal of
surface water off of pavements and away from the proposed building.
SITE CONDITIONS
Powerline Professional Park is a commercial subdivision located northeast of
the intersection of Highway 6 & 24 and County Road 210 in Garfield County, Colorado.
Powerline Road provides access to the lots from the highway. Lot 8 is located in the
southern part of the development, east of Powerline Road. Ground surface atthe site
slopes gently down to the southwest. Vegetation on the lot consisted of weeds and
grasses. We did not see evidence of significant fill at the site.
PROPOSED CONSTRUCTION
Building plans were being developed at the time of our investigation. We
understand that two buildings will be constructed at the locations shown on Figure 1.
We understand the buildings will be pre-engineered metal buildings with slab-on-
grade floors. A below-grade loading dock is planned about 4 feet below grade. We
expect that maximum foundation excavation depths will be about 4 to 6 feet.
Foundations loads are expected to vary between 1,000 and 3,000 pounds per linear
foot of foundation wall with maximum interior column loads of about 30 kips. Paved
access and parking areas are planned. If actual construction plans will differ
significantly from the descriptions above, we should be informed so that we can
provide geotechnical input and revise our recommendations, if necessary.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:\GS05195.000\12512. Repor1s\GSOS195125 R1.doc
2
SUBSURFACE CONDITIONS
Subsurface conditions below the planned building were investigated by
drilling seven exploratory borings and two subgrade borings at the approximate
locations shown on Figure 1. Drilling operations were directed by our project
engineer who logged the soils encountered in the borings and obtained
representative samples. Graphic logs of the soils found in our exploratory borings are
shown on Figure 2.
Subsurface conditions encountered in our exploratory borings consisted of
about 6 inches of sandy clay "topsoil" and about 12.5 to 19 feet of clay underlain by
clean to silty gravel to the maximum explored depth of 25 feet. Ground water was
measured at depths of about 13.5 to 15 feet in our exploratory borings at the time of
drilling. Results of field penetration resistance tests and our observations during
drilling indicated that the clay was medium stiff to stiff and the gravel was dense.
Borings were backfilled immediately after drilling operations were completed or left
open to allow future measurements of ground water.
Samples obtained in the field were returned to our laboratory where field
classifications were checked and typical samples selected for testing. Two samples
of the soils were selected for one-dimensional, swell-consolidation testing. In the test
procedure, relatively undisturbed samples at the existing moisture contents were
loaded under 1,000 psf. Samples were then flooded under the applied load. The
resulting volume change in the samples (i.e., swell or consolidation) was then
measured. The samples tested exhibited 0.3 and 4.1 percent swell. Samples of the
gravel selected for gradation testing contained 19 to 36 percent gravel, 52 to 70
percent sand, and 11 to 12 percent clay and silt size particles (passing the No. 200
sieve). Samples excluded particles with diameters greater than about 1.5 inches.
Gradation test results are shown on Figure 4. Results of swell-consolidation testing
are shown on Figures 5 and 6. Laboratory test results are summarized on Table I.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:\GS05195.00Cl\125\2. Reports\GS05195125 R1.doc
3
1
SITE EARTHWORK
Excavations
Our subsurface information indicates that excavations for foundations and
utilities at this site can be accomplished using conventional, heavy-duty excavation
equipment. Excavation sides will need to be sloped or braced to meet local, state and
federal safety regulations. The soils within anticipated excavation depths at this site
will generally classify as Type 8 soils based on OSHA standards governing
excavations. Temporary slopes deeper than 5 feet should be no steeper than 1 to 1
(horizontal to vertical) in Type B soils. The contractor should identify the soils
encountered in excavations and refer to OSHA standards to determine appropriate
slopes. Contractors are responsible for providing and maintaining safe and stable
excavations.
Free ground water was measured at depths of about 13.5 to 15 feet in our
exploratory borings. Based on our understanding of the planned construction,
excavations for foundations and utilities will not penetrate ground water. Excavations
should be sloped to positive gravity outfalls or to temporary sumps where water can
be removed by pumping. Excessive wetting of the soils should be avoided. Ground
surfaces surrounding excavations should be sloped as much as practical to direct
runoff away from the excavations.
Sub-Excavation
Laboratory test results and our experience at nearby sites indicate that the
soils at this site exhibit the potential for variable volume change when wetted.
Differential movement and associated damage to foundations and floor slabs is likely
if the building is constructed directly on the undisturbed, natural soils.
We recommend removal (i.e. sub-excavation) of the soils below the planned
building footprint to a depth of at least 3 feet below bottom of footing elevation and
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:IG505195.000\12512. Reports\GS05195125 R1.doc
4
replacement with properly compacted structural fill to mitigate the potential for
foundation and floor slab movements. The excavation should be below the entire
building footprint and should extend laterally at least 1 foot beyond the perimeter of
the building footprint. If a deep foundation system is used to support building loads,
we recommend sub-excavation to at least 2 feet below interior slabs-on-grade.
Performance of exterior slabs-on-grade would likely be improved by sub-excavation
to at least 1 foot below the slabs. The bottom of the sub-excavated area should be
scarified to a depth of at least 8 inches, moisture treated and compacted.
We recommend structural fill consist of an aggregate base course, such as a
Class 6 or similar soil. Import structural fill should be placed in loose lifts of 10
inches or less, moisture-treated to within 2 percent of optimum moisture content, and
compacted to at least 100 percent of standard Proctor (ASTM D 698) maximum dry
density. Alternatively, the on-site clay soils could be re-used. Properly placing the on-
site soils will be more difficult than placement of import granular fill. The on-site soils
should be moisture treated to 1 percent below to 3 percent above optimum moisture
content and compacted to at least 95 percent of standard Proctor (ASTM D 698)
maximum dry density. In order for the procedure to perform properly, close control
of structural fill placement to project specifications is required. Our representative
should be called to check compaction and moisture content of structural fill during
placement.
Backfill
Proper placement of backfill adjacent to foundation walls and in utility
trenches is important to reduce infiltration of surface water, roof runoff and
subsequent settlement. Backfill soils should consist of the on-site soils, provided
they are free of organic matter, debris and rocks larger than 3 inches in diameter.
Backfill should be placed in thin lifts, moisture conditioned to within 2 percent of
optimum moisture content and compacted to at least 95 percent of standard Proctor
(ASTM D 698) maximum dry density. Our representative should be called to check
density and moisture content of backfill during placement.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195·125
S:IGS05195.000\125\2. Reports\GS05195125 R1.doc
5
Site Grading Fill
Site grading and drainage plans were not provided to us. We expect some fill
will be placed adjacent to the planned buildings. Areas which will receive fill should
be stripped of vegetation, organic soils and debris. The resulting subgrade surface
should be scarified to a depth of at least 8 inches, moisture conditioned and
compacted. The on-site soils or similar soils free of organics, debris and rocks larger
than 6 inches in diameter can be used as fill. Fill outside the building footprint should
be placed in loose lifts of 8 inches thick or less, moisture treated to within 2 percent
of optimum moisture content and compacted to at least 95 percent of standard
Proctor (ASTM D 698) maximum dry density.
FOUNDATIONS
Differential movement is likely if the building is constructed directly on the
undisturbed, natural soils. The building can be constructed on footing foundations
supported on a mat of properly placed structural fill at least 3 feet thick.
Recommendations for sub-excavation and structural fill were outlined in the Sub-
Excavation section. After the sub-excavation process is accomplished, we believe
the risk of differential movement of footings will be low, provided a high degree of
care is taken to prevent wetting of the subsoils below the building. An alternative to
footing foundations is to support the building on a deep foundation system bottomed
in the gravel. The gravel was encountered at depths of about 14 to 20 feet. The
subsurface conditions on this site are appropriate for a helical pier foundation
system. The foundation system should be designed and constructed with the criteria
below.
Footings
1. Footing foundations should be supported on an at least 3-foot
thickness of properly placed structural fill. Soils loosened during the
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:IGS05195.000\12512. Reports\GS05195125 R1.doc
6
forming process for the footings should be removed or re-compacted
prior to placing concrete.
2. Footings should be designed for a maximum soil bearing pressure of
3,000 psf. To resist lateral loads, a coefficient of friction of 0.40 can be
used for friction between the footings and the structural fill.
4. Continuous wall footings should have a minimum width of at least 16
inches. Foundations for isolated columns should have minimum
dimensions of 24 inches by 24 inches. Larger sizes may be required,
depending upon foundation loads.
5. Grade beams and foundation walls should be well reinforced, top and
bottom, to span undisclosed loose or soft soil pockets. We
recommend reinforcement sufficient to span an unsupported distance
of at least 12 feet. Reinforcement should be designed by the structural
engineer.
6. The soils under exterior footings should be protected from freezing. We
recommend the bottom of footings be constructed at a depth of at least
36 inches below finished exterior grades. The Garfield County building
department should be consulted regarding required frost protection
depth.
Helical Piers
1. In general, manufactured helical piers are available with allowable
mechanical capacities between 30 and 50 kips. Helical pier bearing
capacity shall be verified in the field using manufacturer recommended
capacity/torque ratios. A minimum factor of safety of 2.0 is required.
2. Helical piers should be bottomed in the dense, natural gravel.
Contractor shall use the number and size of helical blades required to
achieve the required depth and capacity. However, the ratio of design
bearing capacity specified by the structural engineer and the total area
of helical blades used by the contractor should not exceed 75,000
pounds per square foot.
3. Helical piers should be placed as close to vertical as possible. If
installed at a slight batter angle due to manufacture recommendations
for brackets, the lateral component of force due to this angle should be
taken into account in the design of the connection of the pier to the
structure.
4. The helical pier and the connection between the pier and grade beam
should be designed to resist vertical loads and lateral earth pressure (if
any). Helical piers should be rigidly attached to the structure to resist
MCCAULEY CONSTRUCTORS, INC,
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
5;\GS05195.000112512. Reports\GS05195125 R1.doc
7
both tension and compression. A structural engineer should design
this connection and shall consider the ability of the existing foundation
to span between piers in the layout of pier spacing.
5. There should be a 4-inch (or thicker) continuous void beneath all grade
beams and foundation walls, between helical piers, to concentrate the
dead load of the structure onto the helical piers.
6. Foundation walls and grade beams should be well reinforced. A
qualified structural engineer should design the reinforcement.
7. Installation of helical piers should be observed by a representative of
our firm to confirm the depth and installation torque of the helical piers
are adequate.
FLOOR SYSTEM AND SLAB-ON-GRADE
The main floors in the buildings are planned as slabs-on-grade. Differential
movement and associated damage is likely if the slabs are supported directly on the
undisturbed, natural soils. After the soils below the planned building footprint are
sub-excavated and re-compacted as described in the Sub-Excavation section, we
judge potential for differential movement of floor slabs will be low. If a deep
foundation system is used to support building loads, we recommend sub-excavation
to a depth of at least 2 feet below interior slabs-on-grade. Sub-excavation to at least 1
foot below exterior slabs-on-grade would likely improve performance.
Recommendations in the SURFACE DRAINAGE section should be followed to reduce
potential for wetting of the subsoils below slabs.
Slabs should be separated from exterior walls and interior bearing members
with slip joints which allow free vertical movement of the slabs. Underslab plumbing
should be pressure tested before the slab is constructed. Plumbing and utilities
which pass through slabs should be isolated from the slabs with sleeves and be
constructed with flexible connections to slab supported appliances. Exterior slabs
should be isolated from the building. These slabs should be well-reinforced to
function as independent units. Movements of these slabs should not be transmitted to
the building foundation. Frequent control joints should be provided, in accordance
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. G$05195-125
S:\GS05195.000\12512. Reports\GS05195125 R1.doc
8
with American Concrete Institute {ACI) recommendations, to reduce problems
associated with shrinkage and curling. Provision of a vapor retarder below the slabs
should be considered.
BELOW-GRADE CONSTRUCTION
We understand a loading dock will be constructed to about 4 feet below-grade.
Below-grade walls that are rigidly connected to the building should be designed for
an equivalent fluid density of at least 50 pcf. Walls that are free to rotate should be
designed for an equivalent fluid density of at least 40 pcf. These equivalent fluid
densities do not include allowances for surcharge or hydrostatic loads. The wall
foundation system should be designed using the recommendations in the
FOUNDATION section. The recommendations for sub-excavation should be followed.
A drain should be provided to remove water from the below-grade areas.
PAVEMENTS
The clay soils classify as A-6 with the AASHTO classification system. For our
pavement design, we used an R-value of 5 for the clay subgrade soils. The soils are
comparatively poor for pavement support. We recommend sub-excavation to a depth
of at least 12 inches below pavements. Fly ash stabilization may be an alternative. We
were not provided with traffic loading numbers. We expect moderately loaded
pavements except in truck turning and loading areas. We used an Estimated Daily
Load Application {EDLA) of 10 for parking areas and 30 for access drives. If the
anticipated traffic loads are considerably different than those assumed, we should be
informed so that we can review our recommendations. Based on our calculations, we
recommend the following minimum pavement sections.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLlNE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:\GS05195.000\125\2. Reports\GS05195125 R1.doc
9
Asphaltic* Full Depth Portland Pavement Concrete+
Classification Base Course Asphaltic Cement
with Fabric Concrete Concrete
Automobile Parking 3" + 6" 5" 5"
Access Drives 4" + 9" 7" 6"
• A geotextile fabric such as Mirafi 600X, or equivalent, is recommended. We
are available to discuss the merits of the fabric based on soil conditions, and
conditions found during subgrade preparation.
Our experience indicates problems with asphalt pavements can occur in areas
where heavy trucks drive and turn at low speeds. In areas of concentrated loading
and turning movements by heavy trucks, such as entrances and dumpster pads, we
recommend Portland cement concrete pavement. We recommend 6-inch or thicker
portland cement concrete pads be constructed at areas where trucks will stop or turn.
The concrete pads should be large enough to accommodate the entire truck.
The design of a pavement system is as much a function of the quality of the
paving materials and construction as the support characteristics of the subgrade.
The quality of each construction material is reflected by the strength coefficient used
in the flexible pavement design calculations. If the pavement system is constructed
of inferior material, then the life and serviceability of the pavement will be
substantially reduced. We have included construction guidelines for flexible and rigid
pavements in Appendix A.
Design of asphaltic concrete assumes a strength coefficient of 0.40. Asphaltic
concrete should be relatively impermeable to moisture and designed with crushed
aggregates that have a minimum of 80 percent of the aggregate retained on the No.4
sieve. Routine maintenance, such as sealing and repair of cracks and overlays at 5 to
7 -year intervals, are necessary to achieve long-term performance of an asphalt
system. We recommend application of a rejuvenating sealant such as fog seal after
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. 0505195·125
S:\GS05195.000\12512. Reports\GS05195125 R1.doc
10
the first year. Deferring maintenance usually results in accelerated deterioration
leading to higher future maintenance costs.
Our rigid pavement design is based on a modulus of rupture of 650 psi for
portland cement concrete. We recommend concrete contain a minimum of 610
pounds of cement per cubic yard and between 5 and 7 percent entrained air. A mix
design should be prepared for this project using the aggregate and cement that will
be used during construction. Control joints should separate concrete pavements into
panels as recommended by ACI. No de-icing salts should be used on paving concrete
for at least one year after placement.
A primary cause of early pavement deterioration is water infiltration into the
pavement system. The addition of moisture usually results in softening of base
course and subgrade and the eventual failure of the pavement. We recommend
drainage be designed for rapid removal of surface runoff from pavement surfaces.
Final grading should be carefully controlled so that design cross-slope is maintained
and low spots in the subgrade which could trap water are eliminated. Portland
cement concrete drainage pans with subsurface drains should be considered in areas
where water will be flowing across pavement surfaces.
SURFACE DRAINAGE
Surface drainage is critical to the performance of foundations, floor slabs and
concrete flatwork. We recommend the following precautions be observed during
construction and maintained at all times after the building is completed:
1. The ground surface surrounding the exterior of the building should be
sloped to drain away from the building in all directions. We
recommend providing a slope of at least 6 inches in the first 5 feet
around the buildings, where possible.
2. Backfill around the exterior of foundation walls should be placed as
described in the Backfill section. Increases in the moisture content of
MCCAULEY CONSTRUCTORS, INC,
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:IGS0519S.000\12512. Reports\GS05195125 R1.doc
11
backfill soils after placement can result in settlement. This settlement
is most common adjacent to north facing walls.
3. The buildings should be provided with roof gutters and downspouts.
Roof downspouts and drains should discharge well beyond the limits
of all backfill. Splash blocks and downspout extensions should be
provided at all discharge points.
4. Landscaping should be carefully designed to minimize irrigation near
foundation walls. Plants used near foundation walls should be limited
to those with low moisture requirements; irrigated grass should not be
located within 5 feet of the foundations. Sprinklers should not
discharge within 5 feet of the foundation and should be directed away
from the building.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the buildings. These membranes tend
to trap moisture and prevent normal evaporation from occurring.
Geotextile fabrics can be used to control weed growth and allow some
evaporation to occur.
CONCRETE
Concrete in contact with soil can be subject to sulfate attack. We measured
water-soluble sulfate concentrations in one sample from this site. A concentration of
0.01 percent was measured. Sulfate concentrations less than 0.1 percent indicate
Class 0 exposure to sulfate attack for concrete in contact with the subsoils, according
to the American Concrete Institute (ACI) Guide To Durable Concrete (AC/201.2R-01).
