HomeMy WebLinkAboutApplication - PermitI
Garfield County
Building & Planning Department
108 8th Street, Suite #401 Glenwood Springs, Co. 81601
Office:970-945-8212 Fax: 970-384-3470
Inspection Line: 970-384-5003
Building Permit No.
Parcel No: ---------------.. ____ 2179·1~~Q9M' __ '11'Q __________ _
Locality: JW Weaver Exemption fae£eLj_.2--_ ___ .....
Job Address: O~w )ili6~CR 352, Rifle ------~-~~~--~~---
Use of Building: __________ ..::.st:..::.o:..:::ra=ge
Owner: Strategic One Finan~!, Inc. ______ _
Contractor: TallyHo Construct_io_n,._ln_c_. ________ _
Fees: Plan Check: $ 1,199.22 Septic: ..... -------·---~ ---------
Bldg Permit: $ 1,844.95 Other Fees:
-------------
Total Fees: $ 3,044.17
Clerk: _j§J(QA Date: /fl :>()-())' .......... :5 ______ ,,,. I
GARFI E L D COUNTY BUILDING PERMI T APPLICATION
108 8'h S t reet, S u it e 401 , Glen woo d Spring s, Co 81601
9 0 9 Phone: 7 -45-82 12 I Fax: 970-384-3 4 70 I Ins pection L ine: 972003
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1 Parcel No: (this infonnat ion is avai lable at the assessors office 970-945 -913j q' • cf) , llfiA,(.j !A£;JJi,[A/
l.oT! N;~ 1./ AI<A .p,..,R.al... ;A 2/7q,. 2--7 _
2 J ~~ess : (if an address has not been assigned, please provide Cr , Hwy or Street Name & City) or and legal descri ption
10 ) ~ Ce<.\-.:lv /!c .-IJ l 5.-4 i{.fL ,:: {.)c
3 LoTN~d( B lock No: S u bd./ Exem p~: ( y '
T<-LJ /i.A/t[.,t: I f',(J[.' I ( 1</'?CJ<j
4 Ownef:' (prope rt y own er) . M ai l i n g Address: P h : A lt P h : ~1A;+/::(;,c_ c-)£ /-/,-/.A .J:!tA£ -~ )7!C 7 /,c ,;:fi.> ,A ... d (.'f.~t Y¢,..,.:<> t... y' "\c~-H-1· Etf '?t/
5 Cont racto r : Co-J..s 7--f u c_:f; o,./ 1"-IC,
M ai ling Address: P h : A l t Ph:
/All v !lo oi"/.S <:, R:J.~S" ?,,i~L!i Co. P,r"so 910 -~·.2I-O:J.o8
6 Archi fi:ct I E ngin eer: Maili ~ A d dress: P h :,;, A l tPh :
..STile,./ /J.. /?;Gr,:·t.' " .Ytfs , . .IK .• ,:.; •. :/ ,cJ /?o...u"L., {.~ cc:J.,t J c 'l '-'/?'{·,)cc5 l ./.!'
7 s~~uil~6 S q . Ft. or Acr es of Lot: 13 .3 H e i ght: No. of F loor s:
<.I-;}(;' /
8 U se of ~!di ng : --5 /c;l rt <)E
9 D esc:ri b e W ork: '/ -~f'/tu"'r hu.,/d.~J( 0 t2AdE.. tf(,:c.--lto_.j of fJil£-/;._1, ..fo
10 C lass of Wor k:
rrNew o A lter a ti o n o A d d ition
11 Garage: S e ptic: AJD
o Attach e d 0 D e t ach e d o i SDS oCommu n it y
12 D ri veway Permi t: Owrie r s valuation of Work: $
NOT I CE
Authoritl'. Thi s appli ca tion for a Building Permit mus t be signed by the Ow ner of the property, described above. or an au thorized agent. If the signature be low is not that of the Owner, a separate
le uer of authority, sig ned by the Ow ner, must be prov ided with this Appli ca ti on.
Legal Access. A Bui lding Permi t cannot be iss ued without proo f of legal and adequate access to the propert y for purposes of inspections by the Bui lding Department.
O ther Per mi ts. Mult ip le separate permi ts may be req ui red : (I) State Electrical Pe rmi t, (2) Co un ty ISDS Permi t, (3) another permit requi red for use on the prope rt y identi fie d above, e .g. State or
County Hi ghway/ Roa d Access or a State Wastewater Disc harge Pe rmit.
\'oid Per mit. A Building Permit become.! null and void if the work authorized is not corrunenced withi n I 80 days of the date of is suan ce an d if work is suspended or abandoned for a period of 180
days aft er commencement.
CERTI F ICATION
I he reby certify that I have read thi s Application and that the infor mation contained abo ve is uue and correct. I understand that the Building Department accepts the AppUcati on, along witlt the plans
and specili cations and other data submitted by me or on my behalf (submiuals), based upon my certifi cation as to accuracy.
Ass uming completeness of the submittals and approval of this Applicati on, a Bui ldi ng Permi t wi ll be iss ued granting pe rmi ssion to me, as Owner. to construc t the structu re(s) and fa cilities detailed on
the submitta ls reviewed by the Bu ild ing De partment. 1
In consideration of the iss uance of the Building Permit , I agree ~latl and my agents will comply with provisions of any federal, stat e or loc al Jaw regulating the work and the Garfield County Bui lding
Code, ISDS regulation s and applicable lan d use re gulati ons (County Regulatio n(s)). I acknow ledge th at the Bu il ding Pennit may be suspended or revo ked , upon notice from the County, if the location
constru cti on or use of t.he stru cture(s) and fa cili ty(ies), desc ribed abo ve, are not in compliance with Count y Regulation(s) or any other applicable law.
I hereby gra nt permission to the Buildin g Departme nt to e nter the property, described above, to in spect the work. I further acknowledge th at the iss uance of the Buil ding Permit does not preve nt the
'
Bui lding Offi cial from: (I) requ iri ng the correction of errors in the submi ttal s, if any, disco,•ered after issuance; or (2) stopping constru ction or use of the stru cture(s) or facitity(ie s) if such is in vi olation
of County Regulation(s) or any other applicable law.
Review of this Appli cati on, includin g submiu als, and inspec ti ons of the work by the Buil din g Department do not constitute an acceptance o f responsibili ty or liabili ty by the County of errors, omi ss ions
or di scre panci es. As the Owner, I aclrn owledge th at responsibility for com plian ce wit h fed eral , state and local law s and County Regu lati ons rest with me and my auth orized age nts, inc luding without
limi tati on my archi tect designer, engineer and/ or buil de r.
I HE'EOY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE NOTICE:;RTIFI CA T ION ABOVE'
~-/1 I L/'ri
OWNERS SIG NATURE DATE
STAFF USE ONLY
S p e cial C o nditio ns:
Adjus ted Valua t i o n : P la n C h e ck F ee: P e rmit Fee : M a nu h o m e Fee: Mise Fees:
1.5'{244!!2. 1044. 'S
lSDS Fee : Total Fees: ISDS N o & I s sue d D a t e : Bala n ce D u e: f?,l(}.oJ
~11 -~
Setbac.ks: O CC G r o up: C o n s ! Type:
A P ROV AC < D A TE
The following items are required by Garfield County for a final Inspection:
1) A final Electrical Inspection from the Colorado State Electrical Inspector.
2) Permanent address assigned by Garfield County Building Department and posted at the
structure and where readily visible from access road.
3) A finished roof; a lockable building; completed exterior siding; exterio_r 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 app licable.
A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE
ABOVE ITEMS HAVE BEEN COMPLETED.
A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED.
OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED.
OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN
ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES
UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
C.O. for the building identified in the Building Permit.
OWN
Bapplicationdece mb er2007
VALUATION FEE DETERMINATION
Applic.ant
Address
Date
Strategic One Financial Subdivision
556 CR 320 I Rifle I JW Weaver Exempt. l Lot/Block
12/2/2008 Contractor
Finished {Livable Area}:
Main sq.ft
Upper sq .ft
Lower sq.ft
Other sq.ft X $74.68
Total Square Feet 0 sq.ft
Valuation
Basement:
Unfinis hed sq.ft X $41 .00
Convers ion of Unfinished to Finished sq .ft X $33 .68
Total Valuation
Garage : sq .ftX $18 .00
Carport: sq.ft X $12.00
Total Va luati on
C raw l Space sq .ft X $9.00
Total Valuation
Decks/ Patios
Covered sq .ft X $24.00
Open sq .ft X $12.00
Total Valu ati on
Commercial
Type of Construction:
Occupancy:
Storage 6300 sf X $39.88
sf X
sf X
sf X
sf X
sf X
Valu at ion
Total Valuation
0.00
0.00
0.00
0.00
0.00
251,244.00
251,244.00
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 permit application and expedite the issuance of
a permit it is important that complete information be provided. When reviewing a plan and it's discovered that
required information has not been provided by the applicant, this will result in the delay of the permit 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 determine 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
I
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 incompliance 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 of any 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.
Yes v--
2. Does the site plan when applicable include the location of the l.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 information must be certified by a licensed surveyor with their signature and
professional stamp on the design.
Yes Not necessary for this project ..---
3. Does the site plan indicate the location and direction of the State, County or private road accessing the
property?
Yes/
4. Is the l.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado
Registered Engineer?
Yes / Not necessary for this project /
2
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 permit issuance only", "Approval drawings
only", "For permit issuance only" or similar language?
Yes ' 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____::::::-
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 project __
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___::::::=_
9. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and
soffits?
Yes __ Not necessary for this project ~
10. Do the plans include design loads as required under the IBC or IRC for roof snowloads, (a minimum of 40
pounds per square foot in Garfield County)?
Yes____::::::: Not necessary for this project __
11. Do the plans include design loads as required for floor loads under the IBC or IRC?
Yes __ Not necessary for this project---=::.::_
12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction?
Yes__::::::"Not necessary for this project __
13. Is the win~eed and exposure design included in the plan?
Yes __ Not necessary for this project __
14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof
rafters or joists or trusses?
Yes ____L_ Not necessary for this project __
3
15. Does the building section drawing or other detail include the method of positive connection of all columns
and beams?
Yes / 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 __
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 '~
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 ~
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 project___:::::::-
20. Does the plan include a window schedule or other verification that windows provide natural light and
ventilation for all habitable rooms?
Yes __ 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 /
22. Do the pla~lnclude a complete design for all mechanical systems planned for installation in this building?
Yes __ No Not necessary for this project. __ _
4
23. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in
the IBC Chapter 3)
Yes~ 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_-_
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_::::_
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---=:::::_
27. Do the plans indicate that restrooms and access to the building are handicapped accessible?
Yes __ Not necessary for this project____::::::__
28. Have two (2) complete sets of construction drawings been submitted with the application?
Yes /
29. Have you designed or had this plan designed while considering building and other construction code
requir~nts?
Yes
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 /
31. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For
comer l~ee supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks.
Yes ---
32. Do you understand that approval for design and/or construction changes are required prior to the
implemeptation of these changes?
Yes /
5
33. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of
application and that you will be required to pay the "Permit" fee as well as any "Septic System" or
"Road Impact" fees required, at the time you pick up your building permit?
Yes /
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?
Yes/
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 ~
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
7:30 a.~d 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003.
Yes
3 7. Are you aware that requesting inspections on work that is not ready or not accessible will result in a
$50.07nspection fee?
Yes
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 aN otice 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 /
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.
Yes /
40. Are you aware, that on the front of the building permit application you will need to fill in the Parcell
Schedule Number for the lot you are applying for this permit on prior to submittal of the building
permit awlication? Your attention in this is appreciated.
Yes/
41. Do you know that the local fire district may require you to submit plans for their review of fire safety
issues? ~
Yes __ (Please check with the building department about this requirement)
6
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 project __
43. Did an Architect seal the plans for your commercial project? State Law requires any commercial project
with occupancy of more than I 0 persons as per Section 1004 of the IBC to prepare the plans and
specifications for the project.
Yes / Not Necessary for this project _____ _
I hereby acknowledge that I have read, understand, and answered these questions to the best of my
ability. /
(3 ///;16
Signature Date
Phone: 3Dikto -3)o5 (days); J 8 / ~yo-],( S 5
I I
(evenings)
ProjectName: ~<;',-9,/-:::J,ct! 05/1 -Sf'/Lttti::J
Project Address: SSG, CK. .3 s ,).__ K. f!..t£ a
)
Note:
On any of these 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
GARFIELD COUNTY
BUILDING REQUIREMENTS
Codes: 2003 IRC, IBC, IFGC, IMC, IPC,
Setbacks: Check subdivisions and zone district for setback requirements.
Snowload (measured at the roof): 40PSF up to 7000ft. elevation.
50PSF 7001 to 8000ft.
75PSF 8001 to 9000ft.
lOOP SF 9001 to !OOOOft.
Seismic design category: B
Weathering probability for concrete: Severe
Termite infestation probability: None to slight
Wind speed: 90mph
Decay probability: None to slight
Wind Exposure: B or C (see section R301.2.1.4)
Frost Depth: 36in. to 8000ft. elevation. 42in. 8001 and above.
Winter Design Temperature: Minus 2 to 7000ft.; minus 16 over 7000ft.
elevation.
Air Freezing Index: 2500deg F-days to 7000ft.; over 7000ft. to be determined by
Building Official.
Ice shield under-layment required.
Mean Annual temp.: Variable
Insulation: Maximum glazing U factor: 0.50
Minimum R-Values:
• Ceilings/roofs R values are: R-30 stick built
structures. R-38 log construction and steel
rafter construction.
• Walls R values are R-19 wood frame; R-19
cavity R-3 sheathing steel studs.
• Floors R-values are R-19.
• Basement wall R-values are R-10 beTow
grade, R-19 above grade.
• Slab perimeter R-value and deptb is R-
10/36in.
• Crawl space wall R-values are R-10 below
grade and R -19 above grade
If floors over crawl spaces are not insulated, tbe crawl space walls must be
insulated. Basement wall must be insulated to frost deptb. Common walls
garage to house must have R-19 insulation. Common ceiling/floor garage
to house must have R-19. Take precautions to protect plumbing in these
areas.
1111111111111111111111111111111111111111111111111111111
687911 12/07/2005 02,05P 81752 P991 M ALSDORF
I of 3 R 0.00 D 0.00 GARFIELD COUNTY CO
STATEOFCOLORADO )
)ss
County of Garfield )
At a regular meeting of the Board of County Commissioners for Garfield County,
Colorado, held in the Commissioners' Meeting Room, Garfield County Plaza Building, in
Glenwood Springs on Monday, the 21" day of November, 2005, there were present:
::Jo,h"'n"'M~art~in"----------------• Commissioner Chairman
-"Larr""'-.J.y"'M~c"'C"'o"'w"'n"---------------·· Commissioner
,.T11re.o;s,._i .!JH.,o,.u.,.pt,_ ________________ ,, Commissioner
="D,.o,.n,.,De""'F-"o"'rd>L--:---------------• County Attorney
Mi"""'·l.,dr"-'e,dc.£A"'l"'sd...,o"'rf..__ _____________ , Clerk of the Board
="Ed"'-'G"'r"e"'en"------------------·· County Manager
when the following proceedings, among others were had and done, to-wit:
RESOLUTION NO. 2005-98
A RESOLUTION CONCERNED WITH TilE APPROVAL OF A ZONE DISTRICT
AMENDMENT FOR PARCELS 1 AND 2 OF TilE J. W. WEAVER EXEMPTION
FROM AGRICULTURAL I RESIDENTIAL I RURAL DENSITY AND
COMMERCIAL GENERAL TO LIGHT INDUSTRIAL
Parcels 1 and 2 (Parcel ID): 2179-192-00-498
WHEREAS, the Board of County Commissioners of Garfield County, Colorado
received a request from the Estate of Thelma Weaver represented by Carter & Sands, P.
C., to rezone Parcels I and 2 of the J. W. Weaver Exemption from Agriculture I
Residential/ Rural Density and Commercial General to Light Industrial;
WHEREAS, Parcel I and 2 of the J. W. Weaver Exemption were approved by the
Board of County Commissioners in 1994 which is memorialized in Resolution 94-034;
WHEREAS, Parcel 2 of the J. W. Weaver Exemption was rezoned from
Agriculture I Residential I Rural Density and Commercial General in 1994 and is
memorialized in Resolution 94-118;
WHEREAS, on Wednesday, November 9th, 2005, the Garfield County Planning
Commission, in a public meeting, forwarded a recommendation of approval to the Board
of County Commissioners for the proposed zone district amendment fmding that the
conditions of the neighborhood have changed to such a degree to support the requested
zone change from Agriculture I Residential/ Rural Density and Commercial General to
Light Industrial;
I
lllllllllllllllllllllllllllllllllllllllllllllllllllllll
687911 12/07/2005 02,05P B1752 P993 M AlSDORF
3 of 3 R 0.00 D 0.00 GARFIElD COUNTY CO
Upon motion duly made and seconded the foregoing Resolution was adopted by
the following vote:
John Martin • Aye
Larry McCown , Aye
Tn!si Hou t , Aye
STATE OF COLORADO )
)ss
County of Garfield )
I, , County Clerk and ex-officio Clerk of the
Board of County Commissioners in and for the County and State aforesaid do hereby
certify that the annexed and foregoing Resolution is truly copied from the Records of the
Proceeding of the Board of County Commissioners for said Garfield County, now in my
office.
IN WITNESS WHEREOF, I have hereunto set my hand and affixed the seal of
said County, at Glenwood Springs, this __ day of , A.D. 2005
County Clerk and ex-officio Clerk of the Board of County Commissioners
' . .
lsiTEPLAN
I . Pa rcel 2 , ;J, W . ··w e ave r Exe mption, County of Garfie ld, State of Colorado
------
...
16.5'U.S. West / /
Communications Easement --j f--./ -~ o,·~· '. . ,
(Book 925, Page 1 76) / /
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1 0 ' x 10' 16.5 Mountam.Sta(es 1
Telephone & Telegrapl] -·---1
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APPROVED
SUBJECf TO NO'J"ED
:U:CRmONS cliNSPErnONS
GARFIELD COUNTY
BUILDING DEPARTMENT ~ V1/llJ6& ay~KflZ.u:..-_
FIELD 'COPY
NO INSPICTION WITHOut'
. TIIESE PLANS ON SITI
pile of
SCALE: 1 "= 1 00'
NOTES
1.) THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF
A CURRENT TITLE COMMITME NT AND DOES NOT REPRESENT A
TITLE SEARCH BY THIS SURVEYOR OR BOOKCLIFF SURVEY
SERVICES, INC. OF THE PROPERTY SHOWN TO DETERMINE
OWNERSHIP, COMPATIBILITY WITH ADJOINING PARCELS, OR
EASEMENTORENCUMBRANCESOFRECORDSAFFECTING
THIS PARCEL.
2.) THE PROPOSED BUILDING S ITE AND LEACH FIELD A RE NOT
LOCATED WITHIN A 30% SLOPE .(1REA.
3.) THIS SITE PLAN DOES NOT REPRESENT A BOUNDARY,
IMPROVEMENT OR IMPROVEMENT LOCATION CERTIFICATE
SURVEY BY BOOKCLIFF SURVEYOSERVICES, INC. OR ANY OF
ITS ASSOCIATES.
SURVEYOR'S CERTIFICATE
I, MICHAEL J o LANGHORNE, A REGISTERED LAND SURVEYOR,
LICENSED UND§;JJ;rEE LAWS OF THE STATE OF COLORADO DO HEREBY.qfoRTif:rtj:JJ.~lfE SURVEY SHOWN HEREON WAS PREPARED
ON THis;'f?!>_'FE.NOVEM~E~.)( , 2 008 BY ME OR UNDER MY DIRECT
SUPF:JS f.r{SJOI'f. A}'{Ql~.l;ff(.C?}([_N_O .. THAT THIS MAP IS A TRUE REPRE~~· WTION 'HE.. lf..EOf.,'i;, / /11/p> .. · ~-:~· -f.\
·'Ill ·· :,; -.:£ i:.' ~...,-,)! /.: .,_. rl
MIOf!AEL 'J. LANGHORNE~djLORADO REGISTRATION NO. 36572
FOJ?.'1AJib .QN BEHALF OF;/'·· 1-,1
'('.: ,..r\ ., •" _"'\~..,I,
BOOKCLIFF'SURVEY $ERVICES, INC. '<_ .. i /, . ...... ":)'/-
·,h •>.;\.',~ {' ~ ~I' "t~,.-'Y ,1 / lAi~ v 6.,.
l''l...,._~~·~< .. :~-· --......
PROJECT NO.
08160-01
SHEET I
OF
~tech
HEPWORTH -PAWLAK GEOTECHNICAL
SUBSOIL STUDY
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FOR FOUNDATION DESIGN
PROPOSED "SPRUNG" BUILDING
SANJEL USA, INC. SITE
EAST PART OF PARCEL 2, J.W. WEAVER EXEMPTION
AIRPORT ROAD
GARFIELD COUNTY, COLORADO
JOB NO. 108 591A
OCTOBER 31,2008
PREPARED FOR:
SANJEL USA, INC.
ATTN: MICHAEL CARSTEPHAN
1338 GRAND A VENUE, PMB 138
GLENWOOD SPRINGS, COLORADO 81601
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY ........................................................................ - I -
PROPOSED CONSTRUCTION ................................................................................. -I-
SITE CONDITIONS ................................................................................................... -2-
FIELD EXPLORATION ............................................................................................ -2-
SUBSURFACE CONDITIONS .................................................................................. -3-
DESIGN RECOMMENDATIONS ............................................................................. -3-
EARTH ANCHORS ............................................................................................... - 3 -
SPREAD FOOTINGS ............................................................................................. - 4 -
FLOOR SLABS ...................................................................................................... -4-
SURFACE DRAINAGE ......................................................................................... -5-
LIMITATIONS .......................................................................................................... -5-
FIGURE I -LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2-LOGS OF EXPLORATORY BORINGS
FIGURE 3 -LEGEND AND NOTES
FIGURE 4-SWELL-CONSOLIDATION TEST RESULTS
TABLE 1-SUMMARY OF LABORATORY TEST RESULTS
PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed "Sprung" building to be
located at the Sanjel USA, Inc. site, east part of Parcel 2, J.W. Weaver Exemption,
Airport Road, Garfield County, Colorado. The project site is shown on Figure I. The
purpose of the study was to evaluate the subsurface conditions at the proposed building
site and provide recommendations for the foundation design. The study was conducted in
general accordance with our agreement for geotechnical engineering services to Sanjel
USA, Inc. dated October I 7, 2008.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the
field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results ofthe field
exploration and laboratory testing were analyzed to develop recommendations for the
proposed building foundation. This report summarizes the data obtained during this study
and presents our conclusions, design recommendations and other geotechnical ·
engineering considerations based on the proposed construction and the subsurface
conditions encountered.
PROPOSED CONSTRUCTION
The proposed "Sprung" building will be 60 feet by 105 feet in plan size and be located on
the site as shown on Figure I. Ground floor will be)ja!r-on-grade. Grading for the
structure is assumed to be relatively minor and consist of shallow cuts and fills to level
the building site. We understand that Manta Ray MR-3 ea1ih anchors will be used to
anchor the structure at each column location. According to the building information
provided, emih anchors are typically driven to a depth of 7 to I 0 feet in average soil
conditions. According to the Foresight® Products, LLC website, Manta Ray MR-3
holding capacities range between 3 and 20 kips (ultimate), depending on the subsoil
conditions.
Job No. 108 59 IA
-2-
If anchor type, building location or grading plans change significantly from those
described above, we should be notified to re-evaluate the recommendations contained in
this report.
SITE CONDITIONS
The site is located in the east part of the subject parcel and is currently being developed
for industrial use. A gravel road along the east property line accesses the site. Several
overhead power lines are located south of the proposed building site. Storage silos are
located east of the proposed building site which was vacant and had been graded flat prior
to our field exploration. The building comers were staked in the field. Vegetation had
been cleared at the proposed building site as part of the previous grading.
FIELD EXPLORATION
The field exploration for the project was conducted on October 27, 2008. Three
exploratory borings were drilled at the locations shown on Figure I to evaluate the
subsurface conditions. Borings were not able to be drilled at the south end of the
proposed building footprint due to the close proximity of overhead power lines. The
borings were advanced with 4-inch diameter continuous flight augers powered by a truck-
mounted CME-45B drill rig. The borings were logged and monitored for groundwater
level by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a 2 inch I. D. spoon sampler. The sampler was
driven into the subsoils at various depths with blows from a 140 pound hammer falling 30
inches. This test is similar to the standard penetration test described by ASTM Method
D-1586. The penetration resistance values are an indication of the relative density or
consistency of the subsoils. Depths at which the samples were taken and the penetration
resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples
were returned to our laboratmy for review by the project engineer and testing.
Job No. 108 59 IA
- 3 -
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils, below about Y, to I foot of granular fill, consist of about 3 to 7 feet of clay
and silt overlying medium dense to dense, silty to clayey sand and gravel with cobbles
down to the maximum explored depth of 16 feet.
Laboratory testing performed on samples obtained from the borings included natural
moisture content, density and percent finer than No. 200 sieve (clay and silt fraction)
gradation analysis. Results of swell-consolidation testing performed on relatively
undisturbed drive samples, presented on Figure 4, generally indicate low compressibility
under existing moisture conditions and light loading. The sample of slightly sandy clay
and silt from Boring I at 2 feet showed a low collapse potential (settlement under
constant load) after wetting. The sample of silty sand and gravel (matrix) from Boring 3
at I 0 feet showed a minor expansion potential after wetting. The laboratory testing is
summarized in Table I.
No free water was encountered in the borings at the time of drilling or when checked I
day later and the subsoils were slightly moist to moist.
DESIGN RECOMMENDATIONS
EARTH ANCHORS
Based on the subsurface conditions encountered in the borings, we recommend that the
earth anchors extend down into the relatively dense granular soils encountered below the
upper clay and silt. According to the Foresight® Products, LLC website, Manta Ray MR-
3 holding capacities range between 12 and 18 kips (ultimate) for dense granular soils.
Appropriate safety factors should be used in calculating the allowable holding capacity.
Earth anchors should have a minimum length of I 0 feet and penetrate a minimum of2
feet into the natural granular soils but greater depth may be required for the desired load
capacity.
Job No. 108 59 IA ~tech
-4-
SPREAD FOOTINGS
The design and constmction criteria presented below should be observed for a spread
footing foundation system.
