HomeMy WebLinkAboutApplication - PermitI
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GARFIELD COUNTY BUILDING PERMIT APPLICATION
108 8111 Street, Suite 401, Glenwood Springs, Co 81601
Phone: 970-945-8212/ Fax: 970-384-3470 I Inspection Line: 970-384-5003
lV\llW. ~:orfield·counJ¥. som
Parcel No: (this inform:ation is available at the assessor5 office 970-945-9134)
2171-363-00-007
Job Address: (if an nddress has not been assigned, please provide Cr, Hwy or Street N111J1e & City) or nnd legal description
SW1/4SW1/4,Section 36, Township 6 South, Range 96 West Parachute, CO 81635
Lot No: Block No: Subd./ Exemption:
Owner: (prop~ owner) Mail in~ Address: Ph:
rv"Jilliams Pro uction RMT Co. POB 3 0 Parachute, CO 81635 970-263-5305
Conlnlctor: Mail in~ Address: Ph:
rv"Jilliams Production RMT CO. POB 3 0 Parachute, CO 81635 970-263-5305
Architect I Engineer: Mailing Address: Ph:
Oddo Engineering 713CooperSte.200Gienwood81601 970-945-1006
S~ Ft. of Building:
14 .25 s.f.
S3 Ft. or Acres of Lot:
31 .83 acre parcel
Hei§ht:
11'-"
tliG.of.B uild inf'
Motor Contra Center~ F1 Occupancy
Describe Work:
Construction of a motor control center building.•Piease contact Phil Vaugha n 970-625-5350
Class of Work:
I!I Ncw o Alteration o Addition
Garage: tu I P. Seplic: tv I~ o Anachcd c Detached c iSDS
Driveway Permit: A"rr n .. It t()/'1 Owners valuation of Work: $
I ~ $27,000.00
AltPh;
AhPh:
Ak Pit:
No. of Floors:
1
o Community
I·Js NOTICE Authority. This application fur • Building l'ennit must igned by the Owner of the property, described above. or un outhori;z:ed agen1. If the siNnature below i< not that of the Owner, a sep3rnte
letter ofauthority, signed by tl1e Owner, must be rrovided with this AJI)IIication .
L!f!al Access. A Building Permit cannot be issued without proof oflegaland adeqW~tc ac ces~ to the pmp.ny for JIUIJIOSCS of inspections by the Building De)IOrtment
Other Permits, Multipl e seror:ue permits rnuy be required : ( 1) State £1ectric:~l Jlc:nnit , (2) County IS DS Permit , (3) another Jlermit required for use on the property identified above, e.g. State or
County Highway/ Road Access or a State Wastewnter Disehllrge Perm it.
\'old Pumlt. A Building Penni! become< null and void if the work authorized is not commenced within 180 dnys of th e dote ofissu:mce and if work is suspended orabondoned for a period of 180
dnys after commencement
CERTIFICATION
I hereby cenity tlllltl ho\'c read this AJIJIIicotion and lllllt the information contained abo•·e i< true and correct. I undersi.'Uid that the Building DC(Wtment necerts the A)lplicotion. along with the rlans
and srecilications nnd other data submitted by me or on my belllllf (submittals), based uron my certilic:.tion 115 to accuracy .
Assuming comrletcness of the subminals and aprroval of thi s Aprlic:>rion, a Building Perm it will be i<Sued gronting penniS<ion to me, as Owner, to construct the structure(s) and facilities detailed on
the subminals reviewed by the Building De)IDrtment,
In consid=tion of the i<SUDnce of the Building Permit. I agree th at I and my agents will comply with provisions of any fedcrnl, state ur loco I law regulating the work and the G:ufidd County Building
Code. !SDS regulations ond orplic:~ble land use regulations (County Regulotion(s)). I acknowledge that the Building Penniti!Uiy be suspended or m·okcd, uron notice from the County. if the location.
eonstnu:tion or use of the structure(•) and facility(ies), described above, are not in compliance 1\~th County Regulation(s) or any other applic:~ble law.
I hereby gr.>nt JICITllission to the Building ()qlol1mentto enter the property, described above, to inspect the work. I further acknowledge that the is<Uance of the Building Permit does not pm·ent the
Building Official fium: ( 1) requiring the correction of ern>!$ in the <Ubmittals. if any. di<covcn:d otler issu.:mce; or (2) stO)Iping construction or use of the structure(s) or facility(ies) if such is in \'iolation
of County Regulation(s) or any other arrlicable law .
Review ofthis Ap[llie~~tion. includi ng submittols, and inS)ICCiions of the work by the Building Depomnent do not constitute an ac ceri.'Uice ofiU)IOnsibility or liability by the County of errors, omissions
or discrer1111cies . As the Owner, I acknowledge that resronsibility for compliance with fedc:rol , state and local lows and County Regulations rest with me and my authorized agents. including "~thout
limit:ttion my architect desiNOer. engineer and! or builder.
I HEREBY ACKNOWLEDGE TIIA T I HAVE READ AND UNDERSTAND THE NOTICE &: CERTIFICATION ABOVE :
~~~~-\\~\~ November 2, 2010
OWNERS SIGNATURE DATE .
Pl U11 r 1 \""C)~-.\ Q ~P. n -to-•o
~~~-45 STAFF USE ONLY
Speciol Conditions:
Adjusted Valuation: Plan Cheek Fee: Permil Fee: Manu home Fee: Mise Fees:
Z ~ IJtJa .IJO 2 "' 7 . l! f.j 41//. ~>
ISDS Fee: Total Fees: Fees Paid: Balam:e Due: Bl' No & Issue Dote: JSDS No & Issued Dale: ..,. 678 .99 l )ifot -~LI q//.$15 \Xlq
Setbacks: OCC Group: Const Type: Zoning:
" " / F I J£13 c/L /OO ~ /"tJ ltJO
BLDG DEPT: PL ~ ,(/."~~/~ ~~~/7~
APPROVAL DATE APPROVAL DATE
The following items are reguired by Garfield County for a final Inspection:
I) A final Electrical Inspection from the Colorado State Electrical Inspector.
2) Pennanent 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 alllBC 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 Pennit.
G\~~~~-~'~
OWNERS SIGNATU
11/2/10
DATE
Bappl icationdcccmbcr2007
Building Plan Review
Description of Work: Motor Control Center building -F1 Occupancy
Bin#:
Location Address:
PARACHUTE. CO
Case Manager: David Bartholomew
Plan Case Number: BLDG -I 1-10-6642
Parcel: 2 I 7136300007
Application Date: I V03120 I 0
I
Building
Engineered Foundation
/VI A Driveway Pennit
/ Surveyed Site Plan
P/J1 Septic Pennlt and Setbacks
/ GradefTopography 30%
IJ/A Attach Residential Plan Review List
/ Minimum Application Questionnare
AI/A Subdivision Plat Notes
NjA Fire Department Review
/ Valuation Detennination/Fees
/ Red Line Plans/Stamps/Sticker
/
Attach Conditions
/ . Application Signed 7
/
Plan Reviewer To Sign Application
Parcel/Schedule No.
IJ/A 40# Snowload Letter -Manu. Homes
7 Soils Report
Cont<lC!S
Owaer: Williams Production RMf
Applicant: Williams Production RMf
Applicant Phone: 970-68~2288 Emalt
Planning/Zoning
I Property Line Setbacks
I 30ft Stream Setbacks
J Flood Plain 7 I
/
Building height
Zoning Sign-off
#/ ,4 Road Impact Fees
..vjA
HOAIDRC Approval
/ GradefTopography 40%
/ Planning Issues 7
------~subdivision Plat
General Comments:
VAitu/1~ 2 ~ a?t', tJtJ { ~ )ti f;~, II<")
f&,v1f'M/ ~e :2~ 7. Y''l
J%;-m,'r H~ $'1/. '1:7
;tJT/f"t, 678 .8 '!
bl/tl -2 6'7. ll'l
_i.?U'f:-.:: Lj;/. 'IS'
GARFIELD COUNTY BUILDING AND PLANNING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
FOR
CONSTRUCTION OF
COMMERCIAL OR MULTI-FAMILY RESIDENTIAL BUILDINGS
Including
NEW CONSTRUCTION
ADDITIONS
ALTERATIONS
And
MOVED BUILDINGS
In order to understand the scope of the work intended under a pennit application and expedite the issuance of a
pennit it is important that complete infonnation be provided. When reviewing a plan and it's discovered that
required infonnation has not been provided by the applicant, this will result in the delay of the pennit issuance
and in proceeding with building construction. The owner or contractor shall be required to provide this
information before the plan review can proceed. Other plans that are in line for review may be given attention
before the new information may be reviewed after it has been provided to the Building Department.
Please review this document to determine if you have enough information to design your project and
provide adequate information to facilitate a plan review. Also, please consider using a design
professional for assistance in your design and a construction professional for construction of your
project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado
Registered Design Professional.
To provide for a more understandable plan and in order to detennine compliance with the building, plumbing
and mechanical codes, applicants are requested to review the following checklist prior to and during design.
Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" and drawn to
scale.
Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks,
balcony steps, hand rails and guard rails, windows and doors, including the finish grade and original grade
line. A section showing in detail, from the bottom of the footing to the top of the roof, including re-bar,
anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house-rap,
(which is required), siding or any approved building material. Engineered foundations may be required.
Check with the Building Department.
A window schedule. A door schedule. A floor framing plan, a roofing framing plan, roof must be designed to
withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. windspeed, wind exposure B
or C, and a 36 inch frost depth.
All sheets need to be identified by number and indexed. All of the above requirements must be met or your
plans will be returned.
All plans submitted must be in compliance with the 2003 IBC, IPC, IMC, IFGC, and IFC.
Applicants are required to indicate appropriately and to submit completed checklist at time of
application for a permit:
I. Is a site plan included that identifies the location of the proposed structure, additions or other buildings,
setback easements, and utility easements showing distances to the property lines from each comer of
the proposed structure prepared by a licensed surveyor and has the surveyors signature and
professional stamp on the drawing? Slopes of 30% or more on properties must be show on site plan.
(NOTE: Section 106.2) Any site plan for the placement ofany portion of a structure within 50 ft. of a
property line and not within a previously surveyed building envelope on a subdivision final plat shall
be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the
drawing. Any structure to be built within a building envelope of a lot shown on a recorded
subdivision plat, shall include a copy of the building envelope as it is shown on the final plat with the
proposed structure located within the envelope.
YesX ---
2. Does the site plan when applicable include the location of the f.S.D.S. (Individual Sewage Disposal System)
and distances to the property lines, wells (on subject property and adjacent properties), streams or
water courses? This infonnation must be certified by a licensed surveyor with their signature and
professional stamp on the design.
Yes Not necessary for this project _x __
3. Does the site plan indicate the location and direction of the State, County or private road accessing the
property?
YesX
4. Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado
Registered Engineer?
Yes Not necessary for this projectX ---
5. Are the plans submitted for application review construction drawings and not drawings that are stamped or
marked identifying them as "Not for construction, for pennit issuance only", "Approval drawings
only", "For pennit issuance only" or similar language?
YesX Not necessary for this project. __ _
6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in
accordance with the building code or per stamped engineered design?
Yes~ Not necessary for this project __
2
7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this
building?
Yes __ Not necessary for this projectX __
8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the
clearances required between wood and earth?
Yes __ Not necessary for project_X __
9. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and
soffits?
Yes _X __ Not necessary for this project __
10. Do the plans include design loads as required under the IBC or IRC for roof snow loads, (a minimum of 40
pounds per square foot in Garfield County)?
Yes_X __ Not necessary for this project __
11. Do the plans include design loads as required for floor loads under the IBC or IRC?
Yes_X __ Not necessary for this project __
12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction?
Yes_X __ Not necessary for this project __
13. Is the wind speed and exposure design included in the plan?
Yes_X __ Not necessary for this project __
14. Does the building section drawing include size and spacing of floor joists, wall studs, cei1ingjoists, roof
rafters or joists or trusses?
Yes_X __ Not necessary for this project __
15. Does the building section drawing or other detail include the method of positive connection of all columns
and beams?
Yes_X __ Not necessary for this project_~
16. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed
grade to the midpoint between the ridge and eave of a gable or shed roof or the top of a flat roof?
(Check applicable zone district for building height maximum)
Yes~ Not necessary for this project __
3
17. Does the plan include any stove or zero clearance fireplace planned for installation including make and
model and Colorado Phase II certifications or Phase II EPA certification?
Yes __ Not necessary for this project_X __
18. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with
the IBC or IRC?
Yes ____ Not necessary for this project_X __
19. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping
rooms and/or basements comply with the requirements of the IBC or IRC?
Yes_ Not necessary for this projectX __
20. Does the plan include a window schedule or other verification that windows provide natural light and
ventilation for all habitable rooms?
Yes_x __ Not necessary for this project __
21. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing
immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking
surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety
glazing for these areas?
