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. 11126
Parcel No: 2393·07 4-00-013
Locality: Lot5
Job Address:
----7300 Hwy82 -(3\fV~-------__
Use of Building: ________ sand st_o_ra,_ge __ _
Owner: Garfield County
Contractor: Mueller Const. Svcs. Inc.
Fees: Plan Check: $ Septic:
---·----------
Bldg Permit: $ Other Fees:
··------
Total Fees: $
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Clerk: jthompson Date: 10/1/2008 -···------I
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GARFIE LD C OUN TY 13 UII.DI?\G PERMIT APP LI CA TIO N
I OS S'h Stn::c t. S uit~! 40 I, Glc tl\l ood Spr ings , Co S 160 I
Phone : 970-9 45 -8 2 12 I Fnx: 970 -384 -3470 /In spe ctio n Lin e: 9 70-384-500 3
~-~~_,,_g,t!J]\;_[Q:~QitlJ l) ~Pill
Parcel No : ( th i~ informal ion is avai lable atlhc asscss oiS oflicc 970-945-91 34)
d.31:5 011 0()0/3 T gbress : 1 if an add ress has '; ~;~sign;1~;1sc ';~ Cr, H'b' :'r ' Na G Ci ~ ('~n~TI desc ript ion
Lot No : 5 l31o ck No: Subd ./ Ex empt ion :
--··
G:_~fi ?:r:t o~~)l~ ,.__tv :VI aili ng Address:
/05 -<6~ :5)-. .5u./f.e-r:J_oo
Ph :
110·38'-1-
-
'SO/.;L
Co ntra ctor:
Gm$Tr. VY\ ~~--LI I u 5v~~-It~c.. Ma ilin g Ad dress: /II ~ H!Ae.hf1q£.r
~l bP/
b r. G w~,to Ph : 17o ~38 ¥ -o53z.j-
Archit ect A Eng ineer : :V!ail in g Address:"' lj) 8Jb51{ l'h :
.5opri5 rJ-u·fu:/-u.r€-l fi?q Ga.ftl 'W &.1.1; 'RJ . Sn oltllltOSS 970 -9~'7 -3'31 3
All Ph ;
All Ph :
All Ph :
7 S4. r:t . of Bui ld in g: Sq. Ft. or Az s f-f Lot: Hei ght: No. of Fl oo rs:
. 1 ')-a..c.-...._
8 Use of 13 ui ldin g: .5 ~
a.,\t:; .:5 f-o r MJ.. .t-
9 Describe Work: oJ
10 Cla ss of Work:
-~New o Alteration 0 Addit ion
II Garage : Sept ic :
o Attached 0 Detached o iSDS o Conun un it y
12 Driveway Permit: Owners va lu ation of\Vork : s-1...(}J ~
1\0T I CE
Au th oritv. n1i s nppli cat io n for a Buil ding P~nnit mu st be sig ned by the Owner o ft h~ prop erty , described abo ,·~. o r an authorized agent. If the sig nature be low is not tha t o ft he 0 \\n er . il scparat ~
l<!ller of authori ty, signed by thl.! Ow ner, mu st be pl'ovidcd wi th this Applic:nion .
Lega l Access. A Build ing P~nnit cann ot be iss ued ,.,..ithout proofoflcg nl nnd adequate access to th~ pt opct1)' for puq>o sl!s of in spections by the Build ing Departm ent.
Ollll·r PHrnits. :v1ulti pl c sc pa nltc per mit s may !Je n:quin:d : (I) State Electri c al Permit (2 ) Count y IS OS Pen nit. (.1 ) another pcnnit n,.:qu ircd for usc on thl.! prop~rt y id entified ahovc. e.g.. State or
County Hig.hwa y/ Road Acce ss or a Stntc Wa st ~wnt~r Disc harge Pc nnit.
Voicl Permit. A Building Pe rmit Occomcs null nnd \'Oid if the wm k :Htthori zcd is not conunenccd within I SO days of the d:uc ofi ss uan c..: :llld if work is SUSJ>end~d or aba nd oned for a period of ISO
days aft a COll\11\CilC\!IIh.!llt.
CERT I I'IC'ATIQ:-;
I hereiJy cc:rt il~' that I h3\'t.: rt:td th is Appl ication an d that the infonnntion contai ned abm·~ is tru e and correct. I unde rstan d that th e Bu ilding 0 CJ>a11lll cnt 3ccepts th..: Application. along ''ith the plan s
and specifi cations and oth~r d:t lll submitted h)' me or on Ill)' h~h ~l r(~;.ubmi lra l s.), ba ~d upon my cc rli fi c:u ion ~s to accuracy.
Assu ming compleh!ncss ofth.: submi tt a ls and :t j>pro\'al of this :\pJ)Iicauon. a Buil di ng Pc nn it will be iss ued s ra nting permission to 111..:. ns Own er. to cons truc t the stntcturc(s) and fil cili tic s dctail ~d on
the submiu als r..:vi e wed by th e Building Dc par1mcnt.
In co nsid eration of thl! i ssuan c~ of th e Bui ld ing. Pen ni t. I agree that I nnd my agent s will comply with prm·isio ns of :my fcdcrnl, stat .: o rloc allaw regulating the work and the G:ll'fi eld Co unt y Buildiug
Code. IS DS reg ulatio ns and nppli cable land us c regulati ons (County R c~ulntio n(s)). l ack nowledge that th~ Buil di n~ Pcnnit Ill!'\)' be suspended or rc ,·ok cd, u pon noti co fi·omthe Co un ty. if the loc 3ti on,
c onstnt ction or use oft he st ru c tur~(s) nnd f.'lcillty(ies). described ab ove. an.: not in compliance with Count )' Reg ulati on(s) or ~my oth er <tpp licnble Jaw .
I hereby grma p~nni ssi o u to the Building De part ment to ent er th e propc t1 y, dc:scri bcd abO\·e, to in s pec t the work. I further ncknowlt:d gc that th e issunn cc of the Building Pertu it docs not pi'C\'ell t thl!
Building Oflic ial from : (I) requ iring the con·cct ion of cn·ors in th e submittal s, if ;my, discm•crcd nfll!r issuancl!; or (2) stoppin g co nstt1rc tion or usc of the stru cturc:(s) or· fncility(i es) if s uch is in viol ation
of County Rl!gulati on(s ) or nny other applicable law.
Rl!\'i l!"' o f thi s Appl ic at ion, in cl u di n~ subm ittals. and in spl!cti ons oft he work by the Buildi ng 0 1!p:u1mcnt do not consti tut e a n accept ance of res ponsibility or liability b)• th e Co unt y of errors. omiss ions
M ''"">•='" Ao -"< 0"""· > "'•=·~:· '"""'· ·~ ""' >mo> ''" '"' '""'' '""'"'"' "" "'"'""oM~"""'"""'>'""""''"'"' ""'~' lrm 1ta1ion Ill )' arch1 tcc l d~.:sigu c r. enllir1 ce.r :mdl or bu i ld~r
'"'""'. 'c'~~·'o u • ·T,"o me'""" & c"m>c.m o' '"ovc /C)<c ---------_x_,Lz~ ·-~-·-----0 \\'i\'E R S S l(;.. '; .. I E DAT E 7--
"/
STAFF USh O N LY
Specia l Condi tio n s:
Adjus ted Valuation: l'lan Chrcl; Fl·c: l'r rmit Fcc : t\lanu home Fcc: .\I isc Fees :
ISDS F cc: Total F e ~ 1.-rc.~ l'aid : llalancr D ue: Il l' ~u ,>(: Issue ll:ltr:
S ctbacl;s: ()('('Grou p : C o ns! T y p e: Zo nin:,!:
z
The following items are required by Garfield County for a final Inspection:
I) 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; exterior doors and windows
installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent
kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all
necessary plumbing.
4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running
water, non-absorbent floors, walls finished, and privacy door.
5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks
over 30" high must be constructed to aii!BC and IRC requirements including guardrails.
6) Outside grading completed so that water slopes away from the building;
7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of
extenuating circumstances., i.e. weather. Under such circumstances A Certificate of
Occupancy may be issued conditionally.
8) A final inspection sign off by the Garfield County Road & Bridge Department for driveway
installation, where applicable; as well as any final sign off by the Fire District, and/or State
Agencies where applicable.
A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE
ABOVE ITEMS HAVE BEEN COMPLETED.
A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED.
OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED.
OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN
ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES
UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
C.O. for the building identified in the Building Permit.
ow
Bapplication cembcr2007
PLAN REVIEW CHECKLIST
Applicant (~£qqJ CD Date '7·(2-0f:,
/uilding
_0ngineered Foundation
ii/iDriveway Permit
~eyed Site Plan
~. ,4 Septic Permit and Setbacks
.....<. __ Grade/Topography 30%
HAttach Residential Plan Review List
-~mum Application Questionnaire
_ditsubdivision Plat Notes
1iJLFire Department Review
~aluation Determination/Fees
-~Line Plans/Stamps/Sticker
~ch Conditions
~pplication Signed
-----0an Reviewer To Sign Application
~Parcel/Schedule No.
~0# Snowload Letter-Manf. Hms.
~-~ Soils Report
GENERAL NOTES:
Planning/Zoning
__ Property Line Setbacks
I/.Ji_30ft Stream Setbacks
dFlood Plain
__6uilding Height cfc.
~ng Sign-off
~Road Impact Fees
_ff_fl.._HOAIDRC Approval
~e/Topography 40%
.4.l-Planning Issues
6/L_subdivision Plat Notes
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
line. A section showing in detail, from the bottom ofthe 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 ofthe above requirements must be met or your
plans will be returned.
All plans submitted must be incompliance with the 2003 IBC, !PC, 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 corner 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
prop ~tructure located within the envelope.
Yes
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 ofthe State, County or private road accessing the
propRP?
Yes~
4. Is the I.S.D.S . (Individual Sewage Disposal System) designed , stamped and signed by a Colorado
Registered Engineer? \./
Yes Not necessary for this project~
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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
onlyK or permit issuance only" or similar language1
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
accor;z:e with the building code or per stamped engineered design1
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
Ye Not necessary for this project __
bu~
8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the
clearances required between wood a~r ~th?
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? \ j
Yes __ Not necessary for this project~
l 0. Do the plans include design loads as required under the IBC or IRC for roof snow loads, (a minimum of 40
poun ~per square foot in Garfield County)?
Yes-A-Not necessary for this project __
II. Do the plans include design loads as required {r/ floor loads under the IBC or IRC?
Yes __ Not necessary for this project~
12. Does thegan include a building section drawing indicating foundation, wall, floor , and roof construction?
Yes~ Not necessary for this project __
13. Is the wiS(;eed and exposure design included in the plan1
Yes Not necessary for this project __
14. Does the b\1ilding sect ion drawing in clude size and spacing of floor joists, wall studs , ceiling joists, roof
rafte1~joists or trusses?
Yes Not necessary for this project __
3
15. Does the building section drawing or other detail include the method of positive connection of a ll columns
and ~~1s?
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 buildi ~~e ight maximum)
Yes __ Not necessary for this project~
17. Does the plan includ e any stove or zero clearance fireplace planned for installation including make and
model and Co lorado Phase II cet1ifications ~ryrase II EPA certificat ion?
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? J
Yes __ Not necessary for this project~
19. Does the plan in c lude a window schedu le or other verification that egress/rescue windows from sleeping
rooms and/or basements comply with the ~ir ements of the IBC or IRC?
Yes __ Not necessary for this project~
20. Does the plan include a window schedu le or other verification that windows provide natural li ght and
ventilat ion for all habitable rooms? \/)
Yes __ Not nece ssa ry for this project~
21. Do the plans indi cate the location of glazing subject to human impact such as glass doors , g lazing
immediately adjacent to such doors; glaz in g adjacent to any surface normally used as a wa lkin g
surface; sl idin g glass doors; fixed glass panels; shower doors and tub enclosures and specify safety
glazing for the se areas? ,/
Ye s __ Not necessary for thi s projectA
22 . Do the plaos ioclude a complete des ign for a ll mechani ~.a systems planned for installation in this building?
Yes __ No No t 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? V'
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~pes?
Yes __ Not necessary for this project~
27. Do the plans indicate that restrooms and acces~te building are handicapped accessible?
Yes __ Not necessary for this project
28. Have tw ~) 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
requi ,~ents?
Yesk_
30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by
the Gtyfleld County Building Department?
Yes~
31. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For
corner\_of' see 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
impl ~ntation 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
"Ro a\!)mpact" 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 fi '~s pection 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
:::'e~~ that the party responsible for the project must comply with the Uniform Codes?
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 ~·and 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003.
Yes~
37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a
$50.~-inspection 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 a Notice to Proceed; a permit from the federal government or any combination. You
can c ~t the Road & Bridge Department at 625-8601. See Phone book for other agencies
Yes-v--\
39. Do you unders nd that you will be required to hire a State of Colorado Licensed E lectrician and Plumber
to per n installations and hookup s? The license number will be required at time of inspection.
Yes --.''------"..
40. Are you aware, that on the front of the building permit application yo u will need to fill in the Parcel/
Schedule Number for the lot you are applying for this permit on prior to s ubmittal of the building
permi~JP lication? Your attention in this is appreciated.
Yes----1\..
41. Do you know that the local fire district may require you to submit plans for their review of fire sa fety
issues? " j
Yes~ (Please check with the building department about this req uirement)
6
42. Do you understand that if you are planning on doing any excavating or grading to the property prior to
issu~1: 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 10 persons as per Section 1004 of the IBC to prepare the plans and
specifications for the project.
Yet-Not Necessary for this project
I have read, understand, and answered these questions to the best of my
Date
Phone: 3'8 i..f -05'6 'f (days); _________ (evenings)
Project Name: Ga.r.J2J ·_Jd_ Co WL.tv
I
Project Address: 7. 7 3 0 0 Hwy S' d._ ,
Note:
.Stt...1vL 5Ad
G /.e-rwr o oJ... .::SM 6 , tO S' I fo 0 I
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 .
B pcomm Dec2007
7
GARFIELD COUNTY
BUILDING REQUIREMENTS
Codes: 2003 IRC, IBC, IFGC, IMC, !PC,
Setbacks: Check subdivisions and zone district for setback requirements.
Snow load (measured at the roof): 40PSF up to 7000ft. elevation.
Seismic design category: B
SOP SF 7001 to 8000ft.
75PSF 8001 to 9000ft.
lOOP SF 900 1 to IOOOOft.
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-laymen! 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 constmction.
• 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-IO below
grade, R -19 above grade.
• Slab perimeter R-value and depth is R-
I0/36in.
• Crawl space wall R-values are R-10 below
grade and R -19 above grade
If floors over crawl spaces are not insulated, the crawl space walls must be
insulated. Basement wall must be insulated to frost depth. Common walls
garage to house must have R-19 insulatibn. Common ceiling/floor garage
to house must have R-19. Take precautions to protect plumbing in these
areas.
N 11126 o. ----------~~~----Assessor's Parcel No. 2393-074-00-013
Date ____ _:..1 0:.:/...:.1/:..::2...:.0..:..08::........._
BUILDING PERMIT CARD
Job Address ----~7~3~0~0~H~wy~8~2~G~W~S~/~L~o=t~5 ____________________________________________ ___
Owner _______ ___;G_a_rf_ie~l.:..:.d....;:C....:o...;,u_n_,ty'---------Address 108 8th St. #200 GWS Phone# 970-384-5012
Contractor Mueller Const. Address 1113 Huebinger Dr GWS Phone # 970-384-0584
Setbacks: Front ______ Rear ______ RH, ________ LH _____ Zoning _____ __
sand storage
Soils Test -----,---------,..-------
,Jooting Yi-l(}·-,t.o8 ««.J.bo-/CJ-<?8~ ..
fi Foundation /<9£1 --c<t~ W..wa.¢
Grout · K/1-
Underground Plumbing~~"-------
RoughP,Iu:m~b~in~g~~~~~~~~~ Framing_
Insulation VM
Roofing---,--;-----------
Drywall _,.Lp;__.,:k""'~-------
GasPiping ~ fr J3 /lC /! W.---":AC-LL=L--70-,~-.-.-,,t)-..,.iA.--,-LL-;--:, ,----'5"/--=~~;?
/CJ·-z7-o8 rM ~ .. lJ.ALL //-:3 T/8 r.uj
INSPECTIONS
NOTES
Weatherproofing---"-------------
Mechanical ________________ _
Electrical Rough (State)------------
Electrical Final (State) ____________ -=_
Final (il.-l?~9 /Checklist Colileted? ~
Certificate Occupancy#Le.,~.,~\,.:.~+~-.J.4---~----
Date \Ch~ 1Rj09
Septic System # -----------------
Date -------------Final ______________ _
Other ___________________ __
# /11/
(continue on back)
BUILDING PERMIT
GARFIELD COUNTY, COLORADO
INSPECTION Will NOT DE MADE UNLESS
TI-llS CARD IS POSTED ON THE JOB
Date Issued ~l"'-0-·\,.__·~Q._,Y~-----Permit No. _.__I "-'ll'-'2J.o~'-------
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 ffit1i s~
Address or Legal Description ------'thv{-llt-'~~'t---1'[..J-'J-,~::_--t(-~Gl...£._,W,_,"J..L ___ ~;--------
Owner f:larfifJ~JJn,Ulht ContractorMIAfl ~~ ... Cn\151:~
Building Permit Type {DM.tJLrM I
This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection
INSPECTION RECORD
Footing
j/-z-or-!'tP-7-oS <;?a!
Driveway
a((~ /CJ-/ ~ -cg-!)??2.. !Vm
Foundation I Grouting /o-/7-o~;Jf'Y, 'Ji/o}f 01-<~ Insulation
'j3AC-K uJAt L 70 1£~ tUALL s~ ;". /o-z:t-oS -r:-t:.. . .Y
,;; , u//fC-(._ //-o3-o;il <?cU. 44
Underground Plumbing Drywall
tY/4 ;'fo
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,//..., (Prior to Final) 1'14
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Framing ;J.-13-<fi~
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I . I ·.
Cover-All Building Systems
TBS2 60'
ASCE 7-02 Structural Evaluation
20'
Frame Spacing
AUG 1 3 2008
May 2008
LOAD RATING EVALUATION SUMMARY
BUIL DI NG I NF"ORMATIDN: ,;D;;;,;;;E,;;;B;;,;IG;;,;,;N=C;;;,;R,;,IT;,;E;,;R;;,;I,;,A~===============~
Bu ilding Model: Titan Series 2 (TBS2) Appli cab le Build ing Code: Internation al Bu il din g Code 2003
Leg Ex tension : n/a Des ig n Standard: ASCE 7-02
Building Width: 60 f\ Occupan cy Category: II -Standard
Buildin g Lengt h : 200 f\ Exposure Category : C -Fully Exposed
Truss Spacing: 20 fi Enclos ure Category : Partially Enclosed
Wall Height: 0 f\
D EAD LO ADS
i ) Se lfWeight
ii ) Co llateral (Hanging) Load not to exceed 0.25 psf as an allowance for mechanical, e le ctrical, cei ling,
sprinklers, etc., or a combin at ion thereof.