I) Footings placed on the undisturbed natural soils should be designed for an
allowable bearing pressure of I ,500 ps£ Based on experience, we expect
initial settlement of footings designed and constmcted as discussed in this
section will be about I inch or less. There could be some additional
differential movement if the bearing soils are wetted.
2) The footings should have a minimum width of 16 inches for continuous
walls and 2 feet for isolated pads.
3) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 36 inches below exterior grade is
typically used in this area.
4) Continuous foundation walls should be reinforced top and bottom to span
local anomalies such as by assuming an unsupported length of at least 12
feet. Foundation walls acting as retaining stmctures, if any, should also be
designed to resist a lateral earth pressure corresponding to an equivalent
fluid unit weight of at least 55 pef for the on-site soils as backfill.
5) All existing fill, topsoil and any loose or disturbed soils should be removed
and the footing bearing level extended down to undisturbed natural soils.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FLOOR SLABS
The upper natural soils and existing fill soils are suitable to suppmt lightly loaded slab-
on-grade constmction. The slab subgrade area should be adjusted to near optimum
moisture content and compacted prior to placing additional fill or concrete. The upper
clay and silt soils are compressible and there is a risk of slab distress, especially if the
subgrade soils are wetted. We assume that the building will be heated to prevent the
Job No. 108 59 IA
- 5 -
effects of frost heave on the interior slabs. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on experience
and the intended slab use. A minimum 4 inch layer of sand and gravel should be placed
beneath interior slabs for sub grade suppmi. This material should consist of minus 2 inch
aggregate with at least 50% retained on the No.4 sieve and less than 12% passing the No.
200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at near optimum moisture content. Required fill can
consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the building has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 6 inches in the first I 0 feet in unpaved
areas and a minimum slope of2Yz inches in the first 10 feet in paved areas.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
Job No. 108 59 IA ~tech
-6-
express or implied. The conclusions and recommendations submitted in this repmt are
based upon the data obtained fi ·om the explorat01y borings drilled at the locations
indicated on Figure 1, the proposed type of construction and our experience in the area.
Our services do not include determining the presence, prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
concemed about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation ofthe subsurface
conditions identified at the explorat01y borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different fi·om those described in this repoti, we
should be notified so that re-evaluation of the recommendations may be made.
This repo11 has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued cons ultation and field services during
construction to review and monitor the implementation of our recommendatiQns, and to
verify that the recommendations have been a ppropriately interpreted . Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We re comme nd on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
Respectfully Submitted ,
Trevor L. Knell, P.
Reviewed by :
Steven L. Pawlak, P.E .
TLK/ksw
Job No. 108 59 I A ~tech
------
·r ··-x N 88.52'00. E ---·----
---
BENCH MAR K:
NORTHWEST CORN ER
OF CONCRETE PAD,
NORTHERNMOST
SILO, ELEV.=100.CY,
ASSUMED.
-1 -·I=.::::::--------
108 591A ~tech LOCATIONS OF EXPLORATORY BOR INGS FIGUR E 1
HEPWORT H-PAW LAK GEOTECHNICAL
100
95
f-90 w w
LJ..
z
0
i= ~ w 85 ...J w
80
75
108 591A
BORING 1
ELEV.=98.9'
23/12
WC=8.1
00=107
·200=90
7/12
60/12
51/12
WC=4.9
00=116
BORING2
ELEV.=99.2'
16/12
WC=12.6
00==112
14/12
33/12
66/9
BORING3
ELEV. = 1 00.2'
13/12
8/12
54/12
WC=6.0
00=111
29/12
Note: Explanation of symbols is shown on Figure 3.
~tech LOGS OF EXPLORATORY BORINGS
HEPWORTH-PAWlAK GEOTECHNICAL
100
95
90 tu w
LJ..
z
0
i= ~
85 ~ w
80
75
FIGURE 2
LEGEND:
FILL; silty sandy gravel with cobbles, firm, slightly moist, brown.
CLAY AND SILT (CL-ML); slightly sandy to sandy, medium stiff to very stiff, slightly moist to moist, brown, slightly
calcareous. Low plasticity.
SAND AND GRAVEL (SM-GM); silty to clayey, with cobbles, medium dense to dense, slightly moist, mixed
browns, siltstone and sandstone fragments.
Relatively undisturbed drive sample; 2-inch I. D. California liner sample.
23112 Drive sample blow count; indicates that 23 blows of 140 pound hammer falling 30 inches were required to drive
the California sampler 12 inches.
NOTES:
1. Exploratory borings were drilled on October 27, 2008 with 4-inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory boriiigswerei measured by instrument level and refer to the Bench Mark shown on Figure 1.
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the
method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between
material types and transitions may be gradual.
6. No free water was encountered in the borings at the time of drilling or when checked 1 day later. Fluctuation in water
level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf)
-200 = Percent passing No. 200 sieve
108 591A ~
HEPWORTH-PAWLAK GEOTECHNICAL
LEGEND AND NOTES FIGURE 3
Moisture Content = 8.1 percent
Dry Density = 107 pel
Sample of: Slightly Sandy Clay and Silt
From: Boring 1 at 2 Feet
0 ,--l --r-
1
~ -----* r--~ ~ r--z 2
0 ~ Compression
1ii -upon (J) w wetting cc 3 a. \ :2
0
()
4 r\
\
5 1\
6
0.1 1.0 10 100
APPLIED PRESSURE ( ksl}
Moisture Content = 6.0 percent
Dry Density = 111 pel
~ Sample of: Silty Sand and Gravel
* From: Boring 3 at 10 Feet
~ 1 z
0
1ii z 1>--<( 0 a.
X to.. -... ~ w ~ ' ~ z 1 0
1ii ( (J) w "~'--cc 2 a.
:2 ~Expansion
0 upon ()
wetting
I
!
I
II
0.1 1.0 10 100
APPLIED PRESSURE ( ksl}
108 591A ~tech SWELL-CONSOLIDATION TEST RESULTS FIGURE 4
HEPWORTH-PAWLAK GEOTECHNICAL
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1 Job No. 108 591A
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE LOCATION NATURAL GRADATION ATIERBERG LIMITS UNCONFINED
MOISTURE NATURAL GRAVEL SAND PERCENT COMPRESSIVE BORING DRY DENSITY PLASTIC SOIL DEPTH CONTENT PASSING NO. LIQUID LIMIT STRENGTH NO. (%) (%) 200 SIEVE INDEX TYPE
(It) (%) (pel) (%) (%) (PSF)
1 2 8.1 107 90 Slightly sandy clay and silt
15 4.9 116 Silty sand and gravel
2 2 12.6 112 Sandy silt and clay
3 10 6.0 111 Silty sand and gravel
Steven B. Brown, P .E.
Consulting Engineer
July 18, 2005
Sprung Instant Structures, Inc.
1001 10 Avenue, SW
Calgary, Alberta T2R OB7
Attn: Mr. Peter Bos
Re: Utility Load Allowance for Sprung Structures, 5x I 0 Arch Section
Dear Peter:
This letter is a clarification of the utility load allowance used in the design of Sprung Structures. The design of
Sprung Structures includes a uniform load of2 psfto allow for sprinklers, lighting, mechanical ductwork, etc. In
accordance with the design conditions, loads from the referenced utilities must be unifonnly distributed and
balanced.
Connections to the arches shall be with beam clamps or via the 3/8" bolt chase at the interior flange. The
purlins/spreaders are not to be used as attachment points.
For non-insulated structures beam clamps, or the bolt chase, may be used to attach utilities to the aluminum
arches. Beam clamps shall engage the bottom flange of the beam on both sides on the beam web. Beam clamps
shall not engage the rope chase.
For insulated structures the bolt chase shall be used to attach utilities to the aluminum arches.
The maximum concentrated load is 300 lbs for a connection detail designed and stamped by a qualified engineer
and otherwise meeting the load distribution and utility load limits used in the building design. The 300 pound
limit is a value set by Sprung and is not intended as a number to be used in place of adequate engineering by the
Owner's engineer.
Do not support utilities with self-tapping screw attachments to the aluminum arches.
Any attachment to the structure should be flexible to allow for the movement of the structure in high wind
conditions. All attachment methods and design of attachments are the responsibility of your client's engineer.
Your client should coordinate any attachment details with you.
Please call if there are any questions.
Regards,
Steven B. Brown, P.E.
4885 Riverbend Road, Suite B, Boulder, Colorado 80301 (303)442-2009 fax (303)265-9413
s~runG innovation \versatility\ reliability
EARTH ANCHOR DESIGN & INSTALLATION GUIDE
To Whom It May Concern,
The information contained in this document will assist your erection contractor and local engineer in
the selection and installation of earth anchors for your Sprung structure. There is a fair amount of
preparation and testing required to ensure the earth anchors are installed correctly. However,
compared with the time and cost associated with excavation, site prep, cribbing, and pouring for a
concrete pad or footing, earth anchors are a very desirable and cost effective alternative.
The steps to install earth anchors include a review of existing soil conditions, design loads,
drawings, and earth anchor details by a local engineer to ensure adequacy of the anchor selected.
After this review the earth anchors are installed, proof loaded, and tested by the contractor.
Sprung has provided information on a typical earth anchor which has been successfully
employed on previous projects. This information, along with the base reactions & design
loads, should be reviewed by a local engineer who is familiar with the ensile geo-technical
conditions. The local engineer on record would be responsible for the soil conditions and
suitability of the anchor selected.
Earth anchors must be installed very early in the erection sequence. For this reason we
strongly recommend that the earth anchors be installed prior to the commencement of
general construction. Upon confirmation from your contractor that the anchors will be
preinstalled, Sprung will ship the drive rod, load locker, and earth anchors ahead of the
structure.
Earth anchors must be proof loaded. This loading is achieved during the anchor installation
process. The pull value/design loads are supplied by Sprung's consulting engineer and is
available from your Sales Manager. In some circumstances evidence of anchor pull test
values must be presented in order for occupancy permits to be issued. The blanks on the
"Column Base Layout" drawing adjacent to each earth anchor location should be filled out
on the drawing and kept on record. If assistance is required from our consulting engineer
for permitting, this completed "Column Base Layout" will be required. This must be
completed by responsible site authority, such as the local engineer on record (Sprung's
Technical Consultant is not authorized to complete this documentation).
This document contains the following information:
• Sample "Column Base Layout" drawing.
• Earth anchor installation instructions.
• LL-1 Anchor Locking Kit & LL-2 Manual Load Locker instructions.
Additional information on earth anchors can be found at www.earthanchor.com/mantamain.html.
SPRUNG INSTANT STRUCTURES
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INSTALLING MANTA RAY EARTH ANCHORS
Note:
Step 1
Earth anchors must be installed prior to installation of membrane panels. It is more
efficient to install them before the beams are erected. This will allow for better access to
the entire site. For example, on some job sites with very hard soil a rock drill may be
required to drill pilot holes and having beams erected may prevent the drill from
accessing anchor locations.
Connect the drive rod shank and drive tip together with a coupler. The drive rods and
couplers utilize a left hand thread. Make sure that the rods are fully threaded into the
coupler, and that the coupler can free float once the rods are coupled. Check this free
float by moving the coupler back and forth on the drive rod. It should move freely%"
before stopping (Figure 1 ).
Full Assembly~ ll v J Three Couplers
"""-~ /· ~ -' . ""'.~~-~.;;{'"" ,/'
~:::::>·· Drive Shank___. ·
~~ Aadiused Drive Tip...--. •
· Section
Step 2
---...._ Gad Extractor Bar
Figure 1
Thread the anchor rod into the clevis on the anchor using a wrench to tighten (this is not
necessary if you are using a cable type anchor, the cable is already attached) (Figure
2). If you are using an all-thread anchor rod, make sure the rod does not thread through
the clevis. This can cause the rod to bind on the anchor eye. Binding will prevent the
proper rotation of the anchor during load locking. Do not allow the anchor rod to
unthread from the anchor completely. You will be more likely to encounter this situation
when multiple lengths of rod are coupled.
Figure 2
3
Step 3 Insert the shank of the drive rod into the jackhammer receptacle and insert the tip of the
drive rod into the anchor (Figure 3). Raise the jackhammer until the proper angle is
reached for your particular application (Figure 4 & 5). Begin driving the anchor into the
ground at the required angle (Figure 6 & 7). Stop driving when the drive rod has
penetrated the ground to the first coupler.
Figure 3
f ~-~-. ~-~-' ·-II~ /YY ~J.~~w
. 1-1 I .-. i-1 _::!'-,, ' I •-! I ~--m=-
-lli-!i-i -111· ·-rrr-:;1-111-
Figure 4
Figure 5
4
Step 4
[j\ Caution:
Step 5
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Ill~-, I 1
1
' Figure 6
-1 1 , __ 1'. -1-,_ . '
Figure 7
Remove the jackhammer from the shank of the drive rod (be careful not to remove the
drive rod from the anchor) and place a drive rod extension and a coupler between the
original drive tip and the shank. Set the jackhammer back on the shank and continue
driving the anchor until the second coupler is at ground leveL
Drive rods and couplers may become hot after long periods of use. Use gloves when
handling them.
Repeat the process described in the previous step until the top of the anchor rod is level
with the ground in very hard soil, or is 8"-1 0" below ground level in medium to soft soiL
When driving the anchor rod in below ground level, screw the adaptor setting bar to the
anchor rod prior to driving the anchor rod below the surface.
When using cable type anchors mark the cables with paint at the proper installation
depth for the anchor prior to installation.
Note: During the driving process, if the anchor stops and does not move for a period of 5
minutes there is probably a rock or other solid object in its path. At this stage, the
anchor can still be removed as long as the drive rod has not been removed from the
anchor. The load locker can be used to pull the anchor out of the ground. The drive rod
must remain seated in the anchor while it is being pulled up to prevent it from rotating
5
Step 6
Step 7
into its locked position. The anchor can then be reinstalled in a slightly different
location.
If the ground is too hard to allow the anchors to be driven to the required depth, a pilot
hole will have to be drilled. The following table details minimum pilot hole diameters and
clearance hole diameters, which should allow clearance for the entire anchor and may
not require a jackhammer for installation.
Model Clearance Hole Minimum Pilot Hole Diameter
Diameter For Hard Soil
MR-88 3.00" 2.75"
MR-4 4.00" 3.50"
MR-3 4.00" 3.50"
MR-2 4.00" 4.00"
MR-1 7.00" 4.00"
MR-SR 12.00" 4.00"
After the anchor has been driven to the appropriate depth, remove the drive rod from the
anchor (Figure 8). This can usually be achieved by simply lifting the jackhammer
although it may be necessary to operate the jackhammer while lifting in order to break
the drive rod free from the anchor.
lh~~~ ':r1 111~~ =ii!''Tr~~, Y~~ II II \_ 1
.c • I 1-Ill lfl-::-,-cc
__j 11-_ ·.~.~~J; I I _I 11--1 i j __ l ! I
11
=11 ~ w. =ji !--" . . -···-,j_ -=i I i Ill=-I' ' Figure 8 _,,,_,
Use the load locker to set the anchor (Figure 9). If you are unsure of how to do this,
refer to the load locker operation manual.
6
Step 8
Note:
Connect each anchor to the earth anchor lug on the corresponding beam. If you are
using a threaded rod type anchor, thread an eye nut onto the top of the rod, then
connect one end of a 7/8" x 12" turnbuckle to the eye nut and the other end to the earth
anchor lug. If you are using a cable type earth anchor, make a loop in the end of the
cable using cable clamps and use a %" x 9" turnbuckle to connect it to the earth anchor
lug.
Earth anchors need to be connected to any beam that has membrane in it at the end of
each workday regardless of weather that beam is in its permanent location. If the
turnbuckle is not long enough to reach a beam in its collapsed position use shackles to
temporarily extend it.
7
LL-1 HYDRAULIC EARTH ANCHOR LOAD LOCKER OPERATION INSTRUCTIONS
DESCRIPTION
The LL-1 Anchor Locking Kit (#50127) consists of the following components.
Please refer to Sketch #S20053, pg 14
LL-1FPM 10 Ton Jack Assembly
LL-1T J Tapered Jaw Set
LL-1ASB Adapter Setting Bar
Metal Box for LL-1 FPM
3/16" Hex Driver (for adjustment of the bypass valve on LL-1 FPM)
#50141
#50148
#50132
#50250
#50459
The LL-1 Anchor Locking Kit is designed to be used with Manta Ray anchors that utilize Utility Style
SAR-1 0, SAR-34, or SAR-58 anchor rods. The LL-1 ASB adapter setting bar is threaded on each
end. One end is compatible with the SAR-1 0 and SAR-34 anchor rods and the other end is
compatible with the SAR-58 anchor rods. If you are using other types of anchor rods please consult
with your Manta Ray Distributor to ensure compatibility between your anchor rods and the Anchor
Locking Kit.
The #50127 Anchor Locking Kit does not include a hydraulic power supply or hydraulic hoses.
These must be supplied separately. The following power units and hoses are designed to power
the LL-1 and are available from your Manta Ray Distributor:
GPU18-8 CE 18 HP 8 gpm /2,000 psi portable power unit #50382
GPU-2 5 HP 3 gpm /2,000 psi portable power unit #50255
HC-16-25 (Set of 2) W' x 25' hydraulic hoses with HTMA couplers #50606
The LL-1 Anchor Locking Kit is designed to proof test Manta Ray anchors that are installed at
angles from 30 degrees to 90 degrees from the horizontal for normal utility guy line anchors. It is
designed to automatically align to the actual installed angle of the Manta Ray anchor. The LL-1
FPM 10 Ton Jack Assembly has a stroke of 8". Most normal operations require 3-4 full strokes of
the jack to properly lock and test an anchor. The design of the Tapered Jaw Set and the Adapter
Setting Bar make this operation easy and quick.
CONTROLS
The LL-1 10 Ton Jack Assembly has a manual control valve mounted directly on the body of the
jack that allows the operator to control the jack and read the anchor capacity directly without
reference to any conversion chart. The jack is extended (to pull upward on the anchor) by pushing
the control valve handle toward the body of the jack. To retract the jack, pull the control valve
handle away from the jack. The control valve handle is spring loaded to return automatically to the
neutral position. The hydraulic design of the control valve is such that it is not designed to hold
hydraulic pressure when the valve is in the neutral position. If it is desired to hold a constant load
then the valve handle must be held in the open position for the duration of the load hold. See
"Recommended Proof Test Method".
8
HYDRAULIC RATING
The LL-1 Anchor Locking Kit is rated to a maximum hydraulic pressure of 2,000 psi. All of the
hydraulic components are rated at 2000 psi or higher operating pressure.
HYDRAULIC SAFETY
The control valve on the LL-1 FPM 10 Ton Jack Assembly contains a simple hydraulic bypass valve
that limits the maximum hydraulic pressure to safe levels. This is factory set to 1,600-1,800 psi
(at an input flow rate of 8 gpm), which corresponds to 16,000-18,000 pounds of force. This is field
adjustable for different anchoring requirements. See "Adjusting the Bypass Valve". Adjustment of
this bypass valve is to be done only by qualified personnel. When used in conjunction with the
GPU-2 power unit or alternate power units listed in "Other Power Units", the bypass valve must be
adjusted.
SET UP
Please refer to Sketch #S20145, pg 15.
After the anchor has been driven to the proper depth (including allowance for load locking pull
back), follow these steps to set up the LL-1 Anchor Locking Kit.
Step 1
Step 2
Step 3
Step 4
Step 5
Thread the LL-1 ASB Adapter Setting Bar onto the anchor rod.
Place the LL-1 BP Base Plate over the Adapter Setting Bar, being careful to use the
proper alignment so that the small angle iron cross member is closest to the pole that is
to be guyed. See Sketch #S20145, pg 15.
Place the LL-1 FPM Jack Assembly over the Adapter Setting Bar and slide it down until
the knife edges on the jack engage in the stops on the base plate. For anchors installed
at an angle to the horizontal, be sure that the knife edges engage the stops closest to
the small cross member. For anchors installed vertically (90 degrees from the
horizontal) be sure that the knife edges are located between the two sets of stops on the
base.
Place the Tapered Jaw Set around the Adapter Setting Bar and secure it into the
tapered top of the LL-1 FPM Jack Assembly.
Connect the hydraulic hoses between the hydraulic power supply and the LL-1 FPM
Jack Assembly. See "Trapped Pressure".
OPERATION & Caution: The LL-1 Anchor Locking Kit is capable of pulling with forces up to 20,000 pounds. The
following precautions must be taken:
1. Never apply more than 2,000 psi to the unit.
2. Use appropriate safety equipment including but not limited to: steel toe work shoes,
leather work gloves, hard hats and safety glasses.
3. Do not stand in line with the Adapter Setting Bar or anchor rod during anchor locking.
9
Stand off to the side.
4. Keep hands, feet, clothing, and hydraulic hoses away from the base plate and tapered
jaw set during load locking.
5. Always designate one operator and one helper. The helper and the operator work
together to perform the set up, but only the operator performs the actual operation of the
LL-1 FPM Jack Assembly and proof testing the anchor.
6. Be sure to set the bypass valve on the LL-1 FPM 10 ton Jack Assembly to limit the
applied load to the desired value. The LL-1 FPM 10 ton Jack Assembly comes from the
factory pre set to 16,000-18,000 lbs. bypass at 8 gpm input flow rate.
After setup is complete, follow these steps to lock and test a Manta Ray anchor:
Step 1
Step 2
Step 3
Step 4
Start the hydraulic power source and activate the hydraulic flow to the LL-1 FPM Jack
Assembly. Set the hydraulic power source to achieve a minimum of 2.0 gpm and no
more than 8.0 gpm. 4-5 gpm is considered optimum.
Check to be certain that all hands, feet, clothing, hydraulic hoses, tools, etc. are away
from the base plate before activating the jack. During load locking, the base plate will
sink into the soil and can trap hands, feet, clothing, etc. See Caution #4 above.
Shift the control valve to the extended position (toward the jack body) to extend the jack.
During the stroke of the jack, observe the reading on the force gauge. It is common in
most soils that the reading will be below 5,000 lbs. for the first stroke. When the jack
reaches the end of its stroke it will stop automatically by virtue of internal stops. This is
called topping out. When the jack tops out the load indication on the gauge will increase
rapidly to the bypass setting but this is a false indication. Retract the jack by pulling the
valve handle away from the body. The Tapered Jaws should release by themselves. If
they do not release, tap the side of the tapered top of the jack with a hammer to get
them to release. Fully retract the jack. Lubricate the outside of the Tapered Jaw set
and the inside of the tapered top of the jack with any oil or lubricant and reset the
Tapered Jaws. Hydraulic oil works well as a lubricant for the Tapered Jaws.
Repeat Step 2 as required until either the required load is read on the gauge or the
minimum allowable depth of the anchor is achieved.
In some cases, 4-5 strokes of the load locker will be required to achieve the proper load indication
on the gauge. If the load requirement is not met, then a larger size anchor or a greater depth of
installation is required.
In some cases, a formal proof test is required after locking the anchor. This is usually done by
holding a constant load over a period of time and monitoring the deflection of the anchor rod. See
"Recommended Proof Test Method".
RECOMMENDED PROOF TEST METHOD
Please refer to Sketch #S20145, pg 15.
To achieve the best accuracy of load locking and proof testing, set the bypass valve on the jack to
the required proof test value prior to load locking or proof testing. This allows the operator to fully
shift the valve to the extended position while monitoring movement of the anchor without having to
worry about controlling the load by "feathering" the control valve. This method of load locking using
10
& I .
the LL-1 results in a load accuracy of+/-10% in the range of 5,000 to 20,000 lbs. If greater
accuracy is required or if the application is critical, then the user should have the LL-1 FPM jack and
power source combination calibrated by an independent test laboratory.
ADJUSTING THE BYPASS VALVE
Warning: The bypass valve setting is dependant upon the input flow and pressure. Care should
be taken to ensure that the flow and pressure applied by the hydraulic power unit are
the same as the one that will be used in service.
Step 1 Place the jack assembly on the floor, bench or ground without the base plate, tapered
jaws or adapter setting bar.
Step 2 Connect the jack to the same hydraulic power source that will be used in service for
locking anchors.
Step 3 Start the hydraulic power source and set the throttle at the same position that will be
used in service.
Step 4 Extend the jack to the top of its stroke. Keep the control valve shifted fully to the
extended position. The bypass valve will now be limiting the hydraulic pressure. You
can usually hear a screeching sound when the bypass valve is operating. Read the
bypass setting directly off the force gauge.
Step 5 If the bypass setting is not correct follow steps 6 through 10 to adjust it.
Step 6 Relieve the bypass pressure by retracting the jack about one inch.
Step 7 Refer to Sketch #S20274 Sheet 1, pg 16 for the location of the bypass valve adjusting
screw on the control valve. Loosen the lock nut using a 9/16" or adjustable wrench.
Step 8 Use the 3/16" hex driver provided in the Load Locking Kit to turn the adjusting screw.
Thread the adjusting screw in (clockwise when viewed from above) to increase the
bypass setting. Thread the adjusting screw out (counterclockwise when viewed from
above) to reduce the bypass setting. Repeat Step 4 to read the new bypass setting.
Step 9 Repeat steps 4 through 8 until the bypass setting is at the desired level.
Step 10 Tighten the lock nut.
OTHER POWER UNITS
Any compatible open center hydraulic power supply that supplies 2-8 gpm and up to 2,000 psi is
acceptable for use with the LL-1. Be sure that the hydraulic flow direction of the power unit
matches the "in" and "out" labels on the control valve on the LL-1 FPM 10 Ton Jack Assembly.
Reversed flow is a common problem and the symptoms of this are that the jack will not extend or
retract when the control valve handle is shifted.
Caution: LL-1 FPM Jack Assembly is a double acting jack designed to be operated with hydraulic
power sources capable of 2,000 psi maximum and 2 -8 gpm. If other power sources
are used, then the user does so at his own risk and it is highly recommended that the
user consult with a professional hydraulic supplier to determine that the combination is
safe and that the bypass valve on the LL-1 FPM is properly set.
11
TROUBLESHOOTING
Problem Probable Cause Solution
It is difficult or impossible There is pressure trapped in the jack See the "Trapped Pressure" section
to connect the hydraulic or hoses. of this manual.
couplers.
The jack does not The hydraulic flow has not been Turn on the hydraulic flow
extend. activated at the power source.
