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HomeMy WebLinkAboutAPPLICATIONS, CO, MULT DOCS - 05-00158 - Steel Line - Office Building• • CITY OF COMMERCIAL NEW REXBLIRG AMER.ICA'S iAMILY COMiNVUNt7Y City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Project Information Permit # OS 00158 Permit Type Commercial New Project Name Steel Line Site Address 1365 S 12TH W Parcel # RPRXBCA0365440 Project Description Steel Line Fee Information Project Details Offices -Type II - N 2,400 SQFT Project Valuation $248,712.0( Building Permit Fee 1,828.15 Plan Check Fee 182.82 Commercial Plumbing Permit Fee 255.00 Police Impact Fee 158.11 Fire Impact 184.61 Plumbing Fixtures Commercial 18.00 Base Fire Fee 50.00 Mechanical Fee Base 710.00 Total Fees Paid $3,386.69 Print Name Date Issued: Signature Date Issued By: CITY OF COMMERCIAL NEW RExBUR~ AMERICA5 FAMILY C40MAgUNITY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Project Information Permit # OS 00158 Permit Type Commercial New Project Name Steel Line Site Address 1365 S 12TH W Parcel # RPRXBCA0365440 Project Description Steel Line Names Associated with this Project Type Name Contact Phone # License # Exp Date Applicant Steel Line Llc Owner Steel Line Llc Contractor Alpha Mechanical 208-529-4593 1374 12/31/2006 Contractor River Ridge Lyle Gardner 208-709-4127 C10694 12/31/2007 Contractor Tri-Steel Construction 208-356-6486 NONE RECORDED 12/31/2007 Fixtures - C-Sprinkler - R-Hot Tub /Spa - R-Garbage Disposal - R-Water Softener - R-Water Closet and/or Urinal - R-Clothes Washing Machine - R-Dish Washer - R-Floor Drain - R-Water Heater - R-Sink (Lavatory, Kitchen, Mop or Bar Sink) - R-Tub and/or Shower Unit 1 - R-Sprinkler Print Name Date Issued: Signature Date Issnea sy: CITY OF RExBU ~ M1ERK:A5 FAMILY C~NUNUNIIY Building. Permit No: Applicable Edition of Code: Site Address: Use and Occupancy: Type of Construction: Design Occupant Load: Sprinkler System Required: 05 00158 International Building Code 2003 1305 S 12th W Steel Line -Office Type II-N, Unprotected, non-combustible 24 No Name and Address of Owner: Steel Line Llc 1052 W 14th N Rexburg, ID 83440 Contractor: Tri-Steel Construction Special Conditions: ~VD/V(% Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that -ties inspected on the date listed saes found to be in compliance tvth the requirements of the code for the group and division of occupancy and the use for v-l~ich the proposed occupancy wes classified. Date C.O. Issued C.O Issued by: euuamg cmic~ai There shall be no further change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Department: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Fire State of Idaho Electrical Department CITY OF REXB URG • PERMIT # BUILDING PERMIT APPLICATION Please complete the entire Application! 19 E MAIN, REXBURG, ID. 83440 If the question does not apply fill in NA for non applicable 208-359-3020 X322 PARCEL NUMBER: ~~ ~~QC,A ~ ~ (.Q~ ~y~ (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# (Addressing is based on the information -must be accurate) CONTACT PHONE # 35l~ -- ~~,.- PROPERTY ADDRESS: ~ ~~. ~~ LAS PHONE #: Home ~~~ 3~5~-- ~33~ Work (~~) 3~;~ --b y~-1 Cell (~o~~~ y~ - ~3J OWNER MAILING ADDRESS: J3 yS 12~=`' u.3 < CITY: ~ STATE ZIP: $ :~ (~ EMAIL 5}y~.~ - ~.~~ . ~ P'~ FAX ~1a5 Ln ~ O ~1~~ APPLICANT: (If other than owner) (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR: 'f i MAILING ADDRESS: J~ d~ ~ ) Z~~' ~ CITY ~Qf~jG~p ~c~q STATE ZIP ~$ ~~ PHONE: Home#3S~ -L~'~i~(o Work# ~Srv-6Y~(o Cell# 3~~ --1ry~ ~C EMAIL FAX .