For this level of sulfate concentration, ACI indicates any type of cement can be used
for concrete in contact with the subsoils. In our experience, superficial damage may
occur to the exposed surfaces of highly permeable concrete, even though sulfate
levels are relatively low. To control this risk and to resist freeze-thaw deterioration,
the water-to-cementitious material ratio should not exceed 0.50 for concrete in
contact with soils that are likely to stay moist due to surface drainage or high water
tables. Concrete should have a total air content of 6% .± 1.5%. We recommend all walls
in contact with the subsoils be damp-proofed.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195-125
S:\GS05195.0001125\2. Reports\GS05195125 R1.doc
12
LIMITATIONS
Our exploratory borings were located to obtain a reasonably accurate picture
of the subsurface. Variations in the subsurface conditions not indicated by our
exploratory borings will occur. Our representative should be called to observe the
completed foundation excavation and the sub-excavation process. We should
observe installation of helical piers.
This investigation was conducted in a manner consistent with that level of care
and skill ordinarily exercised by geotechnical engineers currently practicing under
similar conditions in the locality of this project. No warranty, express or implied, is
made. If we can be of further service or if you have questions regarding this report,
please call.
CTL I THOMPSON, INC.
(5 copies sent)
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSI ONAL PARK
PROJECT NO. GS05195·125
S:IGS05195.000\12512. Roports\G$05 195125 R1.doc
13
Scale: 1 '=60'
McCauley Constructors, Inc.
Lot 8, Powertne SubdMslon
Project No. GS05195-125
S-2
5296 c::::::::::::-__,~ ----------
'---------
2ND S
'---~----,
• I
I
FUTURE PROPERTY
L ___ _
TH-3
~
Locations of exploratory
borings are approximate.
Locations of
Exploratory
Borings
Ag.1
0
5
10
v
15-
20
25
30
35
TH-1
12/12
19/12
Project No. GS05195-125
TH-2 TH-3
13/12
11/12
v
9/12 v 10/12
30/12 31/18
TH--4 TH-5 TH-6 TH-7
9/12 10/12 6/12
v
4/12 37/12 v 16/12 v
50/12
SUMMARY LOGS OF EXPLORATORY BORINGS
12/12
7/12
32/6,
Bounce
S-1 S-2
rn rn
0
5
10
15
20
25
30
35
Flg. 2
LEGEND:
Sandy clay •topsoil•, organics,
moist, brown.
Clay, sandy, medium stiff to stiff,
slightly moist to wet, tan, brown.
(CL.)
Gravel, clean to slightly silty,
cobbles, dense, wet, brown. (GP-Gt.4}
Drive sample. The symbol 12/12
Indicates that 12 blows of a 140
pound hammer falling 30 Inches
were required to drive a 2.5 Inch
O.D. California sampler 12 Inches.
Project No. GS05195-125
T
Drive sample. The symbol 30/12
Indicates that 30 blows of a 140
pound hammer falling 30 Inches
were required to drive a 2.0 Inch
O.D. standard sampler 12 Inches.
Bulk sample from auger cuttings.
Indicates free ground water level
measured on the day of drilling.
Indicates practical auger refusal.
SUMMARY LOGS OF EXPLORATORY BORINGS
NOTES:
1.
2.
3.
Exploratory borings were drilled on t.4ay
21, 2008 with 4-lnch diameter,
solid-stem auger and a truck-mounted
drill rig. Exploratory borings TH-2,
TH-4 and TH-7 were backfilled
Immediately after drilling operations
were completed.
Locations of exploratory borings are
approximate.
These exploratory borings are subject to
the elCplanatlons, limitations and
conclusions as contained In this report.
Fig. 3
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN 15 MIN. 60 MIN_ 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 '16 '10 '8 '4 318" 3/4'" 1'1." 3'" 5"6'" 8"
100 F=============================================================~~~~~~~==o
·:: c=··· ... c: /----: __ -· •1o 90
80
70 ··-·--~__:_
60
Sample does not include
particles with diameters
larger than 1.5 inches.
20
.·
• 30
40 --~ .... h .·· 50~~~~~~~
:: 1=--==-~==-~===o==-=;~=:c:==:=='=-•A=':='--=~=•cc•==;==='=;='==-;=-=-:::
50
60
---------
70
80
90
20
10
··-~··•
0 100
.001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL CLAY (PLASTIC) TO SILT (NON-PLASTIC)
FINE MEDIUM COARSE FINE COARSE COBBLES
0 w z
~ ~ w
" ~ z w
0
" w c
Sample of SAND, CLAYEY, SILTY (SC-SM) GRAVEL 19 % SAND 70 %
From TH-2 AT 19 FEET SILT & CLAY 11 % LIQUID LIMIT %
PLASTICITY IN~ %
------~
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR.
45 MIN. 15 MIN.
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
60 MIN.19 MIN. 4 MIN. 1 MIN. '200 '100 ·so '40 ·3o '16 ·1o ·e '4 3/8" 314" 1Y," 3" 5"6" s"
0
90
--j---10
80 -Sample does not include 20
~ 70
particles with diameters ------;-;
~ larger than 1.5 inches. ~ a: 60
~ __ ]_ z
~50 ~ " w
"40
30 0 w z
40 ;;:
w
"' ~
50 z w
0
" 60 w
"
30 70
20 ·---'----C-
80
10 , __ ,_ 90
i·-·
0 100
.001 0.002 .005 .009 .019 .037 .074 .149 297 .590 1.19 2.0 2.38 4.76 9.52 19.1 36.1
0.42
76.2 127 200
152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS CLAY (PlASTIC) TO SILT (NON-PLASTIC)
FINE MEDIUM
Sample of SAND, CLAYEY, SILTY (SC-SM) ____ _
From TH-7 AT 19 FEET
McCauley Constructors, Inc.
Lot 8, Powerline Professional Park
PROJECT NO. GS05195·125
S :\GS05195 .000112516. Calcs\GS05195-125. Gradation.xls
GRAVEL
COARSE FINE COARSE COBBLES
GRAVEL 36 % SAND
SILT & CLAY 12 % LIQUID"L"IM"'I"T-·
PLASTICITY IN~
52%
%
% ------·
Gradation
Test Results
FIG. 4
6
5
4 -
3
2
___ EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETIING
-3 -~-----·---------------------------
z 0 -41------------------------
(jj z
<(
0.. X -5
w
;1.
z 0 ..
~
ll! 0.. -7
:::;;
0
(.)
-sL-----------------------------------------------------~ 0.1
APPLIED PRESSURE-KSF
Sample of ClAY, SANDY (CL)
From TH-3 AT 9 FEET
McCauley Constructors, Inc.
Lot 8, Powerline Professional Park
PROJECT NO. GS05195-125
S:\GS05195.000\1251S. Ca1cs\GS05195-125.Swell.xls
1.0 10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
100
-~9:c2,_ PCF
29.7 %
Swell Consolidation
Test Results
FIG. 5
6
5
4
3 ------
2
____ EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETIING
1 ----------------------------~----------------------------------------·
0
-1 -------·-------------------------------------·----~----~---------------·-~------
-2 -·----~--.. -~--·----
-3 --------~----
z Q-4
iii z
~ -5
w
'#.
~_,
~
~ a. -7
::;;
0
0
----~------
--0-----------------------
-·~--------------------------------------------------------------~ 0.1
APPLIED PRESSURE -KSF
Sample of CLAY, SANDY (CL)
From TH-5 AT 9 FEET
McCauley Constructors, Inc.
Lot 8, Powerline Professional Park
PROJECT NO. G$05195-125
S:IGS05195.000\12516. Calcs\GS05195-125.Swell.xls
1.0 10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
100
94 PCF -=-= 27.7 %
Swell Consolidation
Test Results
FIG. 6
MOISTURE DRY
DEPTH CONTENT DENSITY
LOT (FEET) (%) (PCF)
TH-1 4 8.3 91
TH-2 4 14.8
TH-2 19 15.3
TH-3 9 29.7 92
TH-4 9 15.4 101
TH-5 9 27.7 94
TH-6 9 30.6 90
TH-7 14 25.8 97
TH-7 19 15.5
S-1 0-4 4.8
S-2 0-4 14.3
ATTERBERG LIMITS
LIQUID PLASTICITY
LIMIT INDEX
(%) (%)
32 16
36 19
TABLE I
SUMMARY OF LABORATORY TESTING
PROJECT NO. GS05195-125
SWELL TEST RESUL TS•
SOLUBLE PERCENT
SWELL SULFATES GRAVEL
(%) (%) (%)
0.01
19
4.1
0.3
36
• SWELL MEASURED WITH 1000 PSF APPLIED PRESSURE, OR ESTIMATED IN-SITU OVERBURDEN PRESSURE.
NEGATIVE VALUE INDICATES COMPRESSION.
PASSING
PERCENT NO. 200
SAND SIEVE
(%) (%) DESCRIPTION
89 CLAY. SANDY 1CL)
99 CLAY, SANDY (CL)
70 11 SAND, CLAYEY TO SILTY (SC-SM)
CLAY, SANDY (CL)
74 CLAY, SANDY (CL)
CLAY, SANDYJCL)
99 CLAY, SANDY (CL)
60 CLAY, SANDY (CL)
52 12 SAND, CLAYEY TO SILTY (SC-SM)
88 CLAY, SANDY (CL)
90 CLAY, SANDY (CL)
Page 1 of 1
APPENDIX A
PAVEMENT CONSTRUCTION RECOMMENDATIONS
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195·125
S:\GS05195.000112512. Reports\GS05195 125 R1.doc
FLEXIBLE PAVEMENT CONSTRUCTION RECOMMENDATIONS
Experience has shown that construction methods can have a significant effect
on the life and serviceability of a pavement system. We recommend the proposed
pavement be constructed in the following manner:
1. Natural soils should be stripped of organic matter, scarified, moisture
treated, and compacted. We recommend sub-excavation, moisture-
treated and recompaction of the subgrade soils to a depth of at least
12-inches below pavements. Subgrade soils should be moisture-
treated to within 2 percent of optimum moisture content and com-
pacted to at least 95 percent of maximum standard Proctor dry density
(ASTM D 698, AASHTO T 99). Moisture treatment and compaction
recommendations also apply where additional fill is necessary.
2. Utility trenches and all subsequently placed fill should be properly
compacted and tested prior to paving. As a minimum, fill should be
compacted to 95 percent of maximum standard Proctor dry density
(ASTM D 698, AASHTO T 99).
3. If areas of soft or wet subgrade are encountered, the material should be
sub-excavated and replaced with properly compacted structural
backfill. Where extensively soft, yielding subgrade is encountered, we
recommend the excavation be inspected by a representative of our
office.
4. Asphaltic concrete should be hot plant-mixed material compacted to at
least 95 percent of maximum Marshall density. The temperature at
laydown time should be near 275 degrees F. The maximum compacted
lift should be 3.0 inches and joints should be staggered.
5. The subgrade preparation and the placement and compaction of all
pavement material should be observed and tested. Compaction criteria
should be met prior to the placement of the next paving lift.
MCCAULEY CONSTRUCTORS, INC.
LOT 8, POWERLINE PROFESSIONAL PARK
PROJECT NO. G$05195-125
S:IGS05t95.000112.S\2. Reports\GSOS195125 R1.doc
A-1
RIGID PAVEMENT CONSTRUCTION RECOMMENDATIONS
Rigid pavement sections are not as sensitive to subgrade support character-
istics as flexible pavement. Due to the strength of the concrete, wheel loads from
traffic are distributed over a large area and the resulting subgrade stresses are
relatively low. The critical factors affecting the performance of a rigid pavement are
the strength and quality of the concrete, and the uniformity of the subgrade. We
recommend subgrade preparation and construction ofthe rigid pavement section be
completed in accordance with the following recommendations:
1. Subgrade soils should be stripped of organic matter, scarified,
moisture treated, and compacted. We recommend the sub-excavation,
moisture-treated and recompaction of the subgrade soils to a depth of
at least 12-inches below pavements. Subgrade soils should be
moisture-treated to within 2 percent of optimum moisture content
compacted to at least 95 percent of maximum standard Proctor dry
density (ASTM D 698, AASHTO T 99). Moisture treatment and
compaction recommendations also apply where additional fill is
necessary.
2. The resulting subgrade should be checked for uniformity and all soft or
yielding materials should be replaced prior to paving. Concrete should
not be placed on soft, spongy, frozen, or otherwise unsuitable
subgrade.
3. The subgrade should be kept moist prior to paving.
4. Curing procedures should protect the concrete against moisture loss,
rapid temperature change, freezing, and mechanical injury for at least 3
days after placement. Traffic should not be allowed on the pavement
for at least one week.
5. A white, liquid membrane curing compound, applied at the rate of at
least 1 gallon per 150 square feet, should be used within 24 hours of
placement.
6. Construction joints, including longitudinal joints and transverse joints,
should be formed during construction or should be sawed shortly after
the concrete has begun to set, but prior to uncontrolled cracking. All
joints should be sealed.
7. Construction control and inspection should be carried out during the
subgrade preparation and paving procedures. Concrete should be
carefully monitored for quality control.
The design section is based upon a 20-year Period. To avoid problems associated
with scaling and to continue the strength gain, we recommend deicing salts not be
used for the first year after placement.
MCCAULEY CONSTRUCTORS, INC.
LOT B, POWERLINE PROFESSIONAL PARK
PROJECT NO. GS05195·125
S:IG505195.000\12512. Reports\GS05195 125 R1.doc
A-2
140
135
130
125
120
CURVE NUMBER 1
--~--:--:--: -1--:_--: N'--:-_l_ :_-;-+-; -i--:--:-~--:--I--:·:;:~::;:;:~::~:;:;-~::\1::;:1::;:[:1:~::~:j:5::rlr:;:.
. -~--:--:~ -1--:~~_:-:-,--.. -:-~--:--~ -l--:--~---:--:_----:--
__ ; __ : __ : __ ; __ j__: __ ~_; __ : __ l_;_; _: __ ;_j __ :_ : __ ; __ :_j_: MAXIMUM D1~~-~ENSITY PCF
:;:_;_:!::t:j:::~~r ·:,:t:!::,:j:::::t:r::::r:;. OPTIMUM MOISTURE CONTENT -•--·--:-_, _ -0:'-: -~ --:··c ;-~--:--: _ r -:-_: -~--:--~-; _ 6.5 %DRY WEIGHT
-+-_}:-41-:--: -"j--:--~ -~--:---.~~ -:--:--~-in:--~-~--:--~"'+-~--:--~---:-.. :--+--:--'[--} -~--i--~-' -~--:--' -~-1,--:--~-~--;---~-:--:-·-~-1--:--:--~--:-_l· __ ~-~--:--~---:--~-~ ~ -~--~-~--:--~-
·-·r--, "l---r---·-·· ·-·-· --·--,.-~--1--F-... --1---;·-'"1--·--F"' --,--F-'t--.--~----4--l--l·-
1 ' I I ' I I I I I ' I 1 I I ' ' __ ', ___ : __ :-: ____ ; __ -: __ ', __ :_
--:--:--:--:-·--:--: -----:--f -1-T-f-~-T ~~~b-;;~ 0~6; sPEct;!C G~vlTY = 2~7o ·~-
... ~--\--\--~-~ i--\--~-~ --:---· -~ -:-·~: -~-~ --:--~-~--:--I--t--:--:--~-i--:--~-~--:--11--~-~--:--~-
. -~ --:--:--· ~---:--~-~--:---: -~--:-r -j~--:--' -~--:--~-· ··: -~--:--~-i" -:--:· -~-~--" :·-~--:--~
-~--:--:--~---:·-~-~--:---~-~--:--~---:--~-~--:----~-~--:--,L-i--:·-,'--~-~--~--:·-~--:--,L-
1 I I 1 I 1 I l I I 0 i I I 1 l ' I ' I , j j I I I I 1 1 -;--:--:--:---:--:-.--.---·--:--:--: --:--:··:--:--r·:-r-:--:-1--:--:--:--:--~-:--:--~--:-
--l.--•--•--L---•,'--L,' --',~--~,'--_.c _ __, __ : __ ~--~--: __ -~-~--: __ ~_j__: __ ~-~-~----; ___ : __ : __ ~-
1 ' I ' I I I ' ' I I I ' I ' I I I ' I E ' --~'--:--f---:--~-~--:---t-~--:--t--f--~'-T-~-~--:-.. ,L -1--,'--:--f-~----~-~--~~--,L-
-,-~--~-,---:--~-~--.---~-~--~-~--~-~--~-~-~--:--~-~--:--~-~----~-~--~-
·-,---,--,--,.-
' '
--.--c-o--·---,·o-·!••c· -~~-;-.:--~-:-~ •• : •• ;.! .. : .. ;.:.~--~--;.; .. : .. ;.
1 ' I ' I ' I I I I I I ' I ' I t I 115 ~~--~-t~~~~+-~~~-i~~~---r--~~--r--~--~-t----~~~
-~-+-:--J.--_,_ -'---'--·---~-""'--:--~---+-'!;ilit ~-+_It_~-~--:--~--j\ -+ -~-~-~-----~-~--:--~-
• .!. __ , __ , __ !_ ___ I __ L_J __ , __ .l-~I __ , __ L_ --'--L----'--_i_.J __ I __ L ___ , __ , __ .!_ __ I ____ L_...! __ , __ L_
I l I I I I I I I I I I I I I I I I i I I I I I I I I 1 1
--~-~--~-!---:--~-~-~---!-~--~-~---:--~-~-~ --!-~--:--~--~--~-~-~---!-~--:--~-
I I I I --',--',---,'--,'--r··,' --',-·',··rl _ I I I I ! I I I I I 1 1 1 1 I I -;--1--,--,---,--,-,-~--~-,-,--,--,---,--,-,--,----,--;--,--,--
~~~:--~--'c--:c--c' --c' --t--c'--c: --c' --c: --t--c' --c' --c'--c:~t--c'--c'--c'--c: __ t--c'--c: __ c'--c'--+--c'---c'--·'--"'--~
_;_j __ ~_:_ --~-:.:.J __ ~_:_~--~-:-110
u..