The hydraulic flow direction is Make sure that the pressure port
backwards. from the hydraulic power supply is
mated to the port on the LL-1 FPM
valve labeled "IN", and the return
(tank) port on the power source is
mated to the port on the valve
labeled "OUT". See Sketch
#S2027 4 Sheet 1, pg 16 for location
of the port labels on the valve.
The jack does not Hydraulic flow from the power unit is Open the throttle on the power
achieve the required too low. source to achieve higher flow rate.
load, but the anchor is If this does not solve the problem,
not moving. readjust the bypass valve. This is a
common problem with alternate low
flow rate power units.
The gauge shows a This is a characteristic of the The gauge reading will drop to zero
4,000 lb. load with the hydraulic design of the control valve when the circuit is deactivated, the
valve handle in the called trapped backpressure. hydraulic power supply is turned off
neutral position, but Backpressure from hydraulic flow is and the control valve handle is
there is no load on the trapped on both sides of the jack cycled back and forth between the
anchor piston and registers on the gauge "extend" and "retract" positions. Be
when the valve is shifted into the sure to follow this procedure prior to
neutral position. It does not affect disconnecting the hydraulic hoses.
the accuracy of the gauge reading if If the trapped back pressure is not
the procedure in "Recommended relieved prior to disconnecting the
Method of Proof Testing" is followed. hoses, the hydraulic couplers will be
The phenomenon manifests itself to difficult and sometimes impossible to
a greater degree at higher flow rates reconnect. See "Trapped Pressure".
like 5-8 gpm and is very evident If the gauge reading does not drop
when the jack is extended very to zero with everything turned off
quickly under no load. In this after cycling the valve, then the
situation, the backpressure and the gauge is defective and should be
internal friction of the jack add replaced.
together to produce high gauge
readings associated with the rapid
movement of the jack. It is virtually
nonexistent at lower flow rates like 1
-2 gpm.
TRAPPED PRESSURE
Trapped pressure can cause hydraulic couplers to become difficult, sometimes impossible to
connect by hand. This is a normal occurrence with almost all types of hydraulic tools and couplers.
The three most common sources of trapped pressure are:
1. Failure to relieve any trapped backpressure in the tool circuit prior to uncoupling hoses
from tools. This is avoided by cycling the tool control valves (on and off, up and down,
extend and retract, etc.) several times after turning off the hydraulic flow from the power
12
unit prior to uncoupling.
2. Sunlight heating the hoses and tools, especially dark colored items.
3. Uncoupling the hoses prior to turning off the hydraulic fiow from the power unit.
Proper practice when switching hydraulic tools will avoid trapped pressure:
Step 1 Turn the hydraulic fiow off at the power unit.
Step 2 Cycle the tool control valve off and on several times.
Step 3 Disconnect the hoses from tool #1.
Step 4 Connect the hoses to tool #2
If trapped pressure does occur, it must be relieved. Here are some suggestions:
1.
& Caution:
2.
3.
4.
Loosen a fitting very slowly and very carefully to allow some fiuid to leak out. This will
relieve the trapped pressure. The best choices for fittings are JIC or Flare fittings
because of their ease of loosening and tightening. If an 0-ring style fitting is used, be
sure to properly reposition the 0-ring prior to retightening the fitting or damage to the 0-
ring will occur and a new 0-ring will be required.
Hydraulic fiuid can spray out at very high velocities, which can cause injury. Always
cover the fitting to be loosened with a rag or other protection and always wear the
appropriate safety equipment especially glasses.
On the LL-1 FPM 10 ton jack the best choice is the JIC joint between the power input
hoses and the control valve. Refer to Sketch #S20274 Sheet 1, pg 16 items 4 and 6.
Repeated cycling of the control valve on the LL-1 FPM may reduce the pressure enough
to force couplers together.
Repeated attempts to connect a coupler may allow enough fiuid to leak out that the
connection can be made.
SPARE PARTS
Spare parts for the LL-1 Anchor Locking Kit are available from your Manta Ray distributor. Refer to
Sketch #S20053, pg 14 for the major component parts of the LL-1 Anchor Locking Kit. Refer to
Sketch #S20274 Sheet 1, pg 16 and Sheet 2, pg 17 for the plumbing components of the LL-1 FPM
10 ton Jack Assembly.
13
LL-1 ANCHOR LOCKING KIT
(#50127) SEE NOTE 1
LL-1 ASB ADAPTER SETTING BAR
(#50132)
LL-1TJ TAPERED JAW SET\ ---
(#50148) 'f1J
NOTE 1
INCLUDED IN KIT, BUT
NOT SHOWN: METAL
BOX FOR LL-1FPM (#50250)
HOLDS LL-1FPM,
LL-1TJ, MANUAL
AND 3/16 HEX DRIVER
(#50459) FOR BYPASS
VALVE ADJUSTMENT
BOX DIMENSIONS:
L=33" (84CM)
W=12"(31CM)
H=11"(28CM)
'--11---LL-1 FPM 10TON JACK ASSY
LL-1BP BASE PLATE
(#50134)
Sketch #820053
(#50141)
FORESIGHT
PRODUCTS Inc
~:... {303) 286-8955
LL-1
ANCHOR LOCKING KIT
JC: \FORSIGHT\SKETCHES\S200~JA
14
MEASURE ANCHOR DEFLECTION,_ ___ ___,
AT TOP OF LL-1ASB 'MTH
RESPECT TO A NDN ~OVING
REFERENCE POINT
TAPE MEASURE OR
ENGINEER'S SCALE
SEE NOTE 1
CONTROL V hL VE HANDLE--..,_
LL-1BP BASE PLATE
LARGE ANGLE IRON
CROSS ~EMBER
PROOF TEST PROCEDURE
1) SET BYPASS VALVE TO DESIRED
PROOF TEST VALUE
2) HOLD CONTROL VALVE COMPLETELY OPEN
3) MEASURE OEFliCllON AT BEGINNING AND
END OF REQUIRED TIME
4) SUBTRACT BEGINNING DEFLEC110N
FROM ENDING· DEFLEC.llON • .
5) THIS DIFFERENCE IS THE ANCHOR
MOVEMENT
6) COMPARE TO ALLOWABLE
MOVEMENT
NOlE 1) FOR NON CRITICAL
ANCHOR APPUCA TIONS
SOME INSTALLERS USE A TAPE MEASURE
AND MONITOR THE MOTION OF THE CYUNDER
SECllON VIE\'/
TO INDICATE ANCHOR MOVE~ENT. BE AWARE THAT SUP
BETWEEN THE JAWS hND THE LL-ASB OR SINKNG DF THE BASE
CAN BE A FALSE INDICATOR DF ANCHOR MOVEMENT.
Sketch #S20145
LL-1 ASB
ADAPTER SEmNG BAR
LL-1FPM JACK ASSY
TOWARD POLE
TO GE GUYED
SMALL ANGLE IRON
CROSS MEMBER
l<XT,
FORESIGHT
PRODUCTS inc
(303) 286-8955
15
12
4 01 Gl f SERIAL NUMBER
Sketch #S2027 4 Sheet 1
BY-PASS VALVE
ADJUSTING SCREW
21
@ NOT SHOWN: SEAL KIT
SEE SHEET 2
16
• THIS PARTS LIST IS FOR INFORMATION PURPOSES ONLY
AND IS NOT INlENDEO AS A SUBSTITUTIE FOR THE
PROPER PRODUCT STRUCTURE (BILL OF MATERIALS).
Sketch #S2027 4 Sheet 2
17
Setting Bat
1\
Holding Capacity Gauge
load locker Base
Hyd. Volve
IL,
' •''-
~""' ....-----------
Anchor Rod
Mania Roy Anchor
\ .. )
Figure 5
18
LL-2 MANUAL EARTH ANCHOR LOAD LOCKER OPERATION INSTRUCTIONS
SAFETY PRECAUTIONS
Warning: Before using the LL-2 to proof load or extract anchors be sure to adhere to all common
safety precautions used by every utility, cable TV company, contractor or construction
company. Hard hats, safety boots, and safety glasses must be worn.
Warning: All underground work requires proper location of hazards by qualified personnel. Never
use anchors and anchor locking mechanisms prior to proper location of underground
hazards.
FEATURES
1. The LL-2 manually operated load locker is a light duty unit designed especially for use
with the Manta Ray MR-3, MR-4, 88-SD, Duckbill88, and Duckbill138 anchors for load
locking operations.
2. This unit can also be used to extract anchors that have not been load locked. These
anchors can then be reused.
3. The LL-2 weighs only 65 pounds and is easily hand carried and operated by one man.
4. The unit can load lock anchors from 55 degrees to 90 degrees from the horizontal.
SPECIFICATIONS
Height 30" 1762 mm
Width and Length 11" x 28" 1279 mm x 711 mm
Jack Stroke I 5" /9"
Stroke with Stem Extended 127 mm 1229 mm
System Capacity 8000 lbs. I 3632 kgs.
Weight 65 lbs. 129.5 kgs.
Shipping Weight 73 lbs. I 33 kgs.
OPERATING INSTRUCTIONS
To operate the LL-2 follow in sequence the instructions listed below. Refer to the Parts Diagram
and Parts List to identify each part.
ANCHORLOADLOCKINGPROCEDURE
Step 1 For anchor rods with threaded ends: After the anchor has been driven to the desired
depth, attach appropriate eye nut (item 11 (part number EN-58U, EN-16, EN-20)) to the
anchor rod and tighten to snug position (or adequate thread engagement). Proceed to
Step 2.
For anchor rods with integral eyes: After the anchor has been installed to the desired
19
Step 2
Step 3
Step 4
depth, thread the rod clamp sling (item 11 (part number 001 OG02003)) through integral
eye. Proceed to Step 2.
For anchors with a cable loop: After the anchor has been installed to the desired depth,
proceed to Step 2.
Lift model LL-2 over the anchor rod or cable end and place in the optimum pull position.
This position will depend upon the angle of the anchor rod, ground slope, and
accessibility. The best position is usually with the pull direction toward the jack (Figure
1 ).
Figure 1
Release pressure on the jack to remove the slip hook (item 1 0) from the stored position.
Then connect the slip hook to the appropriate item 11 (part number EN-58U, EN-16,
EN-20, 001 OG02003). Remove any slack by repositioning the chain (item 9) on the eye
grab hook (item 8). For anchors with a cable end loop, attach the slip hook in the loop
and position the chain onto the eye grab hook.
Close hydraulic jack valve and begin raising jack. /?\ Warning: Keep hands and feet clear of base during all operations.
Note:
Step 5
Note:
Step 6
To assist in the speed of operation, the hydraulic jack has an ACME threaded stem for
raising the arm assembly (item 2) so that the LL-2 is approximately taut, and a small
amount of jacking is required.
With all components completely taut, observe the stability of the entire system. If the
system is in an unstable position, release hydraulic pressure and reposition the LL-2 to ·
create a stable stance when a load is applied. Repeat Step 4.
For ex1remely soft soil, use wood 2 x 4's placed beneath the heel and toe of the base to
increase the base footprint.
With continued pumping, the gauge will begin to register for the locking operation.
Pump the jack to the required lock off load. Note that the pressure gauge will decrease
until the anchor is completely turned. When the pressure gauge is constant with
continued pumping, the maximum proof load for the turned anchor has been obtained.
This maximum proof load is dependant on soil conditions.
20
Warning: Do not exceed the rated capacity of the anchor installed. Overloading may cause
serious injury. Consult your distributor or Foresight Products for anchor capacity.
Step 7 The gauge pressure to load ratio is a 1 to 1 correlation (i.e. 1000 psi on gauge indicates
1000 pounds on anchor, 3000 psi on gauge indicates 3000 pounds on anchor).
f--------;;!5,AO:J4 ---------j
1------;ill:!"IC-:}-------l
li:<>Cll.'l" H"ll FlU
"UI<Pil~--'-2
ll:.Cl'.-X.> ll>'ll J.{]~(
!14'xt?•-"!F" JJ:-If JX
,;J1~o!!!D FTG
~01,7 D•t:E:
nlH LL-.:.1
t----------27.4721}-----------j
Figure 2
?A~i NUl1.1U:::~. $C!/i::
Ll~ LOAD LOCKER
-
' t b... ~
;:: ~ m !
1.
-
' ! r-d
j ~
I I
fflAl</1'1Uil1 LOlli:> = iJDoo Jb.s
Pt£SSVI1.€. bUAGE
JNtnCAlE.S ANCHl)lt
LOAD
0
0
6£,11!> HOOK}
ir~--c.HAJIV
1M..,_-.suP ffiJ<JK
TO IWC~Ot.
Figure 3
21
ANCHOR EXTRACTION
Step 1
Step 2
For anchor rod operations: Before anchor is turned with drive rod still in place, install
the rod clamp (item 11 (part number RC-58U)) on the screw anchor rod and tighten as
required. Wrap the rod clamp sling (item 11 (part number 001 OG02003)) below the rod
clamp and between the bolts and connect the end loops to the slip hook (item 1 0)
(Figure 4). With LL-2 taut, pump the jack to remove the anchor. Reposition the rod
clamp on the anchor rod as required to extract the anchor.
For cable operations: Before the anchor is turned and with the drive rod still in place,
connect the end loop of the cable through the slip hook (item 1 0). With the LL-2 taut,
pump the jack to remove the anchor. If the anchor is too deep for LL-2 to ex1ract when
fully extended, collapse the jack and jack stem and thread cable through the eye grab
hook (item 8) or slip hook (item 1 0) and install two wire rope clips (item 11 (WRC-08,
WRC-10)) to the cable and tighten as required. Reposition the wire rope clips and
continue this procedure until the anchor is removed.
Warning: Do not exceed the rated capacity of the anchor during extraction operations.
Overloading may cause serious injury. Consult your distributor or Foresight Products for
anchor capacity.
1lt--OOlOG02003 -E:ID tc.:opS 'l'O S1...l:P B:OK
~-SS:J
Figure 4
22
PARTS LIST LL-2 MEDIUM CAPACITY MANUAL LOAD LOCKER
Ref. Drawing #5500 19
ITEM PART NUMBER DESCRIPTION
1 LL-2B Base Assembly for LL-2
2 LL-2A Arm Assembly for LL-2
3 LL-2J Jack Assembly for LL-2 w/HDL
LL-2J-1 Hydraulic Jack
LL-2J-2 Fitting -Jack to Hose
LL-2J-3 Hose
LL-2J-4 Fitting -Hose to Gauge
LL-2J-5 Gauge
4 B20-5.5-8 Bolt 5/8-11 x 5 Y:! GR8 Zinc
5 B20-3.5-8 Bolt 5/8-11 x 3 Y:! GR8 Zinc
6 B20-2.5-8 Bolt 5/8-11 x 2% GR8 Zinc
7 NUT-20-z Nut-5/8 UNC (3 required)
8 EGH12HT Eye Grab Hook 3/8 High Test
9 CHN-10-GHT Chain 5/16 Galvanized High Test
10 CSH10HT Clevis Slip Hook-5/16 High Test
11 TERMINATION ACCESSORIES
EN-58U Eye Nut for 5/8" Utility Rod
EN-20 5/8" Eye Nut
EN-16 11,'' Eye Nut
EXTRACTION ACCESSORIES
RC-58U Rod Clamp for 5/8" Utility Rod
0010G02003 Rod Clamp Sling
WRC-08 Wire Rope Clip-Y." (2 required)
WRC-10 Wire Rope Clip-5/16" (2 required)
12 0004G03804 Safety Cable
23
·-3,000 lbs .
. \ ....... ).
Figure 5
24
Steven 8 Brown. P.E.
Consulting Engineer
Structural Calculations
For
60' Wide x 135' Long Sprung Structure
Client: Sprung Instant Structures
Project: MacBain Properties, Ltd.
Structure
Rifle, Colorado
Engineer: Steven B. Brown, P.E.
4885 Riverbend Road, Suite B
Boulder, Colorado 80301
(303)442-2009
Project No. 08-050
Date: October 13, 2008
Page 1 of
Steven B Brown. P.E.
Consulting Engineer
Table of Contents
Description
Design Criteria
Material Summary and Design Capacities
Manual Calculations
Computer Analysis
Graphic Model
R e a cti o n s----------------------------------------------------------------A-1
Maximum Forces at Arch Members-----------------------------B-1
Maximum Forces at Spreaders----------------------------------C-1
Maximum Forces at Cable Bracing-----------------------------D-1
Geometry D ala--------------------------------------------------------E -1
Page 2
Page
Steven B Brown. P.E.
Consulting Engineer
Design Criteria:
Arch Spacing: 15ft
Building Code: 2006 IBC
ASCE 7-05
Design Loads:
Material:
Loadings:
Wind: 90 mph, Exposure C
Roof Utility Load: 2 psf
Roof Live/Snow Load: 8 psf
Ground Snow Load= 20 psf
Arches: 5" wide x 10" deep I shape, 6351-T6 Aluminum
Purlins: 4"x4" 6351-T6 Aluminum
Structural Bolts: SAE Grade 8
Steel Plate, Bars, Angles:CAN/CSA G40.21 44W
SWT = self weight of aluminum members
RFLD=uniform roof load, 1 psf
HRFD= 1 psf on half roof
HRF2= 1 psf on other half roof
IP=internal pressure, 1 psf
WO=Iongitudinal wind, 1 psf
W30=wind at 30 degrees from longitudinal, 1 psi
W60=wind at 60 degrees from longitudinal, 1 psf
W90=wind at 90 degrees from longitudinal, 1 psi
WFE=windward wind on flat end, 1 psf
LFE=Ieeward wind on flat end, 1 psf
Load Combinations
COM1=,1.0SWT + 3.4RFLD=DEAD LOAD
Page3
COM2=1.0SWT + 3.4RFLD + 8.0HRFD=DEAD LOAD+ 8 PSF ON HALF
ROOF
COM3=1.0SWT + 3.4RFLD + 8.0HRFD + 8HRF2 =DEAD LOAD+ 8 PSF
SNOW/LIVE LOAD ON FULL ROOF
COM4=0.6SWT + 1.4RFLD + 17.6W0+14.1WFE+8.8LFE= DEAD LOAD+
WO(LONG. WIND)
COM5=0.6SWT + 1.4RFLD + 17.6W30+12.2WFE+7.6LFE= DEAD LOAD+
W30
COM6=0.6SWT + 1.4RFLD + 17.6W60+ 7.0WFE+4.4LFE= DEAD LOAD+
W60
COM7=0.6SWT + 1.4RFLD + 17.6W90-12.3WFE+12.3LFE= DEAD LOAD+
W90(CROSS WIND)
Material Summary
Aluminum:
Beams
Chords
Angles
Purl ins
Tees
Plates
For 5"x1 0" Arch Section
A510 := 8.31 inA2
Aw510 := 2.81 inA2
1x := 134.73 inA4
ly := 10.94 inA4
Sx := 26.95 inA3
Sy := 4.38 inA3
Zpx := 30.76
rx := 4.02 in
ry:= 1.15in
6351-T6
6061-T6
Page 4
Fy = 37 ksi
Fu = 42 ksi
Fbu = 84 ksi
Fy = 35 ksi
Fu = 42 ksi
Fbu = 88 ksi
Fby = 58 ksi
Design Sheet for 6351-T6 Alloy
Properties:
E :~ 10155 ksi
Fy :~ 37 ksi
Fu :~ 42 ksi
Fey:~ 37 ksi
Fsy :~ 22 ksi
Fbpu :~ 88 ksi
Fbpy :~ 58 ksi
Buckling Constants
E~ 10,155 ksi
Fy~37 ksi
Fu~42 ksi
Fsy~22 ksi
Be~ Fey[ 1 +(~e;OrJ
Be~ 41.745
De:~ (Be\(Be\
5
10) E)
De~ 0.268
(
Be\
Ce :~ 0.41· De)
Ce ~ 63.947
Bt :~ Fey-~! + (Fey} J l 8.7
Bt ~ 45.756
I
Bt·(Bt\3
Dt :~ E)
4.5
Dt ~ 1.679
Ct ::::: I
r I J 3 Fey) Bp :~ Fey· I + _( --
11.4
Bp ~ 47.815
Bp·(Bp\2
E) Dp :~ ---'----"--
10
Dp ~ 0.328
Bp Cp :~ 0.41·-
Dp
Cp ~ 59.75
r I J 3 (Fey) Bb :~ 1.3-Fey-I + -
7
-
Bb ~ 70.997
Db:~ (Bb \(6Bb \
2
20) E)
Db~ 0.727
Bb Cb:~2·-
3-Db
Page 5
Btb := J.S.pJ I + (Fy) ~ J l 8.7
Btb = 76.757
Dtb = 5.579
2
Ctb := (Btb-Bt)
(Dtb-Dt)2
Ctb = 63.195
Safetv Factors
nu := 1.95
ny := 1.65
kc := 1.10
kx := 1.0
Lx := 23.\ ft
rx := 3.85
12 Sbx := kx·Lx·-Slenderness ratio
rx
Sbx = 74.494
Allowable Tension
Ftal := Fy
ny
Fta I = 22.424 ksi
Cb = 65.1
3 Fsy [
~I
Bs := Fsy· I + --)
9.3
Bs = 28.628
-
Ds :=
(
Bs\
2
(Bs) E)
10
Ds = 0.152
Bs
Cs := 0.41·-
Ds
Cs = 77.219
Fu
Fta2 :=-
nu
Fta2 = 21.538 ksi controls
Page 6
Slenderness Ralios for Columns
[Bc-(nu·~ l]
kc·ny) s 17 := "-----'------'-'"'
De
Sl7 =7.445
S27 := Cc
S27 = 63.947 For S17<Sbx<S27
For S27 < Sbx
Slenderness Ratios for Beams
Sill:= 1.2(Be-Fcy)
De
Sill = 21.273
S211 := 1.2·Cc
S211 = 76.737
Fey
Fcal := --
(kc·ny)
Peal = 20.386
Page 7
I·(Be-De·Sbx) Fca2 := ---'-------'-
nu
Fca2 = 11.183
2 E
Fca3 := 11: • (\ 2 jmSbx
F ca3 = 9.262 ksi
For fabric on one side only, purlin provides bracing of interior flange
kby := .5
Lby := 9.5 fl
12·.45
Sby := kby·Lby·--
ry
Shy = 22.304
0.45 accounts for effective ry
Allowable Compression in Bearns
Sby equals slenderness ratio in y direction
Fey
forSb</=S111 Fbl:=-
ny
Fbi = 22.424 ksi
S111 <Sbv<S211
y
Fb2 :~ (_I__\ (sc-De· kby· Lby llj
ny) 1.2·ry )
Fb2 ~ 18.6
Allowable Forces
Ta :~ A510· Fta2
Ta ~ 178.985 kips
Ca :~ Fca3· A 51 0
Ca ~ 76.968 kips
Sx Ma :~ Fb2·-
12
Ma ~ 41.772 ft-k for fabric on one side only
Sx Mal:~ Fbl·-
12
Mal ~ 50.361
·-(Zpxj am .-(0.6)· Sx) + 0.4
am ~ 1.085
Mal2 := am·Mal
Mal2 ~ 54.633 ft-k for fabric on both sides
Shear h/t ~7.375/.25~29.5
LimitinQ shear ratio for use of equation below
Svl :~ (Bs-Fsy)
1.25·Ds
Svl ~ 34.886 >29.5 okay
Page 8
Fsy
Va := Aw510·-
ny
Va = 37.467 kips
Arch Splice
Properties lxsplice := 39.03
Iysplice := 1.72
dsplice := 7.25
bsplice := 1.94
Zxsplice := 14.24
I. -:'::.x s2p::.l i:_::c.::.e -: Sxsp 1ce := -:-
(.5·dsplice)
Sxsplice = 10.767
Asplice := 5.22
Page 9
Awsplice := 2. 72
. ( Zxsplice \ asphce := 0.6· --. -) + 0.4
Sxsp!Jce
rxsplice := 2.74
tysplice := 0.57
Allowable Forces
Moment . . Sxsplice Mxspllceallowable := Fta2· asp !Ice·---
12
Mxspliceallowable = 23.065 ft-k splice at one side
2·Mxspliceallowable = 46.131 ft-k splice at two sides
Page 10
Shear Vspliceallowable := (:~}Awsplice
Vspliceallowablc = 36.267 kips splice at one side
Compression Peal = 20 .386 ksi
Tension
Psplicecompressallowable := Asplice·Fcal
Psplicecompressallowable = 106.413
Fta2 = 21.538
Psplicetensionallowable := Asplice·Fta2
Psplicetensionallowable = I I 2.431
kips splice at one side
splice at one side
3 1/2"x 3 7/8" Purlin
Ap := 2.97 . 2 m
rpy := 1.32 in
Lp := 15 ft
rpx := 1.31 in
kp := 0.65
kp Spy:= Lp· t2·-
rpy
Spy = 88.636 in
[Be-(nu _!2:_ \l
kc·ny )j Sp I := "'--------'c:-::.::....c~
De
Sp t = 7.445
2 E
Fpc := 1t · 2 nu·(Spy)
Fpc = 6.542
Cpc := Ap· Fpc
Cpc = t9.43 kips
A 5/8" dia Grade 8 bolt= 12.3 kips for
single shear, threads excluded from shear plane
Sp2 := Cc
Sp2 = 63.947
Allowable bearing against aluminum
tp := 0.5 inches
Fbpu
--= 37.607
(t.2·nu)
ksi
Fbpy = 35.152 ksi controls
ny
Fbpy .625·tp·--= 10.985 kips controls
ny
Page 11
Steven B Brown. P.E.
Consulting Engineer
Wind: 90 mph, Exposure C
Wind tunnel tests are 3 second gust
Maximum roof height = 26.2'
Avg rf hi = (26.2'-8')/2 +8' = I 7. I', say t 7'
ASCE 7-05 Table 6-3-----Kz= 0.87 at 17' above ground
Occupancy Category II or Ill per Table 1-1 of ASCE 7-05
Ow:= 1.0
Kz := 0.87
Kzt := 1.0
Kd := 0.85
Vw := 90 mph
Iw := 1.15
2 Pw := 0.00256-Gw·Kz·Kzt-Kd·(Vw) -Iw
Pw = 17.634 psf
Cq = accounted for in wind tunnel tests, therefore use 1 .0
P= 17.6 psf
Load Combination Coefficient= 17.6
Load Combination Coefficients for wind on flat end
Cp= 0.8 at windward wall, .8x 17.6= 14.1
Cp=0.5 at leeward wall, .5 x 17.6=8.8
At 90 degree wind use Cp= 0.7, .7x 17.6=12.3
At 30 degrees; .8x17.6xcos30 =12.2
.5x17.6xcos30= 7.6
At 60 degrees; .8x17.6xcos60=7.0
.5x17.6xcos60=4.4
Page 12
.8·17.6 = 14.08
.5·17.6 = 8.8
.7·17.6 = 12.32
.8·17.6-cos(30deg) = 12.194
5·17.6·cos(30deg) =7.621
.8·17.6-cos(60deg) = 7.04
.5·17.6-cos(60deg) = 4.4
Steven 8 Brown. P.E.