LIVE LOAD S
Minimum roofli,·e load s dete1m incd in accor dan ce with ASCE 7-02 Section 4.
Maximum Roof Live Load, Lo:
Redu ction Factor, R 1•
Redu cti on Factor, R2:
SNOW LOADS
38 .70 ps f
1.00
1.00
Des ign Roof Live Load, L,:
Snow load s delennined in accordance wilh ASCE 7-02 Secti on 7.
Ground Snow Load, Ps:
Exposure Factor, C,:
Thennal Facto r, C,:
Im portance Factor, 1,:
S lope Fa ctor, C,:
WINO LO ADS
67.00 p s f
0 .9
1.2
1.0
1.0-(th eta-15)/55
Flat Roof S now Load, PC:
Roof Snow Load, p,:
Wind load s del ennined in accordance wilh ASCE 7-02 Sec1ion 6.
3 8 .70 ps f
50.65 psf
36.84 psf
Basic Wind Speed, V (3 -s ec Gust): 11 2 .5 mph
0.94
1.00
0 .85
1.00
Velocity Pressure, qh: 25 .88 psf
MENTS
for the loads li sled above are as foll ow s:
ave nol been combined with any other load case.)
Gri dline A Gridlinc B
Dead Load
Co ll ateral Load
L ive Load
Balanced Snow Load
Unbalanced Snow Load
Perpendicular Wind Load
Parall el Wind Load *
9.80
9.88
7.29
5.5 8
-0.58
0 .14
23.05
21.06
20.23
-0 .72
-9.80
-9 .88
-7 .29
0.14 ~ 23.05
21.06
10 .83 R
-7.38
7.89 -2.37 H Rt .t
-0 .26 -7.37 A,. ,.
Internal Wind Load -0.01 8.48 0.01 8.48
• Add -3.7 kip to vertical ba se reaction at grid lin es 1, J, 9, & 11 for cross bracing force s .
At End Wall Vertical Base
Load Case R (kip)
Parallel Wind Load 6.0
It u
B
TABLE of CoNTENTS
Evaluation Summary .................................................................................. •
Table of Contents ............................................................................................................ !
Part I Introduction ..................................................................................................... 2
Part 2A Elastic Section Material Properties ................................................................... 3
Part 2B Equivalent Section Material Properties ............................................................. 3
Part 3 Loading Calculations ....................................................................................... 4
Part 3.1 General Load Cases and Combinations ............................................ 5
Part 3.2
Part 3.3
Part 3.4
Part 3.5
ASCE 7-02 Gable Roof Live Loads .................................................. 6
ASCE 7-02 Gable Roof Snow Loads ................................................ 7
ASCE 7-02 Wind Loads ................................................................... 8
Fabric Tension Loads ....................................................................... 9
Part 4 Structural Analysis and Results ...................................................................... I 0
Part 4.1 Equivalent Section Capacities ......................................................... 12
Part 4.2 Equivalent Section Strength Ratio Check ........................................ 13
Part 4.3
Part 4.4
Inner Leg Column & Truss Chord Check ........................................ 14
Base Reaction Summary ................................................................. 18
Part 4.5 Endwall & Tension Anchor Calculations ........................................ 19
Part 4.6 Bracing and Connection Calculations ............................................. 20
Appendix A-Drawings .............................................................................. ·
Appendix B-STAAD.Pro Output .... , ............................................................. •
Table of Contents TBS2 ASCE 7-02
PART 1 I NTRD pUCT!QN
A Titan Building Series-2 60' span is constructed of portal frame plane trusses
manufactured of steel tubing . These frames are braced and stabilized using steel purlins
and cables. Truss sectional properties and materia ls are listed in Part 2 -Section and
Material Properties . Building bracing layout and plan are shown in Appendix A -
Drawings. The trusses are attached to pinned base plates and are connected to a
foundation by anchor bolts. Both foundation and anchor bolts are designed by others .
The frames are covered with pre-stressed fabric cladding. The fabric is attached to
aluminum extrusions on each truss using keedered edges, which are fastened to the outer
chord of the frame. For enclosed buildings vertical wind posts are attached to the end
frame and similarly covered with fabric. The fabric is tensioned to a pre-stress of
approximate ly 100 plf. The fabric must remain tensioned throughout the life of the
building and should be regularly inspected to ensure this. Please see the building manual
for maintenance schedules .
This building can be classified as a permanent or temporary structure. An enclosed
structure should be maintained closed at all unused times to prevent the possibility of an
internal pressure build-up. Alternatively, in cases where the building has unprotected
openings that create an un-enclosed condition, the wind pressures and load cases are
adjusted to include the app licabl e internal pressures. Loading information is li sted in
Part 3 -Loading Calculations and is illustrated in Appendix A -Drawings . Verification
that the building can withstand these loads is li sted in Part 4 -Structural Analysis and
Results.
Part 1 TBS2 ASCE 7-02 2
. '
PART 2A ELASTIC SECTION MATERIAL PROPERTIES
Steel: DescriJ)tion Size Yield
V2 Leg Outer Chords 3.0"x3 .O"x0.083" 50 ksi
V2 Leg Inner Chords 3.0"x3.0"x0.120" 50 ksi
R2/T2 Truss Outer Chords 3.0"x3.0"x0.120" 50 ksi
R2/T2 Truss Inner Chords 3.0"x3.0"x0.120" 50 ksi
R2/T2 Truss Diagonals 0 1.66"x0.083" 55 ksi
S2/W2/G2 Truss Outer Chords 3 .O"x3 .O"x0.083" 50 ksi
S2/W2/G2 Truss Inner Chords 3 .O"x3 .O"x0.083" 50 ksi
S2/W2/G2 Truss Diagonals 0 1.66"x0.083" 55 ksi
King Pins 0 1.90"x0.095" 55 ksi
The trusses have a typical center-to-center depth of 32"
Fabric: Duraweave -240 pli strip tensile
-modulus (EA) of II 00 pounds (per inch of width)
PART 28 EQUivALENT SECT]ON MATER]AI PROpERTIES
The following sections and material properties shall be used to assess the trusses ultimate
load carrying capacity. Equivalent W-sections are selected for inelastic truss models
based on the stiffness -lx -calculated for each truss section in Part 4.1.
Steel: DescriJ)tion
V2 Leg Inner Column
R2/T2 Truss Section
S2/W2/G2 Truss Section
Section
W 14x68*
W 14x68
W 18x35
MJ1X MJ1v
74.7 in-k 74.7 in-k
2211.8 in-k 149.4 in-k
1549.5 in-k 106.0 in-k
*W-section used only to estimate V-Leg stiffuess for equivalent section model.
Leg strength is checked separately in Part 4.3
Part 2 TBS2 ASCE 7-02
Per
61.2 k
3
PART 3 LDAp!NG CALCULATioNS
A typical interior frame spaced 20' on center was considered in determining load case
analysis and the capacity is calculated accordingly. Load calculations have been done
with the aid of spreadsheet programs, the FEA program STAAD.Pro, and hand
calculations. Basic load cases consist of the following: pre-stress, dead, live, snow, wind,
and seismic as described below. Live, snow, and wind load calculations are included in
the following pages along with fabric tension loads.
Part 3
1. Pre-stress
The fabric is pre-stressed to approximately 100 plf in both the warp and
fill directions.
2. Dead Loads
The structure dead load is the actual material weight plus as much as
0.25 psfpossible collateral load (approximately 300 lb per frame). This
collateral load is applied in combinations with live and snow loads.
(See Appendix A -Drawings).
3. Live Loads
For these structures, snow loads typically govern the design of the portal
frames. In the event that the structure is to be installed in an area where
snow loads are not present or do not govern, a minimum live load of
12.0 psf (reduced) is applied to the projected area per ASCE 7-02
Section 4. (See Appendix A-Drawings).
4. Snow Loads
Snow Loads were determined using ASCE 7-02 Section 7 as the guideline
for roof snow loading. (See Part 3.2 & Appendix A-Drawings).
5. Wind Loads
Wind Loads were determined using ASCE 7-02 Section 6 as the guideline.
(See Part 3.3 & Appendix A-Drawings).
6. Seismic Loads
These structures are extremely lightweight and flexible. For these
structures wind loads typically govern over seismic forces.
TBS2 ASCE 7-02 4
PART 3,1 GENERAL LDAQ QASES ANp CDMBINAIIQNS
Part 3
Basic Load Cases as follows:
I.
2.
3.
4.
5.
6.
7.
8.
Case
DL
CL
LL
SL
USL
Perp WL
ParWL
Int WL
Description
Dead Load
Collateral Load (combined with Live and Snow Loads)
Live Load
Snow Load
Unbalanced Snow Load
Wind Load Perpendicular to the Ridge
Wind Load Parallel the Ridge
Internal Wind Load
Combinations Analyzed for Allowable Strength Design:
(Refer to AISC 360-05 B2; ASCE 7-02 Section 2.4)
9. DL + CL + LL
I 0. DL + CL + SL
I I. DL + CL + USL
I2. 0.6*DL + Perp WL ± Int WL
I 3. 0.6*DL +Par WL ± Int WL
Load Combinations Analyzed for Inelastic Design:
(Refer to AISC ASD 9'h Ed. Chapter N)
I4. 1.7(DL + CL) + 1.7*LL
I5. 1.7(DL + CL) + 1.7*SL
16. 1.7(DL + CL) + 1.7*USL
I 7. 1.3*DL + 1.3*(Perp WL ± Int WL)
I 8. 1.3*DL + 1.3*(Par WL ± Int WL)
TBS2 ASCE 7-02 5
PART 3.2 ASCE 7-02 GABLE ROOF LIVE LOAOB
(ASCE 7-02 Section 4: Live Loads)
BUILDING INFORMATION
Building Width, B
Truss Spacing, T w
Roof Slope, a
Tributary Area, TA
Rise per Foot, F
MINIMUM ROOF LIVE LOAD
60 ft
20 ft
30 deg
1200 ft2
6.93 in
Uniform Reducible Roof Live Load, L,
Reduction Factor, R 1
Reduction Factor, R 2
Minimum Roof Live Load, L,
Tributary Load, L, T w
Part 3
38.70 psf
1.00
1.00
38.70 psf
774.0 plf
(ASCE 7-02 Table 4-1)
(ASCE 7-02 Section 4.9.1)
(ASCE 7-02 Seclion 4.9.1)
(ASCE 7-02 Equation4-2)
TBS2 ASCE 7-02
' '
6
PART 3,3 ASCE 7·02 13ABL.E ROOF" SNOW LOADS
(ASCE 7-02 Section 7: Snow Loads)
SITE CRITERIA
Ground Snow Load, Pg
Exposure Category
BUILDING INFORMATION
Building Width, B
Eave to Ridge Distance, W
Truss Spacing, Tw
Average Roof Slope, q
Run for a Rise of I, S
Occupancy Category
Enclosure Category
SNOW LOAD COEFFICIENTS
Snow Density, (
Exposure Factor, C,
Thermal Factor, C,
Importance Factor, I,
Flat Roof Snow Load, Pr
Beta,~
67.00 psf
C -Fully Exposed
60 ft
30 ft
20 ft
30 deg
1.73
II -Standard
Partially Enclosed
22.71 pcf
0.9
1.2
1.0
50.65 psf
0.500
Ur·t;,•aP<<'-<1
Wc?Ctlt ,r,,,.-,,
(ASCE 7-02 Equation 7-4)
(ASCE 7-02 Table 7-2)
(ASCE 7-02 Table 7-3)
(ASCE 7-02 Table 7-4)
(ASCE 7-02 Equation 7-1)
(ASCE 7-02 Equation 7-3)
Slope Factor, C, I .0-(theta-15)/55 (ASCE 7-02 Figure 7-2)
w
,, :
BALANCED SNOW LOAD 75% UNBALANCED SNOW LOAD
Roof p, p,Tw
Slope a c,
(~sf) (~If)
Roof Windward Load Leeward Load
Slope a 0.3 p, 1.2(1+( J3i2))p,/C,
! ~·f) (~If) (~sf) (~If)
11 1.00 50.65 1013.0 II I 1.40 227.9 63.32 1266.3
30 0.73 36.84 736.8 30 8.29 165.8 46.05 920.9
49 0.38 19.34 386.8 49 4.35 87.0 24.17 483.5
0.00 0.00 0.0 0.00 0.0 0.00 0.0
Part 3 TBS2 ASCE 7-02 7
PART 3.4 ASCE 7-02 GABL.E ROOF" WINO LOAOS
(ASCE 7-02 Section 6: Wind Loads)
SITE CRITERIA
Basic Wind Speed, V (3-sec gust)
Exposure Categol)'
BUILDING INF"ORMATION
Building Width, B
Building Length, L
Mean Roof Height. h
Truss Spacing, Tw
Roof Slope, q
Occupancy Category
Enclosure Category
End Zone Width, 2a
WIND LOAD COEF'F"ICIENTS
112.5 mph
C-Fully Exposed
60 j\
200ft
24.30 ft
20 ft
30 deg
11 -Standard
Partially Enclosed
12.0 j\
Velocity Pressure Exposure Coefficient, K h 0.94 (ASCE 7-02 Table 6-3)
Topographic Factor, K 21 1.00 (ASCE 7-02 Section 6.5.7.2)
Wind Directionality Factor, Kd 0.85 (ASCE 7-02 Table 6-4)
Importance Factor, Iw 1.00 (ASCE 7-02 Table 6-1)
Velocity Pressure, qh 25.88 psf (ASCE 7-02 Equation 6-15)
EXTERNAL PRESSURE COEFFICIENTS (FIGURE 6·1 0}
Building Surface 2 3 4 5 6 IE 2E 3E 4E
GC 0.56 0.21 -0.43 -0.37 -0.45 -0.45 0.69 0.27 -0.53 -0.48
INTERNAL PRESSURE COEFFICIENTS (FH3URE 6-5)
Building Surface All Interior Surfaces All Interior Surfaces
GC; 0.55 -0.55
PERPENDICULAR WIND LOAD
External Load Internal Load Combined Load
Building p pT. p; p,T,.-p+ p; (p+p,)T,..
Surface GC,
(pd) (plfl
GCP1 (psfl (plij
GCP+ GCP,
(nsfi (nlfi
I 0.56 14.49 289.8 0.55 14.23 284.7 !.II 28.72 574.5
2 0.21 5.43 108.7 0.55 14.23 284.7 0.76 19.67 393.3
3 -0.43 -11.13 -222.5 0.55 14.23 284.7 0.12 3.11 62.1
4 -0.37 -9.57 -191.5 0.55 14.23 284.7 0.18 4.66 93.2
PARALLEL WINO LOAD
Building External Load Internal Load Combined Load
p pT.,-p; p;T,. p+ P• (p+p,)T,..
Surface GC,
(psfl (oiO
GCp,
(psi) (plfi
GCP+ GCv,
(psfl (plfi
5 -0.45 -11.64 -232.9 -0.55 -14.23 -284.7 -1.00 -25.88 -517.5
3E -0.53 -13.72 -274.3 -0.55 -14.23 -284.7 -1.08 -27.95 -559.0
3 -0.43 -11.13 -222.5 -0.55 -14.23 -284.7 -0.98 -25.36 -507.2
6 -0.45 -11.64 -232.9 -0.55 -14.23 -284.7 -1.00 -25.88 -517.5
Part 3 TBS2 ASCE 7-02 8
PART 3,5 FABRIC TENSION LOADS
FABRIC PROPERTIES
Truss Spacing, T w
Fabric Modulus, EA
Pretension, P
Prestress Distance, Lp
Fabric Tensile Strength
Seam Tensile Strength
20 ft
13000 plf
100 plf
0.15 ft
2880 plf
2100 plf
ITERATIVE FABRIC TENSION CALCULATIONS
Description Live Load
Distributed Load, W (psf) 38.70
Vertical Force, Fy (plf) 387.0
Radius, R (ft) 19.46
Tension, T (plf) 753.1
Fabric Edge Angle, o. (deg) 30.9
Horizontal Force, F x (pit) 646.1
Sag, s (ft) 2.77
Final Length, L,(ft) 21.00
Fabric Tensile Factor of Safety 3.82
Seam Tensile Factor of Safety 2.79
llerative Radius, R, (ft) 19.46
llerative Tension A, T Ai (plf) 753.1
llerative Tension B, T 8 ; (plf) 753.1
Snow Loads
36.84
368.4
19.79
728.9
30.4
628.9
2.71
20.97
3.95
2.88
19.79
728.9
728.9
Part 3 TBS2 ASCE 7-02
Wind Loads
27.95
279.5
21.75
607.9
27.4
539.9
2.43
20.78
4.74
3.45
21.75
607.9
607.9
9
PART 4
I.
Part 4
STRUCTURAL ANALYSIS AND RESULTS
Primary Frame Elements
Primary frame element calculations and FEA results are given in the
following section. Elastic and inelastic analyses are performed on the
commercially available computer program STAAD.Pro. Inelastic analysis
is used to verify frame capacity and elastic analysis is used to obtain
foundation and connection reactions. Leg column and truss chord
elements are checked separately for combined compression and bending.
The basis for elastic and inelastic modeling is outlined below.
Elastic Model
The portal truss frame is modeled as an assemblage of chord and diagonal
elements. Appropriate member properties are assigned to the members as
well as the boundary conditions and loads. Releases are set to simulate
zero moment condition where appropriate, such as diagonals and kingpins.
Anchors are modeled as pins and the reactions are at the pin.
Inelastic Model
Inelastic Analysis is performed to adhere to AISC Allowable Stress
Design chapter N. The portal truss frame is modeled using an equivalent
section. Equivalent section properties are assigned as though the truss
were a wide flange beam (see Part 2). Partial spring releases are set
where applicable assuming that inelastic hinging at these locations does
not lead to a failure mechanism preceding development of the full moment
capacity of the frame. The "Safe Theorem" as referenced below is applied
to ensure that the ultimate load factor is less than or at most equal to the
true collapse load for the structure.
Safe Theorem Statement and Description:
If a bending moment diagram in equilibrium with the applied external
loads with a load factor A can be obtained such that the full plastic moment
condition is not exceeded at any cross section of the structure, then the
load factor A computed from this moment diagram will be less than or at
most equal to the true collapse load factor 'A.c. In other words, if at a load
factor A it is possible to find a bending moment diagram that satisfies both
the equilibrium and moment conditions but not necessarily the mechanism
condition, then the structure will stand up and not collapse at the load
factor, unless it happens to be the actual solution.
TBS2 ASCE 7-02 10
Part 4
2. Secondary Elements, Bracing, and Connections
Endwall, bracing, and connection design calculations are given in the
following section. Where applicable the calculations are designed as per
ASCE 7-02 requirements
3. Graphical Results and Output
The graphical results involving the structure loading and internal axial
forces are available in Appendix A-Drawings. The complete listing of
FEA results is available in Appendix B-STAAD.Pro Output.