(.) a.
105
1 I I I I I I t I t
I I I i I I t I I I t I -,--,--.--,---~--~-·--~---,--,--,--,-
·-;-~--:--!---:--~-~--:----!-~--:--:--
1 I I I I I I l I I
-~-~--~-J.---1--~--'-~---J.-~--~-L-
1 1 I I I I I I I I I
i I I I ' i l I I I E
-~-~--~-~-~--~--~-~-~----~-~--i--~-
1 I 1 I I o I I I I I I
-,--.,--~-,.---1--r--,--,--•;--,--r·r-
__ !_~--~-~-__ : __ ~-~-~---!-~--:--~-
1 I I I i I I i I I
.l_J--~-L-__ I __ L_J_J ___ J_J __ , __ L_
I t I t I I i I
' ' '
__ . __ , -'--·--R'""--·--,_ I < I I l I I I
I I I t I I I I
--,--,-,-~--,-,--~--·-
--:--~-!--:----,.-~--:--!-
i I E I I I I I
--1--,_-~ -_,_--J.--_,_ -\..-
t l i I I I I
I I I 1 I I I l
-~--L·'-"-·f·'-'-.L. I I E I I I l
j 0 I I I I I t --~--r -1 --~" ---I --, --~--i"" -
I I I I I 1 1 j
--·--,...-"t-""I"--,-..,--·--,..-
t I I 1 I I I 1
--1--L--l.-~--~-~-~--~--~-
1 I I I I I I '' '' ''•f\' '' '' '''' I I I I I I I I I j I I I I j 1 --,--L-1 --~---T-"1-- --I" --,--,-" T--,"---I--,--,--i"-
I j I I i I I I I E I I I I E I
"-~-"!""" "t" "1"" "T ""\""I" r--""1--r" T" -,-""" T"" "1" -·-" t""
I I I I I I I I I I I E I I I I
--:--~-~--:----~-~--:--,---:--~-~-~----:·-~---:--~-
--'--L _J __ 1_--J. --'-_1_-L_ --'--L-l_ -'----L-.J __ , __ L _
t l i I E i I I I I I I I I I I
).. 100 1--+--+--+--+---+--+--+--+--+--t--+--+--+--+---t---r'--+--+'---r-I I 0 I I I I I I
1-' ·~": ::::
(i) -.,.--,--:--~---,--~-~--:----'-~--:--,----r--r-·1-.,---T-~--~--r-~----~-~--:--~-
z -"'---1--1·--+---1--1--..; __ , ___ .._ _ _, __ , __ .__ --·--'--"---1-----J.--1--l--j..--1--·--··--1--1--'--UJ i I I I I I i i I i I I I I > > 0 I i I I t I 1 o
0 -·:·--:--:--L --:--~-~--:----~-~--:--~--,--:--~-~ -~---1-~--'--'·-~----T-~--:---~-
~ . -7--:--:--r---:--~-~ --:---+--:--:--~-1--:--~ -~--:--r .. T--:--:--r--·:----!---:--:--r-c 95 j j I t I I > 1 I 1 I I I !
0 5 10 15 20 25 30
MOISTURE CONTENT -%
35
Sample Description 3/4 Inch Aggregate Base Course LIQUID LIMIT %
PLASTICITY 1-:-N=D-::E:-:X------%
GS05195
Location United Sand and Gravel
Rifle Pit
Com paction Test Procedure -:7A'-:Si:'Tc.M~D..:6:..:9..::8 _________ __
Method C
GRAVEL %
SAND %
SILT AND CLAY %
Compaction
Test Results 11/4/08
u.
(..)
0..
135
130
125
120
115
110
105
>-100
!::
"' z w
0
~
0 95
GS05195
-~ -1-_:_-:-__ :_ -~ _l_1_---~-~-_:_-~--~:_ -~-~-J __ (_-~-~--:--~-
' I I I ' I I I I I ' ' I I I ' I I I ' I I
--~--~--1--;.-__ , __ ,. _ _, __ , __ -~-~--:--~---:--;-:-~---~--:--:--~-1--:-~--~-~ ---;-~--:--~-
_l ___ , __ , __ l ___ , __ L_J __ , __ ----'--'--L---'--L-J. __ , _____ ..; __ ,_ l---'--_.l __ , ____ J.._J __ , __ I __
0 I I I I I I I E I I ~ I I I < I I I I I I I I
·-+--:--:---~-·---:--~-+--:---+ -:--:--+---:--~-+--'---~--·--:--r-1 --:--:-·--:---}-~--: -r-
, I I I I I I I I I 0 I 0 I
--,--t-, --,--
' ' '
0 5 10 15 20 25 30 35
MOISTURE CONTENT-%
Sam pie Description ..::C::.Ia:cYc:.·.:S:.::il""ty-'-, .;:B.:cro:..:w.:.:n;__ _______ _ LIQUID LIMIT ________ %
Location Foundation Excavation
Compaction Test Procedure ASTM D698
Method A
PLASTICITY INDEX %
GRAVEL %
SAND %
SILT AND CLAY %
Compaction
Test Results 12/1/08
140
135
130
125
120
CURVE NUMBER 3
MAXIMUM DRY DENSITY
110.0 PCF
--o--r--;---1----r -..,--t--r--
' ' '
_l __ :,__: __ ,. ___ : __ ~_~ __ : __ --~ __ : __ : __ ~-j--· -~-~ __ : ___ ; __ ~ __ : __ ~_
I ' I I I I 0 I l I > I I 0 I I l I I I
I I I l I I I 0 I I 0 I I I I I I I I 0 -1--,--,--,---,--,-;--,--'--r--~--,--r---,-,--,--,---,-,--,--,--
--1--1...--'---'----L--'--1--1...-, ' ' __ 1 __ .1__..! __ ,_
I I I t
I I I I --~--; -,--,-
. ' ' -,-,----:--
1 I I I -r -'--~--r-
' I I I I I I I I I I I I I I
~; ~ ~:~~::::: : :U ~ L\: :~: U: :1:::.: rNi--~~ ~ t ~ i ~ j~ ~f-:t: U:: t:
115 ,_-_~_,-_-_-,-_-_-,_-_-,_-_-r-__ -_-,_-_-,-_-,-_-_-,-_-_+--_-:-_--L _: __ :. _ _ _: __ 'f ~~ __ : _ _ _ ~ _ ~ __ : __ ~ _ _ _, __ ~-_-'-_ ... ____ .. _ _. __ , __ .. _
·-+--:--:--~-]--:--~-~--:---+--:--:--~---:--~-~--:----~-~--\--~---:--:--1--'--t--}--,--:--~-
1 I I I I I I I I I I I . I I I I I I I I I I I I I I I I
- T --,--,--T---,--,--T--,---T--,--,--T--J--,--.---;-,---T--,--,--,----,--,--T --,----T--,--,--r---~--:--:--~-J--:--~-~--:---~-~--:--~--1--:--~-~-.... ---~-~--:--~---:--~-~-~--. -~-~--:--~-
110 I I ; ~ I I I : ~ I ~ I ' I ~ I ' ' I ~ I I I I ' I I I I I
I I I I
1
I I ' •Jtl I • "-!.... I I I I I I I I I L I I I L 1 1 -~--:--:--~---~~--~-~--:----7-->--}---~.:.r~-{-.).--m}-~--:--~---:--~-~--:--~.--}-~--:--~-
1 I I 1 I I I I I I I I I I I I I I I ! I I I I I I I I -;--:--:--;---:--;-;--:--t-;--: -:--:---:--;-;--:--,--:--:--;-~--:--:--;--:----;--:--:--;-
-~--:--;--~----:--~-~--:---~-.--:--~---:--~-~--:---~-~--:--~-r-:--~-~-~---~-~--:--~-
_ .. __ , __ , __ •. _ --1--<---'--'---~ -'--1--'"---1--'---'--...l---'"-1--1--'"---1--'--"'"--'----'"--'--•--'--
1 l I I I I I I I I I I I I I I I I I I I I I I I I
1 I ! ! t I • I I I I t I I I I I I I I I ! 1 1 1 105 -+--:--:--~---:--~-~--:---;:--:--\--}-__ : __ :--*--:---~-~ 1\:--~---:--~-*--:--1--~-~--:--~-
1 I I I I t I I I I I I I I I I I I I I I I
-..---·--~~--,---~,--,_-,--,---~-·--:--~---:--r-~--:---~-~--:-~---:--~-~-~--~--~-~--:--~-
~ -~--:--:--~---:--~-~--:-~1 -~-~--:--~---1--~-~--1---~·-~--:--1---:--:--~-~--r--~-~--:--~-
~ _J_~ __ I__L_ --~--L-l--1~ _L_J __ I __ L_ --~--L-1-~--_L_J __ I __ L_. -~--L-l_J ____ L_J __ I __ L_
I I I I I I I I I I I I I I I I I I I l I I t I I I I I
~ 100 l--+--+--+--+'--t--+--+--+--+'--t--+--+--+--+--1--+--+'--~-+--1--+:--",--":--":--l'~r-~--,c--r--r--c'--t--+--+--l
-en . -~ -~--~ -~--[--:--~ -~--:----~-~--:--~---~--~--..---~---,'. -~--~~--~-tK:_ -~-~-_,:-·---~ _J __ ;_-~-
1 I I I I I I I I I I I I I I I I I I I I I I I I I ' I ffi -~-~--:--~--1--:--~--:--:--, -~·-~--:-·-:·---:--~-~--<---~--:--:--~-1--:----~--".----:·-~--:--~-
0 -f--:--:--;·---:--~ ·:--:--~-7-~--:--~----~--~-~--:---7-.J,--:--~---:--~ -~--:--~--}-·~--:--~-
~ -+--:--:--+-· --:--~-~--:---+--~~--~·--r-· --~--~!_-~--:---r--~·--:--r---,·--~-:--.~----r-~--:--r-
u.. I I I I I I I I . I I I I I I I I I I I I I I I I
0 95
0 5 10 15 20 25 30 35
MOISTURE CONTENT-%
Sample Description Clay ,Sandy, Tan --~--~~----------------LIQUID LIMIT %
GS05195
Location ..::S::to:::c:::k:r:P::;ile::_ _______ _:__ ______ _
Compaction Test Procedure ASTM D698
Method A
RECEIVED
DEC 2 3 ZOOS
G.'\Hf'IELD COUNTY
BUILDiNG & PLANNING
PLASTICITY I_N_D_E_X ____________ %
GRAVEL %
SAND %
SILT AND CLAY %
Compaction
Test Results
12/15/08
Compaction
Test Report
cLIENT MCCAULEY CONSTRUCTORS, INC.
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
1
1m~ en. I THOMPSON
MIIHo!IJ~i!ii!ejkQjjli#I!I•W
DATE 11/03/08 PROJECT NUMBER G$05195 000
Phase: REPORT NUMBER: _1_ SHEET: _j_ OF _j__
suBJEcT LOT 8, POWERUNE SUBDIVISION
6 POWERLINE ROAD
RIFLE, co RECEIVED
DEC 11 2008
STRUCTURAL FILL
GARFIELD COUNTY
_01!11
LABORATORY FIELD ·~ "'V U 0 Ln!•'I•;JO"
TEST TEST MAX DRY COM· SOIL ll'"PE NO. LOCATION DEPTH OMC% MC'Y{I
FEET TYPE
NO TESTS PERFORMED ---···---"·---··-------·
1 BELOW SUBGRADE
SPECIFICATIONS: 100 %OF MAXIMUM
MOISTURE \MTHIN TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
MOISTURE ADDED BY
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)BACKHOE 1)t.OADER
PROGRESS REPORT
ASTM D698
%OF OPTIMUM
DENSITY DENSITY PACTION
PCF PCF %
. --
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES -------
AT THIS VISIT HE EARTHWORK CONTRACTOR WAS EXCAVATING THE FOOTING PAD LOCATIONS FOR THE
GEORGE T SANDERS BUILDING. 3/4 INCH AGGREGATE BASE COURSE IS IMPORTED FROM UNITED SAND
AND GRAVEL PIT IN RIFLE. THE SAMPLE WAS OBTAINED AND DELIVERED TO OUR OFFICE FOR
LA BORA TORY TESTING. A PROCTOR DENSITY TEST WILL BE PERFORMED TO DETERMINE THE MAXIMUM
DENSITY AND OPTIMUM MOISTURE CONTENT. OUR FIELD REPRESENTATIVE WAS INFORMED THAT THE
FOUNDATION WOULD CONSIST OF A GRADE BEAM AND PAD TOE OF FOUNDATION WITHOUT VOID
MATERIAL. WE RECOMMEND A VOID MATERIAL AT LEAST 4-INCHES THICK.
0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 · IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO .(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
0 PERIODIC, ON CALL BASIS: fZI ~g~~~~cTOR's oR CLIENrs REPRESENTATIVE CONTRACTOR
SANDON THIBAULT
CTLITHOMPSON,INC. ~ ~N''-'3
FIELD REPRESENTATIVE
DB
Af'PROVEDBY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945·7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
W CT'L l THOMPSON
ml@l~lijt0ta:m;loifijilli##UW ' e
11/04/08 PRO.IECT NUMBER G$05195 000
REPORT NUMBER: _2_ SHEET: _j_ OF" _j__
P.O. BOX 200 SUBJECT LOT 8, POWERLtNE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD A-1
1
TEST DEPTH TYPE FEET
-·· ·--~---~··-~-----
1 0.0 NUC
FOOTING PAD A-2
-· --------. ~~,.--···--
2 0.0 NUC
su 1 BELOW BG RADE
SPECIF!GATIONS: too %OF MAXIMUM ASTM D698
MOISTURE WITHIN _;+c.:2::___c.T0;;;__,·2,__ %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)WACKER
MOISTURE-ADDEO 8-Y
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 1)BACKHOE
PROGRE:SS R:EfiORi
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 139.3 6.7 100 + ------· JOB NO GS06196.000
CURVE NO 1
132.0 6.5 135.3 6.0 100 + JOB NO GS05195,000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS" NOT PRESENT, AI\JD AT LOCATIONS"OTHERTHAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT j()-12 INCHES ---'-"-'"'"----
AT THIS VISIT THE EARTHWORK CONTRACTOR HAD THE FOOTING PADS IN THE AREAS AT THE ABOVE
LOCATION BACKFILLED TO GRADE. DENSITY TEST RESULTS ARE SATISFACTORY. IT WAS SUGGESTED
TO THE CONTRACTOR TO COMPACT THE NATIVE SOILS AT THE BOTTOM OF THE FOOTING PADS PRIOR
TO PLACING STRUCTURAL FILL.
1&2
[ZJ !N OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 · IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
r.;J PERiODIC ON CALL BASIS· r;! CONTRACTOR'S OR CLIENTS REPRESENTATIVE .t;A,.L,.,E'-'X'-W'-"'-IT_._,H"-------~ ' ' 1!!J ADVISED
,. KRSTEN
SANDON THIBAULT
CTLITHDMPSON, INC. ~ ~N•'-'5
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 1 Phone: 970·945-2809 1 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
1ft CTL ! THOMPSON
'I $Sijijteil!m;lsM;j'J.ilj;Jd ilf!
11106/08 PROJECT NUMBER GS05195 000
REPORT NUMBER: __ 3_ SHEET: _j_ OF _2_
P.O. BOX 200 suBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINE Al3
1
TEST DEPTH TYPE FEET
----------
3 0.0 NUC
FOOTING PAD AT GRIDLINE A14 -----
4 0.0 NUC
FOOTING PADATGRIDLINEA/5 --
5 0.0 NUC
FOOTING PAD AT GRIDLINEA/6
6 0.0 NUC
FOOTING PAD AT GRIDLINEA/7
7 0.0 NUC
FOOTING PAD AT GRIDLINE A/8 -------
B 0.0 .NUC
FOOTING PAD AT GRIDLINE A/9
9 0.0 NUC
FOOTING PAD AT GRIDLINE A110 -
10 0.0 NUC
FOOTING PAD AT GRIDLINE A/11 ---
11 (),() NUC
1 BELOW SUBGRADE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO -2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)BACKHOE 1)LOADER
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS BUILDING
LABORATORY FJELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 138.5 6.0 100 + -JoBNo GS05195:0oo
CURVE NO 1
132.0 6.5 137.9 5.0 100 + JOB NO G$05195.000
CURVE NO 1 ----------132.0 6.5 131.0 6.6 99 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 136.2 4.7 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.8 6.2 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 140.3 5.6 100 + JOB NO GS05195,000
CURVE NO 1
132.0 6.5 136.4 5.7 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 136.6 6.7 100 + ----------
JOB NO GS05195.000
CURVE NO 1
132.0 &.5 137.7 4.& 1()() + JOB NO GS051.95.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 10-12 INCHES ------~~~------
3 4AND 6-13 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) -"5----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
r;! PERIODIC ON CALL BASIS· V1 CONTRACTOR'S OR CLIENT'S REPRESENTATIVE PATRICK WITH MCCAULEY ~ ' ·~ADVISED
SANDON THIBAULT
CTLITHOMPSON,INC. ~ ~''"5
FIELD REPRESENTATIVE
DB
APPRO"\/EU BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 I Phone: 970-945-2809 I Fax: 970-945-7411
Compaction
Test Report
-:I1•~jf:-CTL I THOMPSON 'T1f ~
-~~i!liloJll;l!iJI•!•Mil!illi• ,
DATE 11/06108 PROJECT NUMBER• G$05195 000
cuENT MCCAULEY CONSTRUCTORS, INC. Phase: REPORT NUMBER: _3_ SHEET:_.2_ OF' _2_
P.O. BOX 200 susJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINE B/11
1
TEST DEPTH TYPE FEET
. --~---~
12 0.0 NUC
FOOTING PAD AT GRID LINE C/11
~--~---·------·---·--·---
13 0.0 NUC
1 BELOW SUBGRADE
SPECIFICATIONS: 1()0 %OF MAXIMUM ASTMD698
MOISTURE WITHIN +2 TO ~2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNiTS:
1)BACKHOE WITH SHAKER PLATE
MOISTUREADDEOBY WATER TRUCK ~~~~~--------------TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE 1 )LOADER
PfkOG~I!SS ~EPOR"f
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS BUILDING
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY MC%
PCF PCF
132.0 6.5 133.5 4.6
132.0 6.5 131.7 7.5
COM~ SOIL TYPE
PACTION
%
CURVE. NO 1
100 + JOBN'0-Gso5196.000
CURVE NO 1
100 JOB NO G$05195,000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PlACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS' NOT PRESENT, AJI.ID AT LOCATIONS-OTHERTHAIIJ
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FIL~ MEETS SPECIFICATIONS.