Yes __ Not necessary for this project_X __
22. Do the plans include a complete design for all mechanical systems planned for installation in this building?
Yes No Not necessary for this project._X __
23. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in
the IBC Chapter 3)
Yes_X __ Not necessary for this project __ _
24. Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in
this building?
Yes __ Not necessary for this project_X __
25. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the
plan?
Yes __ Not necessary for this project_x __
26. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and
both sexes are employed, facilities for both sexes?
Yes __ Not necessary for this project_X __
4
27. Do the plans indicate that restrooms and access to the building are handicapped accessible?
Yes __ Not necessary for this project_X __
28. Have two (2) complete sets of construction drawings been submitted with the application?
YesX
29. Have you designed or had this plan designed while considering building and other construction code
requirements?
YesX
30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by
the Garfield County Building Department?
Yes_X __
31. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For
corner lots see supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks.
YesX ---
32. Do you understand that approval for design and/or construction changes are required prior to the
implementation of these changes?
YesX
33. Do you understand that the Building Department will coJiect a "Plan Review" fee from you at the time of
application and that you will be required to pay the "Pennit" fee as well as any "Septic System" or
"Road Impact" fees required, at the time you pick up your building permit?
YesX
34. Are you aware that you are required to call for all inspections required under the IBC including approval on
a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building?
YesX
35. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for
an Agent and that the party responsible for the project must comply with the Uniform Codes?
Yes_x __
36. Are you aware that you must call in for an inspection by 3:30 the business day before the requested
inspection in order to receive it the following business day? Inspections will be made between
7:30a.m. and 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003.
YesX
5
3 7. Are you aware that requesting inspections on work that is not ready or not accessible will result in a
$50.00 re-inspection fee?
YesX
38. Are you aware that prior to submittal of a building permit application you are required to show proof of a
legal and adequate access to the site? This may include (but is not limited to) proof of your right to use
a private easement/right of way; a County Road and Bridge permit; a Colorado Dept. of Highway
Permit including a Notice to Proceed; a permit from the federal government or any combination. You
can contact the Road & Bridge Department at 625-8601. See Phone book for other agencies
Yes_X __
39. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber
to perform installations and hookups? The license number will be required at time of inspection.
YesX
40. 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 the building
permit application? Your attention in this is appreciated.
YesX
41. Do you know that the local fire district may require you to submit plans for their review of fire safety
issues?
Y es_X __ (Please check with the building department about this requirement)
42. Do you understand that if you are planning on doing any excavating or grading to the property prior to
issuance of a building permit that you will be required to obtain a grading permit?
Yes Not necessary for this proj ect_X __
43. Did an Architect seal the plans for your commerc ial project? State Law requires any commercial project
with occupancy of more than 10 persons as per Section 1004 of the IBC to prepare the plans and
specifications for the project.
Yes Not Necessary for this project X ____ _
44. If you anticipate obtaining a water tap from the City of Rifle, please provide a letter indicating that
the City will provide water service. No building permit application will be accepted without such
a letter.
Yes
6
I hereby acknowledge that I have read, understand, and answered these questions to the best of my
ability.
11 /1/10
Signature Date
970-625-5350
Phone: ______ ( days); _________ (evenings)
Williams MCC Building Project Name: ________________ _
SW114SW1/4,S36,T6S. R96W Parachute, CO Project Address:. _______________ _
Note:
On any ofthese questions you may be required to provide this information. If required information is not
supplied, delays in issuing the permit are to be expected. Work may not proceed without the issuance of the
permit.
*If you have answered "Not necessary for this project" on any of the questions and it is determined by the
Building Official that the information is necessary to review the application and plans to determine minimum
compliance with the adopted codes, please expect the following:
A. The application may be placed behind more recent applications for building permits in the review process
and not reviewed until required information has been provided and the application rotates again to first position
for review.
B. Delay in issuance of the permit.
C. Delay in proceeding with construction.
BpcommDec2007
7
January 20th, 2010
Mr. Fred Jannan
Director
Garfield County Building and
Planning Department
108 gth Street, 4111 Floor
Glenwood Springs, CO 81601
RE: Parachute Water Handling Facility
Section:36
Township 6 and Range 96W
Garfield County, Colorado
Dear Mr. Jannan:
EXPLORATION & PRODUcnON
1058CRI215
P.O. Bo~37D
P;u;achute, CO 81635-0370
970/285-9377
970/285-2047 (;u:
This letter authorizes Phil Vaughan Construction Management, Inc. to represent
Williams Production RMT Company in the submittal and processing of the Limited
Impact Review required by Garfield County permits on the above projects and location.
Sincerely,
Williams Production RMT Company
~:tJdMts
Title: Attorney In Fact
POWER OF ATTORNEY
KNOW ALL MEN BY THESE PRESENTS, that Williams Production RMT
Company, a Delaware corporation, having its principal place of business in the City of Tulsa,
County of Tulsa, State of Oklahoma, hereinafter sometimes referred to as the "Company," does
hereby make, constitute and appoint Sandra J. Hotard with the full authority hereinafter
provided, the true and lawful Attorney-in-Fact of the Company, authorized and empowered on
behalf of the Company and in the Company's name, and for the sole and exclusive benefit of the
Company and not on behalf of any other person, corporation or association, in whole or in part,
to enter into, execute, deliver, file and accept all instruments and documents affecting the real
property or real estate rights of the Company the following described instruments and
documents:
( 1) Agreements that grant easements, rights of way, licenses, or permits;
(2) Releases and Partial Releases of easements and rights of way;
(3) Agreements allowing encroachments onto easements and rights of way owned by
Company;
( 4) Agreements subordinating easements, lease or mortgage rights;
(5) Agreements relating to the modification and relocation of facilities;
(6) Rental or lease agreements and all notices related to lease agreements;
(7) Agreements modifying, amending, renewing, extending, ratifying forfeiting,
canceling and terminating any and all of the aforementioned types of instruments
and documents;
(8) Agreements for the purchase or sale of real property or facilities; and
(9) Agreements to obtain the provision of utility services to facilities.
with such terms and conditions as said Attorney-in-Fact shall deem proper and advisable, giving
and granting unto said Attorney-in-Fact full and complete power and authority to do and perform
any and all acts and things as may be necessary and proper in the premises. This Power of
Attorney shall remain in full force and effect for twelve months from the effective date of this
Power of Attorney unless terminated sooner by an officer of the Company.
Not by way of limitation, but by way of confirmation, the powers of authority conferred
shall extend to and include any and all of the instruments and/or acts above described which may
pertain to lands of the United States of America, or to be acquired by the United States of
America, lands of any state, lands of any fee owner, and tribal or allotted Indian lands.
1111 I'• ~:n1W~gt~ 1'141: IYP,£ ln~·~~~~~~~~'.l,W ~~~~1 IIIII
ReceptianH : 775225 09117/2009 12 tS5 :31 Pft Jean Albe~loa
2 ar 2 Rec Fee :$11 .00 Doc F .. :O .OO GARFIELD COUI4TY CO
The Company hereby declares that each and every act, matter and thing which shall be
given, made and done by the said Sandra J. Hotard in connection with the exercise of any or all
of the aforesaid powers shall be as good, val id and effectual to all intents and purposes as if the
same had been given, made and done by the said Company in its legal presence and it hereby
ratifies whatsoever the said Attorney-in-Fact shall lawfully do or cause to be done by virtue
hereof.
IN WITNESS WHEREOF, Williams Production RMT Company has caused this Power
of Attorney to be signed as effective as of September 17, 2009.
STATE OF COLORADO )
) ss.
WILLIAMS PRODUCTION RMT COMPANY
By:~~~;
Name Alan C. Harrison
Title: Vice President
COUNTY OF ~ie fl )
BEFORE ME, a Notary Public in and for the State of Colorado, on this )7+'a ay of September,
2009, personally appeared Alan C. Harrison, a Vice President of Williams Production RMT
Company, who acknowledged to me that he has executed the above POWER OF ATTORNEY
as his free and voluntary act and deed and as the free and voluntary act and deed of Williams
Production RMT Company for the uses and purposes therein set forth.
Given under my hand and seal the day and year las~ wri~~ ..)
MY COMMISSION EXPIRES: ~ 2
/0~/..;JOtl NOTARYPUBLIC
• Commission No.: ;;>oo 7 4o "3. :'rbb9
DASA R. BRYAN
NOTARY PUBLIC
STATE OF COLORADO
My Commilelon El~Piree 10/221201 1
Phil Vaughan
From:
Sent:
To:
Fred Jarman <fjarman@garfield-county.com>
Sunday, October 17, 2010 10:42 AM
phil@pvcmi.com
Cc: Lobato, Joe; Andy Schwaller
Subject: RE: Williams Production RMT Co.-Parachute Water Handling Facility-Building Permits
Phil,
Thank you for your prompt letter regarding the minimal improvements Williams wishes to make to the existing
Parachute Water Handling Facility. As we discussed, because these are considered to be classified as minimal
maintenance and accessory to the existing use, it appears there are no land use permits required. Andy Schwaller and I
are poised to work with you on processing the necessary building permits for the two structures. Thanks and feel free to
contact us if you have any additional questions.
Sincerely,
Fred
From: Phil Vaughan [mailto:phil@pvcmi.com]
Sent: Friday, October 15, 2010 4:30PM
To: Fred Jarman
Cc: 'Lobato, Joe'; phil@pvcmi.com
Subject: Williams Production RMT Co.-Parachute Water Handling Facility-Building Permits
Fred,
Please find attached the letter as requested.
Thanks and please contact me with questions.
Sincerely,
Phil Vaughan
Phil Vaughan Construction Management, Inc.
1038 County Road 323 Rifle, CO 81650
970-625-5350
l
October 15.2010
Mr. Fred J:mnan
Director
Garfield County Building :md
Phmning lkparunen1
I 08 glh Strcl!t. 4'11 Floor
Gh.mwood Springs, CO S 160 I
Dear f\tr. Jarm:m.
I wanted to lhnnk you nnd Andy Schwaller for taking tim~ tn spe:1k tm 10/l/10 in 1\!gard!> to the
Williams Production 1~1\IT Co.-Purachutc Wa1cr 1-lmldling F:tdlity.
As discussed. we nrc in the process of prcp;~ring the Limitclllmp:tct Rc\'icw UllPiic:uion for this
existing facility .
We plan to constmct 2 buildings on-site prior w the review and approval of the Limited lmpat:t
nc\'icw upplic:uion . One building is a motor ~.·ontrol center :mllthc other is :m nir comprcs:-.or
buih.ling. Roth buildings arc npproxim:ucly I I' ~ I 3'.
The building~ are being Cllnstructcd to house clc..:trkal equipment nnd air comprcs~urs tu opcrmc
equipment installed at the existing w;ucr ponds on-she.
These installntions nrc being conducted as a nnnnal cour~e of nmintemul\:c of the facility :md m-e
necessary for the efficient operation of the facility.
Titc two huildings :trc accessory to the existing usc of the property and du nut r~s uh in a new usc
of the property and no new ground disturh:mct! will occur for lhi!. installation.
As you had rcqucstt:d. ph:asc consider this letter a summation of the pwjcct.
Upon your comment hacli. to us in regards 10 l;~nd rimming clearance. we: will plan to nmkc
application to the Building Department for lhc building pcrmils.
Please let me know if you have further CJUCstions in rl!gards lo thi:o request and we can discus!>
them.
Page I of:!
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oddo
ODDO ENGINEERING, INC.
MEMORANDUM
To: Mr. Andy Schwaller -Garfield County Building Department
From: Landon Anderson P.E., Oddo Engineering, Inc.
Job: Williams Water Processing and Reuse Facility -MCC Building
Project No.: 1024-03
Date: November 30,2010
RE: Permit Number 1819
Mr. Schwaller:
Regarding construction of the MCC Building please note the following;
1. We understand foundations are currently installed. Oddo Engineering has reviewed
pictures documenting the installation of drilled piers for the MCC building. The pictures
are consistent with our design drawings dated I 0-22-l 0 and appear to be in conformance
with the plans.
2. Strap wind bracing was specified for wall construction on the MCC Building. It is
acceptable to substitute 1 /8" x 1" bar in place of the 4" wide
•. 12 ga. strap .
Please do not hesitate to contact our office for any questions.
Sincerely,
DOCS\Ika\ Williams Water Handling MCC mcmo .doc
713 Cooper A venue • Suite 200 • Glenwood Springs, CO 81601
(970) 945-1006 • Fax (970) 945-2966
oddo
ODDO ENGINEERING, INC.
MEMORANDUM
To: Mr. Andy Schwaller-Garfield County Building Department
From: Landon Anderson P .E ., Oddo Engineering, Inc.
Job: Williams Water Processing and Reuse Facility-MCC Building
Project No.: 1024-03
Date: November 30,2010
RE: Pennit Number 1819
Mr. Schwaller:
Regarding construction of the MCC Building please note the following;
1. We understand foundations are currently installed. Oddo Engineering has reviewed
pictures documenting the installation of drilled piers for the MCC building. The pictures
are consistent with our design drawings dated 10-22-10 and appear to be in confonnance
with the plans.