TBS2 ASCE 7-02 II
PART 4.1 EQUIVALENT SECTION CAPACITIES
R2/T2 RADIUS TRUSSES
T. C RD S~CTIDN & M P RUBS HO ATERIAL RDPERTIES
Shape Size Thickness Cross-Section Properties
(in) Gage (in) A ( in 1
) I ( in 4
)
Outer Chord Sqr 3 II 0.120 1.382 1.914
Inner Chord Sqr -' II 0.120 1.382 1.914
TRUSS DIMENSIONS & PROPERTIES
Center-to-Center Truss Depth, d 32 in
Location of Outer Chord N.A., C0 , 1.50 in
Location oflnner Chord N.A., c;, 33.50 in
Location of Truss N.A., c 17.50 in
Yoc 16.00 in
Yic 16.00 in
Moment ofinertia, lx 711.6 in 4
Plastic Modulus, Z.,. 44.24 in 3
PLASTIC PROPERTY SUMMARY
Outer Truss Chord Inner Truss Chord
Cross-Sectional Area, A
Plastic Modulus, Z
Plastic Moment, MP
1.382 in 2
1.494 in 3
Cross-Sectional Area. A
Plastic Modulus. Z
74.69 kip-in Plastic Moment, MP
82, W2 & G2 STRAIGHT TRUSSES
RUBS C ORD SECTION & M ATERIAL H p RDPERTIEB
Z ( in 3
)
1.494
1.494
1.382 in 2
1.494 in 3
74.69 kip-in
Shape Size Thickness Cross-Section Properties
(in) Gage (in) A ( in 2
) I ( in 4
)
Outer Chord Sqr 3 14 0.083 0.968 1.375
Inner Chord Sqr 3 14 0.083 0.968 1.375
TRUSS DJM£NSIDNB & PRDP£RTJEB
Center-to-Center Truss Depth, d 32 in
Location of Outer Chord N.A., C0 c 1.50 in
Location of Inner Chord N.A., cic 33.50 in
LocationofTrussN.A.,c 17.50 in
~ 1~00~
Yic 16.00 in
Moment of Inertia, Ix 498.6 in 4
Plastic Modulus, Zx 30.99 in3
PLASTIC PROPERTY SUMMARY
Outer Truss Chord Inner Truss Chord
Cross-Sectional Area, A
Plastic Modulus. Z
Plastic Moment, MP
0.968 in2
1.060 in 3
Cross-Sectional Area, A
Plastic Modulus, Z
52.98 kip-in Plastic Moment, M
Z(in3 )
1.060
1.060
0.968 in 1
1.060 in 3
52.98 kip-in
Part 4 TBS2 ASCE 7-02
Material Properties
F,. ( ksi) E ( ksi)
50 29.000
50 29,000
Equivalent Section
Plastic Modulus, Zx
Plastic Moment, Mox
Material Properties
Fv(ksi) E(ksi)
50 29.000
50 29.000
Eouivalent Section
Plastic Modulus, Zx
Plastic Moment, Mpx
44.24 in3
2211.8 kip-in
30.99 in3
1549.5 kip-in
12
PART 4.2 EQUIVALENT SECTION STRENGTH RATIO CHECK
LC I LC 2 LC 3
Description Capacity 1.7(DL+CLi+ 1.7'LL I 7(DL+CL)+ 1.7'SL 1.7(DL+CL)+ 1.7'USL
1\1 0 {kip-in) M. (kip-in) SR(%} Mu (kip-in) SR(%) M. (kip-in) SR(%)
V2 Leg Refer to Part 4.3 Inner Leg Column Check
R2 Eave Radius 2211.8 2045.7 92% 2134.3 96% 1814.1 82%
S2/W2/G2 S1raight 1549.5 909.0 59% 10021 65% 1358.2 88%
T2 Peak Radius 2211.8 833.8 38% 909.9 41% 1290.9 58%
LC 4 LC 5
Description Capacity 1.3*DL+1.3*{Perp WL±Int WL) 1.3*DL+ 1.3*(Par WL±lnt WL)
Me (kip-in) Mu (kip-in) SR(%) M. ( kiJ.!·in ) SR(%)
V2 Leg Refer to Part 4.3 Inner Leg Column Check
R2 Eave Radius 2211.8 1197.9 54% 486.9 22%
S21W2/G2 Straight 1549.5 1072.4 69% 383.4 25%
T2 Peak Radius 2211.8 533.6 24% 405.9 18%
Part 4 TBS2 ASCE 7-02 13
PART 4.3.1 LEG COLUMN (References from AISC Steel Construction Manual 13th Edition)
Determine the Capacity of Leg Column for Flexure and Axial Force:
Material Properties:
Fy := 50ksi -Yield Strength
E := 29000 ksi -Elastic Modulus
Cross-Section Properties:
D := 3 in -Outside Dimension
t := 0.120in -Wall Thickness
Dj := D -2·1 -Inside Dimension ofTube
A= (D2-Dj2)
z := I(D3-Dj3)
4
r= Jf
. 4 I= 1.914m
A= 1.382in2
. 3 Z = 1.494 m
r= 1.177in
Flexural Buckling Stress, F cr
~,:= 0.65 -Connection Fixed at Both Ends and Sidesway Inhibited (AlSC Table C-C2.2)
lx := 79in -Unbraced Length of Column-in plane
-Unbraced Length of Column-out of plane
2
n ·E
-Elastic Critical Buckling Stress-in plane unbraced length (AISC E3-4)
Fe= 150.32 ksi
2
Fe.o :=
n ·E
-Elastic Critical Buckling Stress-out of plane unbraced length (AJSC E3-4)
Fe.o = 95.72 ksi
-Flexural Buckling Stress-in plane (AISC E3-2 & E3-3)
Fer= 43.50 ksi
-Flexural Buckling Stress-out ofplane(AISC E3-2 & E3-3)
Fcr.o = 40.18 ksi
Part 4 TBS2 ASCE 7-02 14
Nominal Compressive Strengths, P 0 :
-Nominal Compressive Strength-in plane (AJSC E3-1)
Pn= 60.14kip
Pno := Fcr.o·A -Nominal Compressive Strength-out of plane {AISC E3-1)
P00 = 55.55 kip
Allowable Plastic Compressive Strengths, P c:
P, = 36.01 kip
P c.pl := P c· 1.7
lrc.pl = 61.22 kig
P,0 = 33.26 kip
lr co.pl = 56.54 kig
-ASD Safety Factor for Compression {AlSC El)
-Allowable Axial Compressive Strength-in plane
-Allowable Plastic Axial Compressive Strength· 1n plane {AISC Comm_ 1_1: ASD 9th Edition N4-1)
-Allowable Axial Compressive Strength -out of plane
-Allowable Plastic Axial Compressive Strength-out ofplane{AISC Comm_ ]_1; ASD 9th Edition N4-l)
Nominal Flexural Strength of the Column, M 0 :
Mp = 74.69 kip·in
-Nominal Flexural Strength-Yielding (AISC F7-1)
Allowable Plastic Flexural Strength of the Column, M c. pi:
-Allowable Plastic Flexural Strength(AISC Comm. 1.1; ASD 9th Edition Nl)
Required Strengths From FEA
P, = 56.51 kip
M, = 2.32kip·in
-Maximum Compressive Force
-Larger Moment
Strength Ratio of Member for Combined Compression and Flexure:
i --< 0 2 ---+ ----+ ---= 0 95 {
P, P, I M, I P, 81 M, I)
P c. pi . ' 2 · P c. pi Mc.pl ' P c.pl 9 Me. pi .
< 1.0,
Okay
-Doubly and Singly Symmetric Member
in Flexure and Compression (Hl_l)
Part 4
< 1.0, Okay -Doubly Symmetric Members in Smgle Axis
Flexure and Compression (HL3)
TBS2 ASCE 7-02 15
PART 4.3.2 TRUSS CHORDS
Check That Outer Chords of End Frames can Transfer Horizontal Fabric Forces to the End Support Purlins.
Bay :::: 20ft -Center-to-Center Truss Spacing
llGA CHORDS
Tributary Area, T A:
lb.! I := 7.91\ -Maximum Un-supported Length of 11 ga Truss Chord
Between End Support Purlins
Tributary Area Reduction Factor, a:
Ku~ := 2 -Live Load Element Factor (ASCE 7-02 Table 4-2)
a .-15ft 2
0.25 + --;:::==:=::= if KLL·TA ~400ft ~KLLTA
1.0 otherwise
Ia = 1.oo I
Horizontal Fabric Loads:
Purlin
WLL = 646.1 plf -Fabric Load due to Unifonn Live Load (Fabric Tension Calculations, Part 3_5)
WSL = 628.9 plf -Fabric Load due to Snow Loads (Fabric Tension Calculations. Part 3.5)
WWL = 539.9 plf -Fabric Load due to Wind Loads (Fabric Tension Calculations, Part 3.5)
Allowable Bending Strength, M c=
f2 b := 1.67 -ASD Safety Factor for Flexure (AISC F I)
Mp := 74.69kip·in -Maximum flexural Strength(Part4.1)
Mn := Mp -Nominal Flexural Strength-Yielding (AlSC F7-1)
Me= 44.72 kip· in
Maximum Bending Force, M u:
o.s( a·~u)·lb.I /
M u.LL := _ _,____.:1:.:2"---='-
o.s( u·wsL}·lb.I /
M SL ·= --'----"'"'---='-u. . 12
IMu.LL = 20.16 kip·i1 IMu.SL = 19.63 kip·id
Strength Ratio:
L:
<)
~ 1 unsup
'0 c w
Mu.LL
--=0.45
Me
< 1.0, Okay Mu.SL
--=0.44
Me
< 1.0, Okay Mu.WL --= 0.38 < 1.0, Okay
Me
Part 4 TBS2 ASCE 7-02 16
14GA CHORDS
Tributary Area, T ,_,:
lb.l4~ 8.7ft -Maximum Un-supported Length of 14ga Truss Chord Bern·een End Support Purlins
Tributary Area Reduction Factor, a:
KLL := 2 -Li\'e Load Element Factor (ASCE 7-02 Table 4-2)
a :=
1.0 otherwise Ia ~ 1.oo I
Horizontal Fabric Loads:
WLL = 646.103 plf -Fabric Load due to Unifonn Live Load (Fabric Tension Calculations, Part 3.5)
WSL = 628.907 plf -Fabric Load due to Snow Loads (Fabric Tension Calculations, Part 3.5)
WWL = 539.856 plf -Fabric Load due to Wind Loads (Fabric Tension Calculations, Part 3.5)
Allowable Bending Strength, M c:
Ob := 1.67 -ASD Safety Factor for Flexure (AISC Fl)
Mp:= 52.98kip-in -Maximumflexura1Strength(Part4.1)
M 11 := Mp -Nominal Flexural Strength-Yielding (AISC F7-1)
M, ~ 31.72 kip·in
Maximum Bending Force, M 0 :
0.5(a 'VLL) 1b.1/
Mu.LL :~ ---'-------'1"'2"---=-
IMu.LL ~ 24.45 kip·i~
Strength Ratio:
Mu.LL --~0.77
Me
Part 4
< 1.0, Okay Mu.SL --~0.75
M,
< 1.0, Okay
TBS2 ASCE 7-02
Mu.WL
--~ 0.64 < 1.0, Okay
Me
17
PART 4.4 BASE REACTION SUMMARY
x_
A ,.j
/ / --"
,.j B
GRIDLINE A
Node I Node 2 LC Description X y z Mx My Mz
(ki~) (ki~) (ki~) {ki}!·in} {kie-in} {ki(!·in}
0 I Self Weight 0.23 0.74 0.00 0.00 0.00 0.00
0 2 Collateral Load 0.06 0.14 0.00 0.00 0.00 0.00
0 3 Live Load 9.80 23.05 0.00 0.00 0.00 0.00
0 4 Balanced Snow Load 9.88 21.06 0.00 0.00 0.00 0.00
0 5 Unbalanced Snow Load 7.29 20.23 0.00 0.00 0.00 0.00
0 6 Perpendicular Wind Load 5.58 -0.72 0.00 0.00 0.00 0.00
0 7 Parallel Wind Load -0.58 -7.38 0.00 0.00 0.00 0.00
0 8 Internal Wind Load -0.01 8.48 0.00 0.00 0.00 0.00
0 9 DL+CL+LL 10.09 23.92 0.00 0.00 0.00 0.00
0 10 DL+ CL+ SL 10.17 21.93 0.00 0.00 0.00 0.00
0 11 DL+CL+USL 7.58 21.10 0.00 0.00 0.00 0.00
0 12 0.6*DL + Perp WL ± Int WL 5.71 8.20 0.00 0.00 0.00 0.00
0 13 0.6*DL +Par WL ± 1nt WL -0.44 -15.42 0.00 0.00 0.00 0.00
GRIDLINE 8
Node I Node 2 LC Description X y z Mx My Mz
(ki~) (ki~) (ki~) {kiJ.!-iD~ ~ki).!-iD} {kiJ!·in}
21 0 Self Weight -0.23 0.74 0.00 0.00 0.00 0.00
21 0 2 Collateral Load -0.06 0.14 0.00 0.00 0.00 0.00
21 0 3 Live Load -9.80 23.05 0.00 0.00 0.00 0.00
21 0 4 Balanced Snow Load -9.88 21.06 0.00 0.00 0.00 0.00
21 0 5 Unbalanced Snow Load -7.29 10.83 0.00 0.00 0.00 0.00
21 0 6 Perpendicular Wind Load 7.89 -2.37 0.00 0.00 0.00 0.00
21 0 7 Parallel Wind Load -0.26 -7.37 0.00 0.00 0.00 0.00
21 0 8 Internal Wind Load 0.01 8.48 0.00 0.00 0.00 0.00
21 0 9 DL+CL+LL -10.09 23.92 0.00 0.00 0.00 0.00
21 0 IO DL+CL+SL -10.17 21.93 0.00 0.00 0.00 0.00
21 0 I I DL+CL+USL -7.58 11.71 0.00 0.00 0.00 0.00
21 0 12 0.6*DL + Perp WL ± Int WL 7.76 6.55 0.00 0.00 0.00 0.00
21 0 I3 0.6*DL +Par WL ± Int WL -0.41 -15.41 0.00 0.00 0.00 0.00
Part 4 TBS2 ASCE 7-02 18
PART 4.5 END WALL & TENSION ANCHOR CALCULATIONS
APPLIED LOAD
Velocity Pressure. qh
External Pressure Coefficient, GCP
Internal Pressure Coefficient, GCri
Applied Pressure, p
END WALL 1 (GRIDLINE 1)
END WALL COLUMNS
Description H
25.88 psf
0.40
0.55
24.58 psf
Cross-Sectional Properties
D t z Fy Height
0•)
Tributary
Width
(iol Ool (io) (lol (in;) lksi)
EC-1 294.0 239.7 4
PURLINS AND CROSS CABLES
Truss Spacing
Number of Braced Bays
Applied Forces
Leg Purlin Force
Maximum Purlin Force
Maximum Cable Force
Tension Anchor Force
20 ft
2
3.34 kip
6.35 kip
3.63 kip
3.68 kip
END WALL 2 ( GRIDLINE 1 1 )
END WALL COLUMNS
Height Tributary
Description Width H
10 0.250 19.1 50
Cross-Sectional Properties
D t z Fy
(io) (in) (in) (in) (in) (in') (ksi)
PURLINS AND CROSS CABLES
Truss Spacing
Number of Braced Bays
Applied Forces
Leg Purl in Force
Maximum Purlin Force
Maximum Cable Force
Tension Anchor Force
Part 4
20 ft
2
0.00 kip
0.00 kip
0.00 kip
0.00 kip
TBS2 ASCE 7-02
Allowable Applied
Strength Moment
(kip,lol (kin-iol
571.7 442.1
Allowable Applied
Strength Moment
(kip-in) (kip-in)
Strength Base
Ratio Reaction
(%) I kin\
77% 6.0
Strength Base
Ratio Reaction
(%) (kip)
19
PART 4.6.1 BRADING <References from AISC Steel Construction Manual 13th Edition)
Bay= 20ft -Center-to-Center Spacing of Trusses
END SUPPORT PURLINB
I. Tube Strength:
Material Properties:
-Yield Strength
F u := 55ksi -Tensile Strength
E := 29000 ksi -Elastic Modulus
Cross-Section Properties:
D := 3.0in -Square HSS Dimension
t := 0.109in -Thickness
A:= [o 2 -(D-2·tl 2]
A= 1.26 in 2
-Cross-sectional Area
4 4
I := .::D_-_,_( D=-----=2c..:· t'-)
12
. 4 I= 1.758 m -Moment of Inertia
r:= If -Radius of Gyration
r=l.l8lin
Compressive Strength, P n=
OUTER CHORD
END SUPPORT
PURLIN
FD END SUPPORT CONNECTION
207 @ OUTER CHORD COUPLER
END SUPPORT
PUR LIN-.'-"'~
2) PIVOT BR~CKElS -,__.-\
33300307
PURLIN
2) 05/8" X 4 1/2"
HEX BOLT CROSS CABLE
ASSEMBLY
FD END SUPPORT CONNECTION
@INNER CHORD COUPLER
!)...:= 1.0 -Effective Length Factor (AISC Table C-C2.2)
I:= J (Bay-7.5in)2 + (32in)2
I = 234.69 in -Length of End SupportPurlins
2
n ·E
F ·= ----Elastic Critical Buckling Stress (AISCE3-4)
e (K~r
Fe=7.25ksi
F cr = i1Fe < 0.44 Fy,0.877FeL658 :: tJ -Flexural Buckling Stress(AJSC E3-2 & E3-3)
F cr = 6.36 ksi
Part 4 TBS2 ASCE 7-02 20
-Nominal Compressive Strength(AISC E3-l)
Pn ~ 8.01 kip
Allowable Tube Strength, P 1:
0 C := 1.67 -ASD Safety Factor for Compression (AISC El)
P 1 := P n 7 OC -Allowable Axial Compressive Strength (AISC El)
lr 1 ~ 4.80ki9
2. Bolt Shear Strength:
Bolt Properties:
db :~ 0.625 in -Diameter of Bolt
-Allowable Shear Stress of(l) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AlSC Table 7-1)
n := ] -Number of Bolts
))1..:= 2 -Number of Shear Planes
Allowable Bolt Shear Strength, P 2 :
2
n·db
Ab·---
4
-Unthreaded Nominal Body Area of a~5/8" Bolt
Ab ~ 0.307 in 2
3. Tube Bearing Strength:
Properties and Dimensions:
db = 0.625 in -Bolt Diameter
t = 0.1 09 in -Thickness of Purl in
F U = 55 ksi -Tensile Strength ofPurlin Material
Le := l.Oin -Edge Distance (Center of Hole to End ofPurlin)
Lc := Le -[(db + 0.0625 in) 7 2 J -Edge Distance (Edge of Hole to End ofPurlin)
Lc ~ 0.656 in
-Number of Holes
Check Edge Distance Requirements:
EdgeDistance := "Okay" if Le ::::>: 0.875 in -518" Bolt (AISC Table J3.4)
"NG" otherwise
IEdgeDistance = "Okay"
Part 4 TBS2 ASCE 7-02 21
Bearing Strength, Rn:
R11 := min(!.S·Lc·t·Fu,3.0·db·Hu)·n ·Available Bearing Strength (AISC J3.6b)
Allowable Tube Bearing Strength, P 3:
nb := 2.oo
P3 := Rn + Qb
lp3 = 5.901 ki9
• ASD Safety Factor for Bearing Strength (AISC 13_ 10)
End Support Purlin Allowable Compressive Strength, P 0 :
P11 := min(P 1 ,P2 ,P3)
lr 11 = 4.80 ki9
Required End Support Purlin Strength:
Horizontal Fabric Loads:
wLL = 646.1 plf ·Fabric Load due to Unifonn Live Load (Fabric Tension Loads, Pan 3.5)
wSL = 628.9 plf ·Fabric Load due to Snow Loads (fabric Tension Loads, Pan 3.5)
WWL = 539.9 plf ·Fabric Load due to Wind Loads (fabric Tension Loads, Pan 3.5)
Tributary Area, T A: F"x
Tw= 8.7ft ·Maximum Tributary Width of the End Support Purlins