~5(t, - ~] ~~,~~ ~\~ Nnw many hnilrlinac arP lncaterl nn this nrnnPrty~ Did you recently purchase this property? Yes (If yes give owner's name) Is this a lot split?~:~' YES (Please bring copy of new legal description of property) PROPOSED USE: (,~-~~ jGQ,IS < (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work ~ / j 6' / D~ DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval ~ CITY REXBLIR~ - . _ _. ~.~~~ AMERICA'S FAMILY CQMMUNI`fY 19 E. Main (PO Box 280) Phone: 208-359-3020 x326 Rexburg,ldaho 83440 Fax:208-359-3024 vrww.rexburg.org comdevCcilrexburg.org Affidavit of Legal Interest State of Idaho County of Madison I, ACa.h. Pa~.l ~ I '3 tb~, S 1.2 -~ t~ - Name Address I'G•~ ~©t City Being first duly sworn upon oath, depose and say: A. ~ ~~ State (If Applicant is also Owner of Record, skip to B) That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. Dated this ~~~~ day of 1 ~l~ , 20 ~~ Signature Subscribed and sworn to before me the day and year first above written. Notary Public of Idaho Residing at: My commission expires: 2 **Building Permit Fees are dyy~~t~me of application** **Building Permits are vgj~if you check does not clear** Please complete the ei'1llre Application! ~ If the question does not apply fill in NA for non applicable NAME ~ ~,; ~ PROPERTY ADDRESS I `3 ~5 5 ~ 2`f=' uJ Permit# SUBDIVISION Dwelling Units: Parcel Acres: ~~ ~' SETBACKS ~~ ~ : ~ ~!%c~-~Y FRONT SIDE SIDE BACK Remodeling Your Building/Home (need Estimate) $ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area ~ .cf ~ Second floor/loft ear a ----- Third floor/loft area - Shed or Barn - Unfinished Basement area Finished basement area ,d Garage area Carport/Deck (30" above grade)Area Water Meter Count: Water Meter Size: t~`~ Required!!! PLUMBING ~-~ ~~ ~~ - Plumbing Contractor's Name: ~ ~ ~-L ~ ~ Business Name: ~'I ,~ ~a ~,~d-~ AddressT~)~~ ,~~~ City J e~y~-`~ State ~ Zip Contact Phone: ( ) 70 y - '~/ ~ ~ Business Phone: ( ) `~ j $ ~^ ~-,/~ ~ Email ~ Fax , FIXTURE COUNT (including roughed fixtures) /~~lothes Washing Machine !L'~- Dishwasher ~ Floor Drain ~~- Garbage Disposal Itll4- Hot Tub/Spa Sinks (Lavatories, kitchens, bar, mop) NR Sprinklers JV`~ Tub/Showers ~_ Toilet/Urinal ~_ Water Heater N ~ Water Softener Plumbing Estimate $ ~~ (Commercial Only) C i oG ~t ~ ;~~ ~~~ S- Required! i ature o Licensed Contra r License number ~ Date The City of Rexburg's permit fee schedule is the same as required by the State of Idaho 4 Please complete the entil~pplication! If the question does apply fill in NA for non applicable ~^ / NAME J ~C-e / ~ ~ G PROPERTY ADDRESS ~ p S a ~ 12~ r ~C s f Permit# SUBDIVISION ~-- Required!!! MECHANICAL Mechanical Contractor's Name: I~Y~~ G~~~~~i -- ~ Business Name: ~ti ~r Address. ?j ('~~-{~ Vy . ~~ ~ City_~~ ~~~ State x~ Zip ~t02 Contact Phone: (2(~ ~Y3_ D~(5-3 Business Phone: (ZD~) 227- ~,~~® Email~~ ~I ~~ G"`` -/~~~».,~.~ , Lon. Fax ~ ~ - ~ ~/ 2 - D/Od Mechanical Estimate $ 2~ o~ (Commercial/Multi Family Only) FIXTURES & APPLL4NCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts ~_ Furnace/Air Conditioner Combo Heat Pump ~~ Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas-fired appliance Incinerator System Boiler Pool Heater Similar fixtures or Appliances ~( Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Heat (Circle all that apply Gas it Coal Fireplace Electric other similar vents & ducts: Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on plans. _1~~ ~it/.