2. Strap wind bracing was specified for wall construction on the MCC Building. It is
acceptable to substitute 118" x 1" bar in place of the 4" wide
12 ga. strap.
Please do not hesitate to contact our office for any questions.
Sincerely,
Oddo Engineerin , c .
~on Anderson, P.E.
DOCS\Ika\ Williams Wotc:r Handling MCC memo. doc
713 Cooper Avenue+ Suite 200 +Glenwood Springs, CO 81601
(970) 945-1006 + Fax (970) 945-2966
,
GEOTECHNICAL INVESTIGATION
Williams Production RMT Company
Grand Valley Evaporation Facility
Sections 1 and 2,
Township 7 South, Range 96 West, 6th Principal Meridian,
Garfield County, Colorado
Prepared For:
Williams Production RMT Company
P.O. Box 370
Parachute, Colorado 81635
Attention: Mr. Paul White
Job No. 3,177
March 23, 2009
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction • Montrose • Moab • Crested Butte • Rifle
(970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com
2308 Interstate Avenue, Grand Junction, Colorado 81505
TABLE OF CONTENTS
SCOPE ..................... ,. ................................................................................................. 1
SUMMARY OF CONCLUSIONS ...................................................................................... 1
SITE CONDITIONS ................................................................................................ 2
PROPOSED CONSTRUCTION .................................................................... _. .••••....••• 2
SUBSURFACE CONDITIONS ................................................................................... 3
FOUNDATIONS .......................................................... ~·· ... ~······ ........................................ 4
SKID ON GRADE •••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• ············"················· 5
SEISMIC AND VIBRATING FOUNDATION DESIGN CONSIDERATIONS •.••.•••• 6
BELOW-GRADE CONSTRUCTION ..................................................................... 7
CONCRETE .......................................................... ., .......................................................... 7
SURFACE DRAINAGE ......................................................................................... 8
CONSTRUCTION MONITORING .•...•.••••••.•..•••• ~·· .................................................. 9
LIMITATIONS ............................................................. ~········ ........................ ~ .............. 9
FIG. 1 -VICINITY MAP
FIG .. 2 -LOCATION MAP
APPENDIX A-LOGS OF EXPLORATORY TEST BORINGS
APPENDIX B -LABORATORY TEST RESULTS
APPENDIX C-SAMPLE SITE GRADING SPECIFICATIONS
•
SCOPE
This report presents the results of our Geotechnical Investigation for the proposed
skid mounted building to be located in the existing Grand Valley Evaporation Facility site
in Sections 1 and 2 Township 7 south, Range 96 west, 61h Principal Meridian. Our
investigation was conducted to explore subsurface conditions and provide foundation
design recommendations for the anticipated construction. The report includes
descriptions of subsoil and groundwater conditions found in two exploratory test borings
made during this investigation, recommended foundation systems, allowable design soil
pressures and design and construction criteria for details influenced by the subsurface
conditions . This investigation was performed in general conformance with our Master
Service Agreement.
The report was prepared from data developed during field exploration, laboratory
testing, engineering analysis and experience with similar conditions. A brief summary of
our conclusions and recommendations follows . The area Detailed criteria are presented
within the report.
SUMMARY OF CONCLUSIONS
1. Subsoils found in the exploratory borings consisted generally of about 2 feet
of existing fill underlain by clay with shale pieces to a depth of about 19 feet.
The clay with shale pieces were underlain by formational shale to the
maximum depth explored of 30 feet. Groundwater was not encountered in
the exploratory test borings at the time of drilling to the depths explored .
Grand Valley Evaporation FacUlty
Williams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,177
2. We believe a deep foundation such as drilled piers or driven pipe piles can
provide a more positive foundation . An alternative, with risk of movement,
skid-on-grade foundation bearing on a well-compacted structural fill is also
presented . A discussion, incl uding detailed design and construction criteria
are included in the text of the report .
3. Surface drainage should be designed for rapid runoff of surface water away
from the proposed structure.
SITE CONDITIONS
The subject site was located in the Sections 1 and 2, Township 7 South, Range 96
West, 6th Principal Meridian in Garfield County, Colorado. A project vicinity map is shown
on Fig.1. The subject site was an existing facility site. T he site was relatively flat and had
been graded prior to our slrte visit The subject site slopes to the southwest at an
approximate inclination of about 1 percent. Oilfield related structures were north, south,
east and west of the site.
PROPOSED CONSTRUCTION
We understand the proposed construction will consist of a skid mounted pump
building. The preferred foundation for the skid mounted building is a skid-on-grade with
steel or concrete skids. The pump building will tolerate up to 1 to 2 inches differential
foundation movement Proposed construction is gas field industrial. There will be no
landscaping, irrigation or finished areas . If proposed construction changes or is different
Grand Valley Evaporation Facility
Wiliams Production RMT Company
Garfle!d County, Colorado
GEG Job No. 3,177
2
from what is stated, we should be contacted to review actual construction and our
recommendations.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling and sampling two
exploratory test borings. Locations of the exploratory borings are shown on Fig. 2.
Graphic logs of the soils found in the borings and field penetration resistance tests are
presented in appendix A. Subsurface conditions found in the exploratory borings
consisted generally of about 2 feet of existing fill underlain by clay with shale pieces to a
depth of about 19 feet. The clay with shale pieces was
underlain by formational shale to the maximum depth explored of about 30 feet
Groundwater was not encountered in the exploratory test borings on the day of drilling to
the depths explored. The clay with shale pieces was medium stiff to very stiff, moist and
brown. The formational shale was weathered to very hard, moist, tan to brown and of the
Wasatch Formation.
Three clay with shale pieces samples tested had moisture contents of 11 .3 to
12.7 percent, liquid limits of 29 to 31, plasticity indexes of 13 to 14 and 63 to 69 percent
passing a No.200 sieve (silt and clay sized particles). One formational shale sample
tested had a natural moisture content of 7.2 percent, a dry density of 118 pcf, and had
39 percent passing a No. 200 sieve. Two clay with shale pieces samples tested had
Grand Valley Evaporation FacAity
Williams Production RMT Company
Garfield County, Colorado
GEG Job No . 3,177
3
moisture contents of 10.6 and 30.8 percent, dry densities of 93 and 137 .2 pcf and
exhibited no movement to 0.3 percent one-d i mensional swell when wetted under a
con fi ni ng pressure of 250 and 500 psf. One clay with shale pieces sample tested had a
moisture content of 12.7 percent, a dry density of 113 pcf and exhibited an internal
angle of friction of 20 degrees and a cohesion of 200 psf when tested for direct shear
strength properties. Five samples were tested for water soluble sulfate concentrations.
The samples had water soluble sulfate concentrations ranging from 400 to 3,500 ppm.
One bulk sample from exploratory test boring TH-1 at a dept h of 0 to 5 feet had a liquid
limit of 35, a pl asticity i ndex of 18, a maximum standard Proctor dry density of 111.0 pcf,
an opti mum moisture content of 16.0 , had 81 percent passing a No.200 sieve , and had
a California Bearing Ratio (CBR) of 3.4 . Resul t s of laboratory testing are presented in
Appendi x B.
FOUNDATIONS
This investigation ind i cates subsurface cond itions at shallow foundation levels
generally consist of clay with shale pieces on site fi ll. Our analys is indicates subsurface
conditions have variable vo lume change potenti al. We understand skid -on-grade
foundations are desired. In our experience , skid-on·grade foundations have been used
in th is area with satisfactory performance in conditions sim ilar to t hose tdentified at this
site. We recommend onsite fi ll be removed full depth and t he soils beneath the skid
foundation be over excavated 1 foot and repl aced with a well-compacted, engineered
structural fill such as a COOT Class 6 Road Base that is not susceptible to freezing or
Grand Valley Evaporation Facility
Williams Production RMT Company
Garfield County , Colorado
GEG Job No. 3,177
4
frost heave and provide a more uniform subgrade. The resulting subsoils beneath
foundations should be scarified, moisture conditioned to within 2 percent of optimum
moisture content and compacted to at least 95 percent t of ASTM 0698 standard
Proctor to help mask potential soil settlement and provide a more uniform subgrade.
We present design and construction criteria for skid-on-grade foundations. These
criteria were developed from analysis of field and laboratory data and our experience.
The additional requirements (if any) of the structural engineer should also be
considered.
Skid on Grade
1. The pump building may be supported on skid or footing foundations
bearing on at least 1 foot of well compacted structural fill and designed for
maximum soil bearing pressure of 1, 1 00 psf. The soil bearing pressure
may be increased by 30 percent for temporary loading such as wind and
seismic loads .
2. Onsite fill if any should be removed full depth and the resulting foundation
subgrade should be scarified 1 0 inches, moisture conditioned to within 2
percent of optimum moisture content and re-compacted to at least 95
percent of the maximum standard Proctor (ASTM 0698) dry density to help
reduce potential soil settlement and provide a uniform subgrade .
3. The foundation should bear completely on layer of well compacted
structural fill at least 1 foot thick and at least 1 foot beyond each
foundation, horizontally. Loose soils should be completely removed from
skid bearing areas, prior to placing fill or concrete. The structural fill should
be a crushed, uniformly graded, granular material with a maximum size of
1.5 inches, maximum of 15 percent passing the No. 200 sieve and
maximum liquid limit of 30. A COOT Class 5 or Class 6 type crushed base
course could be used to satisfy these criteria and is recommended. The
structural fill should be placed in maximum 1 0-inch loose lifts, moisture
conditioned to within 2 percent of optimum moisture content and
Grand Valley Evaporation FaclBiy
Williams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,177
5
compacted to at least 95 percent maximum standard Proctor (ASTM 0
698) dry density.
4. We recommend a coefficient of friction between the soil and skid of 0.24 to
resist sliding.
5. If concrete footings are used in stead of steel skids, we recommend a
minimum width of 18 inches for continuous footings . Isolated pads should
be at least 30 inches by 30 inches. Foundation walls should be well-
reinforced top and bottom. We recommend re inforcement sufficient to
span an unsupported distance of at least 12 feet. The structural engineer
should design foundation reinforcement.
6. If foundation support is designed and constructed as discussed above, we
estimate that the post construction total settlement will be about Y:z inch.
Settlement is dependent on foundation bearing pressure, soil conditions
supporting the footings and footing width. If the foundation bearing
pressures, soil conditions or the footing widths are different than discussed
above, we should be contacted to provide additional settlement
considerations.
7. Foundations exposed to freezing conditions will be susceptible to frost
heave. Skid mounted equipment that can tolerate movement from frost
heave may be constructed without frost protection .
SEISMIC AND VIBRATING FOUNDATION DESIGN CONSIDERATIONS
Foundations include structural support from the silty and sandy clay soils . Based
on 2000 UBC we believe the site is located in Seismic Zone 1. Based on our
understanding of proposed construction and subsurface conditions, we suggest a "Site
Class D", a short period coefficient Ss of 0.4 and a 1 second period coefficient S1 of 0.2
be used for foundation se ismic design as described in 2003 IBC. Based on the field and
laboratory results we suggest a shear mod ulus of 3 ksi . We have estimated a modulus of
subgrade reaction based on field and laboratory test data. We recommend a modulus of
subgrade reaction of 230 psi/inch .
Grand Va'ley Evaporation Facility
Williams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,177
6
BELOW-GRADE CONSTRUCTION
No below-grade construction is anticipated at this site. Typically, building
foundation drains are not required for construction of this type.
CONCRETE
Five samples (TH-1 and TH-2, at a depth of 0 to 5 feet and TH-1 at 19 feet) were
tested for water soluble sulfate concentrations. The test results indicate a water soluble
sulfate concentration of 400 to 3,500 ppm. Sulfate concentrations in this amount are
considered to have a severe effect on concrete that comes into contact with the soils. We
recommend following the American Concrete Institute (ACI) guidelines for sulfate
resistant cement. ACt recommends a Type V (sulfate resistant) cement be used for
concrete that comes into contact with the subsoils. In addition, the concrete should have
a water cement ratio of 0.45. We understand that Type V cement may not be locally
available. Although, not meeting ACI recommendations for sulfate resistant cement, Type
II modified cement has been used in similar conditions.
Grand Valley Evaporation Facl 'lty
Wil lams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,177
7
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by surface
moisture conditions. The site silty and sandy clay soils have significant consolidation
potential. The consolidation and I or swell potential typically is mobilized by wetting and or
loading. Reducing the potential for moisture migration into the site soil and formational
sandstone with reduce the risk of mobilization of consolidation or swell potential of site
materials. Risk of wetting foundation soils can be reduced by carefully planned and
maintained surface drainage. Surface drainage should be designed to provide rapid
runoff of surface water away from the proposed structures. We recommend the following
precautions be observed during construction and maintained at all time after the
construction is completed .