TA:=TwBay
2 TA = 174.00 ft
Tributary Area Reduction Factor, a:
KLL := 4 • Li\'e Load Element Factor (ASCE 7-02 Table 4-2)
a :=
1.0 otherwise
lu = 0.82 I
Horizontal Force Resisted by the End Support Purlins, Ph:
Ph.LL:= (u·wLL}Tw Ph.SL:= (u·wsL}Tw
Part 4 TBS2 ASCE 7-02
Purlin
Ph.WL:= (wwL)·Tw
IPh. WL = 4. 70 ki9
.c
" <( 1 unsup
u c w
22
Maximum Compressive Force, P 0 :
{32in) e :~ ata --
Bay
8 = 7.59 deg ·Angle of End Support Pulin From Horizontal
Ph.LL
pu.LL:~ ~
lru.LL ~ 4.64 ki9
Ph.SL
Pu.sL·~· cos(e)
Strength Ratio of End Support Purlins:
Pu.LL
--~ 0.97
pn
< 1.0, Okay
BRACED BAY PURL/NS
I. Tube Strength:
Material Properties:
F Y := 55ksi ·Yield Strength
F U := 60ksi ·Tensile Strength
E := 29000 ksi ·Elastic Modulus
lb p := 0.283-·Density of Steel
. 3
111
Cross-Section Properties:
D := 4.0in ·Outer Diameter
t := 0.109in -Thickness
A.-
•. [o 2 -(D-2·1)2]
4
. 2 A = 1.332 m -Cross-sectional Area
Part 4
Pu.SL
--~ 0.94
pn
< 1.0, Okay
n·[D4 -(D-2·1)4]
64
I= 2.524 in 4 ·Moment oflnertia
TBS2 ASCE 7-02
< 1.0, Okay
r~ ff
r = 1.376 in -Radius of Gyration
23
Compressive Strength, P n:
~:= 1.0 -Effective Length Factor (AISC Table C-C2.2)
}.;= Bay-7.56in
I = 232.44 in -Length of the Braced Bay Purlins
-Elastic Critical Buckling Stress (AlSCE3-4)
Fe = 10.03 ksi
t-= ;L < 0.44Fy,0877 FJ0.658 ::tJ F cr = 8.80 ksi -Flexural Buckling Stress (AlSCE3-2 & E3-3)
-Nominal Compressive Strength (AlSC E3-l)
Allowable Tube Compressive Strength, P 1:
fk,:= 1.67
,M.,:= pn + nc
-ASD Safety Factor for Compression (AISC El)
lpl = 7.02ki9
2. Bolt Shear Strength:
Bolt Properties:
~:= 0.625in -Diameter of Bolt
R..,:= 24ksi -Allowable Shear Stress of (I) A325 Bolt in Single Shear with
Threads Included in the Shear Plane (AJSC Table 7-1)
»,;= 2 -Number of Bolts
m,.;= I -Number of Shear Planes
Allowable Bolt Shear Strength, P2:
2
n·db
~= ----Unthreaded Nominal Body Area ofa$5/8" Bolt
4
. 2 Ab = 0.307 111
Part 4 TBS2 ASCE 7-02 24
3. Tube Bearing Strength:
Properties and Dimensions:
db = 0.625 in -Bolt Diameter
t = 0.109 in -Thickness of Purl in
F U = 60 ksi -Tensile Strength ofPurlin Material
k:= 1.25in -Edge Distance (Center of Hole to End ofPurlin)
k:= Le-[{db+ 0.0625in) -o-2] -EdgeDistance(EdgcofHoletoEndofPurlin)
Lc ~ 0.906 in
n :~ 4
~
-Number of Holes
Check Edge Distance Requirements:
~:~ I "Okay" if Le ~ 0.875in
"NG" otherwise
IEdgeDistance = "Okay"
Bearing Strength, Rn:
,&.._:~ min( 1.5· Lc·t·F u• 3.0·db·H u}·n
R0 ~ 35.56 kip
Allowable Tube Bearing Strength, P 3 :
-5!8" Bolt (AJSC Table J3.4)
-Available Bearing Strength (AISC J3-6b)
,lli.,.; ~ 2 . 00
&..;~ Rn ~ nb
lp3 ~ 17.78 ki9
-ASD Safety Factor for Bearing Strength (AISC 13.10)
Braced Bay Purlin Allowable Compressive Strength, P n:
&,:~ min(PI ,P2 ,P3 )
lpn ~ 7.02ki9
Braced Bay Purlin Required Strength:
Applied Load:
lp r = 6.35 ki9 -Maximum Purlin Force due to Parallel Wind Load {Part 4.5)
Strength Ratio of Braced Bay Purlins:
B 0
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02 25
UNBRACED BAY PURLINS
Unbraced bay purlins are designed to act as tension members transferring loads to braced bays.
l. Tube Strength:
Material Properties:
4:= 55ksi
t:u,:= 60ksi
-Y1eld Strength
-Tensile Strength
Cross-Section Properties:
,.!:1_:= 2.875 in -Outer Diameter
t := 0.083 in -Thickness
~
-Cross-sectional Area
. 2 A= 0.728 m
Tensile Yielding Strength, P ty:
-Tensile Yield Strength in Gross Section (AISC 02-1)
ply= 40.04 kip
Tensile Rupture Strength, P tu:
Effective Net Area, Ae:
~:= 0.625 in -Bolt Diameter
».._:= 2 -Number of Holes
An:= A-n·{ <\, + 0.0625 ·in}·t -Net Area (AlSC D3.2)
U := 1.0 -ShearLagFactor
Ae := An· U -Effective Net Area {AISC D3.3)
. 2 Ae = 0.614 m
P1u = 36.83 kip
-Tensile Rupture Strength in Net Section (AISC 02-2)
Allowable Tensile Tube Strength, P 1:
-ASD Safety Factor for Tensile Yielding in Gross Section (AISC 02)
ntu := 2.00 -ASD Safety Factor for Tensile Rupture in Net Section (AISC 02)
X...,:= min(Pty + !1ty,Ptu + !1tu)
Part 4 TBS2 ASCE 7-02 26
2. Bolt Shear Strength:
Bolt Properties:
-Diameter of Bolt db~ 0.625 in
rw:~ 24.0ksi -Allowable Shear Stress of ( 1) A325 Bolt in Single Shear
with Threads Included m the Shear Plane (AJSC Table 7-1)
J.l..i~ 2 -Number of Bolts
m:= 1 -Number of Shear Planes -
Allowable Bolt Shear Strength, P 2:
2
n·db
~:= ---Unthreaded Nominal Body Area ofa~S/8" Bolt
4
Ab ~ 0.307 in 2
3. Tube Bearing Strength:
Properties and Dimensions:
db = 0.625 in -Bolt Diameter
t = 0.083 in -Thickness of Purl in
F U = 60 ksi -Tensile Strength ofPurlin Material
k:= 1.25in -Edge Distance (Center of Hole to End ofPurlin)
~:= Le-[(db+ 0.0625in)-;--2] -EdgeDistance{EdgeofHoletoEndofPurlin)
Lc ~ 0.906 in
-Number of Holes
Check Edge Distance Requirements:
~:~ "Okay" if Le;, 0.875in -5/8" Bolt (AISC Table J3.4)
"NG" otherwise
IEdgeDistance = "Okay"
Bearing Strength, R 0 :
~:~ min( 1.5· Lc·t·F u• 3.0·db·t·F u)·n -Available Bearing Strength (AISC J3-6b)
R0 ~ 27.08 kip
Allowable Tube Bearing Strength, P 3 :
~~ 2.00
&,._:~ Rn+flb
!r3 ~ 13.54 ki9
-ASD safety factor for bearing strength (AJSC 13.10)
Part 4 TBS2 ASCE 7-02 27
4. Shear Rupture Strength:
Properties and Dimensions:
Lv:= Le
Lv = 1.25 in
t = 0.083 in
• Length of Shear Plane
·Thickness ofPurlin
·Tensile Strength ofPurlin Material
Net Shear Area:
. 2
Anv = 0.830 1n
-Number of Shear Planes
Rupture Strength:
t:...,:= 0.60·Fu·Anv • AYailable Shear Rupture Strength (AISC 14-4)
F v = 29.88 kip
Allowable Shear Rupture Strength, P 4 :
O.v := 2.00 · ASD Safety Factor for Shear Rupture (AISC J4.2)
P 4 := F V-i-Ov -Allowable Shear Rupture Strength
Unbraced Bay Purlin Allowable Tensile Strength, P n:
J:u,:= min(P 1 ,P2 ,P3 ,P4)
IPn= 13.54ki9
Part 4 TBS2 ASCE 7-02 28
Required Strength for Unbraced Bay Purlins:
Determine the Maximum Allowable Compressive Strength of Truss Chords, P cP
Material Properties:
4:= 50ksi -Yield Strength
~:= 29000 ksi -Elastic Modulus
Cross-Section Properties:
&:~ 3in
JN:= 0.120in
-Square HSS Dimension
-Thickness
4 4 D -(D-2 t) I:~
~ 12
A = 1.382 in 2
-Cross-sectional Area I 9 . 4 =I. 14m -Momentoflnertia
Compressive Strength, P c=
}:)_,:= 0.65 -Effective Length Factor {AISC Table C-C2 2)
-Length of Chord Between Points of Lateral Support
-Elastic Critical Buckling Stress (AISC£3-4)
Fe~ 166.78 ksi
t.,:~ iiFe < 044Fy,0877FJ0658 ::tJ
Fer~ 44.10ksi -Flexural Buckling Stress (AISCE3-2 & E3-3)
-Nominal Compressive Strength {AISC E3-1)
p c ~ 60.97 kip
Allowable Tube Strength, P 1:
£,:~ 1.67
&..;~ pc +Oc
lpl ~ 36.51 ki9
-ASD Safety Factor for Compression (AISC El)
-Allowable Axial Compressive Strength
Buckling Force Resisted by the Purlins, P b,.:
pbr:~ O.oi·PI
Pbr ~ 0.37 kip
Part 4
-Required Nodal Bracing Strength (AISC A-6-3)
TBS2 ASCE 7-02
r = 1.177 in -Radius of Gyration
29
Maximum Force Resisted by the Purlins, P r:
.v.,:~ 7 -Number of Adjacent Unbraced Bays
k:= ( n - 1 )· Pbr -Required Tensile Strength ofUnbraced Purl in
Strength Ratio of Unbraced Bay Purlins:
B 6
n
< 1.0, Okay
CROSS CABLES
Design Strength, S d:
~ :~ 0.95 -Fitting Reduction Factor {ASCE 19-96)
sn :~ 9.8kip -Mmimum Breaking Strength of the $5/16" Cable Assembly
Required Strength, S u:
/J,/ 2.0 -Load Factor for Wind Loads (ASCE 19-96)
T max = 3.63 kip -Maximum Cable Tension due to Parallel Wind Load (Part 4.5)
Su:= a·Tmax
Strength Ratio of Cross Cables:
~ ~
Part 4
< 1.0, Okay
TBS2 ASCE 7-02 30
PART 4.6.2 CONNECTION CALCULATIONS
Bay= 20ft -Center-to-Center Spacing of Trusses
(References from AISC Steel Construction Manual 13th Edition)
TRUSS CHORD COUPLER
Properties and Dimensions:
Fu := 60ksi
Fy := 50ksi
1] 0.083in
t2 .-0.083in
1m in := min( t 1 , t2)
D := 3in
-Tensile Strength of Base Metal
-Yield Strength of Base Metal
-lbickness of Chord I
-Thickness of Chord2
-Minimum Thickness of Connection
-Outer Chord Dimension
Oj := D -2·1min -Inside Chord Dimension
db:= 0.5in -Bolt Diameter
db:= db+ .0625in -Diameter of Hole
N b := 4 -Number of Bolts in Group
))1..:= 2 -Number of Connection Planes
eh := 4.5 ·db -Center to Center Hole Spacing
4) 01/2" X 4"
HEX BOLT W/
2 WASHERS
OUTER CHORD
COUPLER CONNECTION
@ OUTER CHORD
ed := 3.25-<itJ -Edge Distance in Line afForce Center Hole to Nearest Edge-Hole or End of Connected Part.
Minimum Hole Spacing and Edge Distance:
eh.min = 1.5 in -Minimum Hole Spacing (AISC 13.3)
eh.min
--=0.67 <1.0, Okay
•h
ed.min := 0.75in -Minimum Edge Distance (AISC Table J3.4 112" bolt)
ed.min
--=0.46 <1.0, Okay
•d
I. Shear Strength:
Anv := tmin" ed· 2 -Net Area for Shear Rupture
R 0 := 0.6Fu Anv· Nb·m -Available Shear Rupture Strength (AISC J4-4)
Rn = 77.69 kip
Allowable Shear Strength, P1:
fly:= 2.0 -ASD Safety Factor for Shear Rupture (AISC 14.2)
Part 4 TBS2 ASCE 7-02 31
2. Tensile Strength:
Space bolts such that no two bolts lie in a plane perpendicular to the line of force and are spaced diagonally
with spacing sperp = ch min
-Gross Chord Area
Ax= 0.968 in 2
Tensile Yielding Strength, Pty:
-Strength of Connection for Tensile Yielding (AISC J4-l)
r 1y = 48.42 kip
Tensile Rupture Strength, Ptu:
A11 :=min[ Ax-tmin·(dj1 + 0.0625in).m,0.85·Ax] -Net Area for Tension (AISC 03_2)
u := 1.0
Ae := An·U
Ae = 0.823 in 2
r,u = 49.39 kip
-Shear Lag Factor {AJSC Table D3.1 Case!)
-Effective Net Area for Tension (AISC 14.1, D3.3)
-Strength of Connection for Tensile Rupture (AISC J4-2)
Allowable Tensile Strength, P2:
-ASD Safety Factor for Tensile Yielding in Gross Section (AJSC J4.1)
f.!tu := 2.0 -ASD Safety Factor for Tensile Rupture in Net Section (AISC 14.1)
Pz := min(Pty + f.!ty,Ptu + f.!tu)
3. Bearing Strength:
Lc := <ct - ( dh + 2) -Clear Distance in Line of Force from Edge of Hole to Nearest Edge
-Bearing Strength of Connection (AISC J3-6b)
Rn = 59.76 kip
Allowable Bearing Strength, P3:
f.!s := 2.0 -ASD Safety Factor for Bearing (AISC 13.10)
Part 4 TBS2 ASCE 7-02 32
4. Bolt Shear Strength:
Fv := 24.0ksi -Allowable Shear Stress of( I) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AJSC Table 7-1)
Allowable Bolt Shear Strength, P 4 :
2 n·db
Ab·---
4
-Unthreaded Nominal Body Area of a~ 1!2" Bolt
. 2 Ab = 0.196 m
Allowable Tensile Coupler Capacity, CounT:
C 01111 r :=min( PI ,P2,P3,P4)
Allowable Compressive Coupler Capacity, Connc:
ConnC := min(P3,P4}
Required Tensile Coupler Capacity, MembT:
nr := 1.67 -ASD Safety Factor for Tension (AJSC 02)
Membr:= Ax·fy+ nr
IMembr = 29.00 kiij
Required Compressive Coupler Capacity, Membc:
nc := 1.67 -ASD Safety Factor for Compression (AISC El)
Membc := Ax·fy+ nc
IMembc = 29.00 ki~
Truss Chord Coupler Strength Ratio:
Membr 1--,-----'--, = 0.97
max( ConnT.Connc)
Part 4
< 1.0, Connection is Adequate to Develop the Attached Member in Yield.
TBS2 ASCE 7-02 33
CABLE: BRACKET CaNNE:CT/DN
Assume only 1 cross cable in tension at any time.
Properties and Dimensions:
t:.»,~ 65ksi
z.v~ 44 ksi
t :~ 0.25in
·Bracket Tensile Strength
-Bracket Yield Strength
-Bracket Thickness
2) ~5/8" X 2'
HEX BOL 1
PURLIN BRACKET
32300605
4) 01/2' X 4'
HEX BOLTS W/ WASHER
ON OUTSIDE
PURLIN
CABLE BRACKET
JJJOOJOJ
,9),:~ 0.625in
Le :~ J.Oin
-Diameter of Bolt •• CROSS CABLES N01 SHOWN FOR CLARITY ••
-Edge Distance (Center of Hole to Edge of Tab)
FD COUPLER CONNECTION
k_;== Le -[{db + 0.0625 in} -:--2 J -Edge Distance (Edge of Hole to Edge ofTab)
Lc ~ 0.656 in
I. Bolt Shear Strength:
.&.,:~ 24.0ksi -Allowable Shear Stress of( I) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AISC Table 7-1)
n :~ 2 -Number of Bolts
-Number of Shear Planes
Allowable Bolt Shear Strength, P 1:
2
TI·db
~:~-
4
• Unthreaded Nominal Body Area of a~5/8" Bolt
0 . 2 Ab ~ 0.3 7 ID
2. Bracket Bearing Strength:
Choose bearing strength at clevis hole
J)/ I -Number of Holes
Check Edge Distance Requirements:
Edgeoistance :~ I "Okay" if L,;, 0.875in
"NG" otherwise
!Edgenistance = "Okay"
Bearing Strength, Rn:
&,:~ min( 1.5·L,·t·Fu, 3.0·db·t·Fu)·n
Rn ~ 16.00 kip
-5/8" Bolt (AISC Table J3.4)
-Available Bearing Strength (AISC J3-6b)
Part 4 TBS2 ASCE 7-02
@INNER CHORD (END ARCH)
34
Allowable Bearing Strength, P 2:
-ASD Safety Factor for Bearing Strength (AISC J]_ 10)
3. Bracket Block Shear Strength:
Net Areas in Shear and Tension:
Gross Areas in Shear and Tension:
Agt :~ Lc·t
Agv :~ Agt
. 2
Ant= 0.164 m
Anv~ 0.164in 2
AIJ 1 = 0.164in2
0 . 2
Agv = .164m
-Unifonn Tension Stress Factor (14_3)
Rn ~ 15.00 kip
Allowable Block Shear Strength, P 3:
n 88 :~ 2.0 -ASD Safety Factor for Block Shear: (AJSC 14.3)
&,:~ Rn + flss
lr 3 ~ 7.50ki~
Bracket Allowable Axial Strength, P n:
Pn := min(Pt.P2,P3)
Cable Assembly Design Strength, T cable:
$ :~ 0.95 -Fitting Reduction Factor
Sn :~ 9.8kip -Minimum Breaking Strength of the ift5116" Cable Assembly
-Net Tension Area
-Net Shear Area
-Gross Tension Area
-Gross Shear Area
-Available Block Shear Strength {14-5)
-5116" Cable Assembly Reduced Breaking Strength (ASCE 19-96)
a:~ 2.00 -Cable Strength Factor for Wind Loads (ASCE 19-96)
Tcable :~ (sd +a) -Design Strength
Part 4 TBS2 ASCE 7-02 35
Braced Bay Purlin Allowable Compressive Strength, P br
lrbr ~ 7.02 kig
Required Strength for Cable Bracket, P r:
Pr := max(TcabJe,Pbr}
lr, = 1.02 kig
Cable Bracket Connection Strength Ratio:
B 4
n
< 1.0. Okay
Part 4 TBS2 ASCE 7-02 36
PURL/N BRACKET CONNECTION
Purl in brackets will be required to transfer all endwall
forces and unbraced bay purlin forces.