THICKNESS OF UFT 10-12 INCHES
DURING THIS SITE VISIT PATRICK GILROY WITH MCCAULEY CONSTRUCTION INFORMED OUR FIELD
REPRESENTATIVE THAT THEY WOULD CONTINUE TO CONSTRUCT A GRADE BEAM AND PAD TYPE OF
FOUNDATION. PATWAS INFORMED THAT THE BUILDrNG WOULD PERFORM BEITER IF STRUCTURAL FILL
WAS ALSO PLACED BELOW THE GRADE BEAM WALLS AND FOOTING PADS. A 41NCH VOID WILL BE
PLACED BELOW THE GRADE BEAM PORTION, PER PATRICK GILROY. THE CONTRACTOR HAD THE ABOVE
FOOTING PADS BACKFILLED TO GRADE DURING THIS VISIT. DENSITY TEST RESULTS ARE SATISFACTORY
EXCEPT FOR DENSITY TEST NO. 5. IT WAS SUGGESTED TO THE EARTHWORK CONTRACTOR TO
RECOMPACT THAT FOOTING PAD. NO RETEST WILL BE REQUIRED. TWO FOOT OF STRUCTURAL FILL
WILL BE PLACED BELOW THE FLOOR SLAB.
3 4AND 6-13 o· IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS" INDICA TED" BY OUR OBSERVATIONS AND TEST NO .(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICA TED BY OUR OBSERVATIONS AND TEST NO .(S) _,5 ________ _
SCOPE OF
OBSERVATION: 0 FULL
TIME;
r;'l PERIODIC ON CALL BASIS·r;t CONTRACTOR's OR CLIENTS REPRESENTATIVE PATRICK WITH MCCAULEY 1!!:.1 ' ' ~ ADVISED
SANDON THIBAULT
CTLITHDMPSON,INC. ~ ~N•'-;:s,
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970·945-28091 Fax: 970·945-7411
Compaction
Test Report
cuENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase·
"ifrtf CTL I THOMPSON
-~~ll®tlGiljij!!!J!oli~l:.ljj\l;j•W
11107108 PROJECT NUMBER GS05195 000
REPORT NUMBER: _4__ SHEET: _j_ OF _i_
P.O. BOX200 suBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
14
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT
-GRIDLiNES 1f/D
RETEST NO. 14
1
TEST DEPTH TYPE FEET
·--0.0 NUC
---~· --~----·
14 t
FOOTING PAD AT
15 GRIDLINES 11/E
FOOTING PAD AT
16 GRIDLINES 11/F
FOOTING PAD AT
17 GRIDLINES 11/G
FOOTING PAD AT
18 GRIDLINES 11/H
1 BELOW SUBGRADE
SPECIFICATIONS: 100
MOISTURE WITHIN
-·
%OF MAXIMUM
TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKERPLATE
MOISTURE ADDED BY WATER TRUCK
TIPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE 1 )LOADER
PROGRESS REPORT
NUC
0.0 NUC
0.0 NUC
0.0 NUC
--0.0 NUC
ASTM D 698
%OF OPTIMUM
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS BUILDING
lABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 130.8 7.1 99 JOB NO GS05195:000
CURVE NO 1
132.0 6.5 133.5 5.3 100 + JOB NO GS05195,00Q
CURVE NO 1
132.0 6.5 133.6 4.5 100 + JOB NO GS05195.000
CURVI:NO 1
132.0 6.5 134.7 5.1 100 + JOB NO G$05195.000-
CURVE NO 1
132.0 6.5 136.5 5.7 100 + -JOB NO GS05195.Qii0
CURVE NO 1
132.0 6.5 133.5 5.3 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 10-12 INCHES ------~~~------
THE EARTHWORK CONTRACTOR HAD THE ABOVE FOOTING PADS BACKFILLED TO GRADE. FINAL
DENSITY TEST RESULTS ARE SATISFACTORY.
14A 15-18
IZJIN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ..!1.::!4---------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 121 PERIODIC,ON CALL BAS!S:0 ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT -~~.''5
FIELD REPRESENTATIVE
DB
CTL\THOMPSON, INC.
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs. CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
-'(fff CTL I THOMPSON
MW~!Ml®ti;Mi\IM!BI!\!Oilll•M
11/10/08 PROJECT NUMBER G$05195 000
REPORTNUMBER: _5_ SHEET:_j_ OF _j_
P.O. BOX200 suBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
19
20
21
22
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD ON GRIDLINE H/1 0 ---------------------.-------
FOOTING PAD ON GRIDLINE H/9 -----------------·--···-
FOOTING PAD ON GRIDLINE H/8 ··---·-
FOOTING PAD ON GRIDLINE H/7 ·-··--··--------------
1 BELOW SUBGRADE
1
TEST DEPTH TYPE FEET
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
SPECIFICATIONS: 100 %OF MAXIMUM
MOISTURE WITHIN TO
ASTM D698
%OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE 1 )LOADER
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 134.6 6.8 100 + --·----··--·-----
JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.7 6.0 100 + JOB NO GS05196.000
CURVE NO 1
132.0 6.5 136.5 6.5 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 137.0 5.2 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT NOT OBSERVED INCHES -~~===:.--
THE ABOVE DENSITY TESTS WERE PERFORMED ON THE STRUCTURAL FILL PLACED BLEOW THE
FOOTING PADS. DENSITY TESTS WERE PERFORMED AT PRESENT FILL LEVELS AT THE TIME OF THE
VISITS. THE SITE WAS VISITED 3 TIMES NO ADDITIONAL FILL HAD BEEN PLACED AT THE TIME OF OUR
LAST VISIT. THE SITE WILL BE VISITED TOMORROW.
19-22 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
SCOPE OF
OBSERVATION: 0 FULL
TIME:
(2j PERIODIC, ON CALL BASIS: 0 ~g~~1~~CTOR'S OR CliENT'S REPRESENTATIVE .t:.A>J,L,<;E~X,__ _______ _
SANDON THIBAULT
CTLITHOMPSON,INC. ~~No'~
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
FIELD REPRESENTATIVE
DB
234 Center Dr. 1 Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
cuENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
~A~_f-_, CTL 1 THOMPSO"'' 1"1' n m"'
Mb~Well;I!J@MliMiilllijil•*+*
11111 108 PROJECT NUMBER GS05195 000
REPORT NUMBER: _6_ SHEET: _j_ OF _i_
P.O. BOX 200 suBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
23
23
24
24
25
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINES 7/E ·-----·----·--------------
RETEST NO. 23 ------·-----------------
FOOTING PAD AT GRIDLINES 7/F -----------------
RETEST NO. 24 --------·--
FOOTING PAD AT GRIDLINES 7/G c-----------------
1 BELOW SUBGRADE
1
TEST DEPTH TYPE FEET
0.0 NUC
NUC
0.0 NUC
NUC
0.0 NUC
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D698
MOISTURE WITHIN +2 TO M2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 2)BACKHOES
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS BUILDING
LABORATORY FIELD
MAX DRY COM~ SOIL TYPE
DENSITY OMC'Yu DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 129.8 6.0 98 "J06NC>GS0519s.oo0
CURVE NO 1
132.0 6.5 134.4 5.7 100 + ~S051SS.o00
CURVE NO 1
132.0 6.5 131.3 7.4 99 JOB NO GS051S5.000
CURVE NO 1
132.0 6.5 136.2 6.8 100 + JOB NO GS05195.000-
CURVE NO 1
132.0 6.5 136.4 6.0 100 + JOB NO GS06195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF F!LL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPEC!F!CATlONS.
THICKNESS OF LIFT 10-12 INCHES ------'='----
AT THIS VISIT THE CONTRACTOR HAD THE ABOVE FOOTING PAD BACKFILLED TO GRADE. FINAL DENSITY
TEST RESULTS ARE SATISFACTORY. THE CONTRACTOR WAS IN THE PROCESS OF SUB EXCAVATION
BELOW THE FLOOR SLAB ALONG THE SOUTH SIDE OF THE G.T. SANDERS BUILDING. SIX INTERIOR
FOOTING PADS WILL BE EXCAVATED BELOW THE BOTTOM OF THE FLOOR SLAB SUB EXCAVATION. OUR
FIELD REPRESENTATIVE WAS INFORMED BY PAT WITH MCCAULEY CONSTRUCTION THAT OUR OFFICE
WILL BE NOTIFIED WHEN OUR SERVICES ARE REQUIRED.
23A 24A 23-25 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; IZl PERIODIC, ON CALL BASIS: 0 ~g~~~CTOR'S OR CUENT'S REPRESENTATIVE ALEX WITH KUERSTEN
, PAT WITH MCCAULEY
SANDON THIBAULT
CTWTHOMPSON, INC. ~ ~,.,_,,~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr.l Glenwood Springs, CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
-~~-----CTL 1-THOMP"'"""' "iPf ~vll~
+®~filjlllel#lii/lioiiji;Dii•"
j•j!13/08 PROJECT NUMBER G$05195 000
REPORT NUMBER: __ 7_ SHEET: _j_ OF __2._
P.O. BOX200 suBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO
26
27
28
29
30
31
32
33
34
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
PAD SUBGRADE@ GRIDLINES
.• H+3.9 & 8+I3~s····------------
PAD SUBGRADE@ GRIDLINES ---------------------H+3.9 & 7+15.3
PAD SUBGRADE @ GRIDLINES
H+3.9 & 'f+10.10-1/2
PAD SUBGRADE@ GRIDLINES
G & 7+14.8 --------------
PAD SUBGRADE@ GRIDLINES
G&9
PAD SUBGRADE@ GRIDLINES
-G &-9 ------
PAD SUBGRADE@ GRIDLINES
c-F&9
PAD SUBGRADE@ GRIDLINES
f: & 8+6.8 ---
PAD SUBGRADE @ GRIDLINES
F.& 7+14.8
LO 1 BE W SUBGRADE
1
TEST DEPTH TYPE FEET
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
SPECIFICATIONS: 100 0,-l, OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO ·~2 %OF OPTIMUM
TYPE OF COMPA.CTlON EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY WATER TRUCK
TIPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 134.8 6.2 100 + ~---~----·---·-JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.2 6.8 100 + JOB NO G$05195.000
CURVE NO 1
132.0 6.5 134.7 6.8 100 + --
JOB NO 0505195.000
CURVE NO 1
132.0 6.5 134.9 6.5 100 + -JOBNO osos1es.ooo
CURVE NO 1
132.0 6.5 134.8 6.2 100 + JOB NO GS05195:00Q
CURVE NO 1
132.0 6.5 134.0 6.8 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.3 6.6 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.9 6.9 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.3 7.2 100 + JOB NO G$05195~000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, VVE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES -------
26-41 [2] IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN QUI'? OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVA TlONS AND TEST NO.(S) -----------
SCOPE OF
OBSERVATION:
TED PUTNAM
FIELD REPRESENTATIVE
DB
0 FULL
TIME; 0 PERIODIC, ON CALL BASIS; 0 ~~"i~CTOR'S OR CUENT'S REPRESENTATIVE ALEX WITH KUERSTEN
APPROVED BY DAN DOWNING .
LABORATORY/FIELD MANAGER
234 Center Dr.! Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
PAD SUBGRADE@ GRIDLINES
··---~-~-
35 E.6
PAD SUBGRADE@ GRIDLINES
~o=a--·--------·---
36 E.8
PAD SUBGRADE@ GRIDLINES
37 E.9
PAD SUBGRADE @ GRIDLINES ----38 E.10
PAD SUBGRADE@ GRIDLINES
39 D + 20.3, 1
PAD SUBGRADE@ GRIDLINES
40
C,1------
PAD SUBGRADE@ GRIDLINES --
41 A+4.9, 1
1 BELOW SUBGRADE
1
DEPTH
FEET
0.0
0.0
0.0
0.0
0.0
0.0
0.0
~~ CTL I THOMPSON
-~l@ill0!!$i!!@i!lili:!l!illllill•
DATEc 11/13/08 PROJECT NUMBER G$05195 000
Phase REPORT NUMBER: _7_ SHEET: _.2._ OF __2_
suBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
TYPE
NUC
NUC
NUC
NUC
NUC
NUC
NUC
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM~
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
132.0 6.5 132.3 6.1 100
132.0 6.5 132.8 5.3 100 +
132.0 6.5 134.7 6.0 100 +
132.0 6.5 134.1 6.0 100 +
132.0 6.5 133.8 6.3 100 +
132.0 6.5 133.5 6.3 100 +
132.0 6.5 133.5 6.7 100 +
SOIL TYPE
CURVE NO 1
JOBNo oso£196.000
CURVE NO 1
--·----~
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NOGS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WlTHIN +2 TO -2 O,(, OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED< TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIF!CAT!ONS.
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY WATER TRUCK THICKNESS OF LIFT -----------INCHES
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
AS REQUESTED, A SITE VISIT WAS MADE TO PERFORM COMPACTION AND MOISTURE TESTING ON THE
FOOTING PAD SUBGRADE. WE OBSERVED THAT THE SUBGRADE WAS PREPARED PRIOR TO OUR VISIT
FOR ALL PADS REPRESENTED ABOVE WITH A COMPACTION TEST AT EACH ONE. THE SUBGRADE FOR
ALL PADS ALONG GRIDLINE 1 WERE PREPARED TOGETHER, AND ARE REPRESENTED BY 3 TESTS (39-41).
MOISTURE AND COMPACTION WERE SATISFACTORY. A RETURN VISIT WAS REQUESTED FOR NOVEMBER
14, 2008.
26-41 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION:
TED PUTNAM
FIELD REPRESENTATIVE
DB
0 FULL
TIME:
IAl PERIODIC ON CALL BAS!S-!Al CONTRACTOR'S OR CLIENTS REPRESENTATIVE ALEX WITH KUERSTEN ~ ' '~ ADVISED ---
CTLITHOMPSON,INC. ~ ~N.'5
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-2809 I Fax: 970-945-7411
Compaction
Test Report
cuENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
-~Rt CTL I THOMPSON
Dl!i~Ng!Jjjill\l*!f.Mi$5!!•M
11119108 PROJECT NUMBER GS0'5195 000
REPORT NUMBER: 8 SHEET: _1_ OF __3__
P.O. BOX 200 suBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINE E/9
1
TEST DEPTH TYPE FEET
·---------------------··
42 0.0 NUC
FOOTING PAD AT GRIDLINE D/9 ---------------------
43
FOOTING PAD AT GRIDLINE C/9 ------· 44
FOOTING PAD AT GRIDLINE B/9 -·
45
FOOTING PAD AT GRIDLINE A.519
46
FOOTING PAD AT GRIDLINE A/9
.
47
FOOTING PAD AT GRIDLINE A/8 ----.
48
FOOTING PAD AT GRIDLINE A/7
49
FOOTING PAD AT GRIDLINE A/6 -------
50
AD 1 BELOW SUBGR E
SPECIFICATIONS: 100
MOISTURE WITHIN
%OF MAXIMUM
TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNlTS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE 1 )LOADER
0.0 NUC
··-0.0 NUC
0.0 NUC
.
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
ASTM D 698
%OF OPTIMUM
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MAX DRY COM~ SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 139.2 5.5 100 + -~----·-·-Jos NO Gso5195.ooo
CURVE NO 1
132.0 6.5 137.0 4.3 100 + -:;os NoGsos1sS.OoO
CURVE NO 1
132.0 6.5 135.5 3.1 100 + JOJi'NOGsos19S.oiiO-
CURVE NO 1
132.0 6.5 139.8 4.5 100 + JOBNO osos1ss.ooo-
CURVE NO 1
132.0 6.5 138.0 6.5 100 + fJOs NO GS05195:000
CURVE NO 1
132.0 6.5 138.7 5.4 100 + ~Gsos19s.000
CURVE NO 1
132.0 6.5 137.0 5.0 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 135.0 5.6 100 + JOB NO GS05196.000
CURVE NO 1
132.0 6.5 139.4 5.1 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT INCHES -------
42-60 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC, ON CALL BASIS; 0 ~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT
CTLITHDMPSON,INC. ~ ~N•'-"3
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 I Phone: 970-945-2809 I Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
-'1~c CTL ! THOMPSON
Ei!!lil!liJI~Ulaio!l;!!Jf.li:®!!ldiilll•
11119108 PROJECT NUMBER G$05195 000
REPORT NUMBER: _8__ SHEET: _2_ OF __3._
P.O. BOX200 suBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
51
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINE Al5 --------------·
FOOTING PAD AT GRIDLINE Al4
1
TEST DEPTH TYPE FEET
0.0 NUC
·---·-----------
52
FOOTING PAD AT GRID LINE AJ3 ·------
53
FOOTING PAD AT GRID LINE Al2
54
1--· ..