1. The ground surface surrounding the exterior of the structures should be sloped to
drain away from the foundations in all directions. We recommend a slope of at
least 12 inches in the first 10 feet around the structures, where possible. In no
case should the slope be less than 6 inches in the first 5 feet. The ground surface
should be sloped so that water will not pond adjacent to the foundations.
2 . Backfill around foundation walls should be moistened and compacted. Foundation
backfill should be moisture conditioned to within 2 percent of optimum moisture
centered and compacted to at least 90 percent of the maximum standard Proctor
(ASTM 0698) dry density. Foundation backfill supporting concrete flatwork or
other structural components should be moisture conditioned and
3 . compacted to at least 95 percent of the maximum standard Proctor dry density.
4. Impervious plastic membranes should not be used to cover the ground surface
immediately surrounding the structures. These membranes tend to trap moisture
and prevent normal evaporation from occurring. Geotextile fabrics can be used to
limit the weed growth and allow for evaporation.
Grand VaHey Evaporation Facility
Wiliams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,1 n
8
CONSTRUCTION MONITORING
Geotechnical Engineering Group, Inc. should be retained to provide general
review of construction plans for compliance with our recommendations. Geotechnical
Engineering Group, Inc. should be retained to provide construction-monitoring services
during all earthwork and foundation construction phases of the work. This is to observe
the construction with respect to the geotechnical recommendations, to enable design
changes in the event that subsurface conditions differ from those anticipated prior to
start of construction and to give the owner a greater degree of confidence that the
additions are constructed in accordance with the geotechnical recommendations.
LIMITATIONS
Two exploratory test borings were drilled and sampled in the proposed structure
area. The exploratory test borings are representative of conditions encountered only at
the exact boring locations. Variations in the subsoil conditions not indicated by the
borings are always possible . Our representative should observe open foundation
excavations, observe proof roll and test compaction of subgrade and structural fill soils (as
applicable) to confirm soils are as anticipated from the borings and foundations are
prepared as recommended herein.
The scope of work performed is specific to the proposed construction and the client
identified by this report. Any other use of the data, recommendations and design
Grand Valley Evaporation Facility 9
Williams Production RMT Company
Garfield County, Colorado
GEG Job No. 3,177
parameters (as applicable) provided within this report are not appropriate applications.
Other proposed construction and I or reliance by other clients will require project specific
review by this firm. Changes in site conditions can occur with time. Changes in standard
of practice also occur with time. This report should not be relied upon after a period of
three years from the date of this report and is subject to review by this firm in light of new
i nformatio n which may periodically become known .
We believe this investigation was conducted in a manner consistent with that level
of care and skill ordinarily used by geotechnical engineers practicing in this area at this
time. No other warranty, express or implied, is made. If we can be of further service in
discussi ng the contents of this report or the analysis of the i nfluence of the subsurface
conditions on the development or design of the proposed construction, please call .
Sincerely,
GEOTECHNICAL ENGINEERING GROUP, INC.
Robert W. Anderson
Project Engineer
RWA:NWJ:JPW:ra
(1 copy sent)
( 1 copy by E·mail: Daniei.Uchtcnbabp@Williams .com)
Grand Var.ey Evaporation Faci•ty
Wi lliams Production RMT Company
Garfield County, Colora do
GEG Job No. 3,177
John P. Withers, P.E.
Principal Engineer
10
~,, GEOTECHN I CAL
' :_;~.·-.~~ ... = r!l" .c~ r~:~c. IF) ----~
GEGJOBNO. 3,171
-Subject Site
Williams Production RMT
Grand Valley Evaporation Facility
Garfield County, Colorado
03117109
Fig. 1
1 Note: This figure was based on drawing
provided by WHiiams Production RMT
dated 03/03/09, and notes obtained during
our field study.
Tll 1 e Indicates approximate
exploratory boring locations.
Access Road
GEGJOBNO. 3,177
Williams Production RMT
Grand Valley Evaporation Facility
Exploratory Boring Location Plan
POND
~ -j
No Scale
POND
DATE:
03/17109
Fig. 2
APPENDIX A
LOGS OF EXPLORATORY TEST BORINGS
I
'
i
I
I Geott-dani~al
~ ..... IEnginet•ring 1-.. Group. In~.
Symbol Description
Strata Symbols
m Existing Fill
KEY TO SYMBOLS
~ Clay, stiff, slightly moist,
brown (CL)
~ Shale, hard, medi.um moist,
tan (SH)
Notes:
1. SH -Thinwall Tube Sample.
2 . CT -Modified California Barrel Sample.
3. STD -Standard Split Barrel Sample.
4. Bulk -Bulk Disturbed Sample.
5. 15/12 -Indicates 15 Blows with a 140 LB hammer falling 30 inches was
required to drive the sample 12 inches.
6 . Exploratory test pits were excavated on 02/20/09 using a 4-inch
diameter continuous flight power auger.
7 . These logs are subject to the interpretation by GEG of the soils
encountered and limitations, conclusions, and recommendations in
this report.
Fioure A-1
I Geo•eehnieal PROJECT: Will iams Gr.md Valle~ Eval!,2r.uion Fucilit:t: PROJECT NO .: 3.177 ~~ngineering CUENT: Williams
Group. Jne. LOCATION : Sec Fis. 2 ELEVATION:
DRILLER: Gco Search LOGGED BY: MF LOG OF DEPTH TO WATER> INITIAL: ~ NE AFTER 24 HOURS: ~
TEST BORING TH-1 DATE: 2/20/09 DEPTH TO CAVING: ..c.
u Cll Cl) .s::.~ :E 0..8_ :r:-Ci.'ii Description c. E>-.Q§ Notes ~~ I! ~~-al8 (!)
0
Existing fill. )()()(
·5 t/j lod&!5
1---Clay with shale pieces, stiff to hard , moist, brown (CL) t---
BULK 1-~ I--15112
._L. CT
1-~ 1-
BULK 1-~ ~ 19/12
2!!_. CT
1-~ 1-
~ ~ -25112
_!L CT ~ 1-
i--
I--~ 1
Shale, hard moist tan (SH) CT !Wit tO
20
1-
Bottom of boring when terminated: 20 fi.
I--
1-
1-
~
1-
~
!-
1-
,_1L
~
~
1-
1-
~
1-
1-
1-
~
This Information oertalns onlv to thl~: horlnn and !i:hould not be lnteroreted as belna lndlcltlve of the site.
Fiqure A-2 PAGE 1 of 1
:1 Geoire.llioal PROJECT NO.:
.
PROJECT: Will iams Gr,md Vall£l:: Eva j!oration Facl lit:t 3 177
1 ·~ngineering CUENT: Williams
Group. lne. LOCATION: Sec Fi~. 2 ELEVATION:
DRILLER: Gco Search LOGGED BY: MF
LOG OF DEPTH TO WATER> INITIAL: ~ NE AFTER 24 HOURS: ._.
TEST BORING TH-2 DATE: 1120109 DEPTH TO CAVING: .r..
0 Gl II) :5 ::::-:E Ci.!, ~c; Q,Gl Description Q. Notes Cl>,l!! I!! E>. m8 o-(!) c'-l~
0
1---
Clay with shale p ieces, medium stiff to very stiff, moist, brown (CL) ~ Organics noted
1---~ 101 1:1: BULK
f-llf!J 1-
1---14/11
e-L ~ CT
f--
f--~ !BULK 1-
f--~ 111112
~ CT
f--
1-~ f--
f--~ e-ll-
1-
f--~ 1-
1v CT 50/8
r-1L Shale, very hard, moist, tan to b rown (SH)
1---
1--
1--
-
2L
-
-
-
-I.,; I 5016
__lL Bottom of boring when terminated: 29.5 ft .
-
-
-
-
...2L
-
-
1--
1--
This Information nertalns onlv to this borlna and should not be lnteroreted as belna lndlcltlve of the site
FiQure A-3 PAGE 1 of 1
,.
APPENDIXB
FIGURES AND SUMMERY OF LABORATORY TEST RESULTS
Job No. 3,177
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
Hole Dep th Natural Dry Atterberg Umlts Swell / Consolidation Direct Shea r Passing Water Soli Type
(fee t) Moisture Density No. 200 Soluble
(%) (pcf) Liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates
' Limit Index Wo) Pressure Swell Angle of (psf) <-~·> (ppm)
(%) (%) (psf) Pressure Friction
(psf) (Degrees)
TH-1 5-10 12.7 -31 13 ------69 2,800 Clay with shale pieces (Cl)
9 10.6 137 ---0 500 -------Ctav with shale p ieces (CL )
19 7.2 11 8 -----------39 400 Shale
TH-2 0-5 12.7 --30 13 -------68 1,800 C lay w ith shale pieces (CL)
2 30.8 93 --0.3 250 400 ------Clay w ith shale pieces (CL)
4 12 .7 11 3 -------20 200 ---Clay w ith shale pieces (CLJ
5-1 0 11 .3 --29 14 -------63 1,700 Clay with shale pieces (CL)
Page 1 of 1
Job No. 3,177
TABLE II
SUMMARY OF LABORATORY TEST RESULTS
HOLE DEPTH Atterberg Limits PASSING Standard Proctor CBR WATER SOIL TYPE
(FEET) LIQUID PLASTICITY NO. 200 (ASTM D698) VALUE SOLUBLE
LIMIT INDEX SIEVE MAXIMUM OPTIMUM SULFATES
(%) (%) DRY MOISTURE (ppm)
DENSITY CONTENT
(pcf) (%)
TH-1 0-5 35 18 81 111.0 16.0 3.4 3,500 Clay with shale pieces
(Cl)
Page 1 of 1
SWELL I CONSOLIDATION TEST REPORT
-2 I I I ! I I I I I
I I I I I I I - 1
-1 I
WATER ADDED
;-._ -o
0 -~
II ~""' I ~ --1
1
I I I ~ I
I I
I I '" I --2
2 I I . I '" Nl c:
I
"lJ
·~ I I I I
(I)
I n U5 I I I --3 ~ c 3
I I I I Q) I
~ ~
(I)
Q) Q) < Cl.
I
(I)
I I --4
4 I ( I
I l I I
I --5
5 I .
I I I --6 I
6
I I I I I I
' I
I
. I . --7
7 ' I I I I
I
.
I I I I I I i --6
8 100 200 500 1000 2000 5000
Applied Pressure -psf
Natural Dry Dens. LL PI Sp. Overburden Pc Cc Cr Swell Press. Heave
Sat. I Moist. (pcf) Gr. (psf) (psf) (psf) % eo
136.5 % I 1o.6% 137.2 N /A N/A 2.65 500 1752 0.06 -0 .0 0.205
MATERIAL DESCRIPTION uses AASHTO
Project No. 3,177 Client: Williams Remarks:
Project: Williams Grand Valley Eva poration Facility
Source: TH-1 ElevJDepth: 9 II G..-eteeh•lnl ~~nglaeerlng
Gruup, lne. Figure 8 -1
SWELL I CONSOLIDATION TEST REPORT
·1 '
I I I -1
I
I I I
I I I I
I I 1"---1'-o-. 0 I ~ ~ l I J
-a
WATERAODEO j ~ i'-... ~~ I
1 ~ K I -·1
I
I I I I I
2
~ I -·2
I
I I
t I
3
i t ~ -·3
c I I I
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-~ t Cll
I n Ci5 I I Cll -I :I
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(.) Cll ._ I I I t I l Q) Q) I I < a..
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t I 5
I
-·5
I I I I I I I t
6
I I I
I --ti
I I
t
I I I I I
7
I -·7
I I I I I I
I 1
I t
8 I
'
I I I I -·8
I
I
I • I
'
I I
9 100
I
200 500 1000 2000
Applied Pressure • psf
Natural Dry Dens. LL PI Sp . Overburden Pc Cc Cr Swell Press. Heave
Sat. I Moist. (pcf) Gr. (psf) (psf) (psf} % eo
103.9 %j30.8 % 92.7 2.65 872 0.12 419 0.4 0.785
MATERIAL DESCRIPTION uses AASHTO
Project No. 3,177 Client: Willi ams Remarks:
Project: Williams Grand Valley Evaporation Fadli ty
Source: TH-2 Elev./Depth: 2
IIGc-et .. ehnieal ~~n~lnurh•lf
Groqp. ln ... Figure B-2
-0009 I I I I 15 Resulls I I
c. psi 1.53
I
-0006 I t l I I 12 $,deg 21 .0 I I I
I I .V Tan(9) 0.38
I I I
.5 ~
-0.003 1 I I I I c f-+ -t+-bi 10
0 -'iii
ii Oi&IIIOI1 Cl.