Properties and Dimensions:
-Bracket Tensile Strength
CABLE BRACKEl
33.300.303
{BRACED BAYS ONLY)
t.;;,:= 65ksi
L,:= 44ksi
J.v:= 0.25in
j_w= 0.625 in
-Bracket Yield Strength 4) 01/2" X 4"
HEX BOLTS
-Bracket Thickness
" CROSS CABLES NOT SHOWN FOR CLARITY .,
-Diameter of Bolt
kw:= 1.125 in -Edge Distance (Center of Hole to Edge ofTab)
J:w.i= Le-[(db+ 0.0625 in) -:-2] -Edge Distance (Edge of Hole to Edge ofTab)
Lc = 0.781 in
1. Bolt Shear Strength:
t:v,:= 24.0ksi -Allowable Shear Stress of( 1) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AISC Table 7-1)
n := 2 -Number of Bolts
~
~=I -Number of Shear Planes
Allowable Bolt Shear Strength, P 1:
2
n·db
~:= ---Unthreaded Nominal Body Area ofa~S/8" Bolt
4
Ab = 0.307 in
2
2. Bracket Bearing Strength:
~:= 2 -Number of Holes
Check Edge Distance Requirements:
I "Okay" if Le <: 0.875in
"NG" otherwise
IEdgeDistance = "Okay"
Bearing Strength, Rn:
-5/8" Bolt (AJSC Table J3.4)
F COUPlER CONNECTION
@INNER CHORD (COMMON ARCH)
&,:= min( 1.5·Lc·I·Fu, 3.0·db·t-Fu)·n -Available Bearing Strength (AISC J3-6b)
Rn = 38.09 kip
Part 4 TBS2 ASCE 7-02 37
Allowable Bracket Bearing Strength, P 2:
B.l:v = 2.00
ft~,:= Rn + flb
IP 2 = 19.04 kiij
• ASD Safety Factor for Bearing Strength {AISC B_IO)
3. Bracket Flexural Strength:
Bending can occur for purl in brackets in unbraccd bays subject to tension loads
e := 1.1 in
~
·Moment Ann Normal to Direction of Force-Radius Purlin Angle
b
Z:=
Sin
2 b·t
4
Z = 0.078 in 3
Mz = 3.44 kip· in
·Width of Cross Section
·Plastic Section Modulus of Angle
-Nominal Flexural Strength of Angle (AISC FIl-l)
Allowable Bracket Flexural Strength, P 3 :
B.tv:= 1.67 · ASD Safety Factor for Bending Strength (AISC F 1)
M 3 := M 2 + Ob ·Allowable flexural Strength of Angle
Ma = 2.06 kip· in
• Allowable Tension Force Causing Flexure
F MID RADIUS PURLIN CONNECTION
204 @ INNER CHORD (COMMON ARCH)
M,
&,:= 2-
e (2*Flexural Strength Since Limited Rotation ofPurlins Will Require Bending Along 2 Lines)
Bracket Allowable Compressive Strength, P 11 :
&,:= min(PJ,P2)
IPn = 14.73 kig
Bracket Allowable Tensile Strength, T 11 :
Tn := min(PJ,P2,PJ)
ITn = 3.74kig
Required Compressive Strength, V Windpost
lv Windpost = 6.0 kiij • Unfactored Windpost Reaction (Part 4.5)
Required Tensile Strength, T unb:
=
PURLIN ANGLE
32300308
ITunb := 2.19kig · Unbraced Bay Purl in Required Tensile Strength (Part 4.6.1)
Part 4 TBS2 ASCE 7-02 38
Purlin Bracket Compressive Strength Ratio:
Ywindpost
Pn
~ 0.41 < 1.0, Okay
Purlin Bracket Tensile Strength Ratio:
Tunb
--~0.59
Tn
< 1.0, Okay
PIVOT BASE: BRACKE:T CDNNE:CTIDN
Properties and Dimensions:
• Bracket Tensile Strength
. Bracket Yield Strength
• Bracket Thickness
OUTER CHORD
~5/8" END SUPPORT
PURLIN
t»,:~ 65ksi
&.;= 44 ksi
J,;= 0.25in
»».,:~ 0.625in • Diameter of Bolt END SUPPORT CONNECTION
207 @ OUTER CHORD COUPLER ,&w:= l.Oin . Edge Distance (Center of Hole to Edge ofTab)
,&w:= Le-[{db+ 0.0625 in) -7-2] ·Edge Distance (Edge of Hole to Edge ofTab)
Lc = 0.656 in
I. Bolt Shear Strength:
&<,:= 24.0ksi ·Allowable Shear Stress of(l) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AISC Table 7-1)
,&..:= 1 -Number of Bolts
,ru,._:= 2 ·Number of Shear Planes
Allowable Bolt Shear Strength, P 1:
2 7t·db
~·-= ---Unthreaded Nominal Body Area of a$5/8" Bolt
4
Ab ~ 0.307 in 2
2. Pivot Base Bracket Bearing Strength:
.a,:~2 . Number of Holes
Check Edge Distance Requirements:
~~ I "Okay" if Le 2: 0.875in
"NG" otherwise
jEdgenistance -"Okay"
-518" Bolt (AISC Table 13.4)
Part 4 TBS2 ASCE 7-02 39
Bearing Strength, Rn:
,&;,:~ min( 1.5·L,·Hu, 3.0·db·l·Fu)·n ·Available Bearing Strength (AISC J3-6b)
R0 ~ 31.99 kip
Allowable Bracket Bearing Strength, P 2:
ili,:~ 2.00 • ASD Safety Factor for Bearing Strength (AISC B.\0)
&,:~ Rn + rlb
IP2 ~ 16.00 kiij
3. Pivot Base Bracket Flexural Strength:
£ND SUPPORT
:;.;~ 1.75in
,&.:= 2in
·Moment Arm Normal to Direction of Force PURliN~.b=-:___.~i.;<""'~4;
2) PIV01 BRACKETS
·Width of Cross Section 33.300.307
PUR LIN
2) <~5/8" X 4 1/2"
HEX BOLT
CROSS CABLE
ASSEMBLY
. 3 z ~ 0.5 In END SUPPORT CONNECTION
M;..,:~ Z.·Fy ·Nominal Flexural Strength of Bracket (AISC FIJ-I)
Mz ~ 22.00 kip·in
Allowable Bracket Flexural Strength, P 3:
..llJN:= 1.67 · ASD Safety Factor for Bending Strength (AlSC Fl)
,Mw:= Mz + nb -Allowable Flexural Strength of Bracket
Ma ~ 13.17 kip·in
Ma
&,:~-
e
·Allowable Axial Force Causing Flexure
Bracket Allowable Axial Strength, P 11 :
J:,;,:~ min(P1,P2,P3)
IPn ~ 7.53 kig
Required Axial Strength, P r=
209 @INNER CHORD COUPLER
PIYO"I BASE BRACKET
890459
IPr ~ 4.80 kig ·End Support Purl in Allowable Compressive Force
Pivot Base Bracket Strength Ratio:
B 4
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02 40
WEB CONNECTION
Properties and Dimensions:
lwJ .-0.083in
tw2 .-0.083 in
. 2
Ax. web:= 0.411 m
Fy.web := 55ksi
Fu.web := 60ksi
,4_:= 50ksi
,~:»,:= 60ksi
F EXX := 70ksi
~veld := 7.42in
Lshear := 7.95in
Dwebweld := 3
-Chord Thickness
-Web Thickness
-Cross Sectional Area o1.66inxl4ga Web
-Yield Strength of Web
-Tensile Strength of Web
-Yield Strength of Base Metal
-Tensile Strength of Base Metal
-Filler Metal Strength Designation
-Length of Weld in Inches
-Length of Shear Failure Surface
-Dimension-Leg of Weld in 16ths of Inch
.707Dwebweld'in
-Effective Weld Thickness
16
lweld = 0.133 in
,t:= 41° -Angle Between Web and Chord
I. Web Weld Shear Strength:
Fw := 0.6·FExx
Aw := ~eld·lweld
Aw = 0.984 in 2
Rn = 41.31 kip
-Nominal Strength of Weld (AISC Table J2.5)
-Effective Area (AlSC J2.2a)
-Nominal Strength of Weld (AJSC 12-5)
Allowable Weld Shear Strength, P 1:
0
flweld := 2.0 -ASD Safety Factor for Fillet Weld in Shear (AISC Table 12_5)
Part 4 TBS2 ASCE 7-02
J/32 CL Weld
7.95•n-Perimeter ot failure Surface
41
2. Base Metal Shear Strength:
~:= Lshear·lwJ
0 . 2
Anv = .66m
Rnl = 36.21 kip
Rn2 := 0.6·Fy·Anv" sin(~)
Rn2 = 30.17 kip
-Net Area Subject to Shear (AISC 14.2, Table J2.5)
-Nominal Shear Rupture Strength of Base Metal (AISC 14-4)
-Nominal Shear Yirld Strength of Base Metal (AISC J4-4)
Allowable Base Metal Shear Strength, P2:
nv 1 := 2.00 -ASD Safety factor for Shear Rupture (AJSC J4.2)
nv2 := 1.s -ASD Safety Factor for Shear Yielding (AISC 14.2)
Allowable Web Connecton Strength, P n:
&.,= min( PI ,P2)
IPn= 18.10kig
Required Web Connection Strength, P r:
Use member strength of web for required strength
~= 2.00 -ASD Safety Factor for Tension (AISC 14.1)
-Nominal Tensile Strength of Web (AISC J4-2)
R, = 24.66 kip
-Allowable Tensile Strength of Web
IPr = 12.33 kig
Web Connection Strength Ratio:
B 8
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02 42
HSS WJNDPDST CDNNE:CTJDNS
Bottom Connection:
Properties and Dimensions:
&,:~ 65ksi
Lv;~ 44ksi
~:= 0.25·in
,>!),;~ 0.625 in
dbf :~ 0.6875in
~Angle Tensile Strength
2) ANCHOR BOLlS 3" BASE BRACKET
2) 05/8" X 5" 3JJQ0210
-Angle Yield Strength HEX BOLTS
-Angle Thickness
FD HSS WINDPOST/JAMB
E02 BASE CONNECTION
-Windpost to Angle Bolt Diameter
-Angle to Foundation Bolt Diameter
k:= l.Oin -Distance Between Hole Center and Angle Edge
,.ky:= Le -[{db + 0.0625 in) ..;. 2 J ·Distance Between Hole Edge and Angle Edge· Windpost to Angle
Lcf := Le-[{ %f + 0.0625in) ..;. 2] ·Distance Between Hole Edge and Angle Edge-Angle to Foundation
I. Bolt Shear Strength:
&v:~ 24.0ksi ·Allowable Shear Stress of(l) A325 Bolt in Single Shear with Threads
Included in the Shear Plane (AISC Table 7-1)
,.9...:= 2 -Number of Bolts
,.w...:= 2 ·Number of Shear Planes
Allowable Bolt Shear Strength, P 1:
2 n·db
~-~--Unthreaded Nominal Body Area ofa$5/8" Bolt
4
Ab ~ 0.307 in 2
2. Base Angle Bearing Strength-Windpost to Foundation:
-Number of Holes
Check Edge Distance Requirements:
~~ I "Okay" if L, <: LOin
"NG" otherwise
IEdgeoistance -"Okay"
Bearing Strength, Rn:
&:~ min( 1.5·Lcrt·F0 ,3.0·dbrt· F0 )·n
Rn ~ 30.47 kip
Part 4
-11116" Bolt (AJSC Table J3.4)
-Available Bearing Strength (AISC J3-6b)
TBS2 ASCE 7-02 43
Allowable Bracket Bearing Strength, P 2 :
f»N:= 2.00
&:= Rn + flb
IP2 = 15.23 kiij
• ASD Safety Factor for Bearing Strength (AISC 13.10)
Allowable Bracket Strength, P n:
&,:= min(PJ,P2)
IPn = 15.23 kiij
Required Windpost Connection Strength, P r:
V Wind post = 6.015 kip -Unfactored Reaction from Endwall & Tension Anchor
Calculations
!!:;:= V Windposl
HSS Windpost Bottom Connection Strength Ratio:
B 9
n
< 1.0, Okay
Top Connection:
Properties and Dimensions:
Mass Properties Side View:
AJ := 8.38in2
Xbarl := 1.854in Ybarl := 1.863in
lxJ := 48.82in 4 lyJ := !6.99in 4
~I 3 SyJ := --SyJ = 9.12in
Ybarl
1. Bolt Tensile Strength:
Mass Properties Section View:
. 2 A2 := 2.5 m
Xbar2 := .95 in Ybar2 := Oin
lx2 := 2.7lin4 ly2 := 2.7lin4
ly2 3
Sy2 := --Sy2 = 2.853 in
Xbar2
ft := 45.0ksi -Allowable Tensile Stress of(l) A325 Bolt (AISC Table 7-2)
-Number of Bolts
Allowable Bolt Tensile Strength, P 1:
2 n·db
~:= ---Unthreaded Nominal Body Area ofa~5/8" Bolt
4
Ab = 0.307 in 2
&,_:= Ft'Ab·n
IPJ = 13.81 kiij
Part 4 TBS2 ASCE 7-02 44
2. Top Connection Flexural Strength:
e :~ 3.00in -Moment Ann Nonnal to Direction of Force
~
-Nominal Flexural Strength for Top Plate and Gussets (AISC F12-1)
Allowable Flexural Strength, P2:
~:= 1.67 -ASD Safety Factor for Bendmg Strength (AISC Fl)
M.a.:= M 0 7 Qb -Allowable Elastic Bending Strength for Top Plate and Gussets
Ma ~ 75.16 in·kip
3. Top Connection Weld Shear Strength:
~~ 70ksi
R.w.;= 0.6· FEXX -Nominal Strength of Weld (AISC Table J2.5)
Dp]ateweld := 4 -Weld Leg Size in 1116ths ofan Inch
I weld := 6· in -Weld Length
.707DpJateweld ·in
tplateweld :=
16
lpJateweld ~ 0.177 in
. 2 Aw= 1.06m -Effective Cross-sectional Area of the Weld(AISC J2.2a)
-Nominal Strength of Weld (AISC J2-5)
Allowable Weld Strength, P 3:
~:~2.00 -ASD Safety Factor for Fillet Weld in Shear (AISC Table J2.5)
Allowable Top Connection Strength, P 0 :
&,:~ min{PJ ,P2,P3)
IPn-13.81 kig
HSS Wind post Top Connection Strength Ratio:
B 4
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02 45
V-LEG /BASE PLATE CONNECTION
Properties and Dimensions:
-Bolt Diameter j_w= 0.625in
Le.lug := 1.25· in
Le.fin := 1.25·in
-Distance Between Hole Center and Edge· Baseplate Lug
tlug := 2-0.375in
lfin := 0.375-in
-Distance Between Hole Center and Edge-Leg Fin
-Thickness of lug Plates (2 Plates)
-Thickness of Fin
It := 4in - 2 · (db + 0.0625 in) -Net Tension Length
&,:= 65ksi
J..v= 44ksi
I. Bolt Shear Strength:
-Tensile Strength of Lug and Fin Assembly
-Yield Strength of Lug and Fin Assembly
LEG TRUSS
2) 05/8" X 2"
HEX BOLT
&,:= 24.0ksi -Allowable Shear Stress of (I) A325 Bolt in Smgle Shear with Threads
Included in the Shear Plane (AISC Table 7-1)
J);;= 2 -Number ofBolts
JJ1..:= 2 -Number of Shear Planes
Allowable Bolt Shear Strength, P 1:
2
1!·db
~:=-
4
-Unthreaded Nominal Body Area of a$518" Bolt
Ab = 0.307 in2
2. V-Leg Fin Bearing Strength:
));;=2 -Number of Holes
Check Edge Distance Requirements:
~;= I "Okay" if !..., <: 0.875in
"NO" otherwise
!Edgeoistance = ''Okay"
Bearing Strength, R 0 :
-5/8" Bolt {AISC Table J3.4)
&:= min{ 1.5· Lc·1fin· Fu, 3.0·db·1fin· Fu}·n -Available Bearing Strength (AlSC J3-6b)
Rn = 66.27 kip
Part 4 TBS2 ASCE 7-02
LEG CONNECTION
TO BASEPLATE
46
Allowable Bracket Bearing Strength, P 2:
JJb,:= 2.00
b_,:= R, + Ob
lr 2 -33.13 kig
-ASD Safety Factor for Bearing Strength (AISC 13.10)
3. V-Leg Fin Shear Strength:
Find net areas in shear and tension:
Find gross areas in shear and tension:
~= 1.0 -Uniform Tension Stress Factor
R11 = 62.12 kip
Allowable Bracket Block Shear Strength, P 3:
A111 = 0.34 in 2
Anv = 0.34 in 2
Agt = 0.34 in 2
. 2 Agv = 0.34 m
~=2.0 -ASD Safety Factor for Block Shear: (AISC J4.3)
&,:= Rn + Oss
lr 3 = 31.06 kig
Allowable V-Leg I Base Plate Connection Strength, Pn:
&,:= min(r,,P2,P3)
lrn = 29.45 kig
Required V-Leg I Base Plate Connection Strength, Pr:
V XX = 10.09 kip V yy.max = 23.92 kip Vyy.up = 15.42 kip
lr,-25.96 kig
V-Leg I Base Plate Connection Strength Ratio:
B 8
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02
-Net Tension Area
-Net Shear Area
-Gross Tension Area
-Gross Shear Area
·Number of Holes
·Available Block Shear Strength (J4.5)
·Maximum Combined Base Reactions from
STAAD.Pro Analysis (Part 4.4)
47
BABE: PLATE:/ ANCHOR CDNNE:CTIDN
Properties and Dimensions:
,s~»;~ 0.75in
d' :~ 0.875in
l :~ .375in
~
-Bolt Diameter
-Width of Bolt Hole
-Thickness of Base Plate
k_.:= 2.0· in -Distance Between Hole Center and Baseplate Edge
k,:~ (2.0 -
1
7
6
} in -n;"'"" Botw"n Hole Edgeond T•b Edge
1. Baseplate to Foundation Bearing Strength:
n :~ 2
""
-Number of Holes
Check Edge Distance Requirements:
~~ I "Okay" if I.,<: l.Oin
"NG" othenvise
IEdgeDistance = "Okay"
Bearing Strength, R 11 :
-3/4" Bolt (AISC Table .13.4)
~:~min( 1.5·L,·t·Fu,3.0·db·Hu)·n -Available Bearing Strength (AISC J3-6b)
Rn = I 09.69 kip
Allowable Baseplate Bearing Strength, P 0 :
£);,:~ 2.00
J:»,:~ Rn + l1b
IPn ~ 54.84 kig
-ASD Safety Factor for Bearing Strength (AISC B.IO)
Required Baseplate Bearing Strength, P r:
&._:~ Yxx -Unfactored Horizontal Shear Reaction
IPr ~ 10.09 kig
Base Plate I Anchor Connection Strength Ratio:
B 8
n
< 1.0, Okay
Part 4 TBS2 ASCE 7-02 48
. '
APPENDIX A-DRAWINGS
MARK# QlY V2 2
R2 2
S2 2
W2 0
T2
NOTE:
LENGTH
1 02"
184"
215"
146"
184"
WEIGHT
74
168
147
98
168
336"
R
USE TEK3 X 1 1/4" SELF DRILLING
APPROXIMATE WEIGHT OF TRUSS
WITH BOLTS 1050 LBS
ON END
R = RIDGE PURLIN
I ~ P ~ PURLIN .r-..._ ~ p ~ : ~~g 5~U~~~~~ PURLIN P ~ E
V2 '~~2 FIELD CUT FOR
I PANEL PULL AS REQ'D
----t----t-(APPROX 4' -0")
BRACING lAYOUT BRACING LAYOUT
FOR FOR
UNBRACED BAY BRACED BAY
L-~,--------------------------_L __________________________ _J __ ~
f-----------------59'-6 3/4" 0-0 OF BASEPLATE -----------------j-1
DEALER:
CUSTOMER:
PROJECT: I)RA-8Y:
HSONG
CHECICED EM FAX: 1-30$-s:!7-2717
u ·~11 ~~ t·•'-j ~ I ~
~ 'Jr -~ ~~ IT~OT
~ ~ •
~ -
• .,® ~
lr --, •
II I" ~
!'l
I 0-,--r ~ ;:; I ~ ~ 1 I o . ""----f-l•.