Consulting Engineer
Dead Load Calculations
Fabric: 2 oz/(8.5'"11") x (1#/16oz.)/(1sf/144 in'2) = 0.20 psf
x 2 layers
0.40 psf
Fiberglass batt insulation
1 0" x 0.1 psf/in = _LQ_Q§f
sum = 1.4 psf
Say 3.4 psi total dead weight, including 2. psi utility load;
does not include self weight of arches and purl ins.
Load Factor to apply to RFLD= 3.4/1 = 3.4
For anchor design use 1.4 when combined with wind.
Page 13
Steven B Brown. P.E.
Consulting Engineer
Maximum Forces in Arch
Load Comb 3 : Memb 364 M33 =21 .8 ft-k
P=6.9 k compression
M := 2!.8
P:= 6.9
Compare to Mallowable=53.2 ft·k
P allowable-tension= 179 k
p allowable-compress= ?B.9 k
Paa := 76.9
Pe := 76.9 k
Ma :~ 53.2
Pat:= 179
COM6, Member 544
P =4.6 k tension
M33 =20. 7 ft·k
M3 := 20.7
P3 := 4.6
,m,:= (~) + (M3)
Pat Ma
Okay
IR = 0.472 Okay
Okay
IR=0.4!5
Page 14
Steven B Brown. P.E.
Consulting Engineer
Maximum Forces in 4"X4" Spreader (3 1/2 x 3 7/8")
Maximum force in spreaders
COM4, member 419 = 3.9 kips compression
COM4, member 252 = 2.5 kips tension
Compare to Allowable compression in purlin = 19.4 kips at 15' span, okay
Allowable shear in 5/8" dia. Grade 8, single shear=12.3 kips
Allowable bearing = 11. kips
Okay
Maximum Force in 1/2" Diameter Cable
COM4, member 577 = 3.8 kips tension
Compare to Ultimate breaking strength = 13.3 tons = 26.6 kips
26.6 kips/3.8 kips = 7. okay
Page 15
Steven B Brown, P.E.
Consulting Engineer
Anchorage into asphalt or compacted grade
Maximum uplift =FZ=4.3 kips
Fy=t.2k
Fx=1.4 k
Load Combination COM6 at node 127
One MR3 + 2-3/4" dia x 5' long steel pins at each base
Uplift at each base is resisted by Manta Ray MR3 earth anchors
For 7' depth and soil unit wt = t 10 pet
For cone with 4.0' radius and 60 degree
sides
7
Page 16
---'---= 4.04t
tan(60-deg) 3/8" dia cable connects anchor to arch
breaking strength= 7.55tons = 15.1 kips
2 7. 4 3.t4·4 ·110·-= 1.289x 10
3
12894 SF:=--
4300
SF= 2.999 greater than 1.5 = okay
12894 lbs < 15100 lbs =controls
Maximum thrust = (2.4'2+2.2'2)'.5=3.3 kips with uplift =3.1 kips for COM5,
nodes 1, 21
Reference Agra Test Report
Average failure load for pins in thawed asphalt (2 pins per assembly) =43131bs.
Additional sliding resistance available through clamping action of MR3
anchors. As the base assembly tries to move the anchor system cable exerts
an increasing clamping force.
Provide one MR3 earth anchor+ 2-3/4" dia x 5' long
steel pins at each base.
Proof load for MR3 = 1.5 x 4.3 anchors= 6.5 kips per
anchor
------·-;------------------------------~
RAM Advanse
Condition: RFLD=1 PSF UNIFORM ROOF LOAD
z I_
y X
Page 17
Loading: RFLD
-----------------------
RAM Advanse
Condition: HRF=1PSF UNIFORM LOAD ON HALF ROOF
z I_
y X
Page 18
Loading: HRF
~----------------~-------------------------,
RAM Advanse
Condition: HRF2=1PSF UNIFORM LOAD ON OTHER HALF ROOF
z I_
y X
Page 19
Loading: HRF2
~----·---------------------------------------------
RAM Advanse
Condition: W90=WIND AT 90 DEGREES
z
I_
y X
. !
Page 20
Loading: W90
WO, W30, W60 Similar
Current Date: 10/12/2008 5:36 PM
Units system: English
_File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Data\mcbain-pro erties-60x105ft.adv
y
~X
/ ,,
'' I ,
Page 21
Model
Current Date: 10/12/2008 5:37PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Data\mcbain-propert'les-60x 1 OSft.adv
y
I z-x
Support Nodes
Z is positive up; i.e., out of page.
Reactions are based on global coordinate system shown.
Positive and negative values correspond to positive and negative directions of coordinate
system shown. Reference Section A for reactions.
Page 22
Support Nodes
Current Date: 10/12/2008 5:38 PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Data\mcbain-properties-60x105ftadv
y vx
z
Page 23
Nodes
Current Date: 10/12/2008 5:38PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Data\mcbain-ro erties-60x105fl.adv
y vx
z
Page 24
Members
A: Reactions
Current Date: 10/1212008 5:28PM
Units system: English
File name: C:\Users\Steve Brown\Documenls\Ramadvansedata\Data\mcbain-properties·60x1 OSfl.adv
Reactions
Direction of positive forces-and moments
Forces [Kipl
Node FX FY
Condition COM1 :1.0SWT +3.4RFLD
85 0.76253 0.00000
105 -0.76253 0.00000
43 1.27834 0.00000
63 -1.27834 0.00000
1 1.34326 -0.00022
21 -1.34320 ·0.00022
169 1.35652 0.00000
189 ·1.35658 0.00000
127 1.35652 0.00000
167 -1.35658 0.00000
42 -1.34320 0.00022
211 1.34326 0.00022
64 1.27834 0.00000
84 -1.27834 0.00000
106 0.76253 0.00000
126 -0.76253 0.00000
Analvsls RBSUIIS
Figure to left is to show that the coordinate system satisfies
the right hand rule. Reference page 22 for coordinate system
and support nodes. Positive FZ is an upward reaction
to a downward applied force. Negative FZ is a
downward (tension) reaction to an upward applied force.
REACTIONS ARE BASED ON SERVICE LOADS.
Moments fKip•ftJ
FZ MX MY MZ
1.66978 0.00000 0.00000 0.00000
1.66794 0.00000 0.00000 0.00000
2.81570 0.00000 0.00000 0.00000
2.81138 0.00000 0.00000 0.00000
3.01111 0.00000 0.00000 0.00000
3.00699 0.00000 0.00000 0.00000
3.09439 0.00000 0.00000 0.00000
3.09047 0.00000 0.00000 0.00000
3.09439 0.00000 0.00000 0.00000
3.09047 0.00000 0.00000 0.00000
3.00699 0.00000 0.00000 0.00000
3.01111 0.00000 0.00000 0.00000
2.81570 0.00000 0.00000 0.00000
2.81138 0.00000 0.00000 0.00000
1.66978 0.00000 0.00000 0.00000
1.66794 0.00000 0.00000 0.00000
-------------------------------------------------------------------------------------------------------------------------------------------------------------------------
SUM 0.00000 0.00000 42.33552 0.00000 0.00000 0.00000
Condition COM2:1.0SWT +3.4RFLD+8HRF
85 1.28049 0.00000 3.01631 0.00000 0.00000 0.00000
105 -1.28049 0.00000 2.12106 0.00000 0.00000 0.00000
43 2.25892 0.00000 5.37688 0.00000 0.00000 0.00000
63 -2.25892 0.00000 3.66148 0.00000 0.00000 0.00000
1 2.37832 -0.00022 5.71114 0.00000 0.00000 0.00000
21 -2.37932 -0.00022 3.90727 0.00000 0.00000 0.00000
169 2.39162 0.00000 5.79395 0.00000 0.00000 0.00000
189 -2.39062 0.00000 3.98940 0.00000 0.00000 0.00000
127 2.39162 0.00000 5.79395 0.00000 0.00000 0.00000
167 -2.39062 0.00000 3.98940 0.00000 0.00000 0.00000
42 -2.37932 0.00022 3.90727 0.00000 0.00000 0.00000
211 2.37832 0.00022 5.71114 0.00000 0.00000 0.00000
64 2.25892 0.00000 5.37688 0.00000 0.00000 0.00000
84 -2.25892 0.00000 3.66148 0.00000 0.00000 0.00000
106 1.28049 0.00000 3.01631 0.00000 0.00000 0.00000
126 -1.28049 0.00000 2.12106 0.00000 0.00000 0.00000
SUM 0.00000 0.00000 67.15500 0.00000 0.00000 0.00000
AI
A: Reactions
Reactions
Node
Forces fKioJ
FX FY
Condition COM3=1.0SWT +3.4RFLD+8HAF+BHRF2
85 1.80164 0.00000
1 05 -1.80164 0.00000
43 3.23684 0.00000
63 -3.23684 0.00000
1 3.41368 -0.00021
21 -3.41368 -0.00021
169 3.42591 0.00000
189 -3.42591 0.00000
127 3.42591 0.00000
167 -3.42591 0.00000
42 -3.41368 0.00021
211 3.41368 0.00021
64 3.23684 0.00000
84 -3.23684 0.00000
1 06 1.80164 0.00000
126 -1.80164 0.00000
SUM 0.00000 0.00000
FZ
3.46918
3.46785
6.22718
6.22247
6.61126
6.60706
6.69309
6.68914
6.69309
6.68914
6.60706
6.61126
6.22718
6.22247
3.46918
3.46785
91.97449
Condition COM4:,6SWT + 1.4RFLD+ 17.6W0+ 14.1WFE+B.BLFE
85 0.09933 0.01707 -0.25294
105 -0.09933 0.01222 -0.25453
43 0.32994 -0.01761 0.31087
63 -0.32994 -0.01686 0.29674
1 -1.37468 2.54792 -2.75833
21 1.36194 2.54484 -2.72778
169 -0.05014 2.50823 0.01915
189 0.05682 2.50492 0.00739
127 0.68565 2.46619 0.71323
167 -0.69234 2.46309 0.72026
42 -1.98119 -0.00446 3.27851
211 1.99393 -0.00439 3.31371
64 0.29900 -0.01774 0.05867
84 -0.29900 -0.01704 0.06780
106 0.04832 0.00396 -0.50692
126 -0.04832 0.00115 -0.50799
SUM 0.00000 14.99149 1.77785
Condition COM5:.6SWT + 1.4RFLD+ 17 .6W30+ 12 .2WFE+ 7 .6LFE
85 -1.43480 0.01595 -1.12367
105 0.88499 0.00964 -1.28876
43 -1.12311 -0.01405 -0.51262
63 0.60204 -0.01553 -0.68552
1 -2.38386 2.16115 -3.06851
21 2.25967 2.23343 -3.13495
169 -1.09240 2.13156 -0.54855
189 1.27741 2.20696 -0.89325
127 -0.58636 2.09399 -1.06904
167 1.49381 2.17204 -0.67868
42 0.50235 -0.00443 1.41642
211 0.66470 -0.00336 1.26884
64 0.07993 -0.01417 -1.07122
84 2.30235 -0.01569 -0.64421
106 -0.17642 0.00456 -1.69072
126 2.69009 0.00003 -1.26774
SUM 5.96040 12.96207 -14.99218
MX
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
o.ooooo
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
A2
Moments fKip'ftl
MY
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
MZ
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
A: Reactions
Reactions
Node FX
Forces fKioJ
FY FZ
Condition COM6:.6SWT + 1.4RFLD+ 17.6W60+7.0WFE+4.4LFE
85 -1.61078 0.00983 0.06694
105 1.02960 0.00636 -0.07512
43 -1.28769 -0.00738 0.61512
63 0.73694 -0.00808 0.46554
1 -2.14060 1.23776 -1.18317
21 2.15770 1.27196 -1.20490
169 -0.96860 1.23860 0.69090
189 1.10181 1.27165 0.56950
127 -1.23435 1.21097 -4.34656
167 1.35751 1.24531 -4.18243
42 0.31870 -0.00160 -2.53477
211 -0.06865 -0.00105 -2.58960
64 -0.64708 -0.00745 -3.52007
84 1.03749 -0.00817 -3.47131
106 -0.94418 0.00339 -4.28208
126 1.35619 0.00093 -4.24347
SUM 0.19401 7.46301 -29.22547
Condition COM7:.6SWT + 1.4RFLD+ 17.6W90-12.3WFE+ 12.3LFE
85 -2.60419 -0.03019 -0.38136
105 -1.56255 -0.02544 -1.32690
43 -2.22481 -0.00006 0.18045
63 -1.72399 -0.00018 -0.71105
1 -2.18205 0.01589 0.57400
21 -1.79853 -0.00046 -0.40923
169 -2.17193 -0.00459 0.61823
189 -1.80237 -0.00011 -0.36022
127 -2.17193 0.00459 0.61823
167 -1.80237 0.00011 -0.36022
42 -1.79853 0.00046 -0.40923
211 -2.18205 -0.01589 0.57400
64 -2.22481 0.00006 0.18045
84 -1.72399 0.00018 -0.71105
106 -2.60419 0.03019 -0.38136
126 -1.56255 0.02544 -1.32690
SUM -32.14085 0.00000 -3.63214
MX
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
A3
Moments rKip•ftJ
MY
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
MZ
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
0.00000
Page 8·1
Current Date: 10/12/2008 5:26PM
Units system: English
File name: C :\Users\Steve Brown\Documen ls\Ramadvansedata\Datalmcbain·properties-60x1 051t.adv
Aluminum Arch Analysts Resulls-Sx10 Arch
Maximum forces at members
Reterence page lor !A equations
l ~ ·s~oa,v2~~ I
[M22 [IR [IR
I I I
ltooslon ;
'" ·4.95 till[" 0.11875
.li ~V3 To<Sion ~ ·~
"---~ UE #VAl~
-
1•~-,}~ 0~ I
. ,, _, ~ -4.
'
MEMBER. ~ I I
IIKip'fll Kio"fll I .LUE!
.~ Min -6JI:J ·0.15
M" -6.51 0.1 ~
' ~ I ·v3 I fv¥c [Kip] [[Kip] [Kip] 'II]
M" ·2.31 0.53 ·= ).03
MEMBER 554 m Min ·2.: ·0.53 '·""' ' MEMBER~ ~ '
.
~ !
I I I
Min 2." -0.34
M" 'dj 1.95 ~u~ oillill 0.357846
I
[Kip[ [Kip] I #VALUE #VALUE
"' 1.43 ~ -14.1 0~
IT!
~ -1.66 ·20.72 ~95 ,,~
I ~ I T01,!on M22 ~. #VALUE!
!p] I ; I
M" ~ 20~ !.01 -0.,
[MEMBER 104
!.01
[Min 1.: ·0.28
Page c~1
Current Date: 10/12/2008 5:31 PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Data\mcbain-pn
Spreader Analysts Results 3.875x3.5" Spreader
Maximum forces at members
Condition: COM1=1.0SWf+3.4RFLD
Axial Shear V2 Shear V3 Torsion M22 M33
K; ·Ki K; Ki 'fl Ki 'It Kio'ft
MEMBER 623
Ma' -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
MEMBER 587
Ma' -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
Condition: COM2=1.0SWf+3.4RFL0+8HRF
Axial Shear V2 Shear V3 Torsion M22 M33
K; K; KiOf Kio'fl Ki 'It KiO'tt
MEMBER 623
Ma' -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
MEMBER 587
Ma' -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
Condition: COM3:1.0SWT+3.4RFLD+8HRF+8HRF2
Axial ShearV2 Shear V3 Torsion M22 M33
K; K; Kii)f Kio*ft Ki 'It K-il:i 0-lt
MEMBER 623
Ma' -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
MEMBER 587
Ma' I -0.02 0 0.05 0 0 0
Min -0.02 0 -0.05 0 -0.18 0
Condition : COM4:.6SWT + 1.4RFLD+ 17.6W0+ 14.1 WFE+B.BLFE
IAxial Shear V2 Shear V3 Torsion M22 M33
K; K; K; K; "fl Ki 'ft Kio'fl
MEMBER 252
Ma' I 2.46 0 0.03 -0.25 0 0
Min 2.46 0 -0.03 -0.25 -0.11 0
MEMBER 419
Ma' I -3.88 0 0.03 0.2 0 0
Min I -3.88 0 -0.03 0.2 -Q.11 0
Condition : COM5-.6SWT + 1.4RFLD+ 17 .6W30+ 12.2WFE+7.6LFE
Axial ShearV2 Shear V3 Torsion M22 M33
TrKiDl KTOf KfOl KID" II Kio'ft KID' It
MEMBER 244
Ma' 1.99 0 0.03 0.16 0 0
Min I 1.99 0 -0.03 0.16 -0.11 0
MEMBER 419
Ma' -3.46 0 0.03 0.16 0 0
Min -3.46 0 -0.03 0.16 -0.11 0
Condition: COM6:.6SWf+1.4AFLD+17.6W60+7.0WFE+4.4LFE
Axial ShearV2 Shear V3 Torsion M22 M33
K; K; K; Ki 'It Ki 'fl Ki 'It
MEMBER 252
Ma' 1.26 0 0.03 -0.16 0 0
Min 1.26 0 -0.03 -0.16 -0.11 0
MEMBER 419
Ma' -1.97 0 0.03 0.18 0 0
Min -1.97 0 -0.03 0.18 -0.11 0
Condition : COM7-.6SWT +1.4RFLD+17.6W90-12.3WFE+12.3LFE
Axial Shear V2 Shear V3 Torsion M22 M33
K; K; K; Ki 'It Ki 'II Ki 'It
MEMBER 261
Ma' 2.12 0 0.03 -0.02 0 0
Min 2.12 0 -0.03 -0.02 -0.11 0
MEMBER 262
Ma' 2.12 0 0.03 0.04 0 0
Min 2.12 0 -0.03 0.04 -0.11 0
Page D-1
Current Date: 10/12/2008 5:34PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Dala\mcbain-pn
Analysis Results: 1/2" Diameter Cable Brace
Maximum forces at members
I ;'M1=1 ~' '""' n I
i lfKip] IIKipf !Kip'111 IIK1p'111 !Kip'111
I Min -0.01
Min -0.01
' it II~ llKip]
'
JKip'11] >'111
~ -0.01
~ -0.
I ' I
!!Kip] Kip] IIK1p'111 '1Kip'111 llKip'111
' -0.
~ -0.
I ' •!4
I
IIKipJ '!Kip] KipJ 11Kip'111 i
77
3.79 -0,01
~ 3.76
I ' ~ I
II IIKipJ I f1Kip'111
2.99 -0,01
Min 3.51 -0.01
I ' I
IIKipJ [Kip] KipJ IIKip'11l I
598
1.