E I ;-;-ui ,_ (II
I .g 0 I I ~ I ~ Q) --fJ) 0
~
..,....._ 'iii . LL I Tt-'1:: 0.003 I 5 ~ I I I I 3 I "\
I
I .-' I
0.006 ' I I I I !;;;< I I I
~--~ I
·-T :
0.009 0 I
0 2 4 6 8 0 5 10 15
Strain. o/o Normal Stress, psi
15 1 Sample No. 1 2 3
3 Water Content , o/o 12.7 12.7 12.7
12.5 I I I I 1,.-..-I Dry Denstly, pcf 113 .2 113 .2 113.2
/ :-@ Saturation, o/o 73 .0 73 .0 73.0 ~ 10 I I I I I Void Ralio 0.4612 0.4612 0.4612 ·u; ' I t7-~-I-t Cl. -Diameter, in. 1.93 1.93 1.93
ui
tl) ' /. HeiQhl in. 1.00 1.00 1.00 ~ ' 7.5 I I I 2
fJ) ' ,.......... Water Content, o/o 20.3 20.3 20.3 ... ..... I
1'0 I . I I I Dry Density, pcf I 13.2 Q)
.s::. I ' -u; fJ) 5 '/i /. Q) Saturation, o/o 116.5
I ~ -< Void Ratio 0.4612 -I -If Diameter, in. 1.93
2.5 : I I
i HeiQht in. 1.00
Normal Stress, psi 3.50 6.90 10.40
I I I I I Fail . Stress, psi 2.90 4.12 5.56 0 I I I I I
0 2 .5 5 7.5 10 Strain , o/o 1.0 2.1 1.6
Strain,% Ull. Stress, psi
Strain ,%
Strain rate, in./min. 0 .63 0.63 0.63
Sample Type: Client: Williams
Description: Shale fragmen ts in a clay matrix
Project: Williams Grand Valley Evaporation Facility
Ll= N/A PI=N/A
Assumed Specific Gravity= 2 .65 Source of Sample: TH-2 Depth: 4
Remarks:
Proj. No.: 3,177 Date Sampled:
Figure B-3
II G.-ecuhaicoal ~~n~incoc•ria~
t.roap. I aco.
0:: w z u::
t-z w
(.)
0:: w
Q.
Gradation Test Report
.5 .,: .:.S "'S!o ~ ~~~~~~~; i ~~;; i;~ 1oo rr~,;~~~,rr1 rrTIT1~:-M~~~~~~~~~--rnl ~~1 ~1~r1~1nmMt,-r~r-~Tnll-r-r--r
I I I I ~~ '-1-<>.:.Ulu.A ~ I I I I 00 1~4-~~1 +H1~~~~~· ~+r~1-~--~~ ~ ~tHLHH~+-4---~~4-+-+---1
:1:1:1 :: :; :~1
ao ~4-~+-~~+4~~~-¥.+H~~-4---+~~~H-~~+M++~~+---H+HH~~1-~
: I: I : : : 1:111 : I: : : : : : I 70 ~4-4-~~~~~~~~14+1~1~~~~~~~~1~-4--~~IHH~I ~+l+-~1 ~IH*IHH~+-+---~~-r+-+-~
I I I I I I I I I I I I I I
60 I-+-r-r~'~nH+I·~+~1 ~1~1 i+H~~~--~~~+*-rt-r~1~~~HH~~4---+H++++~~---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 ~~4-+,,~~~hl~~+4~,4r,,<T .. ~~.~~---H~~-h~lrr•l,~~~~-r-r--~~~r-r--4 4o ~+-~:-4~~~~~+~'~-~~~~i:l~~~Y-~~~~~ H+4'~~~~~~~~+r~-+--~+rrr+-+--4
: II :1 : : : : 1:1 : : : : : : :
30 ~4-4-r:-H·*:IH4~: ~: *:-+1 ~1:~,-+*:~~---n~: HH~rr,J~:~:~:rr~~---H+H~-+-+~
20 ~4-~+1 -+~~~~l~l~l-oiT.I~~~~~--~~~rH~+71+-r1,1H+-1HH~+-+---H+HH4-+-+-~
I I I I I I I I I I I
10 -t-f-~l+i~!-H-hH-++-+ lf-+-il'l++-Hl-+-''-t---HI l _I IH-IH-+--+-----1-H+I-++-+--+---1
1
1
1
1
1 I I I I I I I I I I I
I I I I I I I I I I I 0 ~~~--~~~~~--~~~~~--~~~~~~~~~~._~~~~~~~~
100 10 1 0.1 O.D1 0.001
GRAIN SIZE -mm.
•;. +3"
SIEVE
SIZE
3/4"
1/2''
3/8"
#4
#8
#16
#30
#50
#100
#200
0
PERCENT
FINER
100
100
100
98
97
95
93
91
88
81
o;. Gravel
Coarse Ane Coarse
0 2
SPEC.•
PERCENT
PASS?
(X=NO)
2
(no specification provided)
•;. Sand "'a Fines
Medium Fine Silt
3 I II 82
Material Description
Clay, slightly gravelly, soft, moist, brown (CL)
Atterberg limits (ASTM D 4318)
PL= 17 LL= PI=
Classification
USCS= CL AASHTO= A-6(14)
Coefficients
Dso-o1s=
Cc=
Date Tested: 2123 1'09 Tested By: JM
Remarks
Clay
Sample No.:
Location:
Source of Sample: TH-1
Title:
Date Sampled: 2120/09
Elev./Depth: 1-5
Checked Bv: LM
I Geoteeltnieal
~ ...... En~in••••ring Ia.. Gro•p~ In•~·
Client: Williams
Project: Williams Grand Valley Evaporation Facility
Project No: 3,177 Flaure B-4
Gradation Test Report
e • c:: 8 0 8 !i ~ £~ _E.S .s; 0 0 0 0 0 ... -~ ~.., ~ -~ .., ~ i ; ; ~ U) .., "' ... -100 I
I I: n~ I ~ I
I \ I I I I I I ' ~ I I I I I
90 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 il l I I I I I I ).""i r.., ~ I I I
80 I I
I
I:
I I
:I 1 : ; ~ I I I I I I I I
70 I I I I I I I I I I
I I I I I I I I I: I I I I
0:: I I I I I I I I I I I I I
w 60 1-1-I I I _I I --+I z I :, I I I I I I I I I I I I u:
1-I I 1 I I I II I I I I I I I
z 50 I l :1 'I '] ,, I I ' w u I I I I I I I I I I I
0:: 40 I I _I 1 I I w 'II I 'I I I Ill I I I I I I 0.. I I
I I' I 11 I I .1. I I I I I I I
30 c
I I ,~ I I I I It! I I I I I I
I II I I I I I ill I I I I I I I I I 20 I II I I H'll I I I I I I I
I ~I I I I I I I I I I I I I
10 l I f-1 I I I
I ,, I I I I I I I I I I I I I
0 I II I I I I I I I I I I I I I
100 10 1 0.1 0.01 0.001
GRAIN SIZE-mm.
"1. +3"
•to Gravel "!.Sand •1. Fines
Coarse I Fine Coarse Medium I Fine Slit Clay
0 0 I 6 5 6 14 69
SIEVE PERCENT SPEC.* PASS? Material DescriRtion
SIZE FINER PERCENT (X=NO)
3/4" 100
1/2" 99 Atterberg Limits (ASTM D 4318}
3/8 " 97 Pl= 18 ll= PI=
#4 94 Classifi~on #8 90
#16 87 USCS= CL -SHTO= A-6(7)
#30 85 Coefficients
#50 82 o85 = o.66 15 D5o= Dso= #100 77 D3o= D1s= D1o=
#200 69 Cu= Cc=
Date Tested: 2123 109 Tested By: JM
Remarks
(no specification provided)
Sample No.: Source of Sample: TH-1 Date Sampled: 2120109
Location: Elev./Depth: 5-10
Checked By: LM Title: I G .. otc• .. lonlt!al Client: Williams
I -~n~iu .. uing
Project: Williams Grand Valley Evaporation Facility
Gr•••P· In~. Project No: 3,J 77 Figure B-5
Gradation Test Report
.: .: ~ . c § 0 8 .5 .5 .E ~ .s;; 0 0 0 0 0 "'F ::~ ~;;, ~ ~ ~ M ~ ~ ~ ~ "' M N-... ...
100 I II I n ~ I II
I I
: I I I I I ~~ I I I
90 I h I I r-...,1 I I
I I I I I I I I ,~ ~I I I I
I I I I I I I I ~t'--I I I
80 I
I :I :I I I' I I I I l I I I ~ I
70 I I I I I I I I I I
I I I I I I I I I I I I I
0:: I I I I I I I I I I I I
w 60 I I I I I I I -z I I I I I I I I I I I I ~
1-I I I I I I I I I I I I I z 50 I Ill I: 11
1
1 I
I I w u I I I I I I I I I 0:: 40 I I _I J J w l
1:
I I I l I I I Q_ I I I I I I
I I I I I I I I I I I I I I
30 I
I :I
I
Ill I I I I I I I I I I I I I
I I 1 I I I I I I I I I 20 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
10 I I I I I
I I I I I I I I I I I I I
0 I I I I I I I I I I I I I
100 10 1 0 .1 O.ot 0 .001
GRAIN SIZE -mm.
%+3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium Fine SUt l Clay
0 0 7 5 7 I 13 68
SIEVE PERCENT SPEC: PASS? M~t~[jal Descrietion
SIZE FINER PERCENT (X= NO) Clay, sandy, soft, slightly moist, brown (CL) Organics noted
3/4" 100
1/2" 99 Atterberg !,.imits (ASTM 0 4318}
3/8" 98 Pl= 17 LL= PI-
#4 93
Cla~sification #8 89
#16 86 USCS= CL AASHTO= A·6(7)
#30 83 Coefficients #50 79 o85 = o.9184 D6o= Dso= #100 74 D3o= D1s= D1o=
#200 68 Cu= Cc=
Date Tested: 2123/09 Tested By: JM
B~marks
(no specification provided)
Sample No.: Source of Sample: TH-2 Date Sampled: 2/20/09
Location : Elev./Depth: O-S
Checked Bv: LM Title: I Geoteebnieal Client: Williams t..: n~i necor i ng
Project: Williams Grand Valley Evaporation Facility
Group. lnt!. Project No: 3,177 Fiaure B-6
Gradation Test Report
c . c: .,; .S 8 0 8 .s .s .s;: ..5---ca C> 0 0 0 i ...
Cl) .., "'~ ~ ~ ~;;, ;( ; ~ ~ ;( ; ; ~
1001 I ! ! I I D1 ~ ~J -I I I I I I:, I I I I I I I
I I 1 L to-I .I J l go ,
I
'j :1 I i I I I :1
1 I I 'i'o, i"-o-1 I I I I
I I I I I 1 ~ I I I I I I
80 I ,
II
'""""~ ~ I
I I I I I I I I ~: I
70 I I I I I I II I I I I I
I I I I: I I I I I I I I "'' I
0::: I I I I I I I I I I I I
w 60 -I I I I z I I: I I I I I I I I I I I I u::
1-I I I I I I I I I I I I z 50 l ',, I: I I I ,, I I I w
0 I I I I I I I I I I a: 40 I I II I I I l I I w I II I I I I I I I a. I I : l I I I I
I I I I I I I I I I I I
30 1,1 I I I I ' I I: I ; I I I I I I I I
20 I I t, I t l I I I I, I I I I I
I 111 1 I I I I I I I I I I I I I I
I 111 I I I I I I I I I I I I
10 -r-I I I I 1--~ -I l
I I: I I I I I I I I I I I I
0 I I I I I I I I I I I I
100 10 1 0.1 0.0 1 0 .001
GRAIN StzE -mm.
o;. +3" %Gravel %Sand %Fines
Coarse Fine Coarse Medium I Fine Silt Clay
0 0 9 5 6 I 17 63
SIEVE PERCENT SPEc.• PASS? Material Descr:h~tlon
SIZE FINER PERCENT (X=NO)
3/4" 100
1/2" 91 AtterbgrgJ,.imits (A~IM Q ~3j8l
3/8" 96 PL= 15 LL= PI=
#4 91
#8 86 Classification
#16 84 USCS= CL AASHTO• A-6(6)
#30 81 Coefficients
#50 78 o85= 1.7441 Dso= Dso-#100 72 D3o= D1s= D1o=
#200 63 Cu= Cc=
I I Date Tested: 2/23 /09 Tested By: 1M
Remarks
• (no specification provided)
Sample No.: Source of Sample: TH-2 Date Sampled: 2/20/09
Location: ElevJOepth: 5-10
Checked By: L M Title: I G.,ot.-.. loni,.al Client: Williams
-.: ngi n4'<',. i ng
Project: Williams Grand Va lley Evaporat ion Facility
Grc»up~ I nc•. ProJect No: 3,177 Figure B-7
..._
(J
Q.
~ 'iii c:
(I)
"t:J
~
0
Moisture-Density Relationship Curve ( Proctor )
I Geott"daah:al
~Ill.. Ea~tine:erinM
... C~roap. lnr..