_ "'I I ';:-• • '11 I '-il 1;~i ~ il L: I~
i
-I J
----J-
l .~1"
~
l l l_~j I p 5 p ~.-~ ~ p
~ ~ ~ •. ~
• 'i!
~ I
n
II
II
II
II
II ~ iii
II
II " II ! iil II
~ II 0
~ II
~ n:P
~~-
II
II
II
II
II
II
II
II
II
"' II EC-l
' ~ II
II ;g ., " II c
II e e a II a ~ ~ II :;! II
II !=?
II
II
! II
'l ll:o 0
' llo "' " •. II~ 0
•. II !ll
II !=? II
II
II
II
II
II
II
II
II £!:-I
II
II
II
II
II
II
II
II
II
II
"' II 117 ~ II-; ~ II
II
II
II :s
II !il II " II
II
II
II u
oo!
-I
.·
I EfT E! fYA]ON RIGHT ELEVAJ!ON
SIDE ELEVATION
0 DEALER: THIS !lRIIo'WG IS PACPiiR1Y OF
SPAN, LENGTH, D.C. ~ 8UIL..DIG S'I'SI9IS !tiC.
Ntr REPROOUCT10N IN 'MiCII.f: OR IN
0 t-lULTIPLE BAY SPACING 1¥«1' wmtOUT 11£ EXPRESSED
CUSTOMER: WRfT'Iel COHSDIT OF" COII€R-#rU..
0 WALl. HEIGHT
IILIL.OIG S'I'STDIS lfrC. IS
PROHIOlED.
0 COl. OR PROJECT:
"""""""
0 ENOWALLS MATCH
LC 09 IMY 0 EAVES AND ACCESSORIES
PROJECT 10: ORDER ID:
"' ""
NOT FOR CONSTRUCTION
"'·
Dead Loading Diagram (DL)
Collateral Loading Diagram (CL)
Live Loading Diagram {LL)
Snow Loading Diagram {SL)
L
Unbalanced Snow Loading Diagram (USL)
Perpendicular Wind Loading Diagram (Per WL)
Parallel Wind Loading Diagram (Par WL)
Internal Wind Loading Diagram(+ shown)
Axial Force Results: DL+CL+LL
Axial Force Results: DL+CL+SL
Axial Force Results: DL+CL+USL
Axial Force Results: 0.6DL+Per WL ±Int. WL
Axial Force Results: 0.6DL+Par WL ±Int. WL
/ -~
/
Bending Moment Results: 1. 7(DL+CL) + 1. 7LL
Bending Moment Results: 1.7(DL+CL) +1.7SL
Bending Moment Results: 1.7(DL+CL) +1.7USL
Bending Moment Results: 1.3DL+l.3(Per WL ±Int. WL)
I
I
Bending Moment Results: 1.3DL+ 1.3(Par WL ± Int. WL)
APPENDIX 8-STAAD.PRD OUTPUT
Friday, May 09, 2008, 03:47 PM
PAGE NO. 1
****************************************************
•
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•
•
•
•
•
•
STAAD.Pro
Version 2007 Build 01
Proprietary Program of
Research Engineers, Intl .
Date=
Time=
MAY 9 I 2008
15:47:22
USER ID: Coverall Building Sytems Inc
•
•
•
•
•
****************************************************
1. STAAD PLANE
INPUT FILE: TBS2-60v3A.STD
2. START JOB INFORMATION
3. ENGINEER DATE 16-NOV-06
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT INCHES KIP
7. JOINT COORDINATES
8. 1 310.612 247.841 0; 2 310.612 352.836 0; 3 311.78 401.786 0
9. 4 327.737 448.459 0; 5 360.179 485.614 0; 6 396.195 507.758 0
7 456.734 542.71 0; 8 516.222 577.055 0; 9 576.544 611 .882 0
10 619.575 635.376 0; 11 667.973 644.894 0; 12 716.371 635.376
13 759.402 611.882 0; 14 819.724 577.055 0; 15 879.212 542.71
16 939.751 507.758 0; 17 975.767 485.614 0; 18 1008.21 448.459
19 1024.17 401.786 0; 20 1025.33 352.836 0; 21 1025.33 247.841
22 993.483 334.452 0; 23 993.334 352.836 0; 24 993.297 370.7 0
0
10.
11.
12.
13.
14.
15.
16.
17.
18.
19.
20.
21.
22.
23.
25 984.645 413.444 0; 26 966.103 445.56 0; 27 933.249 474.522 0
28 923.751 480.045 0; 29 892.956 497.825 0; 30 833.468 532.17 0
31 773.981 566.515 0; 32 743.402 584.17 0; 33 727.858 593.1 0
34 686.515 606.98 0; 35 667.973 608.362 0; 36 649.431 606. 98 0
37 608.088 593. 1 0; 38 592.544 584 .17 0; 39 561.965 566.515 0
40 502.478 532.17 0; 41 442.99 497.825 0; 42 412.195 480.045 0
43 402.697 474.522 0; 44 369.843 445.56 0; 45 351.301 413.444 0
46 342.649 370.7 0; 47 342.612 352.836 0; 48 342.463 334.452 0
24. MEMBER INCIDENCES
0
0
0
25. 1001 2 1; 1002 20 21; 2001 48 1; 2002 47 48; 2003 22 21; 2004 23 22; 3001 2 3
26. 3002 3 4; 3003 4 5; 3004 5 6; 3005 20 19; 3006 19 18; 3007 18 17; 3008 17 16
27. 4001 47 46; 4002 46 45; 4003 45 44; 4004 44 43; 4005 43 42; 4006 23 24
28. 4007 24 25; 4008 25 26; 4009 26 27; 4010 27 28; 5001 45 4; 5002 4 44
29. 5003 44 5; 5004 5 43; 5005 43 6; 5006 45 3; 5007 3 46; 5008 46 2; 5009 25 18
30. 5010 18 26; 5011 26 17; 5012 17 27; 5013 27 16; 5014 25 19; 5015 19 24
31. 5016 24 20; 6001 6 7; 6002 7 8; 6003 8 9; 6004 16 15; 6005 15 14; 6006 14 13
32. 7001 38 39; 7002 39 40; 7003 40 41; 7004 41 42; 7005 32 31; 7006 31 30
33. 7007 30 29; 7008 29 28; 8001 6 41; 8002 41 7; 8003 7 40; 8004 40 8; 8005 8 39
34. 8006 39 9; 8007 16 29; 8008 29 15; 8009 15 30; 8010 30 14; 8011 14 31
35. 8012 31 13; 9001 11 10; 9002 10 9; 9003 11 12; 9004 12 13; 10001 38 37
36. 10002 37 36; 10003 36 35; 10004 32 33; 10005 33 34; 10006 34 35; 11001 9 37
37. 11002 37 10; 11003 10 36; 11004 36 11; 11005 13 33; 11006 33 12; 11007 12 34
38. 11008 34 11; 12001 48 2; 12002 2 47; 12003 22 20; 12004 20 23
39. START USER TABLE
40. TABLE 1
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 1 of 17
STAAD PLANE --PAGE NO.
41. UNIT INCHES KIP
42. TUBE
43. 4IN-14GA
44. 1.30044 4 4 0.083 3.32692 3.32692 4.98814 0.664 0.442667
45. 4IN-11GA
46. 1.8624 4 0.12 4.67736 4.67736 7.00933 0.96 0.64
47. 3IN-14GA
48. 0.968444 3 3 0.083 1.37451 1.37451 2.0601 0.498 0.332
49, 3IN-11GA
50. 1.3824 3 3 0.12 1.91435 1.91435 2.86654 0.72 0.48
51. 2IN-12GA
52. 0.7879 2 2 0.109 0.4577 0.4577 0.9154 0.436 0.436
53. 2INX3IN-14GA
54. 0.7727 2 3 0.083 0.5138 0.9549 1.4686 0.249 0.415
55. TABLE 2
56. UNIT INCHES KIP
57. PIPE
58. 2.375IN-14GA
59. 2.375 2.209 0 0
60. 1. 9IN-13GA
61. 1.9 1.71 0 0
62. 1.66IN-14GA
63. 1.66 1.494 0 0
64. END
65. DEFINE MATERIAL START
66. ISOTROPIC STEEL
67. E 29000
68. POISSON 0. 3
69. DENSITY 0.000283
70. ALPHA 6.5E-006
71. DAMP 0.03
72. END DEFINE MATERIAL
73. UNIT FEET POUND
74. MEMBER PROPERTY AMERICAN
75. 1001 1002 6001 TO 6006 7001 TO 7008 UPTABLE 1 3IN-14GA
76. 2001 TO 2004 3001 TO 3008 4001 TO 4010 9001 TO 9004 10001 TO 10005 -
77. 10006 UPTABLE 1 3IN-11GA
78. 5001 TO 5016 8001 TO 8012 11001 TO 11008 UPTABLE 2 1.66IN-14GA
79. 12001 TO 12004 UPTABLE 2 1.9IN-13GA
80. CONSTANTS
81. MATERIAL STEEL ALL
82. MEMBER TRUSS
83. 5001 TO 5016 8001 TO 8012 11001 TO 11008
84. SUPPORTS
85. 1 21 FIXED BUT MZ
86. LOAD 1 DEAD
87. SELFWEIGHT Y -1.5
88. LOAD 2 COLLATERAL
8 9. MEMBER LOAD
90. 4001 TO 4010 7001 TO 7008 10001 TO 10006 UN! PY -5
91. LOAD 3 LIVE
92. MEMBER LOAD
93. 3001 TO 3008 6001 TO 6006 9001 TO 9004 UN! PY -774
94. LOAD 4 SNOW
95. MEMBER LOAD
96. 9001 9003 UN! PY -1013.04
Friday~ May 09~ 2008, 03:47 PM
2
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 2 of 17
STAAD PLANE
97.
98.
99.
100.
101.
9002
6001
3004
3003
LOAD
9004 UNI PY -736.756363636364
TO 6006 UNI py -736.756363636364
3008 UN! PY -736.756363636364
3007 UN! PY -386.797090909091
5 UNB SNOW
102. MEMBER LOAD
103. 9001 UNI PY -1266.3
104.
107.
108.
109.
110.
111.
112.
113.
114.
115.
9002
6001
3004
3003
9003
9004
6004
3008
3007
LOAD
UN! py -920.945454545455
TO 6003 UNI py -920.945454545455
UNI py -920.945454545455
UNI py -483.496363636364
UN! py -227.934
UNI py -165.770181818182
TO 6006 UNI py -165.770181818182
UNI py -165.770181818182
UNI py -87.0293454545454
6 WIND PERF
116. MEMBER LOAD
117. 1002 3005 3006 UN! Y -289.826977975339
--PAGE NO.
118. 3007 3008 6004 TO 6006 9003 9004 UNI Y -108.685116740752
119. 3003 3004 6001 TO 6003 9001 9002 UN! Y 222.545715231064
120. 3001 3002 UNI Y 191.492824733706
121. 1001 UNI Y -191.492824733706
124. LOAD 7 WIND PAR
1 2 5. MEMBER LOAD
126. 1002 3001 3002 3005 3006 UNI Y 232.896678730183
127. 3007 3008 6004 TO 6006 9003 9004 UNI Y 274.30053272666
128. 3003 3004 6001 TO 6003 9001 9002 UN! Y 222.545715231064
129. 1001 UNI Y -232.896678730183
132. LOAD 8 WIND INTERNAL
133. MEMBER LOAD
134. 1002 3005 3006 UNI Y -284.651496225779
135. 3007 3008 6004 TO 6006 9003 9004 UN! Y -284.651496225779
136. 3003 3004 6001 TO 6003 9001 9002 UN! Y -284.651496225779
137. 3001 3002 UNI Y -284.651496225779
138. 1001 UNI Y 284.651496225779
141. *ASCE ASD DESIGN FACTORS
142. LOAD COMB 9 DL+CL+LL
143. 1 1 2 1 3 1
144. LOAD COMB 10 DL+CL+SL
145. 1 1 2 1 4 1
146. LOAD COMB 11 DL+CL+USL
147.112151
148. LOAD COMB 12 0.6DL+PERP±INT
149. 1 0.6 6 1 8 1
150. LOAD COMB 13 0.6DL+PAR±INT
151. 1 0.6 7 1 8 -1.
152. *ASD PLASTIC DESIGN FACTORS
153. LOAD COMB 14 1.7(DL+CL)+1.7LL
154. 1 1.7 2 1.7 3 1.7
155. LOAD COMB 15 1.7(DL+CL)+1.7SL
156. 1 1.7 2 1.7 4 1.7
157. LOAD COMB 16 1.7(DL+CL)+1.7USL
158. 1 1.7 2 1.7 5 1.7
159. LOAD COMB 17 1.3DL+1.3{PERP±INT)
160. 1 1.3 6 1.3 8 1.3
Friday, May 09, 2008, 03:47 PM
3
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 3 of 17
STAAD PLANE --PAGE NO.