;15
i i "' I "-" l0-1
i ~ .,
59•
ax
610
Ia' l.04
E: Model Data
Current Date: 10/11/2008 5:23 PM
Units system: English
File name: C:\Users\Steve Brown\Documents\Ramadvansedata\Dala\mcbain-properties-60x1 05ft.adv
GLOSSARY
Cb22,Cb33
Cm22, Cm33
dO
DJX
DJY
DJZ
DKX
DKY
DKZ
dl
lg factor
K22
K33
L22
L33
LB pas
LB neg
RX
RY
RZ
TO
TX
TY
TZ
Nodes
Node
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
24
25
Nodes
Node
26
27
Goomotrv data
: Moment gradient coefficients
: Coefficients applied to bending term in interaction formula
:Tapered member section depth at J end of member
: Rigid end offset distance measured from J node in axis X
: Rigid end offset distance measured from J node in axis Y
: Rigid end offset distance measured from J node in axis Z
: Rigid end offset distance measured from K node in axis X
: Rigid end offset distance measured from K node in axis Y
: Rigid end offset distance measured from K node in axis Z
:Tapered member section depth at K end of member
: Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members
: Effective length factor about axis 2
: Effective length factor about axis 3
: Member length for calculation of axial capacity
: Member length for calculation of axial capacity
: Lateral unbraced length of the compression flange in the positive side of local axis 2
: Lateral unbraced length of the compression flange in the negative side of local axis 2
: Rotation about X
: Rotation about Y
: Rotation about z
: 1 =Tension only member 0 =Normal member
:Translation in X
:Translation in Y
:Translation in Z
X
!Ill
-29.995
-29.995
-29.2923
·27.2697
·24.2188
-22.6762
-21.1422
-13.4378
-5.7333
-1.2855
0.00
1.2855
5.7333
13.4378
21.1422
22.6762
24.2188
27.2697
29.2923
29.995
29.995
-29.2923
·27.2697
X
!Ill
-24.2188
·22.6762
y
!Ill
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
30.00
-15.00
·15.00
y
I III
-15.00
-15.00
z
[Ill
0.00
3.6508
7.6302
11.0711
13.4989
14.2929
15.0962
19.0937
23.1006
25.4097
26.076
25.4097
23.1006
19.0937
15.0962
14.2929
13.4989
11.0711
7.6302
3.6508
0.00
7.6302
11.0711
z
[Ill
13.4989
14.2929
Rigid Floor
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Rigid Floor
El
0
0
E: Model Data
28 -21.1422 -15.00 15.0962 0
29 -13.4378 -15.00 19.0937 0
30 -5.7333 -15.00 23.1006 0
31 -1.2855 -15.00 25.4097 0
32 0.00 -15.00 26.076 0
33 1.2855 -15.00 25.4097 0
34 5.7333 -15.00 23.1006 0
35 13.4378 -15.00 19.0937 0
36 21.1422 -15.00 15.0962 0
37 22.6762 -15.00 14.2929 0
38 24.2188 -15.00 13.4989 0
39 27.2697 -15.00 11.0711 0
40 29.2923 -15.00 7.6302 0
41 29.995 -15.00 3.6508 0
42 29.995 -15.00 0.00 0
43 -29.995 45.00 0.00 0
44 -29.995 45.00 3.6508 0
45 -29.2923 45.00 7.6302 0
46 -27.2697 45.00 11.0711 0
47 -24.2188 45.00 13.4989 0
48 -22.6762 45.00 14.2929 0
49 -21.1422 45.00 15.0962 0
50 -13.4378 45.00 19.0937 0
51 -5.7333 45.00 23.1006 0
52 -1.2855 45.00 25.4097 0
53 0.00 45.00 26.076 0
54 1.2855 45.00 25.4097 0
55 5.7333 45.00 23.1006 0
56 13.4378 45.00 19.0937 0
57 21.1422 45.00 15.0962 0
58 22.6762 45.00 14.2929 0
59 24.2188 45.00 13.4989 0
60 27.2697 45.00 11.0711 0
61 29.2923 45.00 7.6302 0
62 29.995 45.00 3.6508 0
63 29.995 45.00 0.00 0
64 -29.995 -30.00 0.00 0
65 -29.995 -30.00 3.6508 0
66 -29.2923 -30.00 7.6302 0
67 -27.2697 -30.00 11.0711 0
68 -24.2188 -30.00 13.4989 0
69 -22.6762 -30.00 14.2929 0
70 -21.1422 -30.00 15.0962 0
71 -13.4378 -30.00 19.0937 0
72 -5.7333 -30.00 23.1006 0
73 -1.2855 -30.00 25.4097 0
74 0.00 -30.00 26.076 0
75 1.2855 -30.00 25.4097 0
76 5.7333 -30.00 23.1006 0
77 13.4378 -30.00 19.0937 0
78 21.1422 -30.00 15.0962 0
79 22.6762 -30.00 14.2929 0
80 24.2188 -30.00 13.4989 0
81 27.2697 -30.00 11.0711 0
82 29.2923 -30.00 7.6302 0
83 29.995 -30.00 3.6508 0
84 29.995 -30.00 0.00 0
85 -29.995 60.00 0.00 0
Nodes
Node X y z Rigid Floor
(fl] (fl] (fll
··········-·----------------------------------------------------------------------.--------------------------------
86 -29.995 60.00 3.6508 0
87 -29.2923 60.00 7.6302 0
88 -27.2697 60.00 11.0711 0
89 -24.2188 60.00 13.4989 0
90 -22.6762 60.00 14.2929 0
91 -21.1422 60.00 15.0962 0
92 -13.4378 60.00 19.0937 0
93 -5.7333 60.00 23.1006 0
94 -1.2855 60.00 25.4097 0
95 0.00 60.00 26.076 0
96 1.2855 60.00 25.4097 0
E2
E: Model Data
97 5.7333 60.00 23.1006 0
98 13.4378 60.00 19.0937 0
99 21.1422 60.00 15.0962 0
100 22.6762 60.00 14.2929 0
101 24.2188 60.00 13.4989 0
102 27.2697 60.00 11.0711 0
103 29.2923 60.00 7.6302 0
104 29.995 60.00 3.6508 0
105 29.995 60.00 0.00 0
106 -29.995 -45.00 0.00 0
107 -29.995 -45.00 3.6508 0
108 -29.2923 -45.00 7.6302 0
109 -27.2697 -45.00 11.0711 0
110 -24.2188 -45.00 13.4989 0
111 -22.6762 -45.00 14.2929 0
112 -21.1422 -45.00 15.0962 0
113 -13.4378 -45.00 19.0937 0
114 -5.7333 -45.00 23.1006 0
115 -1.2855 -45.00 25.4097 0
116 0.00 -45.00 26.076 0
117 1.2855 -45.00 25.4097 0
118 5.7333 -45.00 23.1006 0
119 13.4378 -45.00 19.0937 0
120 21.1422 -45.00 15.0962 0
121 22.6762 -45.00 14.2929 0
122 24.2188 -45.00 13.4989 0
123 27.2697 -45.00 11.0711 0
124 29.2923 -45.00 7.6302 0
125 29.995 -45.00 3.6508 0
126 29.995 -45.00 0.00 0
127 -29.995 0.00 0.00 0
130 -29.995 0.00 3.6508 0
132 -29.2923 0.00 7.6302 0
134 -27.2697 0.00 11.0711 0
135 -24.2188 0.00 13.4989 0
138 -22.6762 0.00 14.2929 0
139 -21.1422 0.00 15.0962 0
141 -13.4378 0.00 19.0937 0
143 -5.7333 0.00 23.1006 0
146 -1.2855 0.00 25.4097 0
147 0.00 0.00 26.076 0
149 1.2855 0.00 25.4097 0
151 5.7333 0.00 23.1006 0
154 13.4378 0.00 19.0937 0
155 21.1422 0.00 15.0962 0
157 22.6762 0.00 14.2929 0
159 24.2188 0.00 13.4989 0
161 27.2697 0.00 11.0711 0
163 29.2923 0.00 7.6302 0
Nodes
Node X y z Algid Floor
If! I (It( [It)
-------------------------------------------------------------------------------------------------------------------
165 29.995 0.00 3.6508 0
167 29.995 0.00 0.00 0
169 -29.995 15.00 0.00 0
170 -29.995 15.00 3.6508 0
171 -29.2923 15.00 7.6302 0
172 -27.2697 15.00 11.0711 0
173 -24.2188 15.00 13.4989 0
174 -22.6762 15.00 14.2929 0
175 -21.1422 15.00 15.0962 0
176 -13.4378 15.00 19.0937 0
177 -5.7333 15.00 23.1006 0
178 -1.2855 15.00 25.4097 0
179 0.00 15.00 26.076 0
180 1.2855 15.00 25.4097 0
181 5.7333 15.00 23.1006 0
182 13.4378 15.00 19.0937 0
183 21.1422 15.00 15.0962 0
184 22.6762 15.00 14.2929 0
185 24.2188 15.00 13.4989 0
186 27.2697 15.00 11.0711 0
E3
E: Model Data
187 29.2923 15.00 7.6302
188 29.995 15.00 3.6508
189 29.995 15.00 0.00
211 -29.995 -15.00 0.00
212 -29.995 -15.00 3.6508
Restraints
Node TX TY TZ RX RY RZ
----------------------------------------------------------------------------------------------
1 1 0 0 0
21 1 0 0 0
42 1 0 0 0
43 1 0 0 0
63 1 0 0 0
64 1 0 0 0
84 1 0 0 0
85 1 0 0 0
105 1 0 0 0
106 1 0 0 0
126 1 0 0 0
127 1 0 0 0
167 1 0 0 0
169 1 0 0 0
189 1 0 0 0
211 1 0 0 0
Members
Members
Member NJ NK Description Section
41 43 44 Sprung 5x10
42 44 45 Sprung 5x10
43 45 46 Sprung 5x10
44 46 47 Sprung 5x10
45 47 48 Sprung 5x10
46 48 49 Sprung 5x10
47 49 50 Sprung 5x10
48 50 51 Sprung 5x10
49 51 52 Sprung 5x10
50 52 53 Sprung 5x10
51 53 54 Sprung 5x10
52 54 55 Sprung 5x10
53 55 56 Sprung 5x10
54 56 57 Sprung 5x10
55 57 58 Sprung 5x10
56 58 59 Sprung 5x10
57 59 60 Sprung 5x10
58 60 61 Sprung 5x10
59 61 62 Sprung 5x10
60 62 63 Sprung 5x10
61 64 65 Sprung 5x10
62 65 66 Sprung 5x10
63 66 67 Sprung 5x10
64 67 68 Sprung 5x10
65 68 69 Sprung 5x10
66 69 70 Sprung 5x10
67 70 71 Sprung 5x10
68 71 72 Sprung 5x10
69 72 73 Sprung 5x10
70 73 74 Sprung 5x10
71 74 75 Sprung 5x10
72 75 76 Sprung 5x10
E4
0
0
0
0
0
Material
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
Aluminum
dO
[in]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
dl lg factor
[in]
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 0.00
E: Model Data
73 76 77 Sprung 5x10 Aluminum 0.00 0.00 0.00
74 77 78 Sprung 5x10 Aluminum 0.00 0.00 0.00
75 78 79 Sprung 5x10 Aluminum 0.00 0.00 0.00
76 79 80 Sprung 5x10 Aluminum 0.00 0.00 0.00
77 80 81 Sprung 5x10 Aluminum 0.00 0.00 0.00
78 81 82 Sprung 5x10 Aluminum 0.00 0.00 0.00
79 82 83 Sprung 5x10 Aluminum 0.00 0.00 0.00
80 83 84 Sprung 5x10 Aluminum 0.00 0.00 0.00
81 85 86 Sprung 5x10 Aluminum 0.00 0.00 0.00
82 86 87 Sprung 5x10 Aluminum 0.00 0.00 0.00
83 87 88 Sprung 5x10 Aluminum 0.00 0.00 0.00
84 88 89 Sprung 5x10 Aluminum 0.00 0.00 0.00
85 89 90 Sprung 5x10 Aluminum 0.00 0.00 0.00
86 90 91 Sprung Sx10 Aluminum 0.00 0.00 0.00
87 91 92 Sprung 5x10 Aluminum 0.00 0.00 0.00
88 92 93 Sprung 5x10 Aluminum 0.00 0.00 0.00
89 93 94 Sprung 5x10 Aluminum 0.00 0.00 0.00
90 94 95 Sprung 5x10 Aluminum 0.00 0.00 0.00
91 95 96 Sprung 5x10 Aluminum 0.00 0.00 0.00
92 96 97 Sprung 5x10 Aluminum 0.00 0.00 0.00
93 97 98 Sprung 5x10 Aluminum 0.00 0.00 0.00
94 98 99 Sprung 5x10 Aluminum 0.00 0.00 0.00
95 99 100 Sprung 5x10 Aluminum 0.00 0.00 0.00
96 100 101 Sprung 5x10 Aluminum 0.00 0.00 0.00
97 101 102 Sprung 5x10 Aluminum 0.00 0.00 0.00
98 102 103 Sprung 5x10 Aluminum 0.00 0.00 0.00
99 103 104 Sprung 5x10 Aluminum 0.00 0.00 0.00
100 104 105 Sprung 5x10 Aluminum 0.00 0.00 0.00
Members
Member NJ NK Description Section Material dO dL lg factor
]in] [in]
···································································--·--···-··········-··················--·······························---·····--···············································-
101 106 107 Sprung 5x10 Aluminum 0.00 0.00 0.00
102 107 108 Sprung 5x10 Aluminum 0.00 0.00 0.00
103 108 109 Sprung 5x10 Aluminum 0.00 0.00 0.00
104 109 110 Sprung 5x10 Aluminum 0.00 0.00 0.00
105 110 111 Sprung 5x10 Aluminum 0.00 0.00 0.00
106 111 112 Sprung 5x10 Aluminum 0.00 0.00 0.00
107 112 113 Sprung 5x10 Aluminum 0.00 0.00 0.00
108 113 114 Sprung 5x10 Aluminum 0.00 0.00 o.oo
109 114 115 Sprung 5x10 Aluminum 0.00 0.00 0.00
110 115 116 Sprung 5x10 Aluminum 0.00 0.00 0.00
111 116 117 Sprung 5x10 Aluminum 0.00 0.00 0.00
112 117 118 Sprung 5x10 Aluminum 0.00 0.00 0.00
113 118 119 Sprung 5x10 Aluminum 0.00 0.00 0.00
114 119 120 Sprung 5x10 Aluminum 0.00 0.00 0.00
115 120 121 Sprung 5x10 Aluminum 0.00 0.00 0.00
116 121 122 Sprung 5x10 Aluminum 0.00 0.00 0.00
117 122 123 Sprung 5x10 Aluminum 0.00 0.00 0.00
118 123 124 Sprung 5x10 Aluminum 0.00 0.00 0.00
119 124 125 Sprung 5x10 Aluminum 0.00 0.00 0.00
120 125 126 Sprung 5x10 Aluminum 0.00 0.00 0.00
201 87 45 Sprung 3112 x 3 7/8 brace Aluminum 0.00 0.00 0.00.
202 45 3 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
204 24 66 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
205 66 108 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
211 124 82 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
212 82 40 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
214 19 61 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
215 61 103 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
221 90 48 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
222 48 6 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
224 27 69 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
225 69 111 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
231 121 79 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
232 79 37 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
234 16 58 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
235 58 100 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
241 92 50 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
242 50 8 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
244 29 71 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
245 71 113 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
251 119 77 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
E5
E: Model Data
252 77 35 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
254 14 56 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
255 56 98 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
261 94 52 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
262 52 10 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
264 31 73 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
265 73 115 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
347 169 170 Sprung 5x10 Aluminum 0.00 0.00 0.00
348 170 171 Sprung 5x10 Aluminum 0.00 0.00 0.00
349 171 172 Sprung 5x10 Aluminum 0.00 0.00 0.00
350 172 173 Sprung 5x10 Aluminum 0.00 0.00 0.00
351 173 174 Sprung 5x10 Aluminum 0.00 0.00 0.00
352 174 175 Sprung 5x10 Aluminum 0.00 0.00 0.00
353 175 176 Sprung 5x10 Aluminum 0.00 0.00 0.00
354 176 177 Sprung 5x10 Aluminum 0.00 0.00 0.00
355 177 178 Sprung 5x10 Aluminum 0.00 0.00 0.00
356 178 179 Sprung 5x10 Aluminum 0.00 0.00 0.00
357 179 180 Sprung 5x10 Aluminum 0.00 0.00 0.00
358 180 181 Sprung 5x10 Aluminum 0.00 0.00 0.00
Members
Member NJ NK Description Section Material dO dL lg factor
[in} [in]
-------.-------------------------------------------------------------------------------------------------------------.------------------------------------------------------------------------------
359 181 182 Sprung 5x10 Aluminum 0.00 0.00 0.00
360 182 183 Sprung 5x10 Aluminum 0.00 0.00 0.00
361 183 184 Sprung 5x10 Aluminum 0.00 0.00 0.00
362 184 185 Sprung 5x10 Aluminum 0.00 0.00 0.00
363 185 186 Sprung 5x10 Aluminum 0.00 0.00 0.00
364 186 187 Sprung 5x10 Aluminum 0.00 0.00 0.00
365 187 188 Sprung 5x10 Aluminum 0.00 0.00 0.00
366 188 189 Sprung 5x10 Aluminum 0.00 0.00 0.00
367 132 24 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
369 171 132 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
371 138 27 Sprung 3 112 x 3 7/8 brace Aluminum 0.00 0.00 0.00
373 174 138 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
375 141 29 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
377 176 141 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
379 146 31 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
381 178 146 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
417 187 19 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
418 184 16 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
419 182 14 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
454 127 130 Sprung 5x10 Aluminum 0.00 0.00 0.00
455 130 132 Sprung 5x10 Aluminum 0.00 0.00 0.00
456 132 134 Sprung 5x10 Aluminum 0.00 0.00 0.00
457 134 135 Sprung 5x10 Aluminum 0.00 0.00 0.00
458 135 138 Sprung 5x10 Aluminum 0.00 0.00 0.00
459 138 139 Sprung 5x10 Aluminum 0.00 0.00 0.00
460 139 141 Sprung 5x10 Aluminum 0.00 0.00 0.00
461 141 143 Sprung 5x10 Aluminum 0.00 0.00 0.00
462 143 146 Sprung 5x10 Aluminum 0.00 0.00 0.00
463 146 147 Sprung 5x10 Aluminum 0.00 0.00 0.00
464 147 149 Sprung 5x10 Aluminum 0.00 0.00 0.00
465 149 151 Sprung 5x10 Aluminum 0.00 0.00 0.00
466 151 154 Sprung 5x10 Aluminum 0.00 0.00 0.00
467 154 155 Sprung 5x10 Aluminum 0.00 0.00 0.00
468 155 157 Sprung 5x10 Aluminum 0.00 0.00 0.00
469 157 159 Sprung 5x10 Aluminum 0.00 0.00 0.00
470 159 161 Sprung 5x10 Aluminum 0.00 0.00 0.00
471 161 163 Sprung 5x10 Aluminum 0.00 0.00 0.00
472 163 165 Sprung 5x10 Aluminum 0.00 0.00 0.00
473 165 167 Sprung 5x10 Aluminum 0.00 0.00 0.00
478 163 187 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
479 157 184 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
480 154 182 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
517 1 2 Sprung5x10 Aluminum 0.00 0.00 0.00
518 2 3 Sprung 5x10 Aluminum 0.00 0.00 0.00
519 3 4 Sprung 5x10 Aluminum 0.00 0.00 0.00
520 4 5 Sprung 5x10 Aluminum 0.00 0.00 0.00
521 5 6 Sprung 5x10 Aluminum 0.00 0.00 0.00
522 6 7 Sprung 5x10 Aluminum 0.00 0.00 0.00
523 7 8 Sprung 5x10 Aluminum 0.00 0.00 0.00
524 8 9 Sprung 5x10 Aluminum 0.00 0.00 0.00
E6
E: Model Data
525 9 10 Sprung 5x10 Aluminum 0.00 0.00 0.00
526 10 11 Sprung 5x10 Aluminum 0.00 0.00 0.00
527 11 12 Sprung 5x10 Aluminum 0.00 0.00 0.00
528 12 13 Sprung 5x10 Aluminum 0.00 0.00 0.00
529 13 14 Sprung 5x10 Aluminum 0.00 0.00 0.00
530 14 15 Sprung 5x10 Aluminum 0.00 0.00 0.00
531 15 16 Sprung 5x10 Aluminum 0.00 0.00 0.00
532 16 17 Sprung 5x10 Aluminum 0.00 0.00 0.00
533 17 18 Sprung 5x10 Aluminum 0.00 0.00 0.00
534 18 19 Sprung 5x10 Aluminum 0.00 0.00 0.00
Members
Member NJ NK Description Section Material dO dl lg factor
[in] [in]
-------------------------------------------------------------------------------------------------------------------------------------------·-------------------------------------------------------
535 19 20 Sprung 5x10 Aluminum 0.00 0.00 0.00
536 20 21 Sprung 5x10 Aluminum 0.00 0.00 0.00
537 211 212 Sprung 5x10 Aluminum 0.00 0.00 0.00
538 212 24 Sprung 5x10 Aluminum 0.00 0.00 0.00
539 24 25 Sprung 5x10 Aluminum 0.00 0.00 0.00
540 25 26 Sprung 5x10 Aluminum 0.00 0.00 0.00
541 26 27 Sprung 5x10 Aluminum 0.00 0.00 0.00
542 27 28 Sprung 5x10 Aluminum 0.00 0.00 0.00
543 28 29 Sprung 5x10 Aluminum 0.00 0.00 0.00
544 29 30 Sprung 5x10 Aluminum 0.00 0.00 0.00
545 30 31 Sprung 5x10 Aluminum 0.00 0.00 0.00
546 31 32 Sprung 5x10 Aluminum 0.00 0.00 0.00
547 32 33 Sprung 5x10 Aluminum 0.00 0.00 0.00
548 33 34 Sprung 5x10 Aluminum 0.00 0.00 0.00
549 34 35 Sprung 5x10 Aluminum 0.00 0.00 0.00
550 35 36 Sprung SxiO Aluminum 0.00 0.00 0.00
551 36 37 Sprung 5x10 Aluminum 0.00 0.00 0.00
552 37 38 Sprung 5x10 Aluminum 0.00 0.00 0.00
553 38 39 Sprung 5x10 Aluminum 0.00 0.00 0.00
554 39 40 Sprung 5x10 Aluminum 0.00 0.00 0.00
555 40 41 Sprung 5x10 Aluminum 0.00 0.00 0.00
556 41 42 Sprung 5x10 Aluminum 0.00 0.00 0.00
558 3 171 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
559 6 174 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
560 8 176 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
561 10 178 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
568 35 154 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
569 37 157 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
570 40 163 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
571 169 132 Cable 12 Cable 12 0.00 0.00 0.00
572 127 171 Cable 12 Cable 12 0.00 0.00 0.00
573 171 134 Cable 12 Cable 12 0.00 0.00 0.00
574 132 172 Cable 12 Cable 12 0.00 0.00 0.00
575 172 138 Cable 12 Cable 12 0.00 0.00 0.00
576 134 174 Cable 12 Cable 12 0.00 0.00 0.00
577 174 141 Cable 12 Cable 12 0.00 0.00 0.00
578 138 176 Cable 12 Cable 12 0.00 0.00 0.00
579 182 157 Cable 12 Cable 12 0.00 0.00 0.00
580 154 184 Cable 12 Cable 12 0.00 0.00 0.00
581 184 161 Cable 12 Cable 12 0.00 0.00 0.00
582 157 186 Cable 12 Cable 12 0.00 0.00 0.00
583 186 163 Cable 12 Cable 12 0.00 0.00 0.00
584 161 187 Cable 12 Cable 12 0.00 0.00 0.00
585 187 167 Cable 12 Cable 12 0.00 0.00 0.00
586 163 189 Cable 12 Cable 12 0.00 0.00 0.00
587 134 172 Sprung 3 1/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
588 161 186 Sprung 31/2 x 3 7/8 brace Aluminum 0.00 0.00 0.00
589 1 171 Cable 12 Cable 12 0.00 0.00 0.00
590 169 3 Cable 12 Cable 12 0.00 0.00 0.00
591 3 172 Cable 12 Cable 12 0.00 0.00 o.oo
592 171 4 Cable 12 Cable 12 0.00 0.00 0.00
593 4 174 Cable 12 Cable 12 0.00 0.00 0.00
594 172 6 Cable 12 Cable 12 0.00 0.00 0.00
595 6 176 Cable 12 Cable 12 0.00 0.00 0.00
596 174 8 Cable 12 Cable 12 0.00 0.00 0.00
597 14 184 Cable 12 Cable 12 0.00 0.00 0.00
598 182 16 Cable 12 Cable 12 0.00 0.00 0.00
599 16 186 Cable 12 Cable 12 0.00 0.00 0.00
600 184 18 Cable 12 Cable 12 0.00 0.00 0.00
E7
E: Model Data
601 18 187 Cable 12 Cable 12
Members
Member NJ NK Description Section Material
----------------------------------------------------------·-----------------------------------------------------.----------------·----·-------
602 186 19
603 19 189
604 187 21
605 172 4
606 186 18
607 127 24
608 211 132
609 24 134
610 134 27
611 25 138
612 138 29
613 27 141
614 154 37
615 35 157
616 157 39
617 37 161
618 161 40
619 39 163
620 163 42
621 40 167
622 132 25
623 25 134
624 39 161
Orientation of local axes
Member
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
Rotation
[Deg)
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
90.00
Axes23
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Orientation of local axes
Member Rotation Axes23
[Deg)
69 90.00 0
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Sprung 3 1/2 x 3 7/8 brace Aluminum
Sprung 3 1/2 x 3 7/B brace Aluminum
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Cable 12 Cable 12
Sprung 3 1/2 x 3 7/8 brace Aluminum
Sprung 3 i/2 x 3 7/8 brace Aluminum
NX NY NZ
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
NX NY NZ
0.00 0.00 0.00
E8
0.00 0.00 0.00
dO dl Jg factor
[in) [in)
----------------------------------------------
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
0.00 0.00 0.00
E: Model Data
70 90.00 0 0.00 0.00 0.00
71 90.00 0 0.00 0.00 0.00
72 90.00 0 0.00 0.00 0.00
73 90.00 0 0.00 0.00 0.00
74 90.00 0 0.00 0.00 0.00
75 90.00 0 0.00 0.00 0.00
76 90.00 0 0.00 0.00 0.00
77 90.00 0 0.00 0.00 0.00
78 90.00 0 0.00 0.00 0.00
79 90.00 0 0.00 0.00 0.00
80 90.00 0 0.00 0.00 0.00
81 90.00 0 0.00 0.00 0.00
82 90.00 0 0.00 0.00 0.00
83 90.00 0 0.00 0.00 0.00
84 90.00 0 0.00 0.00 0.00
85 90.00 0 0.00 0.00 0.00
86 90.00 0 0.00 0.00 0.00
87 90.00 0 0.00 0.00 0.00
88 90.00 0 0.00 0.00 0.00
89 90.00 0 0.00 0.00 0.00
90 90.00 0 0.00 0.00 0.00
91 90.00 0 0.00 0.00 0.00
92 90.00 0 0.00 0.00 0.00
93 90.00 0 0.00 0.00 0.00
94 90.00 0 0.00 0.00 0.00
95 90.00 0 0.00 0.00 0.00
96 90.00 0 0.00 0.00 0.00
97 90.00 0 0.00 0.00 0.00
98 90.00 0 0.00 0.00 0.00
99 90.00 0 0.00 0.00 0.00
100 90.00 0 0.00 0.00 0.00
101 90.00 0 0.00 0.00 0.00
102 90.00 0 0.00 0.00 0.00
103 90.00 0 0.00 0.00 0.00
104 90.00 0 0.00 0.00 0.00
105 90.00 0 0.00 0.00 0.00
106 90.00 0 0.00 0.00 0.00
107 90.00 0 0.00 0.00 0.00
108 90.00 0 0.00 0.00 0.00
109 90.00 0 0.00 0.00 0.00
110 90.00 0 0.00 0.00 0.00
111 90.00 0 0.00 0.00 0.00
112 90.00 0 0.00 0.00 0.00
113 90.00 0 0.00 0.00 0.00
114 90.00 0 0.00 0.00 0.00
115 90.00 0 0.00 0.00 0.00
116 90.00 0 0.00 0.00 0.00
117 90.00 0 0.00 0.00 0.00
118 90.00 0 0.00 0.00 0.00
119 90.00 0 0.00 0.00 0.00
120 90.00 0 0.00 0.00 0.00
347 90.00 0 0.00 0.00 0.00
348 90.00 0 0.00 0.00 0.00
349 90.00 0 0.00 0.00 0.00
350 90.00 0 0.00 0.00 0.00
351 90.00 0 0.00 0.00 0.00
352 90.00 0 0.00 0.00 0.00
353 90.00 0 0.00 0.00 0.00
354 90.00 0 0.00 0.00 0.00
Orientation of local axes
Member Rotation Axes23 NX NY NZ
[Deg]
-------------------------------------------------------------------------------------------------------------------
355 90.00 0 0.00 0.00 0.00
356 90.00 0 0.00 0.00 0.00
357 90.00 0 0.00 0.00 0.00
358 90.00 0 0.00 0.00 0.00
359 90.00 0 0.00 0.00 0.00
360 90.00 0 0.00 0.00 0.00
361 90.00 0 0.00 0.00 0.00
362 90.00 0 0.00 0.00 0.00
363 90.00 0 0.00 0.00 0.00
364 90.00 0 0.00 0.00 0.00
E9
E: Model Data
365 90.00 0 0.00 0.00 0.00
366 90.00 0 0.00 0.00 0.00
454 90.00 0 0.00 0.00 0.00
455 90.00 0 0.00 0.00 0.00
456 90.00 0 0.00 0.00 0.00
457 90.00 0 0.00 0.00 0.00
458 90.00 0 0.00 0.00 0.00
459 90.00 0 0.00 0.00 0.00
460 90.00 0 0.00 0.00 0.00
461 90.00 0 0.00 0.00 0.00
462 90.00 0 0.00 0.00 0.00
463 90.00 0 0.00 0.00 0.00
464 90.00 0 0.00 0.00 0.00
465 90.00 0 0.00 0.00 0.00
466 90.00 0 0.00 0.00 0.00
467 90.00 0 0.00 0.00 0.00
468 90.00 0 0.00 0.00 0.00
469 90.00 0 0.00 0.00 0.00
470 90.00 0 0.00 0.00 0.00
471 90.00 0 0.00 0.00 0.00
472 90.00 0 0.00 0.00 0.00
473 90.00 0 0.00 0.00 0.00
517 90.00 0 0.00 0.00 0.00
518 90.00 0 0.00 0.00 0.00
519 90.00 0 0.00 0.00 0.00
520 90.00 0 0.00 0.00 0.00
521 90.00 0 0.00 0.00 0.00
522 90.00 0 0.00 0.00 0.00
523 90.00 0 0.00 0.00 0.00
524 90.00 0 0.00 0.00 0.00
525 90.00 0 0.00 0.00 0.00
526 90.00 0 0.00 0.00 0.00
527 90.00 0 0.00 0.00 0.00
528 90.00 0 0.00 0.00 0.00
529 90.00 0 0.00 0.00 0.00
530 90.00 0 0.00 0.00 0.00
531 90.00 0 0.00 0.00 0.00
532 90.00 0 0.00 0.00 0.00
533 90.00 0 0.00 0.00 0.00
534 90.00 0 0.00 0.00 0.00
535 90.00 0 0.00 0.00 0.00
536 90.00 0 0.00 0.00 0.00
537 90.00 0 0.00 0.00 0.00
538 90.00 0 0.00 0.00 0.00
539 90.00 0 0.00 0.00 0.00
540 90.00 0 0.00 0.00 0.00
541 90.00 0 0.00 0.00 0.00
542 90.00 0 0.00 0.00 0.00
543 90.00 0 0.00 0.00 0.00
544 90.00 0 0.00 0.00 0.00
Orientation of local axes
Member Aofation Axes23 NX NY NZ
[Deg]
--------------------------------------------------------------------------.-----------------------------.·--·------
545 90.00 0 0.00 0.00 0.00
546 90.00 0 0.00 0.00 0.00
547 90.00 0 0.00 0.00 0.00
548 90.00 0 0.00 0.00 0.00
549 90.00 0 0.00 0.00 0.00
550 90.00 0 0.00 0.00 0.00
551 90.00 0 0.00 0.00 0.00
552 90.00 0 0.00 0.00 0.00
553 90.00 0 0.00 0.00 0.00
554 90.00 0 0.00 0.00 0.00
555 90.00 0 0.00 0.00 0.00
556 90.00 0 0.00 0.00 0.00
-------------------------------------------------------------------------------------------------------------------
Hinges
EIO
E: Model Data
Node-J Node-K
Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL
---------------------------------····-------------------------------.---------------------------------------------------------------------------------------------
51 No 0 0 0 0 0 0 0 0
71 No 0 0 0 0 0 0 0 0
91 No 0 0 0 0 0 0 0 0
111 No 0 0 0 0 0 0 0 0
201 No 0 0 1 1 0 0 0 0
202 No 0 0 1 1 0 0 0 0
204 No 0 0 1 1 0 0 0 0
205 No 0 0 1 1 0 0 0 0
211 No 0 0 1 1 0 0 0 0
212 No 0 0 1 1 0 0 0 0
214 No 0 0 1 1 0 0 0 0
215 No 0 0 1 1 0 0 0 0
221 No 0 0 1 1 0 0 0 0
222 No 0 0 1 1 0 0 0 0
224 No 0 0 1 1 0 0 0 0
225 No 0 0 1 1 0 0 0 0
231 No 0 0 1 1 0 0 0 0
232 No 0 0 1 1 0 0 0 0
234 No 0 0 1 1 0 0 0 0
235 No 0 0 1 1 0 0 0 0
241 No 0 0 1 1 0 0 0 0
242 No 0 0 1 1 0 0 0 0
244 No 0 0 1 1 0 0 0 0
245 No 0 0 1 1 0 0 0 0
251 No 0 0 1 1 0 0 0 0
252 No 0 0 1 1 0 0 0 0
254 No 0 0 1 1 0 0 0 0
255 No 0 0 1 1 0 0 0 0
261 No 0 0 1 1 0 0 0 0
262 No 0 0 1 1 0 0 0 0
264 No 0 0 1 1 0 0 0 0
265 No 0 0 1 1 0 0 0 0
357 No 0 0 0 0 0 0 0 0
367 No 0 0 1 1 0 0 0 0
369 No 0 0 1 1 0 0 0 0
371 No 0 0 1 1 0 0 0 0
373 No 0 0 1 1 0 0 0 0
375 No 0 0 1 1 0 0 0 0
Hinges
Node-J Node-K
Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL
-------------------------------------------------------------------------------------------------------------------------------------------------.----------------
377 No 0 0 1 1 0 0 0 0
379 No 0 0 1 1 0 0 0 0
381 No 0 0 1 1 0 0 0 0
417 No 0 0 1 1 0 0 0 0
418 No 0 0 1 1 0 0 0 0
419 No 0 0 1 1 0 0 0 0
464 No 0 0 0 0 0 0 0 0
478 No 0 0 1 1 0 0 0 0
479 No 0 0 1 1 0 0 0 0
480 No 0 0 1 1 0 0 0 0
527 No 0 0 0 0 0 0 0 0
547 No 0 0 0 0 0 0 0 0
558 No 0 0 1 1 0 0 0 0
559 No 0 0 1 1 0 0 0 0
560 No 0 0 1 1 0 0 0 0
561 No 0 0 1 1 0 0 0 0
568 No 0 0 1 1 0 0 0 0
569 No 0 0 1 1 0 0 0 0
570 No 0 0 1 1 0 0 0 0
571 Yes 0 0 1 1 0 0 0 0
572 Yes 0 0 1 1 0 0 0 0
573 Yes 0 0 1 1 0 0 0 0
574 Yes 0 0 1 1 0 0 0 0
575 Yes 0 0 1 1 0 0 0 0
576 Yes 0 0 1 1 0 0 0 0
577 Yes 0 0 1 1 0 0 0 0
Ell
E: Model Data
578 Yes 1 1 0 0 1 1 0 0 0 0
579 Yes 1 1 0 0 1 1 0 0 0 0
580 Yes 1 1 0 0 1 1 0 0 0 0
581 Yes 1 1 0 0 1 1 0 0 0 0
582 Yes 1 1 0 0 1 1 0 0 0 0
583 Yes 1 1 0 0 1 1 0 0 0 0
584 Yes 1 1 0 0 1 1 0 0 0 0
585 Yes 1 1 0 0 1 1 0 0 0 0
586 Yes 1 1 0 0 1 1 0 0 0 0
587 No 1 1 0 0 1 1 0 0 0 0
588 No 1 1 0 0 1 1 0 0 0 0
589 Yes 1 1 0 0 1 1 0 0 0 0
590 Yes 1 1 0 0 1 1 0 0 0 0
591 Yes 1 1 0 0 1 1 0 0 0 0
592 Yes 1 1 0 0 1 1 0 0 0 0
593 Yes 1 1 0 0 1 1 0 0 0 0
594 Yes 1 1 0 0 1 1 0 0 0 0
595 Yes 1 1 0 0 1 1 0 0 0 0
596 Yes 1 1 0 0 1 1 0 0 0 0
597 Yes 1 1 0 0 1 1 0 0 0 0
598 Yes 1 1 0 0 1 1 0 0 0 0
599 Yes 1 1 0 0 1 1 0 0 0 0
600 Yes 1 1 0 0 1 1 0 0 0 0
601 Yes 1 1 0 0 1 1 0 0 0 0
602 Yes 1 1 0 0 1 1 0 0 0 0
603 Yes 1 1 0 0 1 1 0 0 0 0
604 Yes 1 1 0 0 1 1 0 0 0 0
605 No 1 1 0 0 1 1 0 0 0 0
606 No 1 1 0 0 1 1 0 0 0 0
607 Yes 1 1 0 0 1 1 0 0 0 0
608 Yes 1 1 0 0 1 1 0 0 0 0
609 Yes 1 1 0 0 1 1 0 0 0 0
610 Yes 1 1 0 0 1 1 0 0 0 0
Hinges
Node-J Node-K
Member TO M33 M22 V3 V2 M33 M22 V3 V2 TOR AXL
------------------------------------------------------------------------------------------------------------------------------------------------------------------
611 Yes 0 0 0 0 0 0
612 Yes 0 0 0 0 0 0
613 Yes 0 0 0 0 0 0
614 Yes 0 0 0 0 0 0
615 Yes 0 0 0 0 0 0
616 Yes 0 0 0 0 0 0
617 Yes 0 0 0 0 0 0
618 Yes 0 0 0 0 0 0
619 Yes 0 0 0 0 0 0
620 Yes 0 0 0 0 0 0
621 Yes 0 0 0 0 0 0
622 Yes 0 0 0 0 0 0
623 No 0 0 0 0 0 0
624 No 0 0 0 0 0 0
-----------------------.-----------------------------------------------------------------------------------------------------------------------------
El2
kta
structural engineers
SNOW LOADS
1. Introduction ·
Sprung Instant Structures Inc have been constructing Tension
Membrane Fabric Structures for over 30 years. During that period,
Sprung Instant Structures have refined the design of its structures
to take advantage of the structure's behavior to limit the amount of
snow on the structure. The structures use very low friction
materials, have unobstructed sliding paths and the structures
vibrate under light impulse. In light winds, or even when doors are
closed in a Sprung Structure snow will slide off the roof.