Curve No.: 1
Project No.: 3,177
Project: Williams Grand Valley Evaporation Facility
Date:
140
130
120
110
100
90
80
70
Source: TH-1
Remarks:
ElevJDepth: 1-5
MATERIAL DESCRIPTION
Sample No.
Description: Clay with shale p ieces, stiff to hard, moist, brown (CL)
Classifications -
Nat. Moist.= 14.9%
Liquid Limit =
% > No.4 = 2 .0%
uses: cL AASHTO: A-6(14)
Sp.G.=
Plasticity Index =
% < No.200 = 82 %
TEST RESULTS
Maximum dry density = 111 .0 pcf
Optimum moisture 16.0 %
I I I I "\.I " \ Test specification: \..-ASTM D 698-00a Method A Standard
I ·' \.. 1'\.
I I I '\. ~
I I ' "' I I '\..I '\
I I I '~ "\.
I I I I 1'-l 1'-
I I I I
]\.. ~ ~ ' I"\.
"~~ 100% SATURATION CURVES
FOR SPEC. GRAV. EQUAL TO :
I~ N2 2.8
.st~~ 2.7
I ........ 2.6
$ ........ _L ~ ~ ~
N 'I~
I ~ ~~ ~~,, I I
I ~ 'I
' ~ .............. ~" ~ I , ..... ~
I I I I I I 1'-o .............. '
I I I I I I I f"o.,... 1-o...:t"-..
I I : I I I I I I I I I I I N........., ~
I I I I I I I , I I 1 ....... ........ "N_ .............
I I I I I I I I I I I I ~~ ..............
! I I I ! I I I I I I I ~~ ....... g I I I ill + + . I I
0 5 10 15 20 25 30 35 40
Water content, %
Figure 8 -8
BEARING RATIO TEST REPORT
ASTM D 1883-99
100
80
..... ~ iii .e: ~ Ql 60 1--u v-c ~ ftl ..
.!
II) ~ Ql a:
c ,g ..
f! 40 .. I Ql c
Ql a..
20
1/ I 0 I
0 0 .1 0 .2 0.3 0 .4 0 .5 I
Penetration Depth (in.)
Molded Soaked CBR<!!)_ Linearity Max.
Density Pen:entof Moisture Density Percent of Moisture Corntctlon Sun:harge Swell
(pet) Max. Dens. (%) (pcf) Max.Oens. (o/o) 0.10 ln. 0.20 ln. (ln.) (lbs.) ('Yo)
' 1 0 95.5 86 17.6 95 .5 86.2 22.6 4.2 3.4 0.000 17.639 0 ---I
26.
-.
3 0
Material Description Mall. Optimum
uses Dens. Moisture LL PI
IDctl l%)
Clay, slightly gravelly, soft. moist, brown (CL) CL 111 .0 16.0
Project No: 3,177 Test Description/Remarks:
Project: Williams Grand Valley Evaporation Facility
Source of Sample: TH -1 Depth: 1-5
Date: 2/20/09
II•.O«·u•c•or.l•••ll r.al -~··~ii••«·c•ri••&e •• r«••• I•• I ••co-Figure B-9
APPENDIXC
SAMPLE SITE GRADING SPECIFICATIONS
SAMPLE SITE GRADING SPECIFICATIONS
Grand Valley Evaporation Facility
Garfield County, Colorado
Note : Appendix A presents sample specifications. These sample specifications are not project
specific. The sample specifications should be modified by the Architect , Civil engineer or Structural
engineer as needed to reflect project specific requirements.)
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and compaction
of materials from locations i ndicated on the plans, or staked by the Engineer, as necessary
to achieve preliminary street and overlot elevations. These specifications shall also apply
to compaction of excess cut materials that may be placed outside of the subdivision and/or
filing boundaries.
2. GENERAL
The Soils Eng ineer shall be the Owner's representative . The Soils Engineer shall
approve fill materials, method of placement, moisture contents and percent compaction,
and shall g ive written approval of the completed fill .
3. CLEARING JOB SITE
The Contractor shall remove all trees, brush, and rubbish before excavation or fill
placement is begun. The Contractor shall d ispose of the cleared material to provide the
Owner w ith a clean, neat appearing job site. Cleared material shall not be placed in areas
to receive fill or where the material will support structu res of any kind.
4. SCARIFYING AREA TO BE FILLED
All topsoil and vegetable matter shall be removed from the ground surface upon
which fill is to be placed. The surface shall then be plowed or scarified until the surface is
free from ruts, hummocks or other uneven features, which would prevent uniform
compaction by the equipment to be used.
5. COMPACTING AREA TO BE FILLED
After the foundation for the fill has been cleared and scari fied, it shall be disked or
bladed until it is free from farge clods, brought to the proper moisture content (within 2
percen t above or below optimum) and compacted to not less than 95 percent of maximum
density as determined in accordance with AST M D 698. If soft/ yielding subgrade
conditions are encountered , stabilization may be requi red.
Job No. 3,177 Fig. C-1
6. FILL MATERIALS
Fill soils shall be free from vegetable matter or other deleterious substances, and
shall not contain rocks or lumps having a diameter greater than six (6) inches. Fill
materials shall be obtained from cut areas shown on the plans or staked in the field by the
Engineer.
Onwsite materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are
acceptable. Concrete, asphalt, organic matter and other deleterious materials or debris
shall not be used as fill.
7. MOISTURE CONTENT
Fill materials shall be moisture treated to within 2 ± percent of optimum moisture
content as determined from Proctor compaction tests. Sufficient laboratory compaction
tests shall be made to determine the optimum moisture content for thee various soils
encountered in borrow areas.
The Contractor may be required to add moisture to the excavation materials in the
borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform
moisture content by adding water on the fill surface. The Contractor may be required to
rake or disk the fill soils to provide uniform moisture content through the soils.
The application of water to embankment materials shall be made with any type of
watering equipment approved by the Soils Engineer, which will give the desired results .
Water jets from the spreader shall not be directed at the embankment with such force that
fill materials are washed out.
Should too much water be added to any part of the fill, such that the material is too
wet to permit the desired compaction from being obtained, rolling and all work on that
section of the fill shall be delayed until the material has been allowed to dry to the required
moisture content. The Contractor will be permitted to rework wet material in an approved
manner to hasten its drying .
8. COMPACTION OF FILL AREAS
Selected fill material shall be placed and mixed in evenly spread layers. After each
fill layer has been placed, it shall be uniformly compacted to not less than the specified
percentage of maximum density. Expansive soils classifying as CL or SC shall be
compacted to at least 95 percent of the maximum dry density as determined in accordance
with ASTM D 698 (100 percent for fill deeper than 15 feet below final grade). At the option
of the Soils Engineer, soils classifying as SW, SP, GP, GC or GM may be compacted to 90
percent of the maximum density as determined in accordance with ASTM D 1557 (95
percent for fill deeper than 15 feet below final grade). Fill materials shall be placed such
Job No. 3,177 Fig. Cw2
that the thickness of loose material does not exceed 1 0 inches and the compacted lift
thickness does not exceed 6 inches.
Compaction, as specified above, shall be obtained by the use of sheepsfoot rollers,
multiple-wheel pneumatic-tired rollers, or other equipment approved by the Engineer for
soils classifying as CL or SC. Granular fill shall be compacted using vibratory equipment or
other equipment approved by the Soils Engineer. Compaction shall be accomplished while
the fill material is at the specified moisture content. Compaction of each layer shall be
continuous over the entire area. Compaction equipment shall make sufficient trips to
insure that the required density is obtained .
9. COMPACTION OF SLOPES
Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable
equipment. Compaction operations shall be continued until slopes are stable, but not too
dense for planting, and there is no appreciable amount of loose soil on the slopes.
Compaction of slopes may be done progressively in increments of three to five feet (3' to
5') in height or after the fill is brought to its total height. Permanent fill slopes shall not
exceed 3:1 (horizontal to vertical).
10. DENSITY TESTS
Field density tests shall be made by the Soils Engineer at locations and depths of
his choosing . Where sheepsfoot rollers are used, the soil may be disturbed to a depth of
several inches. Density tests shall be taken in compacted material below the disturbed
surface. When density tests indicate that the density or moisture content of any layer of fill
or portion thereof is below that required, the particu lar layer or portion shall be reworked
until the required density or moisture content has been achieved.
11. COMPLETED PRELIMINARY GRADES
All areas, both cut and fill, shall be finished to a level surface and shall meet the
following limits of construction:
A. Overlot cut or fill areas shall be withi n plu s or minus 2/10 of one foot.
B. Street grading shall be within plus or minus 1/10 of one foot.
The civil engineer, or duly authorized representative, shall check all cut and fill areas
to observe that the work is in accordance with the above limits.
12. SUPERVISION AND CONSTRUCTION STAKING
Observation by the Soils Engineer shall be contin uous during the placement of fill
and compaction operations so that he can declare that the fill was placed in general
conformance with specifications. All inspections necessary to test the placement of fill and
Job No. 3,177 Fig. C-3
observe compaction operations will be at the expense of the Owner. All construction
staking will be provided by the Civil Engineer or his duly authorized representative. Initial
and final grading staking shall be at the expense of the owner. The replacement of grade
stakes through construction shall be at the expense of the contractor.
13. SEASONAL LIMITS
No fill material shall be placed, spread or rolled while it is frozen, thawing, or during
unfavorable weather conditions. When work is interrupted by heavy precipitation, fill
operations shall not be resumed until the Soils Engineer indicates that the moisture content
and density of previously placed materials are as specified.
14. NOTICE REGARDING START OF GRADING
The contractor shall submit notification to the Soils Engineer and Owner advising
them of the start of grading operations at least three (3) days in advance of the starting
date. Notification shall also be submitted at least 3 days in advance of any resumption
dates when grading operations have been stopped for any reason other than adverse
weather conditions.
15. REPORTING OF FIELD DENSITY TESTS
Density tests made by the Soils Engineer, as specified under "Density Tests" above,
shall be submitted progressively to the Owner. Dry density, moisture content, of each test
taken and percentage compaction shall be reported for each test taken.
16. DECLARATION REGARDING COMPLETED FILL
The Soils Engineer shall provide a written declaration stating that the site was filled
with acceptable materials, or was placed in general accordance with the specifications .
17. DECLARATION REGARDING COMPLETED GRADE ELEVATIONS
A registered Civil Engineer or licensed Land Surveyor shall provide a declaration
stating that the site grading has been completed and resulting elevations are in general
conformance with the accepted detailed development plan.
Job No. 3,177 Fig. C-4
June 17, 2009
Williams Production
P.O. Box 370
Parachute, Colorado 81635
Attention: Mr. Joe Lobato
Subject: ADDENDUM 1
Grand Valley Evaporation Facility
Garfield County, Colorado
GEG Job No. 3,177
Dear Mr. Lobato,
The purpose of this letter is to provide additional shallow drilled pier foundation
recommendations for the proposed pump house at the Grand Valley Evaporation
Facility near Parachute Colorado. Our response included an review of
"GEOTECHNICAL INVESTIGATION Williams Production RMT Company Grand
Valley Evaporation Facility, Sections 1 and 2, Township 7 South, Range 96 West,
6th Principal Meridian Garfield County, Colorado" dated March 23, 2009.
Proposed Construction
We understand the pump house will be supported on shallow drilled piers. The
drilled piers have been installed prior to this letter. The piers are 8 feet deep below the
finished grade and twenty four inches in diameter. The pump house will be off-site
manufactured and delivered to the site to be supported on the existing drilled piers. The
anticipated vertical pier load will be about 9 KIPS each with a lateral load of about 1 KIP
each. The shallow piers will be used to resist the lateral loads.
Shallow Drilled Pier Foundations (Extended Footings)
We believe a shallow drilled pier foundation, "extended footing", approach using
cast in place, short (i.e. 8 foot length) drilled pier type extended footings can offer a
combination of frost protection, reduced movement potential and low cost where
movement tolerance is less than an inch. This extended footing will eliminate backfill
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction -Montrose -Moab -Crested Butte -Rifle
(970) 245-4078 • fax (970) 245-7115 • geotechnicalgroup.com
2308 Interstate Avenue, Grand Junction, Colorado 8150
placement and extend beyond frost depth . Specialty drilling equipment is not necessary
to install the extended footings . Design criteria for extended footings for the pump
house include the following:
1. Maximum end bearing pressure of 3,250 psf with a minimum diameter of 24
inches and a minimum pier end depth of 8 feet.
2. Drill pier diameter minimum 24 inches
3. Pier depth should be a minimum 48 i nches below grade for frost. Sonotube may
be used to bring top of pier above grade, where desired. Actual depth to be
confirmed by soil observation during drilling .
4 . Drilled pier holes should be thoroughly cleaned of all loose and/or disturbed
material. Pier excavations should be observed to confirm depth and conditions
of bottom of pier hole .
5. Reinforcing, minimum 0.005 times pier area in reinforcing bar, continuous to 3
inches of top to bottom and minimum should meet structural considerations.
whichever is greater.