161. LOAD COMB 18 1.3DL+1.3{PAR±INT)
162. 1 1.3 7 1.3 8 -1.3
163. PERFORM ANALYSIS
P R 0 B L E M S T A T I S T I C S
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 48/ 88/
ORIGINAL/FINAL BAND-WIDTH= 47/ 3/ 12 DOF
TOTAL PRIMARY LOAD CASES
SIZE OF STIFFNESS MATRIX
REQRD/AVAIL. DISK SPACE
8, TOTAL DEGREES OF FREEDOM
2 DOUBLE KILO-WORDS
12.2/ 3429.9 MB
164. UNIT INCHES KIP
165. LOAD LIST 1 TO 8
166. PRINT SUPPORT REACTION ALL
2
140
Friday, May 09, 2008, 03:47 PM
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 4 of 17
Friday~ May 09~ 2008~ 03:47PM
STAAD PLANE --PAGE NO. 5
SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE PLANE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM z
1 0.23 0.74 0.00 0.00 0.00 0.00
2 0.06 0.14 0.00 0.00 0.00 0.00
3 9.80 23.05 0.00 0.00 0.00 0.00
9.88 21.06 0.00 0.00 0.00 0.00
5 7.29 20.23 0.00 0.00 0.00 0.00
6 5.58 -0.72 0.00 0.00 0.00 0.00
7 -0.58 -7.38 0.00 0.00 0.00 0.00
8 -0.01 8.48 0.00 0.00 0.00 0.00
21 1 -0.23 0.74 0.00 0.00 0.00 0.00
2 -0.06 0.14 0.00 0.00 0.00 0.00
3 -9.80 23.05 0.00 0.00 0.00 0.00
4 -9.88 21.06 0.00 0.00 0.00 0.00
5 -7.29 10.83 0.00 0.00 0.00 0.00
6 7.89 -2.37 0.00 0.00 0.00 0. 00
7 -0.26 -7.37 0.00 0.00 0.00 0.00
8 0.01 8.48 0.00 0.00 0.00 0. 00
.................................. END OF LATEST ANALYSIS RESULT **************
167. LOAD LIST 9 TO 13
168 . PRINT MAX FORCE ENVELOPE NSECTION 6 ALL
E: \Ana lysis\ Standard Building Packages\ TBS2 \ASCE 7-02 \ TBS2 60 '\Partially Enclosed\ TRUSS\ TBS2-60v3A. anl Page 5 of 17
STAAD PLANE
MEMBER FORCE ENVELOPE
ALL UNITS ARE KIP INCH
MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS
MEMB
1001 MAX
MIN
1002 MAX
MIN
2001 MAX
MIN
2002 MAX
MIN
2003 MAX
MIN
2004 MAX
MIN
3001 MAX
MIN
3002 MAX
MIN
3003 MAX
FY/
FZ
DIST LD
DIST LD
2.38
0.00
0.00
0.00
-2.1S 104.99
0.00 104.99
2.61
0.00
0.00
0.00
-2.41 104.99
0.00 104.99
0.09
0.00
0.00
0.00
-0.39 92.28
0.00 92.28
0. 4 6
0.00
0.00
0.00
-0.13 18.38
0.00 18.38
0. 41
0.00
0.00
0.00
-0.39 92.28
0.00 92.28
0. 4 4
0.00
-0.49
0.00
0.56
0.00
-1.55
0.00
0.00
18.38
18.38
48.96
0.00
0.00
0.00 48.96
1. 21
0.00
-0.91
0.00
0.93
0.00
49.33
0.00
0.00
4 9. 33
4 9. 33
0.00
13
9
13
13
12
9
12
13
12
9
13
13
13
9
12
13
12
9
13
13
13
9
12
13
13
9
13
13
13
9
13
13
13
9
MZ/
MY
DIST LD
DIST LD
38.68
0.00
0.00
0.00
-26.97 52.50
0.00 104.99
39.99
0.00
-38.28
0.00
0.00
0.00
0.00 104.99
26.2S 92.28
0.00 0.00
-9.39 0.00
0.00 92.28
2.S4 18.38
0.00 0.00
-6.46 18.38
0.00 18.38
26.26 92.28
0.00 0.00
-29.45 92.28
0.00 92.28
5.95
0.00
-6.14
0.00
6.09
0.00
-28.73
18.38
0.00
18.38
18.38
0.00
0.00
0.00
0.00 48.96
7.51 49.33
0.00 0.00
-11.97 49.33
0.00 49.33
7.67 49.33
0.00 0.00
13
9
13
13
12
9
13
13
13
9
13
13
12
9
13
13
13
9
12
13
12
9
13
13
12
9
13
13
9
9
13
13
9
9
Friday, May 09, 2008, 03:47 FM
--PAGE NO. 6
FX DIST LD
O.S1 C 104.99 11
9. SS T 0.00 13
22.27 c 104.99 12
11.82 T 0.00 13
29.38 c 92.28 10
6. 45 T 0.00 13
33.24 c 18.38 10
7.89 T 0.00 13
29.39 c 92.28 10
16.63 T 0.00 12
33.24 c 18.38 10
18.27 T 0.00 12
3.91 T 0.00 13
17.25 T 48.96 10
1.40 c 0.00 13
23.45 T 49.33 10
1.84 c 0.00 13
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 6 of 17
STAAD PLANE
MIN
3004 MAX
MIN
3005 MAX
MIN
3006 MAX
MIN
3007 !-:lAX
!1IN
3008 MAX
MIN
4001 MAX
MIN
4002 !-:lAX
MIN
4003 MAX
MIN
4004 MAX
MIN
4005 MAX
MIN
4006 MAX
-1.14
0. 00
1. 06
0. 00
-1.51
0.00
1. 74
0.00
-1.55
0.00
49.33
42.28
0. 00
42.28
42.28
0.00
0.00
0.00
0.00 48.96
1.22 49.33
0.00 0.00
-1.30 49.33
0.00 49.33
1. 04
0.00
-1 . 2 4
0. 00
1. 16
0. 00
-1.25
0. 00
0.31
0.00
49.33
0.00
0. 00
49.33
42.28
0.00
42.28
42.28
0.00
0.00
-0.26 17.86
0.00 17.86
0.04 0.00
0.00 0.00
-0.05 43.61
0.00 43.61
0.04 0.00
0.00 0.00
-0.02 37.08
0.00 37.08
0.09
0.00
0.00
0.00
-0.04 43.80
0.00 43.80
0.04 0.00
0.00 0.00
-0.03 10.99
0.00 10.99
0.28 0.00
0.00 0.00
13
13
13
9
11
13
12
9
13
13
13
9
12
13
13
9
13
13
13
9
9
13
13
9
10
13
13
9
11
13
11
9
12
13
11
9
13
13
11
9
12
13
13
9
-11.97
0.00
19.64
0.00
-14.13
0. 00
30.65
0. 00
-28.54
0.00
49.33
42.28
0.00
42.28
42.28
0.00
0.00
0.00
0.00 48.96
8. 62
0.00
49.33
0.00
-12.11 49.33
0.00 49.33
8. 62
0.00
-12.11
0.00
18.31
0.00
-14.73
0.00
5.01
0.00
-1.50
0.00
0.00
0.00
49.33
42.28
0.00
42.28
42.28
0.00
0.00
0.00
0.00 17.86
6.07
0.00
-2.39
0.00
6.07
0.00
-2.41
43.61
0.00
43.61
43.61
0.00
0.00
18.54
0.00 37.08
5. 49
0.00
0.00
0.00
-2.37 0.00
0.00 43.80
4.07 10.99
0.00 0.00
-0.79 0.00
0.00 10.99
4.89 0.00
0.00 0.00
13
13
11
9
13
13
12
9
13
13
12
9
13
13
12
9
13
13
9
9
13
13
13
9
12
13
10
9
13
13
10
9
13
13
10
9
13
13
12
9
13
13
13
9
--PAGE NO.
23.93 T 49.33
3.29 c 0.00
24.17 T 42.28
25.42 c 0.00
17.56 T 48.96
25.85 c 0.00
23.45 T 49.33
27.42 c 0.00
24.33 T 4 9. 33
30.79 c 0. 00
21.55 T 42.28
33.33 c 0.00
8.16 T 17.86
42.00 c 0.00
15.26 T 43.61
43. 66 c 0.00
18.03 T 37.08
37.00 c 0.00
16.40 T 43.80
33.26 c 0.00
11.82 T 10.99
33.34 c 0.00
Friday, May 09, 2008, 03:47 PM
7
12
11
12
12
II
12
10
12
II
12
11
10
13
10
13
10
13
10
13
12
13
10
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 7 of 17
STAAD PLANE
MIN
4007 MAX
MIN
4008 MAX
MIN
4009 MAX
MIN
4010 MAX
MIN
5001 MAX
MIN
5002 MAX
MIN
5003 MAX
MIN
5004 MAX
MIN
5005 MAX
MIN
5006 MAX
MIN
5007 MAX
-0.26 17.86
0.00 17.86
0.05 0.00
0.00 0.00
-0.05 43.61
0.00 43.61
0.03
0.00
0.00
0.00
-0.01 37.08
0.00 37.08
0.08 0.00
0.00 0.00
-0.05 43.80
0.00 43.80
0.05
0.00
0.00
0.00
-0.02 10.99
0.00 10.99
0.00
0.00
0.00
0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 41.20
0. 00 41.20
0.00 0.00
0.00 0.00
0.00 43.94
0.00 43.94
0.00
0.00
0.00
0.00
0.00 33.87
0.00 33.87
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00
0.00
0.00
0.00
10
13
13
9
9
13
9
9
11
13
10
9
13
13
12
9
13
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
~4.82 0.00
0.00 17.86
6.06 43.E1
0.00 0.00
~3.08 0.00
0.00 43.61
6.06
0.00
0.00
0.00
-2.04 0.00
0.00 37.08
5. 4 9 0.00
0.00 0.00
-3.37 43.80
0.00 43.80
3.73 10.99
0.00 0.00
-3.89 10.99
0.00 10.99
0.00
0.00
0.00
0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00 0.00
0.00 0.00
0.00 43.94
0.00 43.94
0.00
0.00
0.00
0.00
0.00 33.87
0.00 33.87
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00
0.00
0.00
0.00
12
13
10
9
12
13
10
9
13
13
10
9
12
13
11
9
12
13
9
9
13
13
9
9
13
13
9
9
13
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9
13
13
9
9
13
13
9
9
13
13
9
9
Friday, May 09, 2008, 03:47 !"1'1
--PAGE NO. 8
18.07 T 17.86 12
42.00 c 0.00 10
17.50 T 43.61 12
43.66 c 0.00 10
18.62 T 37.08 12
37.00 c 0.00 10
21.18 T 43.80 12
31.26 c 0.00 11
26.19 T 10.99 12
7.74 c 0.00 9
1.11 T 42.21 13
7.90 c 42.21 12
2.15 T 0.00 13
13.55 c 0.00 9
4.75 T 41.20 13
4.00 c 43.94 12
11.10T 0.00 11
12.94 c 0.00 10
5.88 T 33.87 13
9.75 c 41.20 10
5.55 T 0.00 13
4.76 c 43.81 13
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 8 of 17
STAAD PLANE
MIN
5008 MAX
!-liN
5009 l1AX
MIN
5010 !-lAX
!1IN
5011 l1AX
l1IN
5012 MAX
MIN
5013 !1AX
MIN
5014 l1AX
!-liN
5015 t1AX
MIN
5016 MAX
MIN
6001 MAX
MIN
6002 MAX
0.00 43.81
0.00 43.81
0.00
0.00
0.00
0.00
0.00 36.68
0.00 36.68
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
42.21
42.21
0.00
0.00
42.21
42.21
0.00
0.00
41.20
41.20
0.00
0.00
0.00 43.94
0.00 43.94
0.00
0.00
0.00
0.00
0.00 33.87
0.00 33.87
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
41.21
41.21
0.00
0.00
0.00 43.81
0.00 43.81
0.00
0.00
0.00
0.00
2.00
0.00
-2.05
0.00
1. 99
0.00
0.00
0.00
36.68
36.68
0.00
0.00
69.90
69.90
0.00
0.00
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
11
9
11
13
11
9
0.00 43.81
0.00 43.81
0.00
0.00
0.00
0.00
0.00 36.68
0.00 36.68
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00 0.00
0.00 0.00
0.00 43.94
0.00 43.94
0.00
0.00
0.00
0. 00
0.00 33.87
0.00 33.87
0.00 0.00
0.00 0.00
0.00 41.21
0.00 41.21
0.00
0.00
0.00
0.00
0.00 43.81
0.00 43.81
0.00
0.00
0.00
0.00
0.00
0.00
36.68
36.68
21.64 69.90
0.00
-16.68
0.00
21.64
0.00
0.00
69.90
69. 90
0.00
0.00
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
11
9
13
13
11
9
Friday, May 09, 2008, 03:47 PM
--PAGE NO. 9
3.05 T 0.00 10
11.67 c 36.68 10
6.98 T 0.00 13
7.74 c 0.00 9
2.80 T 42.21 12
6.22 c 42.21 11
6.19 T 0.00 12
13.55 c 0.00 9
4.54 T 41.20 13
4.75 c 43.94 13
7.25 T 0.00 9
12.94 c 0.00 10
5.86 T 33.87 13
9.75 c 41.21 10
4.50 T 0.00 12
4.45 c 43.81 13
3.05 T 0.00 10
11. 67 c 36.68 10
5.97 T 0.00 13
15.48 c 0.00 11
20.30 T 69.90 12
27.11 c 0.00 11
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl Page 9 of 17
STAAD PLANE
MIN
6003 MAX
MIN
6004 MAX
MIN
6005 MAX
MIN
6006 MAX
MIN
7001 MAX
MIN
7002 MAX
MIN
7003 MAX
MIN
7004 MAX
MIN
7005 MAX
MIN
7006 MAX
MTN
7007 MAX
-1.99
0.00
2.10
0.00
-1.93
0.00
1. 69
0.00
-1.72
0.00
1. 6B
0.00
-1.67
0.00
1.76
0.00
-1. 65
0.00
0.05
0.00
-0.07
0.00
0.02
0.00
-0.03
0.00
0.02
0.00
-0.03
0.00
0.05
0.00
-0.09
68.69
68.69
0. 00
0. 00
69.65
69.65
0.00
0.00
69.90
69.90
0.00
0.00
68.69
68.69
0.00
0.00
0.00
69.65
0.00
0.00
35.31
35.31
0.00
0.00
68.69
68.69
0.00
0.00
68.69
68.69
0.00
0.00
35.56
0.00 35.56
0.01 0.00
0.00 0.00
-0.06 35.31
0.00 35.31
0.02 0.00
0.00 0.00
-0.04 68.69
0.00 68.69
0.03 0.00
0.00 0.00
11
13
11
9
11
13
9
9
9
13
9
9
9
13
9
9
13
13
12
9
13
13
11
9
10
13
9
9
11
13
13
9
10
13
12
9
13
13
12
9
11
13
11
9
-16. 68
0.00
21.39
0.00
-16.75
0.00
1 9. 18
0.00
-17.98
0.00
19. 18
0.00
-17.98
0.00
18.59
0. 00
-17.66
0. 00
2.57
0.00
-3.95
0.00
2.18
0.00
-2.60
0.00
2.18
0. 00
-2.37
0.00
4.07
0.00
-1.50
0.00
68.69
0.00
0.00
34.83
69.65
69.90
0.00
69.90
69.90
0.00
0.00
0.00
68.69
0.00
0.00
0.00
69.65
0.00
0.00
0.00
35.31
68.69
0.00
34.34
68.69
0.00
0.00
22.90
68.69
35.56
0.00
0.00
0.00 35.56
1. 50
0.00
-2.75
0.00
1. 50
0. 00
-2.70
0.00
1. 44
0.00
35.31
0.00
0.00
35.31
0.00
0.00
68.69
68.69
68.69
0.00
13
13
11
9
11
13
9
9
13
13
9
9
13
13
9
9
13
13
12
9
11
13
12
9
11
13
12
9
11
13
12
9
11
13
13
9
10
13
13
9
12
13
13
9
Friday, May 09, 2008, 03:47 F.'1
--PAGE NO. 10
15.38 T 68.69 12
2 9. 95 c 0.00 11
11.36 T 69.65 12
30.95 c 0.00 12
14.43 T 69.90 11
28.00 c 0.00 12
16.38 T 68.69 13
22.04 c 0.00 10
12.58 T 69.65 13
19. 68 c 35.31 12
20.09 T 0.00 11
23.42 c 68.69 12
19. 42 T 0.00 11
27.92 c 68.69 12
9. 82 T 0.00 11
33.26 c 35.56 12
11.82 T 0.00 13
4.40 c 35.31 11
10.57 T 0.00 10
11.65 r. 68.69 11
20.41 T 0.00 12
20.56 c 68.69 11
E:\Analysis\Standard Building Packages\TB$2\ASCE 7-02\TB$2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl 'age 10 of 17
STAAD PLANE
MIN
7008 t1AX
MIN
8001 MAX
MIN
8002 MAX
MIN
8003 MAX
!1IN
8004 MAX
MIN
BOOS t-1AX
MIN
8006 MAX
MIN
8007 MAX
MIN
8008 MAX
MIN
8009 MAX
MIN
8010 MAX
-0.03 68.69
0.00 68.69
0.04 0.00
0.00 0.00
-0.09 35.56
0.00 35.56
0.00
0.00
0.00
0.00
0.00
0.00
0.00
47.84
4 7 . 84
0.00
0.00 0.00
0.00 46.94
0.00 46.94
0.00 0.00
0.00 0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 47.65
0.00 47.65
0.00 0.00
0.00 0.00
0.00 47.84
0.00 47.84
0.00 0.00
0.00 0.00
0.00 46.94
0.00 46.94
0.00 0.00
0.00 0.00
0.00 46.94
0.00 46.94
0.00 0.00
0.00 0.00
10
13
12
9
10
13
9
9
11
13
9
9
Il
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
-2.75 22.90
0.00 68.69
3.73 35.56
0.00 0.00
-3.89 35.56
0.00 35.56
0.00 0.00
0.00 0.00
0.00 47.84
0.00 47.84
0.00 0. 00
0.00 0.00
0.00 46.94
0.00 46.94
0.00 0.00
0.00 0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 47.65
0.00 47.65
0.00 0.00
0.00 0.00
0.00 47.84
0.00 47.84
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
46.94
46.94
0.00
0.00
46.94
46.94
0.00
0.00
12
13
11
9
12
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
Friday, May 09, 2008, 03:47 PM
--PAGE NO. 11
25.85 T 0.00 12
31.26 c 35.56 11
26.20 T 0.00 12
4.68 c 47.84 13
13.47 T 0.00 10
13.27 c 0.00 10
4.69 T 46.94 13
0.36 c 46.94 13
8.53 T 0.00 10
8. 45 c 0. 00 10
0.37 T 46.94 13
0.51 T 46.94 11
3. 92 T 0. 00 13
3.85 c 0. 00 13
0.37 c 47.65 11
4.53 c 47.84 13
13.47 T 0.00 10
13.27 c 0.00 10
4.53 T 46.94 13
3.73 c 46.94 12
8.53 T 0.00 10
8. 45 c 0.00 10
E: \Ana lysis\ Standard Building Packages\ TBS2 \ASCE 7-02\ TBS2 60 '\ Partially Enclosed\ TRUSS\ TBS2-60v3A. anl )age 11 of 17
STAAD PLANE
MIN
8011 MAX
MIN
8012 MAX
MIN
9001 MAX
MIN
9002 MAX
MIN
9003 MAX
MIN
9004 MAX
MIN
10001 MAX
MIN
10002 MAX
MIN
10003 MAX
MIN
10004 MAX
MIN
10005 MAX
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
2.48
0.00
-2.56
0.00
1. 46
0.00
-1.4 7
0.00
2. 16
0.00
-1.87
0.00
1. 27
0.00
-1.33
0.00
0.04
0.00
-0.02
0.00
0.11
0.00
0.00
0.00
47.65
47.65
0.00
0.00
49.33
49.33
0.00
0.00
49.03
49.03
0.00
0.00
49.32
49.32
49.03
0.00
4 9. 03
49.03
0.00
0.00
17.93
17.93
0.00
0.00
-0.15 43.61
0.00 43.61
1.26 0.00
0.00 0.00
-0.63 18.59
0.00 18.59
0.04
0.00
0.00
0.00
-0.04 17.93
0.00 17.93
0.06
0.00
0.00
0.00
11
13
9
9
11
13
9
9
11
13
11
9
11
13
11
9
11
13
10
9
10
13
13
9
9
13
13
9
11
13
12
9
13
13
13
9
12
13
13
9
12
13
12
9
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
0.00 46.94
0.00 46.94
0.00
0.00
0.00
0.00
17.68
0.00
-16.95
0.00
15.35
0.00
-14.44
0.00
17.68
0.00
-11.39
0.00
14.07
0.00
-15.50
0.00
2.82
0.00
-3.95
0.00
4. 31
0.00
-3.75
0.00
0.00
47.65
47.65
0.00
0.00
24.66
49.33
49.03
0.00
49.03
49.03
0.00
0.00
0.00
49.32
49.03
0.00
49.03
49.03
17.93
0.00
0.00
17.93
43.61
0.00
0.00
0.00 43.61
10.09 18.59
0.00 0.00
-19.11 18.59
0.00 18.59
-0.13 17.93
0.00
-2.75
0.00
2.99
0.00 17.93
4.50 43.61
0.00 0.00
13
13
9
9
13
13
9
9
13
13
10
9
11
13
11
9
13
13
10
9
13
13
9
9
13
13
12
9
11
13
13
9
11
13
12
9
13
13
11
9
10
13
13
9
Friday~ May 09~ 2008, 03:47 ~~
--PAGE NO. 12
3.73 T 46.94 12
7.11 c 46.94 12
4. 97 T 0.00 13
4.93 c 0.00 13
7.25 T 47.65 12
21.09 c 49.33 10
4.20 T 0.00 12
26.45 c 49.03 11
8.80 T 0.00 12
21.09 c 49.32 10
0.02 c 0.00 13
22.91 c 49.03 10
5.53 T 0.00 13
19.67 c 0.00 12
20.10 T 17.93 11
15.25 c 0.00 12
15.51 T 43.61 13
8.99 c 0.00 12
16.93 T 18.59 13
4. 38 c 0.00 11
10.58 T 17.93 10
0.51 c 0.00 12
E: \Analysis\Standard Building Packages\ TBS2\ASCE 7-02\ TBS2 60 '\Partially Enclosed\ TRUSS\ TBS2-60v3A. anl lage12of17
Friday, May 09, 2008, 03:47 PM '~'--------------------------------------------------------------------------~------------~---"c_ __ c_ ____ ~----------
13 STAAD PLANE
MIN
10006 MAX
MIN
11001 MAX
MIN
11002 MAX
tHN
11003 MAX
MIN
11004 MAX
MIN
11005 MAX
MIN
11006 MAX
MIN
11007 MAX
MIN
11008 MAX
MIN
12001 MAX
MIN
12002 MAX
-0.14 43.61
0.00 43.61
1. 27
0.00
-0.71
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
18.59
18.59
0.00
0.00
36.71
36.71
0.00
0.00
0.00 43.81
0.00 43.81
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
0.00 0.00
0.00 0.00
0.00 36.71
0.00 36.71
0.00 0.00
0.00 0.00
0.00 43.81
0.00 43.81
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00
0.00
0.00
0.00
0.00 42.21
0.00 42.21
0.21 0.00
0.00 0.00
-0.07 36.78
0.00 36.78
0.11
0.00
0.00
0.00
13
13
13
9
12
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
9
9
11
13
13
9
12
13
9
9
-2.99 43.61
0.00 43.61
10.09
0.00
-19.11
0.00
0.00
0.00
0.00
0.00
0.00
0.00
18.59
0.00
18.59
18.59
0.00
0.00
36.71
36.71
0.00
0.00
0.00 43.81
0.00 43.81
0.00 0.00
0.00 0.00
0.00 41.20
0.00 41.20
0.00 0.00
0.00 0.00
0.00 42.21
0.00 42.21
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
36.71
36.71
0.00
0.00
43.81
43.81
0.00
0.00
41.20
41.20
0.00
0.00
0.00 42.21
0.00 42.21
2.93 0.00
0.00 0.00
-4.63 36.78
0.00 36.78
3.05 32.00
0.00 0.00
12
13
12
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
9
9
13
13
13
9
13
13
13
9
--PAGE NO.