FOOTING PAD AT GRIDLINE Al1
55
FOOTING PAD AT GRIDLINE A.5/1
56
FOOTING PAD AT GRID LINE B/1
·-
57
FOOTING PAD AT GRIDLINE C/1 --58
FOOTING PAD AT GRID LINE D/1 -· -
59
1 BELOW SUBGRADE
SPECIFICATIONS: 100
MOISTURE WITHIN
%OF MAXIMUM
TO
TYPE OF COMPACllON EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )BACKHOE 1 )LOADER
0.0 NUC
--0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
··-0.0 NUC
ASTM D 698
%OF OPTIMUM
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC%) PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 137.4 4.6 100 + ··:iOa No Gs0519s.o00
CURVENO 1
132.0 6.5 139.7 5.9 100 + JOB -NOGSii5195:00Q
CURVE NO 1
132.0 6.5 136.4 5.2 100 + . JOB NO GS05196.000
CURVE NO 1
132.0 6.5 141.4 5.3 100 + .
JOB NO G$05195.000
CURVE NO 1
132.0 6.5 135.9 6.3 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 135.4 5.7 100 + -------JOB NO GS05195.000
CURVE NO 1
132.0 6.5 136.8 5.8 100 + JO-B NO GS051-95.iiOQ
CURVE NO 1
132.0 6.5 138.4 6.5 100 + JOB NO G$05195.000
CURVE NO 1
132.0 6.5 135.1 5.8 100 + 'JOBNO Gso51ss·.·ooo
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES ------------------
42-60
[2] IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
SCOPE OF
OBSERVATION: 0 FULL
TIME;
lZI PERIODIC, ON CALL BASIS: 0 ~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-2809 I Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
en. I THOMPSON
11119108 PROJECT"UMBER GS05195 000
REPORT NUMBER: _8_ SHEET: _.3_ OF _3_
P.O. BOX 200 susJEcr LOT 8, POWERLINE SUBDIVISION
TEST
NO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINE E/1
1
TEST DEPTH CYPE FEET
60
!--·-··--·--·-·---------···-· 0.0 NUC
1 BELOW SUBGRAOE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WiTHIN TO %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND 1-JO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO, OF UNITS;
1)BACKHOE 1)LOADER
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 135.6 6.0 100 + "Jos NO GS051-95.0o0
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES -------
DENSITY TESTS WERE PERFORMED ON THE COMPLETED STRUCTURAL FILL PLACED BELOW THE
FOOTING PADS FOR THE TRUST BUILDING. DENSITY TESTS RESULTS ARE SATISFACTORY. PAT GILROY
WITH MCCAULEY CONSTRUCTION ASKED OUR OPINION ON THE ORGANIC MATERIAL (ROOTS) THAT WERE
BELOW THE FLOOR SLAB AREA FOR THE TRUST BUILDING. PAT WAS INFORMED THAT THEY ORGANICS
NEED TO BE REMOVED. THE ORGANICS ARE APPROXIMATELY 6-121NCHES THICK. THE THICKNESS OF
THE ORGANIC MATERIAL MAY VARY.
42-60 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO .(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO .(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC, ON CALL BASIS; 0 ~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT
CTLITHOMPSON,INC. ~ ~N 1 t4 ""
APPROVED BY DAN DOWN NG -FIELD REPRESENTATIVE
DB LABORATORY/FIELD MANAGER
234 Center Dr.! Glenwood Springs. CO 81601! Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
cLIENT MCCAULEY CONSTRUCTORS, INC.
DATE; 11120108 PROJECT NUMBER GS05195 000
Phase: REPORT NUMBER: _9__ SHEET: _j_ OF __2__
P.O. BOX 200 sUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
61
62
63
64
65
66
67
68
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINES C/8 --·-----··------------·-·--
FOOTING PAD AT GRIDLINES C/7 -----------------------
FOOTING PAD AT GRIDLINES C/6 ·-
FOOTING PAD AT GRIDLINES C/5 -----
FOOTING PAD AT GRIDLINES C/4 . --
FOOTING PAD AT GRIDLINES C/3 -------
FOOTING PAD AT GRIDLINES C/2 -----
FOOTING PAD AT GRIDLINES E/1.3 ----------
w 1 BELO SUBGRADE
1
TEST DEPTH
FEET TYPE
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
SPECIFICATIONS: 100 ASTM D 698
MOISTURE WITHIN
%OF MAXIMUM
TO %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )LOADER 1 )BACKHOE
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MAX DRY COM~ SOIL TYPE OMC% MC% DENSITY DENSITY PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 133.6 6.8 100 + .. --------·--JOB NO G$05195.000
CURVE NO 1
132.0 6.5 137.0 5.6 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 137.1 5.3 100 + JOB NO G$05195.000
CURVE NO 1
132.0 6.5 138.2 4.9 100 + JOB No G$05195.000
CURVE NO 1
132.0 6.5 137.4 4.8 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 132.6 4.6 100 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.0 4.0 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 138.8 5.2 100 + -:JOe. NO Gs05195.QOO
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES -------
61-68
(21 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OSSERVA TIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTIOH DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC. ON CALL BASIS: fZ] ~g~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT Dt.v ~' CTL!THOMPSON, INC. W 6 5
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
CTL I THOMPSON
11 120108 PROJECT NUMBER G$05195 000
REPORT NUMBER: _9__ SHEET: _2_ OF _2_
P.O. BOX 200 SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
1
TEST DEPTH TYPE FEET
--------------------~·---
1 BELOW SUBGRADE
SPECIFICATIONS: 100
MOISTURE \flllTHIN
%OF MAXIMUM
TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UII.JITS:
1 )LOADER 1 )BACKHOE
PROGRESS REPORT
ASTM D698
%OF OPTIMUM
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MN< DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC%. PACTION
PCF PCF %
------
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES
THE CONTRACTOR HAD THE ABOVE FOOTING PADS BACKFILLED TO GRADE AT THE TIME OF THIS VISIT.
DENSITY TESTS RESULTS ARE SATISFACTORY.
61-68
{211N OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) -----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
fZI PERIODIC, ON CALL BASIS; 0 ~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT
CTLjTHOMPSON,INC. ~ ~A/,',5
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORYIFIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CTl I THOMPSON
INCO'RP0RA+ED
DATE 11/26/08 PROJECT NUMBER GSQ5195 000
CLIENT MCCAULEY CONSTRUCTORS, INC. Phase: REPORT NUMBER: _1Q_ SHEET: _j_ OF _j__
P.O. BOX200 suBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO
69
70
71
72
73
74
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
50'E OF THE NW CORNER
OF GTSANDERSWAREHOUSE
··~~·" -.--·~·
100'E OF THE NW CORNER
ofGT SANDERSWAREHOUSE _____
40'W OF THE NE CORNER
"of GfSANDERSWAREHOUSE _____
50'S OF THE NE CORNER
-OF-GT SAN-DERS WAREHOUSE ""
FOOTING PAD AT GRIDLINE 6/C
FOOTING PAD AT GRIDLINE 7/C
1 BELOW SUBGRADE
1
TEST DEPTH TYPE FEET
2.0 NUC
2.0 NUC
2.0 NUC
2.0 NUC
0.0 NUC
0.0 NUC
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN TO %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY WALK BEHIND ROLLER
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK ~~~~~~~~~----~
TYPE OF EARTH MOVING EQUIPMENT AND NO, OF UNITS:
1)LOADER
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC'Ya DENSITY MC% PACTION
PCF PCF %
CURVE NO 2
105.0 18.3 94.9 24.6 --90 JOB NO GS05195.000
CURVE NO 2
105.0 18.3 97.7 21.0 93 JOB NO GS05195.000
CURVE NO 2
105.0 18.3 99.9 20.6 ------------95 JOB NO GS05195MO
CURVE NO 2
105.0 18.3 97.3 21.0 93 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.0 4.6 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 136.5 4.6 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 6~8 INCHES ----~--~~------
THE CONTRACTOR USED THE ONSITE CLAY SOILS AS STRUCTURAL BACKFILL ALONG THE INTERIOR SIDE
OF THE FOUNDATION WALL. THE ON SITE CLAY SOILS WERE PLACED BELOW THE 2·FOOTTHICKNESS OF
THE STRUCTURAL GRANULAR FILL. A SAMPLE OF THE ON SITE CLAY WAS OBTAINED. A PROCTOR
DENSITY TEST WILL BE PERFORMED ON THE SAMPLE. THE CLAY FILL WILL AIR DRY TIL MONDAY
ADDITIONAL COMPACTIVE EFFORT WILL BE APPLIED USING THE BACKHOE WITH THE SHAKER PLATE.
RETESTS WILL BE REQUIRED FOR DENSITY TESTS 69-72.
73 & 74 0 IN OUR OPINION. Fill COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
G2J IN OUR OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) _,6"'9-'·7_,2 _______ _
SCOPE OF
OBSERVATION: 0 FULL
TIME: 0 PERIODIC. ON CALL BASIS: G2l ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE ALI;2CWITH KUERSTEN
SANDON THIBAULT
"" .. u:H MCCAULEY
CTLjTHOMPSON,INC. ~ YV'~PA..3
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CTI. .. I THOMPSON
I'NCORI?ClRAil"ED
DATE• 12/03/08 PROJECT NUMBER• GSQ5195 000
CLIENT MCCAULEY CONSTRUCTORS, INC. Phase: REPORT NUMBER: _1_1_ SHEET: _j_ OF _3_
P.O. BOX200 SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
69
70
71
72
75
76
77
78
79
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
RETEST NO. 69 . ---···--··--·-----------
RETEST NO. 70 .-------··--~~·-~
RETEST NO. 71 .------
RETEST NO. 72 -------------------
A
FOOTING PADS AT GRIDLINE C/8
GT SANDERS WAREHOUSE
FOOTING PADS AT GRIDLINE C/9
GT SANDERS WAREHOUSE
FOOTING PADS AT GRIDLINE C/10
GT SANDERS WAREHOUSE
FOOTING PADS AT GRIDLINE E/8
TRUST BUILDING
FOOTING PADS AT GRIDLINE E/7 .. --TRUST BUILDING
1
DEPTH
FEET
0.0
0.0
0.0
0.0
0.0
1 BELOW SUBGRADE "• FA TMD698R 2100Y. 0 s U!R D EO E
TEST
TYPE
NUC
NUC
NUC
NUC
NUC
NUC
NUC
NUC
NUC
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +3 TO -1 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)VIBRATORY WALK BEHIND SHEEPSFOOT
MOISTURE ADDED BY _cW~A~T.':E:!R~T.!:R":U~C~K~---------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
105.0 18.3 100.0 20.6 95
105.0 18.3 99.0 21.6 94
105.0 18.3 100.0 18.3 95
105.0 18.3 103.7 17.1 99
2
132.0 6.5 136.9 5.1 100 +
2
132.0 6.5 134.6 4.9 100 +
2
132.0 6.5 137.3 4.9 100 +
2
132.0 6.5 136.9 4.9 100 +
2
132.0 6.5 139.5 4.3 100 +
SOIL TYPE
CURVE NO 2 -------JOB NO GS05195.000
CURVE NO 2
·-.. ~-------
JOB NO GS05195.000
CURVE NO 2
JOB NO GS05195.000
CURVE NO 2
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
CURVE NO 1
JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT. AS WELL AS THE TESTS
SHOWN ABOVE. WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT INCHES -------
69A, 71A, 72A & 75-84, 85 & 86A 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ~7-_,0<!:A'-C&"-"80<6 ______ _
SCOPE OF
OBSERVATION; 0 FULL
TIME; G2l PERIODIC, ON CALL 8ASIS:I2) ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUER$T_,E,Nt.._ __
SANDON THIBAULT
\' KAT WITH MCCAULEY
CTLITHOMPSDN,INC. ~ ~No'~ FlaO REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
CT!.. I THOMPSON
I CORRCH~ATED
12/03/08 PROJECT NUMBER GSQ5195 OQQ
REPORT NUMBER: _1_1_ SHEET: _2_ OF _.3__
P.O. BOX200 SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO.
80
81
82
83
84
85
86
86
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PADS AT GRIDLINE E/5.5
TRUST BUILDING------------···
FOOTING PADS AT GRIDLINE E/4
TRUST B-UILDING ---·-----
FOOTING PADS AT GRIDLINE E/3
-TRUST BUILDING·---·-··------
FOOTING PADS AT GRIDLINE E/2
TRUST BUILDING
FOOTING PADS AT GRIDLINE E/1.2
TRUST BUILDING
45'E OF THE NE CORNER OF
OFFICE GT SANDERS WAREHOUSE
30'E OF THE SW CORNER OF
OFFICE GT SANDERS WAREHOUSE
RETEST NO. 86
~
1
DEPTH
FEET
0.0
0.0
0.0
0.0
0.0
2.0
2.0
1 BELOW SU8GRADE 2100% OF ASTM 0698 REQUIRED
TEST
TYPE
NUC
NUC
NUC
NUC
NUC
NUC
NUC
NUC
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +3 TO -1 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)VIBRATORY WALK BEHIND SHEEPSFOOT
MOISTUREAODEOBY WATER TRUCK ~~~~~-------------TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MG<'/o PACTION
PCF PCF %
2 CURVE NO 1
132.0 6.5 137.2 5.8 100 +
'" _________
JOB NO GS0519MOO
2 CURVE NO 1
132.0 6.5 137.9 5.6 100 + -·------JOB NO GS05195.000
2 CURVE NO 1
132.0 6.5 138.9 4.9 100 + -------JOB NO GS05195.000
2 CURVE NO 1
132.0 6.5 134.3 5.4 100 + JOB NO GS05195.000
2 CURVE NO 1
132.0 6.5 132.4 6.3 100 JOB NO GS05195.000
CURVE NO 2
105.0 18.3 100.1 17.8 95 JOB NO GS05195.000
CURVE NO 2
105.0 18.3 97.7 17.8 93 JOB NO GSOS195.000
CURVE NO 2
105.0 18.3 101.6 18.4 97 JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT INCHES -------
69A, 71A, 72A & 75-84, 85 & 86A G2] IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S) _,_?_,O:;:Ac>&'-".86,__ ______ _
SCOPE OF
OBSERVATION: 0 FULL
TIME: i2l PERIODIC. ON CALL BASIS:!ZJ ~g~~1~~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTEN
SANDON THIBAULT
)""" , _ .u;:.ITH MCCAULEY
CTLjTHOMPSON,INC. ~ ~~r3
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs. CO 816011 Phone: 970·945·28091 Fax: 970-945-7411
Compaction
Test Report
CTLITHOMPSON
DATE: 12/03f08 PROJECTNUMBER: G$05195 000
cuENT MCCAULEY CONSTRUCTORS, INC. Pl1a.se: REPORT NUMBER: _1_1_ SHEET: _3_ OF __:!__
P.O. BOX200 SUBJEcT LOT 8, POWERLINE SUBDIVISION
TEST
NO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
-----'~-·-~----~~--~·····--·--·---·-··"-"
1
DEPTH
FEET
1 BELOW SU8GRADE 2 100% OF ASTM D698 REQUIRED
TEST
TYPE
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +3 TO ~1 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)VIBRATORY WALK BEHIND SHEEPSFOOT
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQ.:_U:_:IP.:_M:,:EN:::T.:..AN.:,D:.:N:;:O:::. O':'FC..UN-,ITC:S-, -------
1)LOADER
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM. OMC% MC% DENSITY DENSITY PACTION
PCF PCF %
SOIL TYPE
~---~--------··-
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT INCHES ------------------
RETESTS WERE PERFORMED IN THE GT SANDERS WAREHOUSE AND ADDITIONAL TESTS WERE
REQUESTED IN THE FOOTING PADS FOR THE TRUST BUILDING AND GT SANDERS WAREHOUSE. FINAL
DENSITY TEST RESULTS ARE SATISFACTORY EXCEPT FOR DENSITY TEST NO. 70. THIS AREA WILL BE
RECOMPACTED. NO RETEST WILL BE REQUIRED. DENSITY TESTS 80 & 81 REPRESENT THE STRUCTURAL
FILL PLACED BELOW THE FOOTING PADS BETWEEN GRIDLINES E/3.9-6 FOR THE TRUST BUILDING. THIS
AREA WAS BACKFILLED AS ONE SECTION. A SECOND SITE VISIT WAS REQUESTED IN THE LATE
AFTERNOON AT THAT TIME DENSITY TEST NO. 86 WERE PERFORMED ON THE INTERIOR SIDE OF THE
OFFICE BUILDING, FOUNDATION WALL FOR THE GT SANDERS WAREHOUSE. ADDITIONAL COMPACTIVE
EFFORT WAS APPLIED TO THE AREAS OF FAILING DENSITY TESTS 85 & 86 PRIOR TO RETESTING. THE
REMAINDER OF THE INTERIOR SIDE OF THE FOUNDATION WALL IN THE OFFICE AREA WILL BE
RECOMPACTED.