In the commentary for ASCE-7-02, it is recognized that "Glass,
plastic, and fabric roofs of continuously heated structures are
seldom subjected to much snow load because of their heat loss
causing snow melt and sliding. For such specialty roofs,
knowledgeable manufactures and designers should be consulted",
and the commentary continues wiith "Little snow accumulates on
warm air-supported fabric structures because of their geometry
and slippery surface".
This report presents the applicable ASCE-7 design proviSions for
snow loads, research in snow loads on slope surfaces, research on
the Sprung Structure's performance in high snow loads area,
observations of the behavior of structures in the field, and
recommendations for snow loading provisions when designing
Sprung Structures.
1
2. Code Snow Loads
I
The model design standard used in the United States of America for
loading is "Minimum Design Loads for Buildings and Other
Structures" (ASCE-7). The applicable provisions for Sprung
Structures are shown below. The sliding factor shown is applicable
for roofs composed of metal, slate, glass, and membranes
(bituminous, rubber or plastic).
• 200, 1001 10th Avenue 9/'1, calgary, Alberta T2R OB7 • T [403)165-4405 • F [403] 245-6545 • w..vw.lcta-eng.com
kta
structural engineers
ASCE-7 -Section 7
Pr = 0. 7 Ce Ct I p9 Cs
Pg
Ct
I
Ce
Cs
Ground Snow Load
Thermal Factor
Importance Factor
Wind Exposure Factor
Sliding Factor
File No.: 2004-005-063
8/5/2004
2
Ct = 0.85 to 1.20
I = 1.0
Ce = 0.9 to 1.1
1.0 > Cs > 0.0
Cs = 70° -a
65°
For warm slippery roofs (Fig 7-2)
Cs = 70°-a
55°
For cold slippery roofs (Fig 7-2)
Sprung Structures have a roof slope of 26°. The sliding factor
would be 0.68 for a warm slippery roof or 0.80 for a cold slippery
roof using ASCE-7 provisions. However research has found that
glass roofs retain less snow than metal roofs. Research on the snow
retention on sloping surfaces is discussed in the next section.
3.0 Research
3.1 Research in Canada
A considerable amount of research has been done on snow loads by
Dr. D. Taylor of the National Research Council of Canada in the
1970's and 1980's. Dr. Taylor has investigated snow
accumulations, heavy snow loads and snow sliding off roofs.
Dr. D. Taylor investigated the behavior of sliding snow on metal and
glass surfaces between 1973 and 1983. Dr. Taylor's research
indicated that snow slid off on cold glass surfaces at a much lower
roof slope, and that a sliding factor of less than 0.4 would be more
appropriate compared to the predicted values of 0.68 or 0.80 from
ASCE-7 for a 26° sloped glass roof. Dr. Taylor's paper is found in
Appendix "A".
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,.
~~ k!~ engineers
File No.:2004-005-063
8/5/2004
3
3.2 Work done for Sprung Instant Structures
In 1988 Sprung Instant Structures retained AGRA Earth &
Environmental Ltd. to find the coefficient of friction of the outer
membrane used on Sprung Structures. AGRA found that the coated
material used has a lower coefficient of friction than glass. The
summary of AGRA's tests is found in Appendix "B".
In 1996 Sprung Instant Structures Ltd. retained Campbell Woodall
and Associates Consulting Engineers Ltd. (CWA) to consolidate the
work on snow resistance of Sprung Structures done up to that time
and to verify the research of Dr. Taylor and AGRA. CWA checked
the past performance of 34 Sprung Structures at fifteen sites across
Canada. Daily snow falls and ground snow depths were obtained
for these sites from Environment Canada for the time period the
structures were in use. The snow depths and daily snow falls were
converted into an equivalent load using the same snow densities
that were used in developing the snow loads in the 1990 National
Building Code of Canada supplement. The results of CWA's findings
are shown in Tables 2 and 3. Past performance of Sprung
Structures indicate a sliding factor of 0.40 may be too high.
Table 2
Number of Months Structures Subjected Different Measured Ground
Snow Load;;
Measured
Ground 20 30 40 50 60 70 80 90 100 Maximum
Snow
Load [psf]
30' and
50' 633 264 169 64 32 12 7 3 2 110 psf
Structures
40', 60'
and 88' 183 113 70 40 29 29 29 22 22
200 psf
Structures
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kta
structural engineers
File No. :2004-005-063
8/5/2004
4
Table 3 List of Structures and Locations
Maximum
Measured
Size Location Period Ground Snow
Load
30' Whistler, B.C. 1987-1996 111 psf
50' St. John's, Nfld. 1991 -1996 54 psf
50' Sidney, N.S. 1985-1996 55 psf
50' Moncton, N.B. 1987-1996 56 psf
50' Quebec City, Que. 1987-1996 47 psf
50' Sept Illes, Que. 1987 -1996 35 psf
50' Goose Bay, Nfld. 1993-1996 72 psf
50' Gauge Town, N.B. 1981 -1996 54 psf
50' Kitimat, B.C. 1984 -1996 112 psf
40' Norman Wells 1990-1996 42 psf
40' Kitimat, B.C. 1984 -1996 112 psf
60' PosteMontagnais, 1988-1996 100 psf Que
60' Moncton, N.B. 1987 -1996 56 psf
60' Inuvik, N.W.T. 1990 -1996 47 psf
60' Sparwood, B.C. 1982-1996 33 psf
60' Roger's Pass, B.C. 1983 -1996 200 psf
88' Goose Bay, Nfld. 1990-1996 59 psf
88' Ottawa, Ontario 1987-1996 61 psf
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kta
structural engineers
File No.:2004-005-063
8/5/2004
5
4.0 Behavior of Sprung Structures in the Field
Monitoring the behavior of structures in the field is important.
Observations of full size structures provide a clearer understanding
of how the structures behave under different environmental
conditions that would not be possible from experimental work. The
photographs in Appendix C give indications of the structures'
behavior under different conditions.
Sprung Structures have been erecting structures in areas with
ground snow loads up to and over 200 psf since 1972. In all of
these situations the structures have not shown any structural
distress and have performed well despite the fact that these
structures have a capacity to only resist roof loads of 9 psf to 19
psf.
Photographs C-1 and C-2 show a structure in Karsen, B.C. while
photograph C-5 was taken at Snowqualmie Pass, Washington State,
C-7 Vail, Colorado and C-8 Colorado Springs, Colorado.
Photographs C-2 to C-4 and C-6 show the amount of snow that has
slid off the roof of the structures. Please note the lack of snow on
these structures.
Field observations have indicated that Sprung Structures release
snow under very low snow falls (4 inches of snow). Photograph C-9
and C-10 show two structures releasing snow after a very light
snow fall. At most, the snow build up will be from 6 to 10 inches
prior to sliding off.
Another behavior observed, is when there is a large snowfall and
rainfall immediately afterwards. It was observed that most, if not all
of the snow released off the Sprung Structure prior to the rain fall
and if there was still some snow, the snow released as soon as the
rain occurred. In the Christmas snowstorms of 1997 in British
Columbia and Washington State, 3 inches of rain occurred after a
24-inch snowfall. Sprung Structures performed well while a
number of other types of building did not. What pictures cannot
show are the effects of wind causing the structure to vibrate
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File No.:2004-005-063
8/5/2004
6
(flutter) and the snow releasing off the roof due to the vibration.
Sprung is now installing canopies over doorways to protect people
from sliding snow, which is readily released, from the roof. Sprung
has a video of this occurring with a Structure in Washington State.
Table 3 lists structures installed in higher snow load areas and
Appendix D has letters attesting to Sprung Structures' performance
in different parts of North America.
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5. Conclusions
File No. :2004-005-063
8/5/2004
7
.1 The slope factors calculated in the design standard ASCE-
7-02 do not reflect the performance of unobstructed
slippery surface of Sprung Structures. ASCE-7-02
equations predict much higher roof snow loads being
imposed on Sprung Structures than field observations
would indicate .
. 2 Past history of Sprung Structures indicates that the
structures shed snow and can be used in high snow load
areas.
Structures have been installed in high snow areas (such as
the Roger's Pass, B.C. and Alaska) for a period of many
years and have performed well, even when, the measured
ground snow depths and the predicted roof loads far
exceeded the roof capacity of the Structure .
. 3 Past history with Sprung Structures indicates the
structures perform well in areas of high winter rainfall in
combination with snow. Examples being, Kitimat B.C. or
Seattle, Washington State where structures must be able
to support 200 psf of ground snow in combination with 3"
of rain .
.4 It is likely that the maximum snow load that a Sprung
Structure has to resist is under 6.0 psf no matter where
the structure is located provided the snow is cleared away
from the perimeter of the structure.
David P. Thompson, M.Sc., P.Eng.
Kta Structural Engineers Ltd.
• 200, 100110th Avenue SW,Calgary,Aiberta T2R OB7 a T (403] 265-4405 • F [403]245-6545 • www.kta-eng.com
Snow on sloping roofs
Inclined glass and metal roofs have become very popular in the last 20
years -and a few have become very unpopular because of their problems.
Designers as a matter of course account for the snow loads but have often
forgotten that snow and ice on slippery sloping roofs may slide off. endangering
people and property below.
In 1974 [survey No. 4) sLx inclined metal and asphalt shingled roofs
[Fig. 2) were built Ln a sheltered wood lot at the NRC in Ottawa to study the
Lnfluence of slope and surface roughness on the snow loads [Taylor 1985). The
roofs were 2.4 x 2.4 m. north facing. sheltered from the wind. and had slopes
from 0 to 60°. Three were prepainted steel and three asphalt-shLngled. In the
following years tlve more roofs. including two of glass at 20 and 35° slopes (Fig
3). were added to the site as shown in Table l.
Figure 2. Tl1e 6 original sloping roors during heavy snow 1976 -fronl to back 20°
rn. 35° m&a. 50° m&a. 60' a lm = melal. a= asphalt)
Figure 3. Snow on a 35° and. at lhe rear. a 20° sloped glass roof. The snow on
lhe ·20° roof is just beginning to creep off lhe roof. whereas the 35°
glass roof has slid a number or times.
Table 1. Experimental roofs at sloping roof site
Slope from Horizontal
Year of Green Pre-Green Asphalt Glass Years of
installation Painted Steel Shingles Record
1974 20°, 35°, 50° 35°, 50°, 60° -12
1977 oo --9
1979 100 20° -7
1983 --20°, 35° 3
Snow depths and densities were measured weekly (Taylor 1987). As a
result of this survey and corroborating surveys in the USA (Sack 1988),
changes were made to the 1990 NBC to allow reduced design loads on slippery
sloping roofs where the snow could slide· off entirely (Fig 4). The interesting
point was that although the survey was focussed on improving design loads in
the NBC, engineers, architects and the public were much more concerned
about problems due to falling snow and ice; there was an avalanche of
0.9 c s
5
• PREPAINTED STEEL ROOFING
o ASPHALT SHINGLES
t GLASS ROOFS ----
1990 NBC FOR
SHELTERED ROOFS
1990 NBC
FOR SLIPPERY
SLOPING ROOFS
0 ~~--~--~--~--~~~~--~--~
0 10 20 30 40 50 60 70 80 90
ROOF SLOPE, Deg
1.0 UV">
.
0.9 ~
0
0.7 z
0.6 ~
~ u
0.5 =:1
0
~
0,4 ~
~
~
0.3 0
0.2
0.1
0
~
~
Figure 4. Data from 197 4-1986 plotted versus ratio of roof load to National
Building Code ground loads. Axis on right is the slope reduction factor
Cs. At 50' there were many measurements of zero snow on the steel
roofs.
enquiries! Many had been caught unaware. The following are some anecdotal
cases:
l. In one instance, owners of a row of asphalt-shingled condominium
townhouses had them reroofed with metal. From the first snowfall,
snow was avalanching onto their front walks, their driveways and
their cars; they could not let their children play outside due to the
danger.
2. In another a new arena occupying an entire city block was not
accepted by the U\mer because snow and lee were falling onto the city
sidewalks around the building. They apparently needed a mile of
snow fences (and ultimately perhaps a mile of gutters too).
3. At a building on the east coast, snow and lee were accumulating, then
sliding off sloping aluminum window sills on a multi-storey building
and falling to the streets below, creating a hazard. A slmllar situation
HARDY BBT LIMITED REPORT
Hardy BBT Limited
CONSULTING ENGINEERING & PROFESSIONAL SERVICES
Our Prefect No.
Your Relerence No. Karch 26, 1966
CA00538
Sprung Instant Structures Ltd.
1001 -lOth Avenue SH
Calgary, Alberta
T2R 087
Attention: Hr. P. Bos
Dear Sir:
Subject: Tedlar and Herculite Fabrics
Friction Coefficient Hith Snow
At the request of Hr. W. Babowal of Babowal Builders & Engineers
Ltd., two fabrics were tested. The purpose of testing was to
determine the coefficient of friction between snow and each fabric.
Tests were conducted at two temperatures, -!SoC and -loe using a
walk-in freezer. A Karol-Warner Direct Shear Machine was used to
measure the test parameters.
The fabrics were cut and glued to a movable shear table. Snow was
then placed in a collar which was held stationary with respect to
the fabric and table. Hormal {vertical) loads were applied to the
snow/collar assembly and a lateral force applied to the movable
table. Two lateral forces per test were recorded, the maximum force
required to initiate motion and the force required to maintain
constant velocity. These are the static and kinetic friction forces
respectively. Three normal loads were applied for each test
sequence. The fabrics orientations were varied with respect to the
direction of the motion. Direction one is perpendicular to direction
two. The friction coefficients were calculated by dividing the
lateral force by the normal force on the snow.
The results are presented below. These are average values of the the
three normal loads per test. 'S' designates the static coefficient
while 'K' designates the kinetic coefficient.
FABRIC
Tedlar
ORIEHT.
1
TEST @ -15oC
s = 0.12
K = 0.10
TEST @ -loe
5 = 0.02
K < 0.01
2 5=0.06 S=O.Ol
K=0.06 K<OOl
219 _ 18 STREET S.E, CALGARY, ALBERTA T2E 6J5 TELEPHONE (403) 248-4331 TELEX' 031126717 FAX: (403) 248-2188
GEOTECHNICAL AND MATERIALS ENGINEERING -ENVIRONMENTAL. MATERIALS AND CHEMICAL SCIENCES
BONNYVILLE CALGARY EDMONTON FORT McMURRAY KAMLOqPS LETHBRIDGE LLOYDMINSTER MEDICINE HAT
PEACE RIVER PRINCE ALBERT PRINCE GEORGE REO DEER REGINA SASKATOON VANCOUVER
9 Hardy BBT Limited
CONSULTING HJ(;ItiHAitlG & PAO~ESSIOtJAL SERVICES
-2 -
Herculite 1 5 = 0.11 s = 0.02
K = 0.09 K = 0.01
2 5 = 0.12 5 = 0.02
K = 0.10 K = 0.02
The friction coefficient at -1oC is approaching zero. This is likely
caused by water, in equilibrium with snow, acting as a lubricant
thereby reducing the frictional forces. At O•C or greater, the
friction would be zero since water cannot take shear.
The Tedlar fabric's coefficient is related to the stitching
orientation. This results from the surface smoothness which is
greatest parallel to the main chords and lowest perpendicular to
theses chords.
To summarize, the maximum static coefficient is 0.12 on the Tedlar
and Herculite fabrics. The minimum friction coefficient on the
Tedlar fabric is 0.06 as discussed above.
We trust the above is all that is required. Should you have any
questions, please do not hesitate to call Jeff Small at 248-4331.
Yours truly,
B~T Liaited
JS:ww
D
cc: Hr. w. Bobowal
c/o Babowal Builders & E~Ltd.
108, 208 -57th Avenue SW
Calgary, Alberta
HBT AGRA Limited
Engineering & Environmental Services
CA-10506
3 June, 1994
Sprung Instant Structures Ltd.
1001-10'h Avenue S.W.
Calgary, Alberta
T2R OB7
Attention: Mr. Peter Bos
Dear Sir:
RE: ''Tedlar" Fabric Frictional Testinll
221 • 18 Street S.E.
Calgary, Alberta
T2E 6JS
Tel (403) 248-4331
Fax(403)248-2188
Telex: 03·821886
THE ALBERT.~
BUSINESS AWARDS
OF U/ISTJNCTIO:-:
1993
Further to our test report, dated March 28 1988, regarding friction factor testing of your
''Tedlar" fabric under snow loading, Mr. Kase Vanden Ende, P.Eng. of Structural Design
Associates Inc. (Lynnwood, Washington, U.S.A) has requested a review of calculations
incorporating this data.
As stated in our report, testing of the fabric at -1 oc under a snow load gave a static friction
factor of 0.01. Mr. Vanden Ende has used this value in determining if snow will rest on a
''Tedlar" fabric roof with a 26° pitch. The attached diagram summarizes Mr. Vanden Ende's
calculations.
It is the opinion of HBT AGRA Limited that, although the calculations may be simplistic,
they are accurate in estimating the forces expected.
We thank you for the opportunity to assist you with this project. Please contact the
undersigned if we can be of further service.
0 AG RA
Earth & EnVIfonmental Group
"' U1 r·-
·i.• .::;.
r-
·.J)
U1
('l
"
• 7J
' w
I
' ,,
7J
'
,,,
'·" ,,
"
FRICTIONAL ANALYSIS Of-1 SOU/:>J~[ FOOT OF ROOF :________
DESIGN SNOW LOAD -25 PSF
V) rn
_J
DIRECTIONAL LOADS
COS (26) x 25 LBS 22.5 LBS
SIN (26) x 25 LBS 11.0 LBS
FRiCTIONAL RESISTANCE
2l.j U::3S x 0.01 = 0.225 LBS
"TEDLAR" FABRIC
FRICTION FACTOR = 0.01 @ -1oC
SPRUNG INSTANT STRUCTURES LTD.
HBT AGRA Limited
Engineering 4" Environmanfol Servicas SDA SNOW LOAD FRICTION CALCULATION
cxxxxxx
PICTURES
~· ... ~
Karsen, BC (Photograph C-1)
Karsen,BC (Photograph C-2)
Jefferson County, Kentucky (Photograph C-3)
Park City, Utah (Photograph C-4)
Snowqualmie Pass -SkiResort located at the summit,
Washington State (PhotographC-5)
30' Structure-Calgary, Alberta, Canada (Photograph C-6)
Vail, Colorado -70' x 130' (Photograph C-7)
Colorado Springs, Colorado-60' x 100' (Photograph C-8)
Calgary, Alberta Ground Snow Load 19 psf
Picture taken one day after 4" snowfall
Note: Evidence ofsnow sliding from roof
(Photographs C-9 and C-1 0)
Interior British Columbia (Photograph C-11)
Proper SnowCiearance (Photograph C-12)
LETTERS
July B, 1994
Keri Sprung Avery
Sprung Instant Structures
123 Townsend Street, Suite 375
San Francisco, CA 94107
To Whom It May Concern:
Recently we purchased a 60 1 x 100 1 Sprung Ius1:,~1.t, fjtructure
which is used to store equipment in Cripple Creek, ··cot'· Elevation
9, 494. The design snow load for,. i;,g~~ .. }~;r:ea is 40, _ibs 'per· square
feet. 1'he structure has performed·" ·perfectly; . l':>y~,. shedding .. ' all
snowfall and standing in high winds dur:ing wint.er · · :
Yours
'•. ·.,
··.:.-J:. • .' -~'-
.•'i -~·~:
."\
jUL 1..-f ''='<4 Ul;.:ibt"l'l Wt11~1 IIIII -:::.1'..1. ....,•A•,r
WHISTLJ:;R
~OUNTA N
June 21, 1994
To Whom it May Concern:
We have had a 30ft. wide by 40ft. long Spring Instant Structure in place at out our ski
resort since 198 7, ·
During the !993/94 seaSon we received approximately 326 em. (128 inches of snow).
The design snow load for Whistler, B.C.,M per the National Building Code of Canada, is
180 pounds per square foot.
During the past five years of use, our Sprung Structure has consisitently shed all snowfall
off the roof of the structure and has functioned very effectively for Whistler Mountain Ski
Corporation as a ski camp and Olympic Station.