13.67 T 43.61
8.98 c 0.00
16.92 T
2.89 c 36.71
5.85 T 0.00
5.71 c 0.00
7.31 T 43.81
3.72 c 41.20
4.53 T 0.00
7.63 c 0.00
7.84 T 42.21
7.59 c 36.71
6.91 T 0.00
4.96 c 0.00
9.37 T 43.81
8.16 c 41.20
6.57 T 0.00
4.85 c 0.00
6.00 T 42.21
3.56 c 0.00
11.37T 36.78
0.24 c 0.00
13
12
13
11
13
12
11
II
13
12
11
12
13
13
12
12
11
11
12
13
10
12
E: \Analysis \Standard Building Packages\ TBS2\ASCE 7-02\ TBS2 60' \Partially Enclosed\ TRUSS\ TBS2-60v3A. anl )age 13 of 17
Friday, May 09, 2008, 03:47 PM
'' STAAD PLANE --PAGE NO. 14
MIN -0 .26 32.00 13 -5.32 0.00 13
0.00 32.00 13 0.00 32.00 13 0.72 T 32.00 13
12003 MAX 0.20 0.00 13 4.69 36.77 12
0.00 0.00 9 0.00 0.00 9 5.33 c 0.00 12
MIN -0. 19 36.77 12 -4.56 36.77 13
0.00 36.77 13 0.00 36.77 13 11.37 T 36.77 10
12004 MAX 0.20 0.00 12 4.65 0.00 12
0.00 0.00 9 0.00 0.00 9 0.70 c 0.00 12
MIN -0.25 32.00 13 -5.18 0.00 13
0.00 32.00 13 0.00 32.00 13 0.69 T 32.00 13
********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********
169. LOAD LIST 14 TO 18
170. PRINT MEMBER FORCES LIST 2001 TO 2004
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl 'age 14 of 17
STAAD PLANE
MEMBER END FORCES STRUCTURE TYPE = PLANE
ALL UNITS ARE --KIP INCH (LOCAL
MEMBER LOAD JT
2001 14 48
2002
2003
2004
1
15 4 8
1
16 4 8
17 4 8
18
14
15
16
17
18
14
15
16
17
18
14
15
16
17
18
48
1
47
48
47
48
47
48
47
4 8
47
48
22
21
22
21
22
21
22
21
22
21
23
22
23
22
23
22
23
22
23
22
AXIAL
4 9. 4 8
-49.5E
4 9. BE
-49.95
37.20
-37.28
22.85
-22.91
-8.06
8.00
56.02
-56.04
56.48
-56.50
42.07
-42.09
26.08
-26.09
-9.89
9.87
49.48
-49.57
49.87
-49.96
37.07
-37.16
-21.30
21.23
-4.90
4 • 8 4
56.03
-56.05
56.49
-56.51
42.05
-4 2 . 07
-23.38
23.37
-6.29
6.28
SHEAR-Y
0.02
0.01
0.03
0.00
0.01
0.02
0. 13
-0. 10
-0.49
0.51
0.13
-0.13
0.08
-0.08
0.15
-0.15
-0.17
0.17
0.59
-0.59
0.02
0.01
0.03
0.00
0.04
-0.01
0.54
-0.52
-0.48
0.51
0.13
-0.13
0.08
-0.08
-0.03
0.03
-0.64
0.64
0.57
-0.57
SHEAR-Z
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
TORSION
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
--PAGE NO.
MOM-Y
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
15
MOM-Z
1. 74
-1.24
2.41
-1.21
0.40
-1.09
4.89
5.75
-12.13
-34.16
2.47
-0.14
2.32
-0.77
2.04
0.70
0.17
-3.37
2.55
8.33
1. 74
-1.24
2.41
-1.21
3.28
-0.77
10.85
38.24
-11.57
-34.18
2. 4 8
-0.14
2.32
-0.77
1. 41
-1.94
-3.96
-7.80
2.61
7.91
Friday, May 09, 2008, 03:47 PM
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl )age 15 of 17
STAAD PLANE --PAGE NO.
************** END OF LATEST ANALYSIS RESULT **************
171. FINISH
*********** END OF THE STAAD.Pro RUN ***~**~**~~
**** DATE= MAY 9,2008 TIME= 15:47:23 ****
*****~**********~*******************************************
For questions on STAAD.Pro, please contact
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Friday/ May 09, 2008/ 03:47 I'd
16
E: \Analysis\Standard Building Packages\ TBS2\ASCE 7-02\ TBS2 60 '\Partially Enclosed\ TRUSS\ TBS2-60v3A. anl >age 16 of 17
' Friday, May 09, 2008, 03:47 PM
STAAD PLANE --PAGE NO. 17
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\TRUSS\TBS2-60v3A.anl 'age 1 7 of 1 7
PAGE NO. 1
****************************************************
•
• STAAD. Pro •
• Version 2007 Build 01 •
• Proprietary Program of •
• Research Engineers, Intl. •
• Date= MAY 9, 2008 •
• Time= 15:22:34 •
• •
• USER ID: Coverall Building Sytems Inc •
****************************************************
1. STAAD PLANE TBS2 60' -FRAME ANALYSIS
INPUT FILE: TBS2 60' -Frame.STD
2. START JOB INFORMATION
3. ENGINEER DATE 25-JUL-05
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT INCHES KIP
7.
8.
9.
10.
JOINT COORDINATES
1 547.712 489.921
3 562.789 628.671
5 607.063 705.349
7 819.657 829.298
0;
0;
0;
0;
2
4
6
8
561.725
577.378
639.308
854.688
584.108
671.343
725.174
848.424
9 903.086 857.9 0; 10 1258.46 489.921
0
0
0
0
0
11.
12.
13.
14.
15.
16.
11 1244.447 584.108 0; 12 1243.383 628.671
13 1228.794 671.343 0; 14 1199.109 705.349
15 1166.864 725.174 0; 16 986.515 829.298
17 951.484 848.424 0
17. MEMBER INCIDENCES
18. 101 1 2;201 2 3;202 3 4;203 4 5
19. 204 5 6;301 6 7;401 8 7;402 9 8
20. 102 10 11;205 11 12;206 12 13;207 13 14
21. 208 14 15;302 15 16;403 17 16;404 9 17
22. DEFINE MATERIAL START
23. ISOTROPIC STEEL
24. E 29000
25. POISSON 0.3
26. DENSITY 0.000283
27. ALPHA 6.5E-006
28. DAMP 0.03
29. END DEFINE MATERIAL
30. CONSTANTS
31. MATERIAL STEEL ALL
32. MEMBER PROPERTY AMERICAN
33. 201 TO 208 401 TO 404 TABLE ST W14X68
34. 301 302 TABLE ST W18X35
35. 101 102 TABLE ST W14X68
36. SUPPORTS
37. 1 10 FIXED BUT MZ
38. UNIT FEET POUND
39. LOAD 1 DEAD
4 0. MEMBER LOAD
0
0
0
Friday~ May 09, 2008, 03:49 1'..1
E:\Analysis\Standard Building Packages\TB$2\ASCE 7-02\TBS2 60'\Partially Enclosed\FRAME\TBS2 60' -Frame.anl 1 of 7
TBS2 60' -FRAME ANALYSIS
41. 201 TO 208 301 TO 302 401 TO 404 UNI PY -26.3
42. LOAD 2 COLLATERAL
43.
44.
45.
4 6.
47.
48.
4 9.
50.
51.
52.
53.
54.
MEMBER LOAD
201 TO 208 301
LOAD 3 LIVE
MEMBER LOAD
201 TO 208 301
LOAD 4 SNOW
MEMBER LOAD
402 404 UNI py
401 403 UNI py
301 TO 302 UNI
204 208 UNI py
203 207 UNI py
TO 302 401 TO 404 UNI PY -5
TO 302 401 TO 404 UNI PY -774
-1013.04
-736.756363636364
py -736.756363636364
-736.756363636364
-386.797090909091
55. LOAD 5 UNBALANCED SNOW
56. MEMBER LOAD
57. 402 UNI PY -1266.3
58.
61.
62.
63.
64.
65.
66.
67.
68.
69.
70.
71.
72.
73.
74.
401 UNI py -920.945454545455
301 UNI py -920.945454545455
204 UN1 py -920.945454545455
203 UNI PY -483.496363636364
4 04 UNI py -227.934
403 UNI py -165.770181818182
302 UNI py -165.770181818182
208 UNI py -165.770181818182
207 UNI PY -87.0293454545454
LOAD 6 PERP WIND
MEMBER LOAD
102 205 206 UNI y -289.826977975339
207 208 302 403 404 UNI Y -108.685116740752
203 204 301 401 402 UNI Y 222.545715231064
101 201 202 UNI y 191 . 492824733706
77. LOAD 7 PAR WIND
7 8. MEMBER LOAD
79. 101 102 201 202 205 206 UNI Y 232.896678730183
80. 207 208 302 403 404 UNI Y 274.30053272666
81. 203 204 301 401 402 UNI Y 222.545715231064
84.
85.
86.
87.
88.
89.
92.
93.
94.
95.
96.
97.
98.
99.
100.
101.
102.
LOAD 8 INT WIND
MEMBER LOAD
102 205 206 UNI y -284.651496225779
207 208 302 403 404 UNI Y -284.651496225779
203 204 301 401 402 UNI Y -284.651496225779
101 201 202 UNI Y -284.651496225779
*ASCE ASD DESIGN FACTORS
LOAD COMB 9 DL+CL+LL
1 1 2 1 3 1
LOAD COMB 10 DL+CL+SL
1 1 2 1 4 1
LOAD COMB 11 DL+CL+USL
1 1 2 1 5 1
LOAD COMB 12 0.6DL+PERP±INT
1 0.6 6 1 8 1
LOAD COMB 13 0.6DL+PAR±INT
1 0.6 7 1 8 -1.
103. *ASD PLASTIC DESIGN FACTORS
104. LOAD COMB 14 1.7(DL+CL)+1.7LL
Friday, May 09, 2008, 03:49 PM
--PAGE NO. 2
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\FRAME\TBS2 60' -Frame.anl 2 of 7
TBS2 60' -FRAME ANALYSIS --PAGE NO.
105. 1 1.7 2 1.7 3 1.7
106. LOAD COMB 15 1.7(DL+CL)+1.7SL
107. 1 1.7 2 1.7 4 1.7
108. LOAD COMB 16 1.7(DL+CL)+1.7USL
109. 1 1.7 2 1.7 5 1.7
110. LOAD COMB 17 1.3DL+1.3(PERP±INT)
111. 1 1.3 6 1.3 8 1.3
112. LOAD COMB 18 1.3DL+1.3(PAR±INT)
113. 1 1.3 7 1.3 8 -1.3
114. PERFORM ANALYSIS
PROBLEM S T A T I S T I C S
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =
ORIGINAL/FINAL BAND-WIDTH= 8/ 1/
17/
6 DOF
16/
TOTAL PRIMARY LOAD CASES
SIZE OF STIFFNESS MATRIX
REQRD/AVAIL. DISK SPACE
8, TOTAL DEGREES OF FREEDOM
1 DOUBLE KILO-WORDS
12.0/ 3527.5 MB
115. UNIT INCHES KIP
116. LOAD LIST 14 TO 18
117. PRINT MAXFORCE ENVELOPE NSECTION 12 ALL
2
47
Friday, May 09, 2008, 03:49 t-i-1
3
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\FRAME\TBS2 60' -Frame. ani 3 of 7
TBS2 60' -FRAME ANALYSIS
MEMBER FORCE ENVELOPE
ALL UNITS ARE KIP INCH
MAX AND MIN FORCE VALUES AMONGST ALL SECTION LOCATIONS
MEMB
101 MAX
MIN
201 MAX
MIN
202 MAX
MIN
203 MAX
MIN
204 MAX
MIN
301 MAX
MIN
401 MAX
MIN
402 MAX
MIN
102 MAX
FY/ DIST LO
FZ OIST LD
3.11 95.22 18
0.00 0.00 14
-12.16 95.22 15
0.00 95.22 18
7.98 44.58
0.00 0.00
-16.77 44.58
0.00 44.58
4.46 45.10
0.00 0.00
-5.34 45.10
0.00 45.10
12.57
0.00
-3.60
0.00
0.00
0.00
0.00 45.14
20.40
o.oo
-7.26
0.00
0.00
0.00
0.00 37.85
17.68 0.00
0.00 0.00
-5.79 0.00
0.00 208.25
7.51
0. 00
-6.85
0.00
0.00
0.00
0.00 39.91
12.59 0.00
0.00 o.oo
-5.34 49.32
0.00 49.32
10.21
0.00
0. 00
0.00
18
14
15
18
18
14
17
18
16
14
18
18
16
14
18
18
15
14
18
18
16
14
18
18
16
14
17
18
17
14
MZ/ DIST LO
MY OIST LD
1157.63 95.22 15
0.00 0.00 14
-42.38 95.22 18
0.00 95.22 18
1905.34 44.58
o.oo
-342.50
0.00
0.00
44.58
4 4 • 58
2134.26 45.10
0.00 0.00
-486.93 45.10
0.00 45.10
2134.26
0.00
-486.93
0.00
0.00
0.00
0.00 45.14
1695.53
0.00
-379.28
0.00
0.00
0.00
0.00 37.85
1072.38 0.00
0.00 0.00
-1357.42 173.54
0.00 208.25
533.62 39.91
0.00 0.00
-1290.94 39.91
0.00 39.91
462.25 49.32
0.00 0.00
-1074.15 49.32
0.00 49.32
1157.64 95.22
0.00 0.00
15
14
18
18
15
14
18
18
15
14
18
18
15
14
18
18
17
14
16
18
17
14
16
18
17
14
16
18
15
14
Friday, May 09, 2008, 03:49 PM
--PAGE NO.
FX DIST LD
41.10 c 0.00 14
19.37 T 95.22 18
39.35 c 0.00 14
18.84 T 44.58 18
42.42 c 0.00 14
20.41 T 45.10 18
39.55 c 0.00 14
20.64 T 45.14 18
32.89 c 0.00 15
19.41 T 37.85 18
30.57 c 0.00 15
19.51 T 208.25 18
20.74 c 39.91 15
19.68 T 0.00 18
18.68 c 49.32 15
20.85 T 0.00 18
41.10 c 0.00 14
E:\Analysis\Standard Building Packages\TB$2\ASCE 7-02\TBS2 60'\Partially Enclosed\FRAME\TBS2 60' -Frame.anl 4 of 7
Friday, May 09, 2008, 03:49 ~ (!
TBS2 60' -FRAME ANALYSIS --PAGE NO. 5
MIN -12.16 95.22 15 -690.22 95.22 17
0.00 95.22 18 0.00 95.22 18 19.24 T 95.22 18
205 MAX 6.94 44.58 18 1905.35 44.58 15
0.00 0.00 14 0.00 0.00 14 39.35 c 0.00 14
MIN -16.77 44.58 15 -772.29 4 4 . 58 17
0.00 4 4 . 58 18 0.00 44.58 18 18. 8 4 T 44.58 18
206 MAX 3.46 45.10 18 2134.26 45.10 15
0.00 0.00 14 0.00 0.00 14 42.42 c 0.00 14
MIN -6.19 45.10 16 -847.01 45.10 17
0.00 45.10 18 0.00 45.10 18 20.10 T 45.10 18
207 MAX 11.20 0.00 14 2134.26 0. 00 15
0.00 0.00 14 0.00 0.00 14 39.55 c 0.00 14
MIN -4.40 0.00 18 -952.32 45.14 17
0.00 45.14 18 0.00 45.14 18 19.97 T 45.14 18
208 MAX 19.82 0.00 15 1695.53 0. 00 15
0.00 0.00 14 0.00 0.00 14 32.89 c 0.00 15
MIN -7.59 0.00 18 -1052.25 37.85 17
0.00 37.85 18 0.00 37.85 18 18.61 T 37.85 18
302 MAX 17.68 0.00 15 1358.16 0.00 16
0.00 0.00 14 0.00 0.00 14 30.57 c 0.00 15
MIN -7.34 208.25 17 -1094.52 52.06 17
0.00 208.25 18 0.00 208.25 18 18.71 T 208.25 18
403 MAX 8.98 0.00 17 46.25 39.91 18
0.00 0.00 14 0.00 0.00 14 20.74 c 39.91 15
MIN -8.16 0.00 18 -918.16 26.61 15
0.00 39.91 18 0.00 39.91 18 18.90 T 0.00 18
404 MAX 8.85 0.00 17 210.47 0.00 17
0.00 0.00 14 0.00 0.00 14 18.68 c 49.32 15
MIN -9.27 4 9. 32 16 -936.57 24.66 15
0.00 49.32 18 0.00 49.32 18 20.51 T 0.00 18
********** END OF FORCE ENVELOPE FROM INTERNAL STORAGE **********
119. FINISH
E:\Analysis\Standard Building Packages\TBS2\ASCE 7-02\TBS2 60'\Partially Enclosed\FRAME\TBS2 60' -Frame.anl 5 of 7