6. If the extended footings/drilled piers are designed and constructed as discussed
above, we estimate that the post construction total settlement will be about 3/4
inch with about% of the total settlement occurring as differential settlement. The
estimated settlement is dependent on foundation bearing pressure, soil
conditions supporting the piers and pier diameter. If the foundations bearing
pressures, soil conditions or the pier diameters are different than discussed
above , we should be contacted to provide additional settlement considerations.
We estimate the total settlement will occur in about 60 to 90 days after initial
loading .
7. Avoid flaring or mushrooming at pier top.
8. We request the opportunity to review and comment on the foundation designs.
We can help catch opportunities for optimization in this way.
9. We understand the piers have been installed prior to this letter. We assume that
the pier installation was observed and conditions and depth of the piers verified
by others.
Addendum1
Grand Valley Evaporation Facility
Garfield County, Colorado
October 21, 201 09
GEG Job No. 3,177
1
Lateral Earth Pressures
We understand the shallow drilled pier foundations will resist lateral building loads.
Lateral earth pressure values presented below should be treated as equivalent fluid
pressures. These pressures do not include a factor of safety or allowances for surcharge
or hydrostatic pressures:
• Passive lateral earth pressure = 225 pcf
• Coefficient of friction between soil and concrete = 0.24
The lateral earth pressures are dependent upon the type of backfill materials.
The above lateral earth pressures are for drilled piers in intimate contact with
undisturbed onsite soils. The structural engineer should provide structural reinforcing
design for piers supporting lateral soil loads. Prior to wall backfill, walls should be
structurally braced top and bottom to prevent deflection from lateral soil loads.
Limitations
The scope of work performed is specific to the proposed construction and the
client identified by this Addendum 1. Any other use of the data, recommendations and
design parameters (as applicable) provided within this report are not appropriate
applications. Other proposed construction and/or reliance by other clients will require
project specific review by this firm. Changes in site conditions can occur with time.
Changes in standard of practice also occur with time. This Addendum 1 should not be
relied upon after a period of three years from the date of this Addendum 1 and is subject
to review by this firm in light of new information that may periodically become known.
Addendum1
Grand Valley Evaporation Facility
Garfield County, Colorado
October 21, 20109
GEG Job No. 3,1 n
1
We believe this addendum was prepared in a manner consistent with that level of
care and skill ordinarily used by geotechnical engineers practicing in this area at this time.
No other warranty, express or implied, is made. If we can be of further service in
discussing the contents of this report or the analysis of the influence of the subsurface
conditions please call.
Addendum1
Grand Valley Evaporation Facility
Garfield County, Colorado
October 21, 201 09
GEG Job No. 3,177
1
' ,.,. TRI-STATE INSULATING OF COLORADO, INC.
P.O. Box462
Brighton, Colorado 8060 1
Office (303) 659-8903 Fax (303) 659-8919
"ENERGY INSULA TORS OF THE ROCKIES"
Energy Field Construction •Metal Bldgs -AnySize •Shop Fabrication •lnsulatingofTank.s, Vessels and Piping •Electric Heat Tracing
November 18,2010
David Bartholomew
GARFIELD COUNTY BUILDING DEPT.
1 08 8th Street, Suite 40 1
Glenwood Springs, CO 81601
REF: Permit # 1818 and# 1819 -Williams Production RMT
David,
Nice talking with you on phone today. Thank you for your help with what we
needed to do and where to send these design engineer inspection sheets for the
structural on skid/buildings we fabricated in our shop and shipped to Williams
Parachute Water Facility Location.
When we get to the building fazes of; sheeting interior, insulating and sheeting
exterior of buildings structural framing, I'll call you again to find out correct
sequences of sheeting and insulation inspections we need to follow.
Thank You Again,
Chuck Winchester
Tri-State Insulating of Colo., Inc.
. " TRI-STATE INSULATING OF COLORADO, INC .
P.O. Box462
Brighton, Colorado 8060 I
Office (303) 659-8903 Fax (303) 659-8919
"ENERGY INSULATORS OF THE ROCKIES"
Energy Field Construction •Metal Bldgs -AnySi=e •Shop Fabrication •Insulating ofTanks, Vessels and Piping •Electric Heat Tracing
Inspection-Fabrication/Materials, Skid/Building Structural
Customer: Williams Production RMT
Building Use: Motor Control Center
Location: Parachute Water Facility
SW 'l4 SW 14, Section 36
Township 6, Range 96 West
Parachute, Colorado 81635
Description: 10 '-8" x 12 '-8" x II '-3 " eave, gable roof metal building and skid
Materials:
Skid Structural
w6x 12 beam, A36
3x6x3/16 rec tube, A36
c6x8.2 channel, A36
2x2xl/4 angle, A36
14" floor deck plate
Building Structural
2x2x14 ga, A513
Full weld connections for structural of building framing and skid
Welding Wire Electrode -ER70S6
Inspection of welding and materials during fabrication of building and skid
structural; found to be as designed, specifications and prints. All approved.
Date: /0 -Jtl/-/0
Burton Klusmann PE, #5204
2513 West 105th Court
Westminster, CO 80234
Date: Ci -t;£-(LJ
Burton Klusmann PE, #5204
2513 West 105 th Court
Westminster, CO 80234
WI
S A~"
\\I I
:.., '\MJ>
TRI-STATE INSULATING OF COLORADO, INC.
P.O. Box462
Brighton, Colorado 80601
Office (303} 659-8903 Fax (303} 659-8919
"ENERGY INSULATORS OF THE ROCKIES"
Energy Field Construc/;on • Metal Bldgs -Any Size • Shop Fabrication •Insulating of Tanks, V esse Is and Piping • Electric Heat Tracing
December 2 , 20IO
David Bartholomew
GARFIELD COUNTY BUILDING DEPT.
I 08 8th Street, Suite 40 I
Glenwood Springs, CO 81601
REF: Permit # 1818 and # 1819 -Williams Production RMT
David,
Thank you again for your help with what we needed to do and furnish to you.
Enclosed are wet stamped pages of; Engineering Design -Materials General Notes ,
we adhered to in the manufacture of Compressor and MCC Buildings we fabricated
for Williams Production Parachute Water Facility.
Thank You Again,
Chuck Winchester
Tri-State Insulating of Colo., Inc.
G. '
TRI-STATE INSULATING OF COLORADO, INC.
P.O. Box462
Brighton, Colorado 80601
Office {303) 659-8903 Fax (303) 659-8919
"ENERGY INSULA TORS OF THE ROCKIES"
Energy Field Construction • Metal Bldgs -Any Size • Shop Fabrication •Insulating of Tanks, Vessels and Piping • Electric Heal Tracing
Skid I Building Materials
Customer: Williams Production RMT
Building Use: Compressor B uilding
Location: Parachute Water Facility
SW Y.t SW Y.t , Section 36
Township 6, Range 96 West
Parachute. Colorado 81635
Description: 10 '-8" x 12 '-8" x II '-3 " eave, gable roof metal building and skid
Engineering Design-Materials General Notes:
Skid Structural
1. w6x 12 beam, A36
2. 3x6x3/16 rectangular tube, A36
3. c6x8.2 channel, A36
4 . 2x2xl/4 angle, A36
5. 1/.s" floor deck plate
Building Structural
6. 2x2x14 ga, A513
Full weld connections for structural of building framing and skid
Welding Wire Electrode -ER 70S6
Wall Panels
7 . Exterior-29 ga, 9" centers at profile, carlsbad canyon color
8. 1 ~"self drill screws 2/neo washers
9. Ys" self drill seam screws w/neo washers
10. Interior-29 ga, 9" centers at profile, white color
11. 1" self drill screws w/neo washers
12 . Ys" self drill seam screws w/neo washers
Insulation-Walls & Roof
13. 2" thick foil faced polyurethane board, between structural framing
14 . ~, thick foil faced polyurethane board, outside of structural framing
Date: l / -~Z? --/£;
Burton Klusmann PE, #5204
2513 West 105th Court
Westminster, CO 80234
J
Page2
TRI-STATE INSULATING OF COWRADO, INC.
P.O.Box462
Brighton, Colorado &060 l
Office (303) 659-8903 Fax {303) 659-8919
T .
'"ENERGY INSULATORS OF mE ROCKIES"
·.L .t : . . .. .
Fastener Spacing
Panel to top and bottom wall girts
Panel to top and bottom roof purl ins
T . .
Fastener Spacing
Panel to intermediate girts and purlins
Exterior of Building
#8 #7
y. .... l
: --·r-/
-.
/-l_
#II
.
· r 1
#10
lnt.erior of Building
#6 & #13
L ··-•q•'--. -~ I ...... r-~-r iHI'. h;r I ....... ~~ :;;::1
• I I j I J::
B ~ I l ! I I . l I
I •
... .z
.
I~ ...
.
•• .--
I~
-~. ....~ ··-· .n...-w.
-·---·-------------
lnsp«tion Report
COLORADO STATE ELECTRICAL BOARD
INSPECTION REPORT I CORRECT10N NOTICE I Date R-""ed: 1"""UG-11
ConlracloriHomeowner.
Addr•n:
Type ollnapecllon:
Action ;
Permll Nurrtler 7041112 I
SOlJil-IWEST ELECTRJC INC
0172 Hays Gulch Road
Complete Final
Accepted
Comrnenta or Correc:llona: New pellril\\il be pt.led fllf heatlnlce and~
lntpec:lora Name: O.ry Freeman
Phone Number: 970-584-G525 Dale: 1"""1JG..11
COlORADO STATE ELECTRICAl. BOARD
DEPARTMENT OF REGUlATORY AGENCIES
1580 logan Sl Sullo 550
Oorr.ter, Cololado 11021J3.11141
Phone: (JOJ) 8114-2985
https//www.dum slull:.cu .uslplsln:ai/Ep_Web_lnspecliun_GUI .Prucen_l'agc
!'age I of I
8/26/2011
Permit Card POST ON SITE
----·-
Garfield County
Building and P lanning Department
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Phone· (970)945-8212
Fax: (970)384-3470
I
!
PermitNO. BLCQ-1 1-1 0-1819
,1 Permit Type: Comm·e[Ci al Building
Worlc Classification: New
~ --
Issue Date: 11/10/2010
Expires: 05/09/2011 _..._ ·-
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.
'
Commercial Building Parcel #: 217136300007
I OWner's Name: Williams Production RMT
Job Address:
PARACHUTE CO
Owner's Phone: 970-663-2286
Total Square Feet: 143
Contractortsl Phone Primary Contractor Work Description:
OWNER Yes
Inspection Scheduling Code
Inspection ~· _WR, Comments Pass Date
Footers . 106· .e /b"' 01"-a
! Foundation Walls
r·-~i · :t1jl. v
; ~.,i, ~ Framing :t:J51
' . :t:fO (/ Drywall
... . (/I( ~ Final 1~·· )o-7-11
:Mise -13s i ...
Insulation ~~ ~-
Grout _ .11~ I
Mechanical ~ ~..os;
UG Plumbing '~·.
Rough Piumbine '\1!1
-
Gas ·pq
ADDITIONAL INSPECTIONS MAY BE REQUIRED
POST THIS IN CONSPICUOUS PLACE WHEN CONSTRUCTION IS STARTED
For Inspections Call: 19 888-868-5306
i
, .
~~~-GEOTECHNICAL
~-· ;~:~· .~_:.._::1· .l : · _ -::.Ju:J
June 17, 2009
Williams Production
P.O. Box370
Parachute, Colorado 81635
Attention: Mr. Joe Lobato
Subject: ADDENDUM 1
Grand Valley Evaporation Facility
Garfield County, Colorado
GEG Job No. 3,177
Dear Mr. Lobato,
The purpose of this fetter is to provide additional shallow drilled pier foundation
recommendations for the proposed pump house at the Grand Valley Evaporation
Facility near Parachute Colorado. Our response included an review of
"GEOTECHNICAL INVESTIGATION Williams Production RMT Company Grand
Valley Evaporation Facility, Sections 1 and 2 1 Township 7 South, Range 96 West,
601 Principal Meridian Garfield County, Colorado11 dated March 23, 2009.
Proposed Construction
We understand the pump house will be supported on shallow drilled piers. The
drilled piers have been installed prior to this letter. The piers are 8 feet deep below the
finished grade and twenty four inches in diameter. The pump house will be off-site
manufactured and delivered to the site to be supported on the existing drilled piers. The
anticipated vertical pier load will be about 9 KIPS each with a lateral load of about 1 KIP
each. The shallow piers will be used to resist the lateral loads.