Yours truly,
~-··
Manager Building Maintenance
WHISTLER MOUNTAIN SKI CORPORATION
RT/vli
.... \
Whistler Mount.tirt Ski Corpor:u:ion
P.O Box 6 7, Whirrltr, Brili<b Columbia, Canad.,, VON lBO
Phone: (604) 9.32-.3210 Fauuniu: (604) 93 2-6374
"'"·' ... ,
Mr. Jeffrey Williams
Sprung Instant structures
5000 Tilghman St.
Allentown PA 18104-9102
Janu~ry 23, 1996
Re: Perfonnance of Sprung Instant Structures in Utica, New York
Dear Jeff•
This letter is being written to provide documentation
regarding the performance of seven Sprung Structures owned by
Niagara Moha~ Power corporation in utica, New York.
The structures in use in Utica, were constructed in July,
1.993, and have been in continuous service since that date. The
utica area generally receives in excess of 120" of snow yearly,· and
the Sprung Structures on our site have performed well. Snow which
falls on the structure is generally shed from the roof before it
accumulates to a level in excess of 1 foot. Additionally, during
minor snow events, the accumulated snow on the roof is generally
shed within several hours of the end of the snowfall.
To date, we have not observed any adverse structural or
physical impacts due to snow, ·rain or ice accWl\ulation on the
Sprung Structures. Additionally, we have incurred only minimal
expenses to maintain the units, despite their usage under .an
extreme heavy construction environment.
overall, we have been extremely pleased with the performance
of the Sprung Structures, and the reliability of their technical
staff.
JAN 23 '96 11:00
Sincere~y o r , . }/} ·f..-vi·v·
W. CUrt s N~chols, PE
NMPC Harbor Point Site Engineer
610 391 0669 PAGE.02
TO'd lt<JDl
NORTH AMERICAN METALS CORP.
June 8 1 1994
TO WHOM IT MAY CONCERN:
We are presently utilizing a 40 ft. wide by 50 ft. long Sprung
Instant structure which has been located at our Golden Bear Mine
operation 60 miles east of Juneau, Alaska since September 1992.
The design snow load for the area this structure is located is 120
pounds per square foot.
This Sprung Instant Structure has performed exceptionally well, by
shedding all snowfall Off the structure and in fact survived being
partially buried under an avalanche in 1992.
Yours truly,
GOLDEN BEAR M:INE
NORTH AMERICAN METALS CORP.
~~.~ Ken McK~nl
Buyer
KMfcjd
w1500 • 700 WEST PENDER STREET, VANCOUVER. B.C. V6C 1GB
PHONE (6041 684-964'3 FAX: (6041 684-3123
649 W. 54th Ave.
P.O. Box 233769
Anchorage, Alaska 99523·3769
(907) 562·2792 • TELEPHONE
(907) 562·4179 • FACSIMILE
June 13, 1994
To\f./.hom.lt May Concern:
Since 1984 AIC has utilized numerous Sprung Instant Structures in Oeadhorse, Alaska
(Prudhoe Bay) as follows:
One structure 88.6 It by 262.3 It in place from November 1984 through 1987. At
that time this structure was taken down and moved to another construction site
and utilized for two years. From there the structure was taken down and sold to
another contractor which is still using it.
One structure 50 It by 110 It in place from January 1985 to January 1988.
One structure 60 It by 200 It in place from January 1991 to present.
The design snow load for this region of Alaska is 40 pounds per square foot.
All of the above mentioned Sprung Instant Structures have performed exceptionally well
under the harsh climatic conditions which our region presents.
Through all the years of use of these structures, all snowfall has successfully shed off
the roof of the structure.
Sincerely,
ALASKA INTERSTATE CONSTRUCTION, INC.
5¥~
President
AN ALASKAN CORPORATION
,----
!JATE:
.. TO
MF-=1~ llN I EY•-'
I
i
I
THe CITY 0~ NEW YORK
Df:PARTMENT qf! CORRECTION•
SHORE R010 TRAILER
EAST ELMHURST, NEW YORK 11370
1 I
june 28, 1994
Whom it may concern . I
·: Josaph F. C6lon 1 .Chief, bivis:i,on I : . I
•·· ·SUBJECT : ,SPIUJNG I~STANT l;'ljRUQTtm.E:S , ,
. . : '.. • I I
*********************************w********~********k*******~* . I . : i
' . . ' l
.. Since 1989 Riker 1 fl I:illand has been using Spruns
. :r:nataut structures t~ h,ouse :l.jates. ; l
. At m<~.x~mum po(?ula,tion, over 2000 inmates .sleep 1 . ' e~t and axeroiae in~ide these Sprung structures, wn1ch alsq .
•· · . it'lolu"-e' auch $ervices a:s Medical and Dental ;E'aailitiee' and. a
, . !.8-W Library. J : i
:~he liat of existing structures are as iollows:
I l
ofO each.Sprunq Instant Structures 50 ft w·;ide x 120 !et lon9
8 each Sprung Instant Btructur~s oO ft wide x 120 ~t long
1 eacn Sprung Instant Structure 50 ft wide x 80 ;ft long
· 1 each· Sprung Instant str~.~cturc 60 ft wide x 120 ;ft long
1 each Sprung :tn.stant Structur~ 60 ft wide .x 260 f.t lang
1 ·each Sp~ung Instant Structure 88,6 ft w~de x 256 tt long
1 IiillCh· Sp:t:'ung Instant Structurr· 88.6 ft wioe It 256 'ft long
!13 Sprun9 tm1tant St:tUct~res in total. l
i
The denign a now 19ad for !Uker ~ s Is;l.<>nd, J.New
\: · York ia 30 pounde pol."' l'Jqua:re folt. i ·
I .
. ;
'
, • • I
· : All snowtall, inctudl.ng the 'ilK¢eptioMlly high
lavel.s .raced.vod during the 1993 • winter sea!lon, has she? from
· ·the roof of all of the$6 atruot~res a.s adver\:he.d, 1
'
;
' '.'ffl~/::. i
..
I'
200' O~J )7.:·~1. ' )(")()?' __ ,-,,...,C~('.T J 1 "1""11
I
I
.,. ' ~ J ....
s~runc
innovation I versatility I reliability
POLYURETHANE COATED ARCHITECTURAL MEMBRANE
Scrim Type
Thickness
Method 5030
Finish Coated Weight
Method 5041/FS 191
Tear Resistance
Method 5134
Trapezoid Tear
Method 04533
Grab Tensile
Method 5100
Strip Tensile
MethodASTM 0751
Adhesion
Method 5970
Hydrostatic Resistance
Method 5512
Dead Load
MIL-T-52983 E
Cold Crack
Method 5874
Abrasion Resistance
Method 5304
QUV Weathering
MethodQUV
Fungus Resistance
Method ASTM-6-21-75
1. California State Fire Marshal
FIRE RATINGS
2. National Fire Protection Association -70 I
Small & Large Scale
Small & Large Scale
3. ASTM E84
5. ULC-S-109
6. ULC-S-1 02
Polyester
25 ±l mils
18.0 oz/sq yd tn
110/110 lb/in (min)
35/40 lb/in (min)
260/260 lb/in (min)
200/200 lb/in (min)
15 lb/in (min)
383 lb/in'(min)
100 lbf@ Room Temp.
50 lbf@ 160'F171'C
-40° F max
30,000 visual
Pass
Pass
Pass
Pass
Pass
Pass
Pass
CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION
OFFICE OF THE STATE FIRE MARSHAL
REGISTERED FLAME RESISTANT PRODUCT
Product:
HIGH POINT 18 ®
Product marketed By:
PLASTATECH ENGINEERING LTD
725 MORLEY DRIVE
SAGrNAW, MI 48601
Registration No.
F-47802
This product meets the minimum requirements of flame resistance established by the California
State Fire Marshal for products identified in Section 13115, California Health and Safety Code.
The scope of the approved use of this product is provided in the current edition of the
CALIFORNIA APPROVED LIST OF FLAME RETARDANT CHEMICALS AND
FABRICS, GENERAL AND LIMITED APPLICATIONS CONCERNS published by the
California State Fire Marshal.
Expire: 06/30/2009
FR-1:1
lntertek ETL SEMKO
REPORT OFA
STANDARD FLAME SPREAD TEST PROGRAM.
CONDUCTED ON
VINYL LAMINATED FABRIC
CLIENT:
PLASTATECH ENGINEERING LTD.
725 MORLEY DRIVE
SAGINAW,MI
48601
REPORT PREPARED BY:
INTERTEK TESTING SERVICES NA LTD.
1500 BRIGANTINE DRIVE
COQUITLAM, B.C.
V3K7C1
REPORT NUMBER: 3080073(a)
DATE:. AUGUST 9, 2005
AU services undertaken are subject to the following general policy:
I. This report is for the e."clusive use of Intertek Testing Senices NA Ltd.'s (Jntertek's) clierit and is provided
pursuant to the agreement between Intertek and its client. Intertek's responsibility and liability are limited to
the terms and conditions of the agreement Intertek assumes no liability to any party, other than to the client
in accordance with the agreement, for any Joss, expense or da~age occasfoned.by_ the nse of this report.
2. Only the client is authorized to copy or distribute this report and then only in its entirety. Any usc of the
lntertek name or one of its marks for the sale or advertisement of the tested material, product or service must
first be approved in writing by lntertek. .
3. The observations and test results in this report are relevant only to the samp1e tested This report by itself doeS
.not imply that the material, product or service is or has ever been under an Intertek certification program.
Intertek Testing Services NA Ltd.
1500 Brigantine Drive, Coqultlam, BC V3K 7C1
Telephone: 604-520-3321 Fax: 604-524-9186 Web: W'I'M'.Intertek-etlsemko.com
PREFACE
This report describes the tests, standards, and details for the sample of vinyl laminated fabric,
submitted by Plastatecb Engineering Ltd.
This report does not automatically imply product certification .. Products must bear @ labels in
order to demonstrate Intertek!W arnock Hersey certification.
Intertek!W amock Hersey authorizes the client to reproduce this report. It must be copied in its entirety.
TABLE OF CONTENTS
PAGE
INTRODUCTION 1
MATERIAL SPECIFICATIONS 2
SAMPLE MOUNTING 2
TEST PROCEDURE 3
FLAME SPREAD CURVE 5
SMOKE DEVELOPED CURVE 6
TEST RESULTS 7
CONCLUSION 8
Plastatech Engineering Ltd.
Report No. 3080073(a)
INTRODUCTION
August 9, 2005
Page 1 of 8
On July 21, 2005 Intertek Testing Services NA Ltd./Warnock Hersey conducted a flame spread test
program to determine the surface burning characteristics of vinyl laminated fabric. The material
tested was selected and submitted by the client.
Testing was conducted in accordance with ASTM E84-05, Standard Test Method for Surface
Burning Characteristics of Materials.
Upon receipt of the sample at the Intertek!W amock Hersey laboratory it was placed in a conditioning
room where it remained in an atmosphere of 23 ± 3°C (73.4 ± 5°F) and 50± 5% relative humidity.
One trial run was conducted on the sample material.
Plastatech Engineering Ltd.
Report No. 3080073(a)
MATERIAL SPECIFICATIONS
August 9, 2005
Page 2 of 8
The material tested consisted of one 20 in. wide by 24ft. long piece of vinyl laminated fabric. The
sample materiaJ is white in color, and.consists of PVC on both sides with a polyester weft inserted
fabric in the centre.
SA.t\1PLE MOUNTING
One 24 ft. sample length was placed on the upper ledge of the flame spread tunnel and was supported
with poultry wire and 3/8 in. steel rods, placed every 12 in. on the ledges of the flame spread tunnel.
A layer of 6mm reinforced cement board was placed over top of the sample, the lid was lowered into
place, and then tested in accordance with ASTM E84-05.
Plastatech Engineering Ltd.
Report No. 3080073(a)
TEST PROCEDURE
August 9, 2005
Page 3of 8
The results of the tests are expressed by indexes, which compare the characteristics of the sample
under tests relative to that of select grade red oak flooring and asbestos-cement board.
(A) FLAlVIE SPREAD CLASSIFICATION:
This index relates to the rate of progression of a flame along a sample in the.25 foot tunnel.
A natural gas flame is applied to the front of the sample at the start of the test and drawn
along the sample by ·a draft kept constant for the duration of the test.
An observer notes the progression of the flame front relative to tiine. This information is
plotted on a graph (flame spread curve).
The test apparatus is calibrated such that the flame spread classification for red oak flooring
is 100, and 0 for asbestos-cement board.
CALCULATIONS: ASTM E84-05
According to the test standard, the flame spread classification is equal to 4900 when
(195-AJ
At is the total area beneath the flame spread curve, if this area exceeds 97.5 minute feet.
If the area beneath the curve is less than or equal to 97.5 minute feet the classification
becomes 0.515 x A1.
Plastatech Engineering Ltd._
Report No. 3080073(a)
TEST PROCEDURE (Continued)
(B) SMOKE DEVELOPED:
August 9, 2005
Page 4 of 8
A photocell is used to measure the amount of light, which is obscured by the smoke passing
down the tunnel duct.
When the smoke from a burning sample obscures the light beam, the output from the
photocell decreases. This decrease with time is recorded and compared to the results
obtained for red oak, which is 100.
CALCULATIONS:
10,000-(smoke integrator reading) x 100 =smoke developed
1500
;;
'
Plastatech Engineering Ltd.
Report No. 3080073(a)
24.5
22.5
20.5
18.5
~ 16.5
" ~
Q) 14.5 " c
i'l
"' 0 12.5
10.5
8.5
6.5
4.5
0.00
FLAME SPREAD
DISTANCE IN FEET VS. TIME IN MINUTES
RUNl
Vinyl Laminated Fabric
Flame Spread=14, Smoke Developed=367
r
2.00 4.00 6.00 8.00
lime (min)
August 9, 2005
Page 5 of8
10.00
Plastatech Engineering Ltd.
Report No. 3080073(a)
"
'·
SMOKE DEVELOPED CURVE
RUNl
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August 9, 2005
Page 6 of 8
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Plastatech Engineering Ltd.
Report No. 3080073(a)
FLAME SPREAD
TEST RESlJLTS
The resultant flame spread classifications are as follows:
(classification rounded to nearest 5) ·
Vinyl Laminated Fabric Flame
Spread
Run I 14
.
SMOKE DEVELOPED
August 9, 2005
Page7 of 8
Flame Spread
Classification
15
The areas beneath the smoke developed curve and the related classifications are as foliows:
(For smoke developed.indexes 200 or more, classification is rounded to the nearest 50. For smoke
developed indexes less than 200, classification is rounded. to ileare.st 5)
Vinyl Laminated Fabric Smoke Smoked Developed
Developed Classification
Run I 367 350
Plastatech Engineering Ltd.
Report No. 3080073(a)
CONCLUSIONS
August 9, 2005
Page 8 of 8
The sample of vinyl laminated fabric, submitted by Plastatech Engineering Ltd., exhibited the
following flame spread characteristics when tested in accordance withASTM E84-05, Standard Test
Method for Surface Burning Characteristics of Materials.
Sample Material Flame Spread
Classification
Vinyl Laminated Fabric 15
INTERTEK TESTING SERVICES NA LTD.
Tested and
Reported by:
Reviewed by:
JC!bjm
Technician-Construction Products Testing
Micha I van Geyn, A.Sc
Manager-Fire Testing Technical Programs
Smoke Developed
Classification
350
C:\DOCUMENTS ,\NO SETTJNGS\BMlll.S\MY DOCUMENTS\ITS-DATA\490·WP\RPT\200S · 493 RPTS\PLASTATECH.JOI!OOiJA.AUG-05.DOC
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REPORT NUMBER: 3125367COQ-004(a)
ORIGINAL ISSUE DATE: June 7, 2007
EVALUATION CENTER
lntertek Testing Services NA ltd.
1500 Brigantine Drive
Coquitlam, B.C. V3K 7C1
RENDERED TO
Plastatech Engineering Ltd.
725 Morley Drive
Saginaw, Ml 48601
PRODUCT EVALUATED: High Point 18 oz. PVC Fabric
EVALUATION PROPERTY: Flame Resistance
Report of Testing High Point 18 oz. PVC fabric for compliance
with the applicable requirements of the following criteria: NFPA
701, Standard for Flame Methods for Flame-Propagation of
Fabrics and Films, 2004 Edition.
This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and 1ts Client.
Intertek's responsibility and fiabl!ity are limited to the terms and conditions of the agreement. Intertek assumes no liability to any
party, Other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this
report. only the Client is authorized to copy or distribute this report and then only in its entirety. Any use of the Intertek name or
one of ;ts marks for the sale or advertisement of the tested maten'al, product or service must first be approved in writing by
Intertek. The observat;ons and test results In tMs report are relevant only to the sample tested. This report by itself does not imply
that the material, product, or seJVice is or has ever been under an Intertek Certification program.
.
1
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(a)
1 Table of Contents
June 7, 2007
Page 2 of 7
PAGE
Table of Contents ............................................................................................................ 2
2 Introduction ..................................................................................................................... 3
3 Test Samples .................................................................................................................. 3
3.1. SAMPLE SELECTION ............................................................................................... 3
3.2. SAMPLE AND ASSEMBLY DESCRIPTION ............................................................. 3
3.2.1. Material Specifications ........................................................................................ 3
3.2.2. Sample Mounting ................................................................................................. 4
4 Testing and Evaluation Methods ................................................................................... .4
4.1. SMALL FLAME TEST.. .............................................................................................. 4
4.2. LARGE FLAME TEST ............................................................................................... 4
4.3. ACCEPTANCE CRITERIA ........................................................................................ 5
5 Testing and Evaluation Results ....................................................................................... 5
5.1. RESULTS AND OBSERVATIONS ............................................................................ 5
5.1 .1. Small Flame Test Results .................................................................................... 5
5.1.2. Additional Flaming .............................................................................................. 5
5.1.3. Large Flame Test Results .................................................................................. 6
5. 1.4. Additional Flaming ............................................................................................... 6
6 Conclusion ...................................................................................................................... 7
ETL SEMKO
Testk>g ever'JWhc:re fo1 m~rke!s anywhere.
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(a)
2 Introduction
June 7, 2007
Page 3 of 7
lntertek Testing Services NA Ltd. (lntertek) has conducted testing for Plastatech Engineertng
Ltd., on High Point 18 oz. PVC fabric, to determine whether the submitted samples would meet
the small and large flame requirements of NFPA 701, Standard for Flame Methods for Flame-
Propagation of Fabrics and Films, 2004 Edition.
This evaluation began June 6, 2007 and was completed June 6, 2007.
3 Test Samples
3.1. SAMPLE SELECTION
Samples were submitted to lntertek directly from the client and were not independently selected
for testing. The sample material was received at the Evaluation Center on June 5, 2007.
3.2. SAMPLE AND ASSEMBLY DESCRIPTION
3.2.1. Material Specifications
> Small Flame Test
A total of ten samples were cut from the submitted roll of High Point 18 oz. PVC fabric,
each measuring 400mm in length and 150mm in width. The specimens were white in
colour with a beige backing and were identified by the client as Item No. 54051, Lot
#32806.
> Large Flame Test
A total of ten samples were cut from the submitted roll of High Point 18 oz. PVC fabric,
each measuring 1200mm In length and 125mm in width. The specimens were white in
colour with a beige backing and were identified by the client as Item No. 54051, Lot
#32806.
ETL SEMKO
Tesling ev~rywMtJ, lor mrukcls anywhere.
Plastatech Engineering ltd.
Report No. 3125367COQ-004(a)
3.2.2. Sample Mounting
)> Small Flame Tests
June 7, 2007
Page 4 of 7
The test samples were placed .in the specimen holder, with clamps along each edge of
the sample, leaving the ends free and exposing a surface area 150mm wide by 400nnm
long. The holder was then placed in the test apparatus.
)> Large Flame Test
The test samples were placed in the specimen holder, with clamps along each edge of
the sample, leaving the ends free and exposing a surface area 125mm wide by 1200mm
long. The material was then placed in the test apparatus.
The samples were placed in a conditioning room at 20'C for a minimum of 24 hours and then
tested in accordance with the test standard.
4 Testing and Evaluation Methods
4.1. SMALL FLAME TEST
Once the specimen holder was in place, it was held 25mm away from the centre of the opening
of a Bunsen burner. The burner was supported in such a way that it was in a horizontal
position. The burner supplied a flame 1 OOmm long, with the intake air supply shut off. The
flame impinged the sample for a period of 45 seconds.
Ten trial runs were conducted for the small flame test.
4.2. LARGE FLAME TEST
Once the specimen holder was in place, it was held 1 OOmm above the centre of the opening of
a Bunsen burner. The burner was supported in such a way that it was 25' from the vertical.
The burner supplied a flame 280mm long, with the intake air supply shut off. The flame
Impinged the sample for a period of 120 seconds.
Ten trial runs were conducted for the large flame test.
ETL SEMKO
Tes!l,tg ev..rywhere fur markets arr,.....mre.
Plastalech Engineering Ltd.
Report No. 3125367COQ-004(a)
4.3. ACCEPTANCE CRITERIA
June 7, 2007
Page 5 of 7
A sample will meet the requirements of NFPA 701 if the following criteria are met:
? Small Flame Samples
• Portions or residues from the test specimen which break or drip from the sample
during the test shall not continue to burn for more than two seconds on the floor
of the test apparatus. ·
• The average weight loss of the 10 specimens in a sample shall be 40% or less.
> Large Flame Samples
• Portions or residues from the test specimen which break or drip from the sample
during the test shall not continue to burn for more than two seconds on the floor
of the test apparatus.
• The char length of any single flat specimen shall not exceed 435mm.
5 Testing and Evaluation Results
5.1. RESULTS AND OBSERVATIONS
5.1.1. Small Flame Test Results
Sample No. Loss of Mass % After Burn (sec.)
1 3.2 0
2 2.4 0
3 3.2 0
4 4.9 0
5 1.8 0
6 1.8 0
7 3.0 0
8 3.2 0
9 2.1 0
10 4.4 0
Average 3.0 0
5.1.2. Additional Flaming
No portions of or residues from the test specimens fell and burned on the floor of the test
apparatus.
ETL SEMKO
Plaslatech Engineering Ltd.
Report No. 3125367C00-004(a)
5.1.3. Large Flame Test Results
Sample No. After Burn (sec.)
1 0
2 0
3 0
4 0
5 0
6 0
7 0
8 0
9 0
10 -· 0
Average 0
5.1.4. Additional Flaming
Damaged Length (mm)
215
220
218
220
221
215
215
221
216
220
218
June 7, 2007
Page 6 of 7
No portions of or residues from the test specimens fell and burned on the floor of the test
apparatus.
ETLSEMKO
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(a)
6 Conclusion
June 7, 2007
Page 7 of 7
The submitted samples of High Point 18 oz. PVC fabric therefore met the requirements of NFPA
701, Standard for Flame Methods for Flame-Propagation of Fabrics and Films 2004 Edition,
small flame test and large flame test
High Point 18 oz. PVC Fabric Loss of Mass (%) Burning on Floor of Apparatus
Small Flame Samples 3.0 No
High Point 18 oz. PVC Fabric Char Length (mm) Burning on Floor of Apparatus
Large Flame Samples 218 No
The conclusions of this test report may not be used as part of the requirements for lntertek
product certification. Authority to Mark must be issued for a product to become certified.
INTERTEK TESTING SERVICES NA LTD.
Tested and
Reported by:
Greg Philp
Technician-Construction Products Testing
.,
,1 . '
Reviewed by: :-::--:-''-;--"'-'--=':.'""'"-·'-'· ·c..' -:-::o--c:=
Michael van Geyr{, A.Sc.T.
Manager-Fire Testing & Technical Programs
GP/bjm
ETLSEMKO
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lntertek
REPORT NUMBER: 3125367COQ-004(b)
ORIGINAL ISSUE DATE: June 27, 2007
EVALUATION CENTER
lntertek Testing Services NA Ltd.
1500 Brigantine Drive
Coquitlam, B.C. V3K 7C1
RENDERED TO
Plastatech Engineering Ltd.
725 Morley Drive
Saginaw, Ml 48601
PRODUCT EVALUATED: High Point 18 oz PVC Fabric
EVALUATION PROPERTY: Flame Resistance
Report of Testing 18 oz. PVC fabric for compliance with the
applicable requirements of the following criteria: CANIULC
S109..03, Standard for Flame Tests of Flame-Resistant Fabrics
and Films.
This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between lntertek and its Client.
Intertek's responsibility and liability are limited to the terms and conditions of the agreement. !ntertek assumes no liability to any
party, other than to the Client In accordance with the agreement, for any loss, expense or damage occasioned by the use of this
report. Only the Client is authorized to copy or distribute this report and then only in its entirety. -Any use of the Intertek name or
one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by
Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not Imply
that the material, product, or service is or has ever been under an Intertek certification program.
1
Plastatech Engineering ltd.
Report No. 3125367COQ-004(b)
June 27, 2007
Page 2 of7
1 Table of Contents
PAGE
Table of Contents ........................................................................................................... 2
2 Introduction ..................................................................................................................... 3
3 Test Samples .................................................................................................................. 3
3.1. SAMPLE SELECTION ............................................................................................... 3
3.2. SAMPLE AND ASSEMBLY DESCRIPTION .............................................................. 3
3.2.1. Material Specifications ......................................................................................... 3
3.2.2. Sample Mounting ................................................................................................. 4
4 Testing and Evaluation Methods ..................................................................................... 4
4.1' SMALL FLAME TEST ................................................................................................ 4
4.2. SMALL FLAME WEATHERED TEST ........................................................................ 4
4.3. LARGE FLAME TEST ............................................................................................... 4
4.4. ACCEPTANCE CRITERIA ........................................................................................ 5
5 Testing and Evaluation Results ....................................................................................... 5
5. 1. RESULTS AND OBSERVATIONS ............................................................................ 5
5.1 , 1. Small Flame Test Results .................................................................................... 5
5.1.2. Small Flame Weathered Test Results .................................................................. 6
5.1.3. Large Flame Test Results .................................................................................... 6
5.1.4. Additional Flaming ............................................................................................... 6
6 Conclusion ............................................................... : ...................................................... 7
-ETLSEMKO
Testlllg everywh~re fot tn&tkel! anywi>ue.
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(b)
2 Introduction
June 27, 2007
Page 3 of 7
lntertek Testing Services NA Ltd. (lntertek) has conducted testing for Plastatech Engineering
ltd., on 18 oz. High Point PVC fabric, to determine whether the submitted samples would meet
the small and large flame requirements of CAN/ULC S109-M87, Standard for Flame Tests of
Flame-Resistant Fabrics and Films. This evaluation began June 24, 2007 and was completed
June 26, 2007.
3 Test Samples
3.1. SAMPLE SELECTION
Samples were submitted to lntertek directly from the client and were not independently selected
for testing. Samples were received at the Evaluation Center on June 5, 2007.