69A, 71A, 72A & 75-84, 85 & 86A G2] IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S}
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S} _:.7'"0A=&-"8"-6 _____ __
SCOPE OF
OBSERVATION 0 FULL
TIME; GZI PERIODIC, ON CALL BASIS: 0 ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTEN
SANDON THIBAULT
~ _ u:ITH MCCAULEY
CTLjTHOMPSON,INC. "~ ·w~'~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone' 970·945·28091 Fax: 970-945·7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DArE:
Phase:
CTLITHOMPSON
INCORPORATED
12/04/08 PROJECT NUMBER' GS05195 000
REPORT NUMBER: ~ SHEET: _1_ OF __2_
P.O. BOX200 SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO
87
88
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
15'E, 17'N OF THE SW CORNER
·oF THE OFFICE G.T SANDERS~··-·
15'E, 45'N OF THE SW CORNER
'oF-THE OFFICE GT SANDERS
45'E, 21'N OF THE SW CORNER
1
TEST DEPTH TYPE FEET
~
1.5 NUC
..
1.5 NUC
89 OF THE OFFICE GT SANDERS---~. 1.5 NUC
40'E, 45'N OF THE SW CORNER
90 ·oF THE o'FFICE GT SANDERS-~---1.5 NUC
FOOTING PAD AT GRIDLINE
91 E/7.8 TRUST BUILDING
FOOTING PAD AT GRIDLINE
92 E/6.8 TRUST BUILDING
FOOTING PAD AT GRIDLINE
93 E/3.3 TRUST BUILDING
FOOTING PAD AT GRIDLINE
94 E/2.8 TRUST BUILDING
FOOTING PAD AT GRIDLINE
.
95 E/1.8 TRUST BUILDING
1 BELOW SUBGRADE
SPECIFICATIONS: 100
MOISTURE WITHIN
%OF MAXIMUM
TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
ASTM D 698
%OF OPTIMUM
1) WACKER WITH SHAKER WALK BEHIND VIBRATORY
MOISTURE ADDED BY .,:W.::A=T.::E".R,_T:.;R=U::C::,K:._.,.--------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 1)BOBCAT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL@ GT SANDERS
WAREHOUSE & TRUST BLDG.
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 126.2 6.6 ---~------·"'·~ 96 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.6 5.5 100 + JOB NO GSOS195.000
CURVE NO 1
132.0 6.5 132.5 6.0 ----~--100 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.0 6.2 100 +
_,,. _______
JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.7 4.6 100 + JOB NO GSOS195.000
CURVE NO 1
132.0 6.5 134.8 4.4 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.6 6.0 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 135.6 5.5 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.7 5.4 100 + JOB NO GSOS195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT
87 A 88-95 G21 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
D IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S} -"80!.7 _________ _
SCOPE OF
OBSERVATION 0 FULL
TIME;
GZl PERIODIC, ON CALL BASIS: 0 ~g~~1~CTOR'S OR CLIENTS REPRESENTATIVE ALEX WITH KURSTEN
SANDON THIBAULT
)'-.. _ . n:.: MCCAULEY
CTLJTHOMPSON,INC. ~ ~'":::;,
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 1 Phone: 970·945·2809 1 Fax: 970·945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
CTI .. I THOMPSON
IN 00 RP0,RATED
12/04108 PROJECT NUMBER GS05195 000
REPORT NUMBER: 12 SHEET: _2_ OF _2__
P.O. BOX200 SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
1
TEST DEPTH TYPE FEET
··-·-·-~-~~---~--··-··-·-·"'·--·--
1 BELOW SUBGRADE
SPECIFICATIONS: 100
MOISTURE WITHIN
%OF MAXIMUM
TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM
ASTM D 698
%OF OPTIMUM
1) WACKER WITH SHAKER WALK BEHIND VIBRATORY
MOISTURE ADDEO BY WATER TRUCK ~~~~~-------------
n'PE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )LOADER 1 )BOBCAT
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL@ GT SANDERS
WAREHOUSE & TRUST BLDG
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
-·-~·~------~
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE. WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8~10 INCHES ------~~~------
DENSITY TESTS 87-90 WERE PERFORMED ON THE FIRST LIFT OF STRUCTURAL FILL PLACED BELOW THE
FLOOR SLAB. THE CONTRACTOR WAS PLACING FILL IN THE OFFICE AREA OF THE GT SANDERS
WAREHOUSE. IT WAS SUGGESTED TO THE CONTRACTOR TO APPLY THE COMPACTIVE EFFORT IN AN
EAST TO WEST THEN NORTH TO SOUTH PATTERN AND NOT IN A CIRCLE PATTERN AS AREAS OF LOW
DENSITY AS INDICATED BY DENSITY TEST NO. 87 ARE LIKELY. THE CONTRACTOR PLACED STRUCTURAL
FILL BELOW TEN SMALL FOOTING PADS ALONG GRID LINE E IN THE TRUST BUILDING. RANDOM PADS
WERE SELECTED FOR A DENSITY TEST. FINAL DENSITY TESTS RESULTS ARE SATISFACTORY. HAND
COMPACTION EQUIPMENT IS BEING USED AROUND THE EDGE OF THE FOUNDATION WALL IN THE OFFICE
BUILDING AREA.
87 A 88-95
G2J IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S}
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) _,8"-7----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
SANDON THIBAULT
F!ELD REPRESENTATIVE
DB
0 PERIODIC. ON CALL BASIS: 0 ~g~~1~~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KURSTEN
~ .u;:ITH MCCAULEY
CTqTHOMPSON, INC. Wa'~
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
CTL. I THOMPSON
INCO!R'RORA1TED
12108108 PROJECT NUMBER: G$05195 QQQ
REPORT NUMBER: .---.11__ SHEET: __i_ OF _2_
R.O. BOX200 suBJEcT LOT 8, ROWERLINE SUBDIVISION
TEST
NO.
96
97
98
99
100
101
102
103
104
700 AUTOMATION DR, SUITE H
WINDSOR CO 80550
LOCATION
18'E, 1 O'N OF THE SW CORNER
of'fHE-OFFICE AREA·----------
30'E, 39'N OF THE SW CORNER
OFTHE OFFICE AREA _____ --·-"~
21'E, 9'S OF THE NW CORNER
-OF THE OFFICE AREA -----··-·~
18'W, 10'S OF THE NE CORNER
-OF THE OFFICE AREA
15'W, 12'N OF THESE CORNER
OF THE OFFICE AREA
9'E OF THE SW CORNER
OF THE OFFICE AREA (EXTERIOR)
40'E OF THE SW CORNER
OF THE OFFICE AREA (EXTERIOR)
18'N OF THE SW CORNER
OF THE OFFICE AREA (EXTERIOR)
18'S OF THE NW CORNER
OF THE OFF-ICE AREA (EXTERIOR)
TEST DEPTH TYPE FEET
0.0 NUC
0,0 NUC
0,0 NUC
0.0 NUC
0.0 NUC
0,0 NUC
0.0 NUC
0.0 NUC
2.0 NUC
6 ROWERLINE ROAD
RIFLE, CO
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 137.6 6.6 100 + -------~·~~
JOB NO GS05195.000
CURVE NO 1
132.0 100 + ~ .. ------. 6.5 135.0 6.5 JOB NO GS05195,000
CURVE NO 1
132.0 100 + ---·-------6.5 134.7 6.0 JOB NO G$05195.000
CURVE NO 1
132.0 6.5 132.3 6.8 100 JOB NO GS05195,000
CURVE NO 1
132.0 6.5 135.0 5.7 100 + JOB NO GS05195.000
2 CURVE NO 2
105.0 18.3 100.5 22.1 96 JOB NO GS05195.000
2 CURVE NO 2
105.0 18.3 92.6 22.4 88 JOB NO G$05195.000
2 CURVE NO 2
105.0 18.3 99.5 19.7 95 JOB NO G$05195.000
2 CURVE NO 2
105.0 18.3 95.2 21.6 91 JOB NO GSOS195,000
1 BELOW SUBGRADE .. 0 2 95 Vo ASTM 0698 I 2 Vo OPTIMUM 0 T • • 0 3 95 Vo OF ASTM 0698 WI H 1 TO 3 Vo MOISTURE REQUIRED
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN TO %OF OPTIMUM
n'PE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM ROLLER
1)WALK BEHIND ROLLER
MOISTURE ADDEO BY WATER TRUCK ~~~~~-------------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS·
1)BACKHOE 1)LOADER
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8~10 INCHES -----'~---
101 & 103 0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S}
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO,{S) __,1_,02"--"'&'--'1'-"0:!4 ______ _
SCOPE OF
OBSERVATION: 0 FULL
TIME:
0 PERIODIC, ON CALL BASIS; [2] ~g~~~~CTOR'S OR CLIENTS REPRESENTATIVE ALEX WITH KUERSTEN
SANDON THIBAULT
CTL[THOMPSON,INC. ~ ~"'-'''"3
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING -
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
I
Compaction
Test Report
CLIENI MCCAULEY CONSTRUCTORS, INC.
TEST
NO.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
•.. ""-·-·~----·~ ~-·--·~--~---~····~--"··~
DEPTH
FEET
1 BELOW SUBGRADE ,. TMI 8 +I· .. p 29oVoAS )69 2XO TIMU M
CTI.. I THOMPSON
DATE 12/08/08 PROJECT NUMBER: G$05195 000
Phase REPORT NUMBER: _j]__ SHEET: _2_ OF _2__
SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
TYPE
6 POWERLINE ROAD
RIFLE, CO
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY
PCF PCF
COM-MC% PACTION
%
5" FA M 6 I H·1T0+3%M 3 9 VoO ST D98WT IT R R 0 S U E EOU!RED
SOIL TYPE
-·--------
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN TO %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM ROLLER
1)WALK BEHIND ROLLER
MOISTURE ADDED BY ~W~~AT.'::E~Rc_T'.'R~U:::C:::~K ________ _ THICKNESS OF LIFT 8-1 Q INCHES ~----~~-------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)BACKHOE 1)LOADER
PROGRESS REPORT
DENSITY TEST NO. 96-100 WERE PERFORMED ON THE STRUCTURAL FILL PLACED BELOW THE FLOOR
SLAB IN THE OFFICE AREA. DENSITY TEST 101-103 WERE PERFORMED ON THE EXTERIOR SIDE OF THE
FOUNDATION WALL OF THE OFFICE AREA. DENSITY TEST NO. 104 WAS PERFORMED ON THE INTERIOR
SIDE OF THE FOUNDATION ALL OF THE GT SANDERS BUILDING. DENSITY TEST RESULTS ARE
SATISFACTORY EXCEPT FOR DENSITY TESTS 102 AND 104. IT WAS SUGGESTED TO THE CONTRACTOR TO
RECOMPACT THOSE AREAS. RETEST WILL BE REQUIRED.
101 & 103 0 IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ~~'=':'~========
(2J IN OUR OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S} _1,_,0eo2..:e&c_1'-"0::!4 _____ __
SCOPE OF
OBSERVATION 0 FULL
TIME: 0 PERIODIC, ON CALL BASIS:l2] ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTE,.,_N,_ __
SANDON THIBAULT
CTL[THOMPSON,INC. ~ ~N•'s
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-2809 I Fax: 970-945-7 411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO.
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
RETEST NO. 102
-~·-··"--···~--~·--··~--·~-··---·-·"------
102 fl
RETEST NO. 1 04 -···-··-···--.... . ..
104 fl
45'W OF THE SOUTHEAST CORNER
.. OF.GfSANDERS WAREHOUSE (INT.) --
105
1 BELO W SUBGRADE 295% ASTM 0698 -1/+3
1
DEPTH
FEET
2.0
CTL I THOMPSON
IN C 10iR P ORATED
DATE: 12/09/08 PROJECT NUMBER! G$05195 000
Phase: REPORT NUMBER: ~ SHEET: __1_ OF __1_
suBJEcT LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
TEST MAX DRY COM· SOIL TYPE
TYPE DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
3 CURVE NO 2
NUC 105.0 18.3 100.4
.. ,.,,,_. ______
19.7 96 JOB NO GS05195.000
I 2 CURVE NO 2
NUC 105.0 18.3 104.5 ---· 20.2 100 JOB NO GS05195,000
CURVE NO 2
NUC 105.0 18.3 132.8 6.6 100 + JOB NO GS05195.000
3 95% OF ASTM 0698 WITH +2 TO ·2% MOISTURE REQUIRED
SPECIFICATIONS: 100 ASTM D 698
MOISTURE WITHIN
%OF MAXIMUM
TO %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE REUED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS,
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
MOISTURE ADDED BY WATER TRUCK THICKNESS OF LIFT 1 Q-12 INCHES ------~~~------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 1)BOBCAT
PROGRESS REPORT
RETESTS AND ONE ADDITIONAL DENSITY TESTS WAS PERFORMED AT THIS VISIT. FINAL DENSITY TEST
RESULTS ARE SATISFACTORY. THE CONTRACTOR SCARIFIED, MOISTURE CONDITIONED AND
RECOMPACTED THE BASE OF FILL BELOW THE FLOOR SLAB BETWEEN GRIDLINES A-C.2/7 -11.
104A 105 102A
[ZJ IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S}
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S) -----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC. ON CALL BASIS: 0 ~g~~1~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCC.A:>.U,..,L.,Ec.!Y __ _
SANDON THIBAULT 04/,/ ~vAh>~--
CTLJTHOMPSON, INC. I ~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr.( Glenwood Springs, CO 816011 Phone: 970·945-28091 Fax: 970-945-7411
Compaction
Test Report
CTljTHOMPSON
INGORPOR:ATED
DATE· 12/10108 PROJECT NUMBER G$05195 QQQ
CLIENT MCC:AULEY CONSTRUCTORS, INC. Phase: ----REPORT NUMBER: 15 SHEET: _j_ OF _j_
P.O. BOX ZOO suBJECT LOT 8, POWERLINE SUBDIVISION
700 :AUTOMATION DR., SUITE H
WINDSOR co 80550 RECEIVED
DEC 1 7 2008
GARFIELD COUNTY
BUILDING & PI 6 .I hi'"'"
1 TEST TEST NO LOCATION DEPTH TYPE FEET
1106
B LINE & 9 LINE
~-··"--~""--·-··· ----~··--·· 1.5 NUC
1107
B LINE & 7 LINE ----·-"·~---------"--~-----··~-~ 1.5 NUC
w R 1 BELO SUBG ADE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE W!TH!N TO %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
2)VIBRATORY ROLLER
1)WACKER
MOISTURE ADDED BY NATURAL
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
2)LOADERS 1)TRACKHOE
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC'-'/o DENSITY·· MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 135.7 5.3 100 + ---··---JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.2 4.8 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8-1 Q INCHES ---""-'-"---
AGGREGATE BASE COURSE WAS BEING PLACED IN THE NORTHEAST CORNER OF THE GT SANDERS
WAREHOUSE FOR SUPPORT OF THE FLOOR SLAB. THE ABOVE TESTS WERE PERFORMED AT PRESENT
FILL LEVELS AND RESULTS ARE WITHIN PROJECT SPECIFICATIONS.
106 & 107 0 IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO,(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME:
G1 PERIODIC ON CALL BASIS· G1 CONTRACTOR'S OR CLIENT'S REPRESENTATIVE ~ ~ ' ·~ADVISED
DAN DOWNING, FIELD MANAGER
CTLITHOMPSON, INC.
FIELD REPRESENTATIVE
APPROVED BY JOHN M
DB BRAN
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
CTLITHOMPSON
,JNGORPOR'IFTED
12/11/08 PROJECT NUMBER: G$05195 000
REPORT NUMBER: _____12_ SHEET: _j_ OF __1_
P.O. BOX200 SUBJECT' LOT 8, POWERLINE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
GRIDLINE 8/A.8
1
TEST DEPTH TYPE FEET
-··-·-"·-~«-··-""'-~--·---·-----~
108 0.8 NUC
GRIDLINE 9.7/B.7
~-~~----~--~-·------------
109 0.8 NUC
GRIDLINE 9.7/D
~· .. -----~··----'
110 1.5 NUC
GRIDLINE 8.4/D -··--
111 1.5 NUC
1 BELOW SUBGRADE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO -2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM
1)WALK BEHIND ROLLER
MOISTURE ADDED BY _:W_:A:..:.:T=E::.R:..T.:.:..:R:::Uc:C:.:K..:.._ ________ _
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 1)BACKHOE
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 133.5 4.9 100 + -~--~-~---
JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.2 5.4 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 133.3 4.4 100 + --·-----~-JOB NO GS05195.000
CURVE NO 1
~·--132.0 6.5 132.1 4.8 100 JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8 INCHES -----"----
DENSITY TESTS WERE PERFORMED N THE STRUCTURAL FILL PLACED BELOW THE FLOOR SLAB FOR THE
GT SANDERS WAREHOUSE. DENSITY TEST RESULTS ARE SATISFACTORY. HAND COMPACTION
EQUIPMENT IS BEING USED AROUND THE EDGES OF THE FOUNDATION.
108-111 !ZJIN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S) -----------
SCOPE OF
OBSERVATION: 0 FULL
TIME: 0 PERIODIC, ON CALL 8ASIS:[2\ ~g~;i~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KU~RSTEN
SANDON THIBAULT
~HMCCAULEY
CTLjTHOMPSON,INC. ~ . W•'"':S.)
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone' 970-945-28091 Fax: 970-945·7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO.
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
NO TESTS PERFORMED
···--··"~-·-·~·-~--~--· -
1 BELOW SUBGRADE
··~--·-·
1
DEPTH
FEET
CTLITHOMPSON
INCORPORA3FED
DATE· 12/12/08 PROJECT NUMBER: GS05195 QQQ
Phase: REPORT NUMBER: _.1L SHEET: _j_ OF __1_
SUBJECT LOT 8, POWERLINE SUBDIVISION
TEST
TYPE
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-
DENSITY OMC% DENSITY MC0/o PACTION
PCF PCF %
SOIL TYPE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698 THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
MOISTURE WITHIN TO %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM ROLLER
MOISTURE ADDEO BY WATER TRUCK THICKNESS OF LIFT INCHES ------------------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)LOADER 1)BACKHOE
PROGRESS REPORT
AS REQUESTED, BY PAT WITH MCCAULEY CONSTRUCTION THE SITE WAS VISITED. AT THAT TIME THE
CONTRACTOR WAS NOT READY FOR DENSITY TESTING. THE CONTRACTOR REQUESTED A MONDAY SITE
VISIT. A SECOND SAMPLE OF THE ON SITE CLAY SOILS WAS OBTAINED DURING THIS VISIT. PAT WITH
MCCAULEY REQUESTED A PROCTOR DENSITY TEST BE PERFORMED.