Shallow Drilled Pier Foundations (Extended Footings)
We believe a shallow drilled pier foundation, "extended footing''. approach using
cast in place. short (i.e . 8 foot length) drilled pier type extended footings can offer a
combination of frost protection, reduced movement potential and low cost where
movement tolerance is less than an inch . This extended footing will eliminate backfill
Geotechnical, Environmental and Materials Testing Consultants
Grand Junction • Montrose • Moab • Crostod Butte • Rine
(970) 245-4078 • fax (970) 245·7115 • geotechnlcalgroup.com
2308 Interstate Avenuo, Grand Junction, Colorado 8150
---~ ---------
placement and extend beyond f rost depth. Specialty drilling equipment is not necessary
to install the extended footings. Design criteria for extended footings for the pump
house include the following :
1. Max imum end bearing pressure of 3,250 psf with a minimum diameter of 24
inches and a minimum pier end depth of 8 fee l
2. Drill pier diameter minimum 24 inches
3 . Pier depth should be a mi nimum 48 inches below grade for frost. Sonotube may
be used to bring top of pier above grade, where desired . Actual depth to be
confirmed by soil observation during drilling.
4. Drilled pier holes should be thoroughly cleaned of all loose and/or disturbed
material. Pier excavations should be observed to confirm depth and conditions
of bottom of pier hole.
5. Rei nforcing, minimum 0.005 times pier area i n reinforci ng bar, contin uous to 3
inches of top to bottom and min imum shoufd meet structural consfderatlons,
wh i chever is greater.
6 . If the extended footings/drilled p iers are designed and constructed as d iscussed
above, we estimate that the post construction tota l settlement w ill be about 3/4
inch with about % of the total settlement occurring as differential settlement. The
estimated settlement is dependent on foundation bearing pressure, soil
cond itions supporting the piers and pier diameter. If the foundations bearing
pressures. soil condittons or the p ier diameters are di fferent than d iscussed
above, we should be contacted to provide additionat settlement considerations.
We estimate the total settlement will occur i n about 60 to 90 days after i nitial
loading.
7. Avoid flaring or mushroomi ng at p fer top.
8. We request the opportuni ty to review and comment on the foundaflon designs.
We can help catch opportun ities for optimization in this way.
9. We understand the pi ers have been installed prior to this letter. We assume that
the pier installation was observed and conditions and depth of the piers verified
by others.
Addondum1
Grand Valley Evaporation Facility
Gartltld County, CoJOfado
October 2t, 201 ot
GEG Job No. 3,1'f7
,__ __ ._..., .. _.,__ _______ .., ___ ......... ·----··-
We believe this addendum was prepared in a manner consistent with that level of
care and skill ordinarily used by geotechnical engineers practicing in this area at this time.
No other warranty, express or implied, Is made. If we can be of further service in
discussing the contents of this report or the analysis of the influence of the subsurface
conditions please call.
Addondum1
Grand Valloy Evapomlon Facility
Garfield County, Colorado
O.:to~r2t , 20101
GEO Job No. 3,117
-------·---
Lateral Earth Pressures
We understand the shallow drilled pier foundations wiH resis1. lateral building loads.
Lateral earth pressure values presented below should be treated as equivalent fluid
pressures. These pressures do not include a factor of safety or allowances for surcharge
or hydrostatic pressures:
• Passive lateral earth pressure = 225 pcf
• Coefficient of friction between soil and concrete = 0.24
The latera l earth pressures are dependent upon the type of backfill materials.
The above lateral earth pressures are for drilled piers in intimate contact with
undisturbed onsite soils. The structural engineer should provide structural reinforcing
design for piers supporting lateral soil loads. Prior to wall backfill, waDs should be
structurally braced top and bottom to prevent deflection from lateral soil loads.
Llmltallons
The scope of work performed is specific to the proposed construction and the
client identifted by this Addendum 1. Any other use or the data, recommendations and
design parameters (as applicable) provided within this report are not appropriate
applications. Other proposed construction and/or reliance by other clients will require
project specific rev iew by this firm . Changes in site conditions can occur with time.
Changes in standard of practice also occur with time. This Addendum 1 should not be
relied upon after a period of three years from the date of this Addendum 1 and is subject
to review by this firm in light of new information that may periodically become known.
Addondum1
Grand Valle, Evapomlon Facility
Gllilold COINII1, CoiOnldO
Octobor 21, 20101
GEG Job No. :S,1n
____ __,...,..__.._,__ ___ , ---..,._ --........... -·----..... -· ......... -----------.. --------
10'-5"
5'-2 1/2" 5'-2 1/2"
WINDOW OPENING --tt----_~
DOOR OPENING -+l-~ ~.. ~
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4" WIDE 12 GAGE STRAP
AS SHOWN
TYP .
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;,
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NOTE :
ALL lUBES ARE 2'-1 1/2" 3'-4 " 4'-11 1/2" 1\'----&-<~ TYP 0 EA.
lUBE
INTERSECllON 2 x 2 x 14 GAGE
TYP @ EA.
lUB E
INTERSECTION v
12'-1"
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10'-5"
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RIGHT END ELEVATION REAR ELEVATION LE F T END ELEVATION
J
o'-8"
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ol _,
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-
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> Loc;.,f<.,~, ~kes tfL-tvo.cltV~q .s
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FLOOR FRAMING
I/
SCALE: 1/4" = 1'-o"
~--HSS6 x 3 3/16
C6 x 8 .2
PLAN
1/4 v '----It 3/8" X 3" X f-3"
SECDON
1\
1/4 v ~f<
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SCALE: 12 = 1-I . . o·
1
REFERENCE DRAWINGS
DRAWING NUMBER DESCRIPTION
12'-5" NOTE :
ALL lUBES ARE
2 x 2 x 14 GAGE
ROOF FRAMING PLAN
SCALE : 1/4" = 1'-0"
REVISIONS
REV DATE DESCRIPTION
0 10 22 10 CONSTRUCTION
l
SCALE : 1/4" = 1'-0"
II
' 0
-' -
ALL TUBES ARE
2 x 2 X 14 GAGE
TRUSS ELEVATION
SCA LE: 1/4" = 1'-0"
ER 7056, 1;4 1\. /
0.035 '
·4
NOTE :
APPLIES TO SKID, WALLS &: ROOF
TYPICAL WELD CONNECTION
BY 0 BY
P.E.S. .A.
SCALE : N. T.S .
•I
0000 ENGINEERING, INC.
713 Cooper Ave, Suite 200
GLE NWOOD SPRINGS, CO 81601
(970) 945 1006
DESIGNER: P.E.S . DATE: 10-20-10
CHECKER: LK.A. DATE: 10 20-10
PROJECT NO. 1 024 03 FILE NO : 1024 03\20387 50 1100
v
12 ' _,.
6'-o 1/2" 6'-o 1/2"
L 4" WIDE 12 GAGE STR~P
AS SHOVtN
TYP.
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~ lUBE
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All lUBES ARE
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2 x 2 x 14 GAGE
DESIGN DATA
DESIGN AND CONSTRUCllON IN ACCORDANCE WITH INTERNA llONAL
BUILDING CODE 2009
DESIGN LOAD S:
SNOW LOAD 40 PSF
ROOF DEAD LOAD 10 PSF
FLOOR LIVE LOAD 75 PSF
FLOOR DEAD LOAD 15 PSF
WIND LOAD 90 MPH EXP. C (0 30 HEIGHT)
SEISMIC LOAD SITE CLASS D Ss = 0. 4 51 = 0.2
STRUCTURAL STEEL
WIDE FLANGE SHAPES:
FRONT ELEVATION PER ASTM SPEC. A992, Fy = 50 ksi
SCALE: 1/4" = 1'-0 '
All "''1h ~wt-1-',. fx;/fm? !l'nol
FielcJ r,oeldmq R€futre. Stea-d
/l1Sfecfl{7}11. of?.. ~lneev /yfh:rvA'[
le#ev .-t+ ftz.Ame_ '~'~'reoh&-n .
v
y
.r..~.J.,.-Jl per' ;U>o(( .r:g ~ .?ud
JMttnaf.Acfuy-m 5f12J~;.
/'-.
OTHER ROLLED SHAPES AND PLATES:
PER ASTM SPEC. A36, Fy = 36 ksi
PIPE S:
PER ASTM SPEC . A501 , Fy = 36 ksi
STRUCIURAL 11JBING:
PER ASTM SPEC. A513, F y = 72 ksi
r BOLTS AT STEEL CONNECllONS :
PER ASTM A325
BOLT HO LES 1/16" GREATER THAN BOLT SIZE EXCEPT FOR
ANCHOR BOLT WIHICH ARE 3/16" GREATER THAN BOLT
SIZE. U.N .O.
WIELDING PER STANDARDS OF AMER ICAN WIELDING SOCIETY
ELECTRODES AWS A 5 .1 E-70 SERIES . SHOP AND FJELD WELDING SHALL
BE PERFORMED BY PROPERLY CERTIFIED WIELDER S.
PAINT ALL STRUCIURAL STEEL PER WILLIAMS PRODUCTION CO
COATING SPECIFJCA TIONS. .
COPES, BLOCK AND CUTS:
ALL RE-ENTRANT CORNERS SHALL BE SHAPED NOTCH-FREE
TO A RADIUS OF AT LEAST 1/2".
FABRICATION AND ERECTION:
PER AISC MANUAL OF STEEL CONSTRUCTION .
DETA ILING:
PER AISC STRUCTURA L DETAILING.
SUBMIT SHOP DRAWINGS TO ENGINEER PRIOR TO FABRICATION .
THE SHOP DRAWINGS DO NOT REPLACE THE ORIGINAL CONTRACT
DRAWINGS . IT IS THE CONTRACTORS RESPONSIBILITY TO MAKE
SURE ITEMS ARE CONSTRUCTED TO ORIGINAL DRAWINGS.
All WIELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WIELDING
SOCEITY STANDARD QUALIFICATIONS TEST AS DETAILED IN AWS D1 .1.
COLD FORMED Siffl
COLD FORMED STEEL SHEET FOR STRAPS SHALL BE IN
ACCORDANCE WITH ASTM A1003. GALVANIZED COATING SHALL BE A
MINIMUM OF G60 COATING WIE IGHT IN ACCORDANCE WITH ASTM C955.
COLD FORMED STEEL SHEET FOR MISCELLNEOUS STEEL SHALL BE IN
ACCORDANCE WITH ASTM A653.
MINIMUM YIELD STRENGTH = 33 ksi FOR 18 go AND LIGHTER
55 ksi FOR 16 go AND HEAVIER
WILLIAMS PRODUCTION COMPANY RMT
PARACHUTE WATER PROCESSING AND REUSE FACILITY
MCC BUILDING
FRAMING
PLAN, ELEVATIONS, & DETAILS
DRAWING NO. 20387 50 1100 I SCALE: AS NOTED REV. 0
..
S:\20387 PARA IH UTE\AUTOCA0\20387 PARA CHUTE PLOT PLAN PERMITS VB (2004).DWG , 10/1 4/2010 2:24:1/PM, ADOBE PDF
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REV I REVISIONS
PREI.J t.41NAR Y: ISSUED FOR CI..IENT RE'-1EW
RE\>15£0 PER CI..IENT MARKUPS 10 /14/1 0
DATE
8/19 /10
8/25 /1 0
BAUMBERGER & ASSOCIAl'ES, IN C. DRAI'flNG STA rus
DRA~: M.C. HARRIS 10/14 /tn ISSIJE I DAlE
PROJECT NUMBER I CUENT REFERENCE
20387
-I" I 1\ I T I ~INARY 10/14/10 11115 DRoi\WNG HAS BEEN PREPARED BY BAUMBERGER &
Qol£(](£[): J. G. B A.UWBERGER ASSOC IA'TES, INC. FOR ITS O'M-4 USE AHO THAT OF THE CLIENT 1 [';. 1 "..,'" IN tHE n ru: BlOCK . tHIS DRAIONC SHAU. NOT aE
CAD FK.£: 20.387 PARA CHUTE PLOT PLAN PERWITS V8.DWG = =~lr USEt> FOR AN Y OTHER PURPOSE OR OISTR!BUTEO TO ANY
OTHER PARTY 'MTH THE WR ITTEN PER NISSlON or THE CU EN l.
WILLIAMS PRODUCTION COMPANY RMT I APP!!O>m F'OR
CONSTRUC'IICIH
REVIEW:
APPRO\IED:
MR. JOE LOBATO
MR. FtAUL 'MillE
REVISED & APPR'oD.
F'OR CCNSTRUC11CIH
,.._.._ BAUioi BERGER & ASSOCI AlES, INC .
\-5iLJ P.O. Box 887 & I BN.MBEl.GE< Longmon~ CO 80502
{303) +40-8167
--------
Willi~ ~ms.
MLUAMS PRODUCTION RWT
P.O.BOX 370
PARACH UTE , CO. 8USJ!i
(970) 26;}--5300 Office
(970) 263-5325 Fall
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WILLIAMS PRODUCTION COMPANY RMT
PARACHUTE WATER MANAGEMENT FACILITY
MCC AND COMPRESSOR BUILDING LOCATION
GARFIELD COUNTY, COLORA DO
SC ALE: 1 "= 1 00'
SH EET
DRWG . NO .: 2038700-20-XXXX I 1 of 1 REV.~
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