3.2. SAMPLE AND ASSEMBLY DESCRIPTION
3.2.1. Material Specifications
~ Small Flame Test
A total of ten samples were cut from the submitted roll of High Point 18 oz. PVC fabric,
each measuring 250mm in length and 90mm in width. The sample material was
described by the client as a polyester reinforced PVC membrane. The specimens were
white in colour with a beige backing, and had a discernible warp and weft orientation.
~ Large Flame Test
A total of ten samples were cut from the submitted roll of High Point 18 oz. PVC fabric,
each measuring 750mm in length and 125mm in width. The sample material was
described by the client as a polyester reinforced PVC membrane. The specimens were
white in colour with a beige backing, and had a discernible wanp and weft orientation.
ETLSEMKO
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(b)
3-2.2. Sample Mounting
;;. Small Flame
June 27, 2007
Page 4 of 7
The test samples were placed in the specimen holder, with clamps along each edge of
the sample, leaving the ends free and exposing a surface area 50mm wide by 250mm
long. The holder was then placed in the test apparatus.
;;. Large Flame Tesf
The test samples were placed in the specimen holder, with clamps along each edge of
the sample, leaving the ends free and exposing a surface area 125mm wide by 750mm
long. The holder was then placed in the test apparatus.
The samples were placed In a conditioning room at 20'C and 50% relative humidity for a
minimum of 12 hours and then tested in accordance with the test standard.
Ten trial runs were conducted for the small flame, large flame, and weathered samples.
4 Testing and Evaluation Methods
4.1. SMALL FLAME TEST
Once the specimen holder was in place, it was held 20mm above the centre of the opening of a
Bunsen burner. The burner was supported in such a way that it was 25' from the vertical. The
burner supplied a flame 40mm long, with the intake air supply shut off. The flame impinged the
sample for a period of 12 seconds.
4.2. LARGE FLAME TEST
Once the specimen holder was in place, it was held 20mm above the centre of the opening of a
Bunsen burner. The burner was supported in such a way that it was 25' from the vertical. The
burner supplied a flame 280mm long, with the intake air supply shut off. The flame impinged
the sample for a period of 120 seconds.
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(b)
4.4. ACCEPTANCE CRITERIA
June 27, 2007
Page 5 of 7
A sample will meet the requirements of CAN/ULC S1 09 if the following criteria are met:
~ Small Flame
• Portions or residues from the test specimen which break or drip from the sample
during the test shall not continue to burn for more than two seconds on the floor
of the test apparatus.
• The vertical spread of flame and smouldering combustion shall not exceed
190mm on any one specimen and shall not exceed 165mm on an average of ten
specimens.
)> Large Flame Samples
• Portions or residues from the test specimen which break or drip from the sample
during the test shall not continue to burn for more than two seconds on the floor
of the test apparatus.
• The vertical spread of flame and smouldering combustion shall not exceed
190mm on any one specimen and shall not exceed 635mm on an average of ten
specimens.
5 Testing and Evaluation Results
5.1. RESULTS AND OBSERVATIONS
5.1.1. Small Flame Test Results
Sinriple No. Fabric Direction After Burn (sec.) Damaged Len~th (mml
1 Warp 0 80
2 Warp 0 72
3 Warp 0 86
4 Warp 0 75
5 Warp 0 77
6 Weft 0 90
7 Weft 0 110
8 Weft 0 108
9 Weft 0 100
10 Weft 0 102
Average 0 90
ETLSEMKO
Plaslalech Engineering Lid.
Report No. 3125367COQ-004(b)
5.1.2. Large Flame Test Results
Sample No. Fabric Direction
1 Warp
2 Warp
3 Warp
4 Warp
5 Warp
6 Weft
7 Weft
8 Weft
9 Weft
10 Weft
Average
5.1.4. Additional Flaming
After Burn (sec.)
0
0
0
0
0
0
0
0
0
0
0
June 27, 2007
Page 6 of7
Damaged Length (mm)
150
146
145
148
144
161
158
159
160
161
153.3
No portions of or residues from the test specimens fell and burned on the floor of the test
apparatus for more than 2 seconds.
ETL SEMKO
Plastatech Engineering Ltd.
Report No. 3125367COQ-004(b)
6 Conclusion
June 27, -2007
Page 7 of7
The submitted samples of High Point 18 oz. PVC fabric therefore met the requirements of
CAN/ULC-S1 09-M87, Standard for Flame Tests of Flame-Resistant Fabrics and ·Films, small
flame test and large flame test.
High Point 18 oz. PVC Fabric Maximum Spread Average Spread Burning on Floor
of Flame of Flame of Apparatus
Small Flame Samples 110 mm 90mm No
Large Flame Samples 161 mm 153.3mm No
The conclusions of this test report may not be used as part of the requirements for lntertek
product certification. Authority to Mark must be issued for a product to become certified.
INTERTEK TESTING SERVICES NA LTD.
Tested and
Reported by:
Greg Philp
Technician-Construction Products Testing
Reviewed by: Jf~~,.,__J1,oo,.-.-*· ~~~~
Mi hael van Geyn, A. c.T.
Manager-Fire Testing & Technical Programs
GP/bjm
C;\Documents ~nd Sellings\bmms\My Ot-e~.~mllnls\ITS-DATA\490-WP\RPl'\2007 -191 Rpts\plaslatac.'l.3125~67b jon.Q7 .doc
<:TLSEMKO
Testing evllrywtlellO for markets anywhcro.
lntertek ETLSEMKO
REPORT OFA
FLAME SPREAD TEST PROGRAM
CONDUCTED ON
ARCHITECTURAL MEMBRANE
CLIENT:
SPRUNG INSTANT STRUCTURES LTD.
1001-10th A VENUE S.W.
CALGARY, ALBERTA
T2ROB7
REPORT PREPARED BY:
INTERTEK TESTING SERVICES NA LTD.
1500 BRIGANTINE DRIVE
COQUITLAM, B.C.
V3K7C1
REPORT NUMBER: 3078670(b)
DATE: JULY 19,2005
All services undertaken are subject to the following general policy:
1. This report is for the exclusive use of Intertek Testing Services NA Ltd.'s (Intertek's) client and is provided
pursuant to the agreement between Intertek and its client. Intertek's responsibility and liability are limited to
the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the client in
accordance with the agreement, for any Joss, expense or damage occasioned by the use of this report.
2. Only the client is authorized to copy or distribute this report and then only in its entirety. Any use of the
Intertek name or one of its marks for the sale or advertisement of the tested material) product or service must
first be approved in writing by Intertek.
3. The observations and test results in this report are relevant only to the sample tested. This report by itself does
not imply that the material, product or service is or has ever been under an Intertek certification program.
Intertek Testing Services NA Ltd.
1500 Brigan!Jne Drive, Coquitlam, BC V3K 7C1
Telephone: 604-520-3321 Frot 604-524-9186 Web: ww-n.lntertek-etlsemko.com
PREFACE
This report describes the tests, standards, and details for the samples of architectural membrane,
submitted by Sprung Instant Structures Ltd.
This report does not automatically imply product certification. Products must bear €;:) labels in
order to demonstrate Intertek/W arnock Hersey certification.
Intertek/W arnock Hersey authorizes the client to reproduce this report. It must be copied in its entirety.
TABLE OF CONTENTS
PAGE
INTRODUCTION 1
MATERIAL SPECIFICATIONS 2
SAMPLE MOUNTING 2
TEST PROCEDURE 3
TEST RESULTS 5
FLAME SPREAD CURVES 6
SMOKE DKVELOPED CURVES 9
CONCLUSIONS 12
Sprung Instant Structures
Report No. 3078670(b)
INTRODUCTION
July 19, 2005
Page 1 of 12
On July 13, 2005, Intertek Testing Services NA Ltd./Warnock Hersey conducted a flame spread test
program to determine the surface burning characteristics of an architectural membrane. The material
tested was selected and submitted by the client.
Testing was conducted in accordance with CAN!ULC S 102.2-03, Standard Method of Test for
Surface Burning Characteristics of Flooring, Floor Covering, and Miscellaneous Materials and
Assemblies.
Upon receipt of the samples at the Intertek!W arnock Hersey laboratory they were placed in the
conditioning room where they remained in an attnosphere of 23 ± 3°C (73.4 ± 5°F) and 50± 5%
relative humidity until they reached a constant weight.
Three trial runs were conducted on the sample material.
Sprung Instant Structures
Report No. 3078670(b)
MATERIAL SPECIFICATIONS
July 19, 2005
Page 2 of 12
The material tested consisted of one length of 17 in. wide by 24ft. long architectural membrane. The
material was identified by the client as "Plastatech (High Point)''.
SAMPLE MOUNTING
For each trial run, one 24 ft. sample length of membrane was placed on the floor of the flame spread
tunnel. A layer of 6mm reinforced cement board was placed over top of the sample, the lid was
lowered into place, and then tested in accordance with CANIULC S 102.2-03.
Sprung Instant Structures
Report No. 3078670(b)
TEST PROCEDURE
July 19, 2005
Page 3 of 12
The results of the tests are expressed by indexes, which compare the characteristics of the sample
under tests relative to that of select grade red oak flooring and asbestos-cement board.
(A) FLAME SPREAD CLASSIFICATION:
This index relates to the rate of progression of a flame along a sample in the 25 foot tunnel.
A natural gas flame is applied to the front of the sample at the start of the test and drawn
along the sample by a draft kept constant for the duration ofthe test.
An observer notes the progression of the flame front relative to time.
The test apparatus is calibrated such that the flame spread classification for red oak flooring
is 100, and 0 for asbestos-cement board.
CALCULATIONS: (CANIULC S102.2-03)
According to the test standard, the flame spread classification is equal to 5363 when
(195 -A,)
A, is the total area beneath the flame spread curve, if this area exceeds 97.5 minute feet.
If the area beneath the curve is less than or equal to 97.5 minute feet the classification
becomes 0.564 x A,.
Sprung Instant Structures
Report No. 3078670(b)
TEST PROCEDURE (Continued)
(B) SMOKE DEVELOPED:
July 19, 2005
Page4 of 12
A photocell is used to measure the amount of light, which is obscured by the smoke passing
down the tunnel duct.
When the smoke from a burning sample obscures the light beam, the output from the
photocell decreases. This decrease with time is recorded and compared to the results
obtained for red oak, which is 100.
CALCULATIONS:
10,000-(smoke integrator reading) x 100 =smoke developed
1500
Sprung Instant Structures
Report No. 3078670(b)
FLA!VlE SPREAD
TEST RESULTS
The resultant flame spread classifications are as follows:
(classification rounded to nearest 5)
Architectural Membrane Flame
Plastatech (High Point) Spread
Run 1 20
Run2 20
Run3 35
SMOKE DEVELOPED
July 19, 2005
Page 5 of 12
Flame Spread
Classification
25
The areas beneath the smoke developed curve and the related classifications are as follows:
(classification rounded to nearest 5)
Architectural Membrane Smoke Smoked Developed
Plastatech (High Point) Develop_ed Classification
Run 1 208
Run 2 160 190
Run 3 204
Sprung Instant Structures
Report No. 3078670(b)
24.5
22.5
20.5
18.5
~ 16.5
" ~
OJ 14.5 <.l c
.l'l
"' 0 12.5
10.5
8.5
6.5
4.5
0.00
FLAt'fE SPREAD
DIST At'ICE IN FEET VS. TIME IN MINUTES
Architectural Membrane "Piastatech (High Point)"
Run 1
Flame Spread= 20, Smoke Developed= 208
/
2.00 4.00 6.00 8.00
Time (min)
July 19, 2005
Page 6 ofl2
10.00
Sprung Instant Structures
Report No. 3078670(b)
24.5
22.5
20.5
18.5
~ 16.5
~
" 14.5 0 c
.)'l
"' 0 12.5
10.5
8.5
6.5
4.5
FLAME SPREAD
DISTANCE IN FEET VS. TIME IN l\'IINUTES
Architectural Membrane "Piastatech (High Point)"
Run 2
. Flame Spread= 20, Smoke Developed= 160
(
0.00 2.00 4.00 6.00 8.00
Time (min)
July 19, 2005
Page? of12
10.00
Sprung Instant Structures
Report No. 3078670(b)
24.5
22.5
20.5
18.5
~ 16.5
q; .,
:to. ., 14.5 u
" .s
"' 0 12.5
10.5
8.5
6.5
4.5
FLAME SPREAD
DISTANCE IN FEET VS. TIME IN 1\flNUTES
Architectural Membrane "Piastatech (High Point)"
Run 3
Flame Spread= 35, Smoke Developed= 204
0.00 2.00 4.00 6.00 8.00
Time (min)
July 19, 2005
Page 8 of 12
10.00
Sprung Instant Structures
Report No. 3078670(b)
SMOKE DEVELOPED CURVE
RUN 1-Plastatech (High Point)
·i: ..
i··.
,i]:
111'
I
July 19, 2005
Page 9 of 12
' ! ~
'. '
Sprung Instant Structures
Report No. 3078670(b)
SMOKE DEVELOPED CURVE
RUN 2-Plastatech (High Point)
I, ! ! :.
:• I'
iii.! II' 1111 .
July 19,2005
Page 10 of 12
I
Sprung Instant Structures
Report No. 3078670(b)
.I!
, I
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RUN 3-Plastatech (High Point)
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July 19, 2005
Page 11 of 12
i 1'1' I\! I 0 --'If
Sprung Instant Structures
Report No. 3078670(b)
CONCLUSIONS
July 19, 2005
Page 12 of 12
The samples of "Plastatecb (High .Point)" architectural membrane, submitted by Sprung Instant
Structures, exhibited the following flame spread characteristics when tested in accordance with
CAN/ULC S 1 02.2-03; Standard Method of Test for Swface Burning Characteristics of Flooring,
Floor Covering, ~nd Miscellaneous· Materials and Assemblies. .
Sample Material Flame Spread
Classification
Architectural Membrane 25 Plastatech (High Point)
INTERTEK TESTING SERVICES NA LTD.
Tested and
Reported by:
Reviewed by:
JC/bjm
Joo(!a: •
Technician-Construction Products Testing
Michael van Geyn, A.
Manager-Fire Testin
C:\O~U!Yie!IIS and Sellings\bmills\.My Ooc~mcllts\ITS-UAT A\490-WPIJU>li200S -493 Rpu\sprung.J078670~.jul-O~.doc
Smoke Developed
Classification
190
Parcel Detail Page I of 4
Garfield County Assessor/Treasurer
Parcel Detail Information
A$~~~SJ>.<JJLl:r~aslJreLI'muetlY__Search I Assessor Subst;LQ1iery I Al>~>e~s_sQLS1!le_S_Se_l!n~h
Clerk & Recorder RecepJion_S_ear<:h
Jiaiiic_B!!ilding_c_bl!rll.cteristic~ I Tax Information
Parcel Detail I VaJ],ie_Detflil I SaksJ)eJail I Residential/Conunercial In:mroyement~J2~tail
~LandJ)_emil I I'hotqgmJ)hs I Mill LeyY Revell!l~s_lletflil
I Tax Area II Account Number II Parcel Number II 2007 Mill Levy I
I 024 II R042831 II 217919200717 II 45.837 I
Owner Name and Mailing Address
!STRATEGIC ONE FINANCIAL INC
lmo THOMES AVE
!CHEYENNE, WY 82001
Assessor's Parcel Description
(Not to be used as a legal description)
I SECT, TWN,RNG: 19-6-92 DESC: A TR OF
ILAND IN LOT I NW 114 AKA PARCEL I
IJW WEAVER EXEMPTION PRE:R247034
IBK:807 PG:98 BK:807 PG:92 BK:545
IPG:40 BK:320 PG:274 BK:126 PG:613
IRECPT:756541 RECPT:730696 BK:I752
IPG:991 RECPT:687911 BK:I751 PG:632
IRECPT:687670 BK:I751 PG:631
IRECPT:687669 BK: 1751 PG:630
IRECPT:687668 BK:1751 PG:629
IRECPT:687667 BK:1751 PG:628
IRECPT:687666 BK:1147 PG:480
IRECPT:551094 BK:0918 PG:0645
IBK:0899 PG:0357 BK:0814 PG:0918
IBK:0814 PG:0297
http://www .garcoact.corn/assessor /Parcel. asp? AccountNumber= R04 2831
I
I
I
I
I
I
11/17/2008
Parcel Detail Page 2 of4
Location
I Physical Address: 11556 352 COUNTY RD RIFLE I
I Subdivision: I
I Land Acres: 1113.3 I
I Land Sq Ft: llo
I Section II Township II Range I
I 19 II 6 II 92 I
2008 Property Tax Valuation Information
II Actual Value II Assessed Value I
I Land: II 180,oooll 14,3301
I Improvements: II 131,51011 10,4701
I Total: II 311,51011 24,8001
Most Recent Sale
Sale Date: 1112/112005
Sale Price: 11350,000
Additional Sales Detail
Basic Building Characteristics
Number of Residential 1 Buildings:
Number of Comm!lnd 0 Buildings:
Residential Building Occurrence 1 Characteristics
1 STORY: 111,620
TOTAL HEATED AREA: 111,620
ABSTRACT CODE·IISINGLE FAM.RES-
' IMPROVEMTS
ARCHITECTURAL STYLE: IIMANUFACTURED
EXTERIOR wALL: IIMASONITE
II
http://www. garcoact.com/assessor/Parcel.asp? AccountN umber= R04 2 8 31 11117/2008
Parcel Detail
EXTERIOR WALL: II STONE VEN
ROOF COVER: llcOMP SHNGL
ROOF STRUCTURE: II GABLE
INTERIOR WALL: IIDRYWALL
FLOOR: llsHT VINYL
FLOOR: llcARPET
HEATING FUEL: IlGAS
HEATING TYPE: IIFORCED AIR I
STORIES: STORIES 1.0 I
BATHS: 2
ROOMS: 6
UNITS: I
I BEDROOMS: I 3
I YEAR BUILT: 111990 I
Additio11<tl Residential/Commercial Imurovement Detail
Tax Information
I Tax Year II Transaction Type Amount I
I 2007 II Tax Payment: Whole ($1,136.76)1
I 2007 II Tax Amount $1,136.761
I 2006 Tax Payment: Second Half ($432.3021
2006 Tax Payment: First Half I ($432.30)1
2006 Tax Amount $864.601
2005 Tax Payment: Whole ($868.6821
2005 Tax Amount $868.681
------··------·----·
Top_oJPa~
A~~essor Database Search Oj:>tions I T..r§asurer Database SearchJ)ption~
Clerk & Recorder Database Se_arch O!ltions
Page 3 of4
The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain
accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices
http://www.garcoact.com/assessor!Parcel.asp?AccountNurnber=R042831 11117/2008
N 11200
0. --------------~-----Assessor's Parcel No. 2179-192-00-717
Date ______ 12_1_30_1_20_0_8 ___
BUILDING PERMIT CARD
Job Address --~=~~5=5~~~R~3~5~2~,R~ifl~e~(J~VV~VV~e~a~v~e~r~E~x~e~m2p~t~io~n~,~P~a~rc~e~I~1L) ____________________________ __
Owner Strategic One Financial Inc Address 2710 Thmas Ave, Cheyene, NY Phone # 702-334-8494
Contractor Tally Ho Construction Inc Address 0145 CR 225. Rifle Phone # 625-0208
Setbacks: Front ______ Rear _____ RH1 ______ LH _______ Zoning _______ __
storage
Soils Test -------------------------
Footing --------------------------
Foundation _____________________ _
Grout ________________________ _
Underground Plumbing ____________ _
Rough Plumbing --------------Framing ________________________ _
Insulation ------------------------
Roofing-----------------------
Drywall -------------------
Gas Piping---------------
'
INSPECTIONS
Weatherproofing _______________ _
Mechanical __________________ _
Electrical Rough (State) _______________ _
Electrical Final (State) ~ Finai~Za-oq /Checklist CQ.IlJ.PJ.eted?;tliYJfL;-
Certificate Occupancy # ...,l~P""-"b,L,._~~::J:..,._~--=cc=---
Date \"SSt lED 2> 2lc·09'
Septic System # _=::::::=-----------
Date ----------------Final ______________ _
Other _____________________ _
(continue on back)
BUILDING PERMIT
GARFIELD COUNTY, COLORADO
INSPECTION WiLL NOT BE MADE UNLESS
THIS CARD lS POSHD Of'l THE JOB
Date Issued ~~h='2-o_,-3""'-'o--o.'--~'l~~~~~~-Permit No. __._b-"..Z_'J~()~()~~~~~~~-
AGREEMENT
In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations
related to the zoning, location; construction and erection of the proposed structured for which this permit is
granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location,
erection and construction of the above described structure, the permit may then be revoked by notice from the
County Building department and IMMEDIATELY BECOME NULL AND VOID. -
use Sdl!lfe ~
Address Q!' Legal Descriptiont:J! ;5~-, lft
Owner ffJrii$iG f hWJIItill/. /NC Contracto7olty/lo fJMd
Building Permit Type (}OJ!fJWJPI£(/lb
This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection
INSPECTION RECORD
Footing Driveway
~ /Lif....
Foundation I Grouting Insulation
-jilL----nc:~-
Underground Plumbing Drywall
'/\LL--71o.....-
Rough Plumbing Ele-ctrk final {by State lnspectol') ---nov --r/tL-(Prior to Final)
Rough Mechanical Septic Final
"'71fi.__-nd..--
Gas Piping ./f/A--FINAL
~ 3 -d-0-d/
Electric Rough {by State lnspettor} --;zec--(You Must Call For Final Inspection)
(Prior to Framing) Notes
Framing 0 Sfi'UI) 8 1-d br;;_ ,;-!J.u du t;) 71c:L
(to include Roof in place & Windows & Doors installed & Firestopping in place}
APPROVED
Date
THIS PERMIT IS NOT TRANSFERABLE
For Inspection Cal1970-384-5003 Office 970-945-3212
108 8th Streetr Stlite 401 Glemvood Springs, Colorado 31601
DO NOT DESTROY THIS CARD
~~-Jl1-~ By W><=-bt __ _
PROTECT PER~WEATHER DAMAGE
(DO NOT LAMINATE)
' . .
lsiTEPLAN
I . Pa rcel 2 , ;J, W . ··w e ave r Exe mption, County of Garfie ld, State of Colorado
------
...
16.5'U.S. West / /
Communications Easement --j f--./ -~ o,·~· '. . ,
(Book 925, Page 1 76) / /
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SeptiC' Ta11k -2--o I _ _ _ _ _ _ _ _ _ _ . ·~ ~ .~~ ..• ~ I
..... -.-. -. -.
.. ~ Parking
Parcel 2
12.607 Acres±
-...__..__ I -...__
7
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-------l .
----..._ •• -> j I o---r------:-~-.:~~-·-~:= ==r
Proposed Water .·: r< . · ·.l J. . ~-
Facilities Building , .\ !I o ••• • .. ,
1 0 ' x 10' 16.5 Mountam.Sta(es 1
Telephone & Telegrapl] -·---1
Easement 1 ;. -0
.. ----ft' I
(Book 387, Page 599) {<
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A%~ L __ ,_ 0 lVer1.· 0 Ut -t--(Soofr trze Eta e l!:lectri -----..J -. -.
<183, Pa se'nent c .........
--~ I -._-._
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0
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-------j . C9e40oj
0\ -. ------L ;
\0
9'
0
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·I ' 30.0' A ccess I
Easem ent I
(Book 1028, 1 ----------\--
-------- --\ . -R'-fle
cra\9 ent .--
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Page 319) -·I
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"\-.. '\
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175.0 . sioT\. J.,lf\ e 362) rr af\srf\1 5~ 609, pa9 . -
----
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Rebarand Cap ---------
LS No. io871 i n Pla ce ------_ _ -790 09. 30.0.'f\<;ce1is,J.e~d) :0 ·• •
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--
33.2'
APPROVED
SUBJECf TO NO'J"ED
:U:CRmONS cliNSPErnONS
GARFIELD COUNTY
BUILDING DEPARTMENT ~ V1/llJ6& ay~KflZ.u:..-_
FIELD 'COPY
NO INSPICTION WITHOut'
. TIIESE PLANS ON SITI
pile of
SCALE: 1 "= 1 00'
NOTES
1.) THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT OF
A CURRENT TITLE COMMITME NT AND DOES NOT REPRESENT A
TITLE SEARCH BY THIS SURVEYOR OR BOOKCLIFF SURVEY
SERVICES, INC. OF THE PROPERTY SHOWN TO DETERMINE
OWNERSHIP, COMPATIBILITY WITH ADJOINING PARCELS, OR
EASEMENTORENCUMBRANCESOFRECORDSAFFECTING
THIS PARCEL.
2.) THE PROPOSED BUILDING S ITE AND LEACH FIELD A RE NOT
LOCATED WITHIN A 30% SLOPE .(1REA.
3.) THIS SITE PLAN DOES NOT REPRESENT A BOUNDARY,
IMPROVEMENT OR IMPROVEMENT LOCATION CERTIFICATE
SURVEY BY BOOKCLIFF SURVEYOSERVICES, INC. OR ANY OF
ITS ASSOCIATES.
SURVEYOR'S CERTIFICATE
I, MICHAEL J o LANGHORNE, A REGISTERED LAND SURVEYOR,
LICENSED UND§;JJ;rEE LAWS OF THE STATE OF COLORADO DO HEREBY.qfoRTif:rtj:JJ.~lfE SURVEY SHOWN HEREON WAS PREPARED
ON THis;'f?!>_'FE.NOVEM~E~.)( , 2 008 BY ME OR UNDER MY DIRECT
SUPF:JS f.r{SJOI'f. A}'{Ql~.l;ff(.C?}([_N_O .. THAT THIS MAP IS A TRUE REPRE~~· WTION 'HE.. lf..EOf.,'i;, / /11/p> .. · ~-:~· -f.\
·'Ill ·· :,; -.:£ i:.' ~...,-,)! /.: .,_. rl
MIOf!AEL 'J. LANGHORNE~djLORADO REGISTRATION NO. 36572
FOJ?.'1AJib .QN BEHALF OF;/'·· 1-,1
'('.: ,..r\ ., •" _"'\~..,I,
BOOKCLIFF'SURVEY $ERVICES, INC. '<_ .. i /, . ...... ":)'/-
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l''l...,._~~·~< .. :~-· --......
PROJECT NO.
08160-01
SHEET I
OF