0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) -------------------
SCOPE OF
OBSERVATION: D FULL
TIME: [2] PERIODIC. ON CALL BASIS: IZI ~g~~~:CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTEN
SANDON THIBAULT "" -~M 'AS:> CTLJTHOMPSON, INC. ~ . . . ' . ":\
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING --
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs. CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE·
Phase:
CTLITHOMPSON
INCORPORATED
12115ffi8 PROJECT NUMBER GS05195 000
REPORT NUMBER: _1L SHEET: _j_ OF __j__
P.O. BOX 200 suBJECT LOT 8, POWERLINE SUBDIVISION
TEST
NO
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
GRIDLINES Dl7
1
TEST DEPTH TYPE FEET
,-~------"-~-----~·~----·--·-"·-
112 0.0 NUC
GRIDLINES D.1/10
~--------·--·--·--·--
113 0.0 NUC
GRIDLINES B/9.5
---~--··---·
114 0.0 NUC
GRIDLINES B/7 ·---· ·-0.0 NUC 115
1 BELOW SU8GRADE
SPECIFICATIONS· 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO •2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM ROLLER
MOISTURE ADDED BY GARDEN HOSE
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC% DENSITY MC(l/o PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 135.4 5.3 100 + ''" ~-------~--~-----~-
JOB NO GS05195.000
CURVE NO 1
132.0 137.6 100 + ··-6.5 5.3 JOB NO GS05195.000
CURVE NO 1
132.0 6.5 135.1 5.8 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 134.5 5.4 100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER !S NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8 INCHES
DENSITY TESTS WERE PERFORMED ON THE COMPLETED STRUCTURAL FILL BELOW THE FLOOR SLAB.
DENSITY TEST RESULTS ARE SATISFACTORY.
112-115
!ZIIN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S) -----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC. ON CALL BASIS: [21 ~g~~1~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT
CTLJTHOMPSON, INC. ~ ~N•'.::s::;
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORYIFIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970·945-28091 Fax: 970-945-7411
Compaction
Test Report
CTl I THOMPSON
INCORPORATED
DATE: 12{30108 PRO,JECT NUMBER: GS05195 QQQ
CLIENT MCCAULEY CONSTRUCTORS, INC. Phase: REPORT NUMBER: _1L SHEET: _j_ OF _..1__
P.O. BOX200 suBJECT LOT 8, POWERLINE SUBDIVISION
700 AUTOMATION DR., SUITE H
WINDSOR co 80550 RECEIVED
JAN 0 2 ZO(Jlj
GARFIELD COUNTY
Dl Ill '"""' •. D
,.,
1 TEST TEST NO LOCATION DEPTH TYPE FEET
FOOTING PAD GRIDLINES E/3.0
·--·"-----·--···----·----~------~--
116 0.0 NUC
FOOTING PAD GRIDLINES D/3.0 ·--------·· ·-
117 0.0 NUC
FOOTING PAD GRIDLINES C/3.0
----~--·-·---·--------
118 0.0 NUC
FOOTING PAD GRIDLINES C/4.0
119 0.0 NUC
FOOTING PAD GRIDLINES E/4.0
120 0.0 NUC
FOOTING PAD GRIDLINES E/5.0
121 0.0 NUC
1 BELOW SUBGRADE
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO ~2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
FOOTING SUBGRADE
SUBGRADE PREPARATION
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY MC%
PCF PCF
132.0 6.5 135.1 5.9
132.0 6.5 134.0 6.3
132.0 6.5 133.2 4.5
132.0 6.5 135.9 5.0
132.0 6.5 135.6 5.3
132.0 6.5 136.4 5.6
COM-SOIL TYPE
PACTION
%
I CURVE NO 1 + ···''"""""---~---""-'"-1QQ Y)B NO GS05195,000
CURVE NO 1
100 + JOB NO GS05195.QOO
CURVE NO 1
100 + JoBNo GSOS195jj00
CURVE NO 1
100 + JOB NO GS05195.000
CURVE NO 1
100 + JOB NO GS05195.000
CURVE NO 1
100 + JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOTTHE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT INCHES ------------------
SITE VISIT MADE THIS MORNING AS REQUESTED FOR DENSITY TESTING IN FOOTING PAD SUBGRADE
(SANDERS WAREHOUSE). WE WERE INFORMED 361NCHES OF IMPORTED MINUS 3/41NCH AGGREGATE
BASE COURSE WAS PLACED BELOW BOHOM OF EXISTING FOOTING PAD ELEVATIONS.
PLACEMENT/COMPACTIVE EFFORT NOT OBSERVED. DENSITY TESTS PERFORMED IN PRESENT FILL
LEVELS INDICATED SATISFACTORY RESULTS. FORMING OF FOOTING PADS BEGAN THIS AFTERNOON
WITH REBAR/CONCRETE SCHEDULED TOMORROW MORNING (12-31-08).
116·121
GZJ IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.[S) -----------
SCOPE OF
OBSERVATION:
MATTHEW BARTO
FIELD REPRESENTATIVE
DB
0 FULL
TIME; GZl PERIODIC, ON CALL BASIS: 0 ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE E.8 T WITH MCCAULEY
CTLITHOMPSON, INC.
tJt,v~ ~.N•'-s
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945·28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO.
122
123
124
125
126
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
FOOTING PAD AT GRIDLINES C/2
---·-'"~---·---·--"
FOOTING PAD AT GRIDLINES B/3 ---·---------
FOOTING PAD AT GRIDLINES 8.8/3 ------
FOOTING PAD AT GRIDLINES E/2
SO'S OF NE CORNER OF
GT SANDERS WAREHOUSE EXTERIOR
1 BELOW SUBGRADE 0 2 90 v~ OF ASTM 0698
SPECIFICATIONS: 100 %OF MAXIMUM
MOISTURE WITHIN TO
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)VIBRATORY SMOOTH DRUM
MOISTURE ADDED BY
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
CTL I THOMPSON
INCORPORATED
DATE: 01/08/09 PROJECT NUMBER G$05195 000
Phase: REPORT NUMBER: _gQ_ SHEET: _j_ OF ___j___
suBJECT LOT 8, POWERLINE SUBDIVISION
1
TEST DEPTH TYPE FEET
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
0.0 NUC
%OF OPTIMUM
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
GT SANDERS WAREHOUSE
LABORATORY FIELD
MAX DRY COM-SOIL TYPE
DENSITY OMC% DENSITY MC% PACTION
PCF PCF %
CURVE NO 1
132.0 6.5 137.7 5.2 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 138.0 6.2 100 + JOB NO G$05195,000
CURVE NO 1
132.0 6.5 138.4 5.3 100 + JOB NO GS05195.000
CURVE NO 1
132.0 6.5 137.8 5.2 100 + JOB NO G$05195.000
2 CURVE NO 3
110.0 14.1 98.2 17.2 89 JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTJVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 10-12 INCHES ------'='------
DENSITY TESTS WERE PERFORMED IN THE AREAS OF THE ABOVE LOCATIONS. DENSITY TESTS ARE
SATISFACTORY EXCEPT FOR DENSITY TEST 126. IT WAS SUGGESTED TO THE CONTRACTOR TO
RECOMPACT THAT AREA. NO RETEST WILL BE REQUIRED.
122-125
[211N OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ""-""'----------
SCOPE OF
OBSERVATION: 0 FULL
TIME;
~ p-RIODIC ON CALL BASIS· f#l CONTRACTOR'S OR CLIENT'S REPRESENTATIVE ~ t:: ' •I!!..J ADVISED ALEX WITH KJ,JERSTE_!L__
SANDON THIBAULT
CTLITHOMPSON, INC. ~ VMN..v. '":':5
FIELD REPRESENTATIVE
DB
APPROVEO BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs. CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CTLITHOMPSON
I N C 0 R P 0 RATED
DATE: 01[14109 PROJECT NUMBER: GS05195 QQQ
CLIENT MCCAULEY CONSTRUCTORS, INC. PMoec REPORT NUMBER ~ SHEET _1_ OF _i_
P.O. BOX 200 fl.J11 /"'ET'S .. \J'f.'D sueJECT LOT 8, POWERLINE SUBDIVISION
700 AUTOMATION DR.,~\!_., ~ Vf !u 6 POWERLINE ROAD
WINDSOR CO 80550 RIFLE, CO
JAN 2 1 2009
TEST
NO.
127
128
129
130
131
132
LOCATION
10'S OF NE CORNER
EXTERIOR. ~······-~-
35'N OF SE CORNER
GARFIEL 0 COUNTY
BUILDIN·,, ~ PLANNING
1
TEST DEPTH
FEET TYPE
, ___ ,_,_, ___
3.0 NUC
EXTERIOR·-···-~----····-··-3.0 NUC
18'N OF NE CORNER
iNTERIOR
.. ··-·--·--·--~--2.0 NUC
30'W OF NE CORNER ·-·· ·-----INTERIOR 2.0 NUC
15'S OF NE CORNER
INTERIOR 2.0 NUC
50'W OF NE CORNER
INTERIOR 2.0 NUC
STRUCTURAL FILL TRUST BUILDING
LABORATORY FIELD
MAX DRY COM-SOIL TYPE OMC% MC% DENSITY DENSITY PACTION
PCF PCF %
z CURVE NO 3
110.0 14.1 95.8 20.9 87 JOB NO G$05195.000
z CURVE NO 3
--·~~ 110.0 14.1 101.9 18.0 93 JOB NO GS05195.000
CURVE NO 3
110.0 14.1 104.2 19.0 95 JOB NO GS05195.000
CURVE NO 3
110.0 14.1 99.2 17.5 ---·· 90 JOB NO GS05195.000
CURVE NO 3
110.0 14.1 100.1 18.7 91 JOB NO G$05195,000
CURVE NO 3
110.0 14.1 106.6 18.3 97 JOB NO G$05195.000
1 BELOW SUBGRADE L. 90% OF ASTM 0698 WITH +2 TO ·2% MOISTURE REQUIRED
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN ·1 TO +3 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)WALK BEHIND ROLLER 1)VIBRATORY SMOOTH DRUM
MOISTURE ADDED BY
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1 )LOADER 1 )BACKHOE
PROGRESS REPORT
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT 8~10 INCHES ------~~~------
DENSITY TESTS WERE PERFORMED IN THE AREA OF FOUNDATION WALL BACKFILL AT THE ABOVE
LOCATIONS. DENSITY TEST RESULTS ARE UNSATISFACTORY DUE TO THE HIGH MOISTURE CONTENT.
THE ABOVE LOCATION WILL BE AIR DRIED AND RECOMPACTED AS PER THE CONTRACTOR. RETESTING
WILL BE PERFORMED AFTER AIR DRYING PROCESS AND RECOMPACTION. LESS MOISTURE WILL BE
ADDED TO THE BARROW SOURCE FOR ADDITIONAL FILL PLACEMENT. THINNER LIFTS AND INCREASED
COMPACTION EFFORTS WAS ALSO SUGGESTED. IN PLACE FILL TEMPERATURES WERE 37 TO 44
DEGREES.
0 IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S} ----------------
IZ]!N OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) _,1c=2.c;7 ·:_c1"'32,_ ________ _
SCOPE OF
OBSERVATION: 0 FULL
TIME: IZl PERIODIC, ON CALL BASIS: IZl ~g~~1~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTEN
SANDON THIBAULT ~~,..,.·~
FIELD REPRESENTATIVE
DB
CTLJTHOMPSON, INC.
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945· 7 411
MCCAULEY CONSTRUCTORS, INC.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
INCORPORATED
Date: 01/15/2009
Report ID: K51861-GS05195.000
Report of Concrete Compressive Strength Tests
Project: LOT 8, POWERLINE SUBDIVISION
6 POWERLINE ROAD
Supplier: LAFARGE
Location: FLOOR SLAB OFFICE AREA GT SANDERS WAREHOUSE BETWEEN GRIDLJNES 9-11/E-H.
Cast Date: 12/17/2008 Ticket: C0020681 Batch Time: 09:33 Concrete Mix: RMXUH40G
In-Lab Date: 12/18/2008 Truck Number: 0223 Test Time: 11:20 Specimens Made By: ST D97
[ Initial Curing Final Curing
Curing Method: Min. Temp: Max Temp: Curing Method:
Other 68 OF 68 OF Fog Room
Physical Properties of Concrete (ASTM C143, C231, C138, C1064)
Specified Strength (f'c) Slump Air Content Density Temperature
3500 psi @ 28 days 6.00 in. 4.8% 140.2 pcf.
Compressive Strengths (ASTM C39)
Specimen Age in Diameter
Number Days (inches)
1 7 4.00
2 28 4.00
3 28 4.00
CTL 1 Thompson, Inc
~~"' .. ~
DAN DOWNING
LABORATORY/FIELD MANAGER
Area
(sq. inches)
I 12.57
12.57
12.57
Max. Load Compressive Percent
(lbs.) Strength (psi) of f'c
41,000 I 3260
I Average: 3260 93
51,500 4100
50,500 4020
Average: 4060 116
cc: LAFARGE
GARFIELD COUNTY
234 Center Dr. I Glenwood Springs, CO 81601 1 Phone: 970-945-28091 Fax: 970-945-7411
65 deg. F
Type of
Fracture
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
DATE:
Phase:
-Ci'ff>l:C····· CTL I THOMPSON
INCORPORATED
01123/09 PROJECT NUMBER GS05195 000
REPORT NUMBER: ~ SHEET: _1_ OF _j_
P.O. BOX200 suBJECT LOT 8, POWERLINE SUBDIVISION
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
''"'?.
cou l'li'l TEST
N'Gf'\ ~f\E.L0 pl}.l'.\1'.\~TION
B\l 1'-0\1'.\G &.
30'E OF THE SW CORNER OF THE
152 GT SANbERS WAREHOUSE, EXTERIOR
80'E OF THE SW CORNER OF THE
153 . GT SANDERS WAREHOUsE;· EXTERIOR
15'E OF THE NE CORNER OF THE
154 '(;r SANbERS WAREHOUSE, EXTERIOR
1
DEPTH
FEET
2.0
2.0
3.0
1 BELOW SUBGRADE 2 90% OF ASTM 0698 REQUIRED
TEST
TYPE
NUC
NUC
NUC
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO -2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)BACKHOE WITH SHAKER PLATE
1)WALK BEHIND 1)BACKHOE 1)LOADER
MOISTURE ADDED BY _,W=A_,T:::E:::R:_T:.:R.::U:cC:::K::._-cc _______ _
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
1)BOBCAT 1)WACKER
PROGRESS REPORT
6 POWERLINE ROAD
RIFLE, CO
FOUNDATION WALL BACKFILL
LABORATORY FIELD
MAX DRY COM· SOIL TYPE
DENSITY OMC%> DENSITY MC% PACTION
PCF PCF %
CURVE NO 3
110.0 14.1 105.0 15.5 95 I JOB NO GS05195,000
CURVE NO 3
110.0 14.1 104.0 15.0 --95 JOB NO GS05195.000
2 CURVE NO 3
110.0 14.1 102.0 16.5 -----93 JOB NO GS05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF LIFT INCHES -----------------
AT THIS SITE VISIT PATRICK GILROY WITH MCCAULEY CONSTRUCTION INFORMED OUR FIELD
REPRESENTATIVE THAT ALL OF THE BACKFILL PLACED (REPRESENTED BY TESTS 127-132,143 & 144) IN
OR AROUND THE TRUST BUILDING WILL BE REMOVED. NEW BACKFILL WILL BE PLACED IN LIFTS AND
COMPACTED. DENSITY TESTING WILL THEN BE REQUESTED AND DIRECTED BY PAT GILROY. THE ABOVE
DENSITY TEST WERE PERFORMED USING A NEW BACKFILL OPERATION. THE ABOVE DENSITY TESTS ARE
SATISFACTORY.
152-154 GZI IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION· 0 FULL
TIME;
SANDON THIBAULT
FIELD REPRESENTATIVE
DB
[21 PERIODIC, ON CALL BASIS: [2] ~g~~1~CTOR'S OR CLIENT'S REPRESENTATIVE ALEX WITH KUERSTEN
PAT GILROY
\'
CTLITHOMPSON, INC. I
APPROVED BY DAN D ~
LABORATORY/FIELD MANAGER
234 Center Dr.( Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO
1155
~56
. 157
158
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
GRIDLINE 3.5/D TOP DECK@
GTSANDERSWAREH(5"USE --·----·-
30'S OF THE NW
TRUST BUILD(NG INTERICiFf--~---~·
75'E OF THE NW
TRUST BUILDINGINTERIOR _______
12'N OF THE SW
.TRUST BUILDING INTERIOR -
1
DEPTH
FEET
1.5
2.0
2.0
2.0
1 BELOW SUBGRADE . 2 95 VG OF ASTM 0698 REQUIRED
en. I THOMPSON
DATE· 01{30/09 PROJECT NUMBER: GS05195 ODD
Phase: REPORT NUMBER: 25 SHEET:~ OF _j_
SUBJECT LOT 8, POWERLINE SUBfti!Yllil<lJii!ElVVD
6 POWERLINE ROAD ~\..,. f.;
RIFLE, CO
STRUCTURAL FILL
LABORATORY FIELD
TEST MAX DRY
TYPE DENSITY OMC% DENSITY MC%
PCF PCF
NUC 132.0 6.5 133.2 7.0
NUC 110.0 14.1 108.6 14.3
NUC 110.0 14.1 98.9 17.1
NUC 110.0 14.1 110.1 14.5
FEB 0 4 Z009
GARFIELD COUNTY
BUILDING & PLANNING
COM· SOIL TYPE
PACTION
%
CURVE NO 1
100 + ~ --"<--~·· ""'"~--·-
JOB NO G$05195.000
2 CURVE NO 3 ---99 JOB NO G$05195.000
2 CURVE NO 3
90 JOB NO GS05195.000
2 CURVE NO 3
100 JOB NO GS05195.0QO
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN TO %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
TYPE OF COMPACTION EQUIPMENT' AND NO, OF UNITS:
1)VIBRATORY SHEEPSFOOT
1)WALK BEHIND SHEEPSFOOT
MOISTURE ADDED BY THICKNESS OF LIFT 8 INCHES ------"----
TYPE OF EARTH MOVING EQUIPMENT AND NO, OF UNITS:
1)LOADER 1)BACKHOE
PROGRESS REPORT
DENSITY TESTS WERE PERFORMED IN THE WHERE THE CONTRACTOR HAD PLACED STRUCTURAL FILLL
DENSITY TEST RESULTS ARE SATISFACTORY EXCEPT FOR DENSITY TEST NO. 157. IT WAS SUGGESTED
TO THE CONTRACTOR TO REWORK THAT AREA. A RETEST IS REQUIRED.
155 156 & 158 !Z] IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S} __,1.o:_57'-----------
SCOPE OF
OBSERVATION: 0 FULL
TIME: 0 PERIODIC. ON CALL BASIS: 121 ;g~~1~~CTOR'S OR CLIENT'S REPRESENTATIVE SCOTT WITH KUE_RSTEN
SANDON THIBAULT '""" . . !"\ r CTLJTHOMPSON, INC. ~ ~Nt ~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. 1 Glenwood Springs, CO 816011 Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CTI.. I THOMPSON
I'NCORPORAIED
DATE: 02/02109 PROJECT NUMBER: G$05195 QQQ
CLIENT MCCAULEY CONSTRUCTORS, INC. PhaSe· REPORT NUMBER: ~ SHEET: _1__ OF __:1_
P.O. BOX200 SUBJECT, LOT 8, POWERLINE SUBDIVISION
TEST
NO.
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
RETEST N0.157 .,.. ____ . ----
157 A 1i4'E OF THE NW CORNEff-···
GRIDLINES 3.5/D AT THE DOCK
159 -GT-SANDERS WAREHOUSE ---------
GRIDLINES A.5/8
160 -BELOW FLOOR SLAB @ TRUST BLDG:-
GRIDLINES A.5/3.2 -
161 BELOW FLOOR SLAB @TRUST BLDG.
GRIDLINES B.5/2.2
162 BELOW FLOOR SLAB @TRUST BLDG.
1
DEPTH
FEET
0.0
1.5
1.5
1.5
1 BELOW SUSGRADE . 2 95 Yo OF ASTM 0698 REQUIRED
TEST
TYPE
NUC
NUC
NUC
NUC
NUC
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO •2 %OF OPTIMUM
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM
1)WALK BEHIND ROLLER
MOISTURE ADDED BY .:'Wc:A=T:::E:,:R:_T:,:R,::U::_C::_K~-::-:--------
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
2)LOADERS 1)BACKHOE
PROGRESS REPORT
6 POWERLINE ROAD RECEIVED
RIFLE, CO
STRUCTURAL FILL
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY MC%
PCF PCF
110.0 14.1 104.6 17.4
132.0 6.5 132.2 6.4
132.0 6.5 135.6 6.9
132.0 6.5 138.0 4.9
132.0 6.5 137.5 5.8
FEB 0 5 2009
GARFIELD COiJo;·rv
BUILDING & Pt..I\N''"'I.i
COM-SOIL TYPE
PACTION
%
2 CURVE NO 3
95 JOB NO GS05195.000
-=~~~.:~.~----··-·1 ___ 1 100 JOB NO GS05195.000
CURVE NO 1
100 + ~·-~
JOB NO GS05195.000
CURVE NO 1
100 + . JOB NO GS05195.000
CURVE NO 1
100 + JOB NO G$05195.000
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
THICKNESS OF UFT -----~6-~8:__ ____ 1NCHES
DENSITY TESTS WERE PERFORMED IN THE AREAS AT THE ABOVE LOCATIONS. DENSITY TEST RESULTS
ARE SATISFACTORY. THE BASE OF ALL FILLS WERE NOT OBSERVED BY OUR CTL FIELD
REPRESENTATIVE. AGGREGATE BASE COURSE WAS BEING PLACED IN THE TRUST BUILDING EXCEPT
FOR THE NORTHEAST CORNER OF THE BUILDING.
159-163 G2l IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.{S)
0 IN OUR OPINION. FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME: (21 PERIODIC, ON CALL BASIS: [2) ~g~~1~CTOR'S OR CLIENT'S REPRESENTATIVE _,_P-'A"'T'--W'-'-'-/ _______ _
':-.... ~S:/:'.~_1:-EY
SANDON THIBAULT I l4.. _,. ~~uc;noN
CTL\THOMPSON, INC. "'"---"7. f r ...-'""-' 1 ~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING ~
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970-945·28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO
163
164
165
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
GRIDLINE D/3.5 BELOW FLOOR SLAB
.. TRUST BUILDING·-··-----····-
GRIDLINE B/1.5 BELOW FLOOR SLAB
TRUST BUILDING-····----·---
GRIDLINE B/5.5 BELOW FLOOR SLAB
-TRUST BUILDING
1 BELOW SUBGRADE
1
DEPTH
FEET
0.0
0.0
0.0
CTLITHOMPSON
INCORPORA?I:ED
OATEc 02/04/09 PROJECT NUMBERc GS05195 000
Phase: REPORT NuMBER: 27 D!V"DJG"1'tffifi
SUBJECT LOT 8, POWERLINE SUBDIVI!Mj.i\....1'.1 ' F.JU'
TEST
TYPE
NUC
NUC
NUC
6 POWERLINE ROAD
RIFLE, CO
STRUCTURAL FILL
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY
PCF PCF
132.0 6.5 131.9
132.0 6.5 132.0
132.0 6.5 135.2
MC%
6.0
4.7
6.2
FEB 0 9 ZOPG
GARFIELD ()')tJ•<·cv
BUILDING & PLAN I'; lNG
COM· SOIL TYPE
PACTION
%
CURVE NO 1
~·~--'--"--·--·~·-·-100 JOB NO GS05195.000
CURVE NO 1
100 JOB NO GS05195.000
CURVE NO 1
100 + ---------JOB NO GS05195.000
SPECIFICATIONS: 100 %OF MAXIMUM ASTM D 698
MOISTURE W!TH!N _:+!:!2':_____cT:e.0 _ _::,·2~ %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM ROLLER
MOISTURE ADDEO 8Y WATER TRUCK
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
2)LOADERS 2)BOBCATS
PROGRESS REPORT
THICKNESS OF LIFT _____ _!8Cc.._ _____ INCHES
DENSITY TEST WERE PERFORMED IN THE FLOOR SLAB AREA IN THE TRUST BUILDING. STRUCTURAL FILL
WAS IN THE PORCESS OF BEING PLACED AT THE EAST END OF THE BUILDING DENSITY TEST RESULTS
ARE SATISFACTORY. OUR OFFICE WILL BE NOTIFIED WHEN OUR SERVICES ARE REQUIRED.
163-165
(2j IN OUR OPINION, FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION: 0 FULL
TIME; 0 PERIODIC, ON CALL BASIS: G2] ~g~~~~~CTOR'S OR CLIENT'S REPRESENTATIVE PAT MCCAULEY
SANDON THIBAULT
CTLjTHOMPSON,INC. }~,..., U-1--VN •' ~
FIELD REPRESENTATIVE
DB
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 81601 I Phone: 970-945-28091 Fax: 970-945-7411
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO
170
171
172
173
P.O. BOX 200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
140'N, 90'W OF THE NW CORNER
·oF THE TR-USTBUILDING-~---··-
100'N, 110'W OF THE NW CORNER
OF THE TRUSTBUILDING ------
75'N, 40'W OF THE NW CORNER
. OF THE TRUSfBUJLDING ··--
120'N, 15'W OF THE NW CORNER
OF THE TRUST BUILDING
1 BELOW SUBGRADE
1
DEPTH
FEET
0.0
0.0
0.0
0.0
CTLITHOMPSON
DATE: 04/24109 PROJECT NUMBER: GSQ5195 QQQ
Phase: REPORT NUMBER _1..§!_ SHEET: __1_ OF _j_
sue.>ECT LOT 8, POWERLINE SUBDIVISION
TEST
TYPE
NUC
NUC
NUC
NUC
6 POWERLINE ROAD
RIFLE, CO
SUBGRADE PREPARATION
LABORATORY FIELD
MAX DRY
DENSITY OMC'Yo DENSITY MC%
PCF PCF
110.0 14.1 103.5 11.0
110.0 14.1 101.0 15.1
110.0 14.1 116.0 14.4
110.0 14.1 117.0 10.0
COM-
PACTION
%
94
92
100 +
100 +
SOIL TYPE
CURVE NO 3
-"~-~-~·"---~----
JOB NO GS05195.000
CURVE NO 3
·-"~-JOB NO GS05195.000
CURVE NO 3 ···------JOB NO G$05195.000
CURVE NO 3
JOB NO GS05195.000
SPECIFICATIONS· 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO N2 %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE REUED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACTIVE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
1)VIBRATORY SMOOTH DRUM
1)BLADE
MOISTURE ADDED BY WATER TRUCK THICKNESS OF LIFT NOT OBSERVED INCHES ---'-'-'"'--'-"""-"'=~-
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
DURING THIS SITE VISIT THE SUBGRADE FOR THE PARKING LOT FROM POWER LINE ROAD TO THE ISLAND
WITH THE LIGHT POLES WAS PREPARED. THE CONTRACTOR WAS NOT ON SITE. DENSITY TEST RESULTS
INDICATE SATISFACTORY COMPACTION FOR DENSITY TESTS 172 & 173. THE MOISTURE CONTENT OF
DENSITY TEST NO 171 & 172 ARE SATISFACTORY. IT WAS SUGGESTED TO THE CONTRACTOR TO SCARIFY
AND MOISTURE CONDITION THE AREA OF DENSITY TEST NO. 170 & 173. COMPACTIVE EFFORT SHOULD
BE APPLIED TO THE AREA OF DENSITY TEST NO. 170, 171 AND 173. RETEST WILL BE REQUIRED FOR
DENSITY TEST NO. 170, 171 & 173. PAT WAS INFORMED BY TELEPHONE. PROOF ROLLING WILL BE
PERFORMED LATER.
172 0 IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
[Z}IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) -'1_,_70,_,,-'1_,_7_,_1_,&'-'1"-7-".3 ____ _
SCOPE OF
OBSERVATION: D FULL
TIME; I2J PERIODIC. ON CALL BASIS; 0 ~g~~1~CTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MCCAULEY
SANDON THIBAULT bf;r~" ti""""'"~
FIELD REPRESENTATIVE
DB
CTLITHOMPSON, INC.
APPROVED BY DAN DOWNING
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970·945·28091 Fax: 970-945-7411
!
Compaction
Test Report
CLIENT MCCAULEY CONSTRUCTORS, INC.
TEST
NO.
P.O. BOX200
700 AUTOMATION DR., SUITE H
WINDSOR CO 80550
LOCATION
RETEST NO. 170 __ .. ___ --------·-· .. -·----<·--~~----~--··"~--·--~· '---··-~
170 •
RETEST NO. 171
----··-----··-------"~------~----~-~-
171 •
RETEST NO. 173
173 •. --·--,--···---··---------
CENTER OF PARKING LOT WEST ·-
174 OF CENTER LIGHT POLE ISLAND
1 BELOW SUBGRADE
1
DEPTH
FEET
0.0
CTL. I THOMPSON
DATE: 04/27/09 PROJECT NUMBER: GS05195 000
Phase: ---REPORT NUMBER: _lQ__ SHEET: _j_ OF _j__
suaJEcr LOT 8, POWERLINE SUBDIVISION
TEST
TYPE
NUC
NUC
NUC
NUC
6 POWERLINE ROAD
RIFLE,q,Q
LABORATORY FIELD
MAX DRY
DENSITY OMC% DENSITY
PCF PCF
110.0 14.1 106.9
110.0 14.1 113.1
110.0 14.1 111.1
110.0 14.1 109.0
COM-SOIL TYPE MC%:~ PACTION
%
CURVE NO 3
12.5 97 -~----·----·-
JOB NO G$05195.000
CURVE NO 3
13.3 100 +
·-______ .. ____
JOB NO GS05195.000
CURVE NO 3
12.1 100 + ~----·-·---·--JOB NO GS05195.000
CURVE NO 3
13.2 99 ----·-JOB NO GS05195.000
SPECIFICATIONS: 95 %OF MAXIMUM ASTM D 698
MOISTURE WITHIN +2 TO ~2 %OF OPTIMUM
THIS REPORT PRESENTS OPINIONS FORMED AS A RESULT OF
OUR OBSERVATION OF FILL PLACEMENT, AS WELL AS THE TESTS
SHOWN ABOVE, WE HAVE RELIED UPON THE CONTRACTOR TO
APPLY THE NECESSARY COMPACT!VE EFFORT AND MOISTURE
TO ACHIEVE SPECIFIED COMPACTION DURING TIMES WHEN OUR
OBSERVER IS NOT PRESENT, AND AT LOCATIONS OTHER THAN
THOSE TESTED. TEST DATA ARE NOT THE SOLE BASIS FOR
OPINIONS ON WHETHER THE FILL MEETS SPECIFICATIONS.
TYPE OF COMPACTION EQUIPMENT AND NO. OF UNITS:
NOT OBSERVED
MOISTURE ADDED BY THICKNESS OF LIFT
-----------INCHES
TYPE OF EARTH MOVING EQUIPMENT AND NO. OF UNITS:
PROGRESS REPORT
WE RETURNED TO THE SITE THIS AFTERNOON AS REQUESTED BY PAT MCCAULEY. WE WERE INFORMED
PARKING LOT SUBGRADE WEST OF CENTER LIGHTPOLE ISLAND WAS REWORKED BY SCARIFYING,
MOISTURE TREATED AND RECOMPACTING USING A VIBRATORY SHEEPSFOOT ROLLER. RETESTS AND
ADDITIONAL TESTING INDICATED RESULTS WITHIN PROJECT SPECIFICATIONS ACHIEVED. PROOF ROLL
OBSERVATION THEN PERFORMED USING LOADED WATER TRUCK WITH SATISFACTORY RESULTS. PAT
INDICATED FURTHER WATER LINE TRENCH EXCAVATION IS PLANNED CROSSING THIS SECTION OF THE
PARKING LOT. WE WERE INFORMED OUR OFFICE WILL BE NOTIFIED WHEN FURTHER VISITS ARE
NEEDED.
~1~7~0A~1~7~1A~1~7~3~A~&~17~4~---GZJ IN OUR OPINION. FILL COMPACTION MEETS SPECIFICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S)
0 IN OUR OPINION, FILL COMPACTION DOES NOT MEET SPEC!FICATIONS AS INDICATED BY OUR OBSERVATIONS AND TEST NO.(S) ----------
SCOPE OF
OBSERVATION:
MATTHEW BARTO
FIELD REPRESENTATIVE
DB
0 FULL
riME:
r;] PERIODIC ON CALL BASIS· Q CONTRACTOR'S OR CLIENT'S REPRESENTATIVE PAT WITH MC .. CAULEcY._ __ t!:J ' · ~ ADVISED --
APPROVED BY DAN DOWNING -
LABORATORY/FIELD MANAGER
234 Center Dr. I Glenwood Springs, CO 816011 Phone: 970·945-28091 Fax: 970·945~7411
Visual Welding
Inspection Report
CTL I THOMPSON
INCOR'PORATED.
CLIENT MCCAULEY CONSTRUCTORS, INC.
PROJECT 6 POWERLINE ROAD
PROJECT NO. GS05195-390
DATE: 2-9-09
LOCATION RIFLE, COLORADO
Plan by: WEEKS AND ASSOCIATES
Project No. __ _
Date: Plan date September 24, 2008
Description of Work/Location:
Trust Building; Grade beam below floor slab. Pilaster detail 4/82.1, Gridlines 2-8 between
Gridlines A-E. Welding was complete at the time of our visit. Plan details require a splice
lap. Minimum of 30 inches (Detaii4/S2.1).
Standard or Code: 0 AWS DLI 0 AWS Dl.3 [2<J AWS DIA
Weather Conditions: CLOUDY WITH SNOW 0 Shop [2<J Field
Type and Capacity of Machines: MILLER TRAILBLAZER -300 AMP
Electrodes: E7018RS Types of Welds: FLARE GROVE WELD
Weld Sizes: (VERBALl3 WELDS ONE SIDE ONLY 2-3 INCH LONG AT EACH SPLICE.
Welding Positions Used: Horizontal
SUMMARY
Total Lineal Inches of Welds Made: N/A Inspected: 100%
Rejected: ____ _ Rewelded: ___ _ Accepted: 100%
0 Discrepancies Noted:
None noted
TECHNICIAN SANDY THIBAULT