~.~~ I-~ Vc- c- ~l3 ~y M~ 1 ~"- ~~~ Signature of Licensed Contractor License number Date Required! The City of Rexburg's permit fee schedule is the same as required by the State of Idaho Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents 5 . • . _ ~ { ~ C[TY QF ;i R R R ~`y w~ AMERICA'S FAMILY CQMMUNI`FY 19 E. Main St. Phone: 208-359-3020 x326 '~ Rexburg, Idaho 83440 Fax: 208-359-3024 www.rexburq.orq cdd@rexburg.org APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES/NO APPROVED BY: -APPLICANT INFORMATION: BUSINESS NAME: S~~ee1 ~; ~-C OFFICE ADDRESS: ~ 3cJ~ ~ ~~-~~ w' TAI. ~~ City State Zip OFFICE PHONE NUMBER: O ~~6 - C~~t,~ CONTACT PERSON: CELL PHONE # ( 2.~) 3 g~- 5 ~ 3~y -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: 1305" 5 -~~ , BUSINESS NAME WHERE WORK WILL BE DONE: ~ L~~ . DATES FOR WORK TO BE DONE: ~~w~ TO A ~~ CONTACT PERSON: i '~`. ~ -~ --~c~,5~; ~ 5 PHONE NUMBER: (~~) 3~~ -- ~ ~~(~ "' CELL # (_~~~) ~ ~'~ -~ 53~ 9 PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR: ^ AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES ^ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ^ HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ^ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ~~ ^ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES ~ ~~~ ~ ©~- APPLI ANTS SIGNA DATE 6 • • SUBCONTRACTOR LIST Excavation & Earthwork: ~Jvou-t )_/ c~,~~ v Concrete: ~~~.~ , j- Masonry: /~~ Roofing: ~ ~ lY ~ 1f-`~~ Insulation: ) ~„ti S Drywall: ~ k1 ~ ~i,~-~3~' Painting: ~~ v i S S h~-/ A Floor Coverings: - ~-~.~~j rr~- Plumbing: Heating: Electrical: tf ~ ~~ , r~ Special Construction (Manufacturer or Supplier) Roof Trusses: /~ Floor/Ceiling Joists: Siding/Exterior Trim: Other: Structural Design Calculations Job No. 220165 /~, Project Name Tri-Steel Construction Co., Inc 1305 S. 12~' West. Rexburg, ID 83440 County Madison (Outside city limits) Contractor Tri-Steel Construction Co., Inc 1305 S. 12~' West. Rexburg, ID 83440 n LJ • Building Building end-use: Commercial Description Clear span /symmetrical gable 60' x 40' x 12' Eave height x 2:12 slope SW bay spacing: 2 @ 20'-0" Building Code 2000 International Building Code Roof Dead Load Weight of metal building structure Roof Live Load Frames=20.0 psf, Purlins =20.0 psf Roof Coll. Load 0.0 psf Ground Snow 50.0 psf, Ce=1.0 Importance Factor I =1.00 Wind Load 90 mph, Exp. C Importance Factor I =1.00 Seismic Ss=58.8 %, S 1=17.6 % Importance Factor I =1.00 Other Loads Not applicable Table of Contents Title Pages Building design summary sheet a,,, Load determination ~ (,o Purlins and eave struts . a,(o Wall girls Endwall frames ~~ -Bracing 55 Main frames Standard material properties ~ 3 ~ C:~Documenfs and SettingsVvfOISESC.NCDDesktop~NCHCover~220~220165.doc BUILDING DESIGN SUMMARY SHEETS • pp REV.# ~ e•la' ~• f~© SAS Dat . ~ By. I • Revised pages 6~ Gr~ Revised per Q Engineer Q Ca# cuSTOMER: Jos stTE: - cs ~o x ox ~` ~.: DIMENS[ON: __ BAY SFACING_ Z ~ ~ ~ ©!`~ Page 1 3 G(ient drawin ffached: Q Yes JobCfass:Q1 ^2 ^3 4 ^5 ^ti Q7 SLOPE. 2 • d 12 Job no: 2 20 ~ ro S Designed by: q~~~~l s~-S Checked by: r ' ~~ Date: (~ • ~l ' ~~~ It shall be the responsibility of tfte confractorto confirm that these loads comply with the requirements of the local building department. DESIGN CODE & EDITION r1.~ C 2 d 4O ROOF DEAD LOAD 2 ' ~d psf (roof panel and purtins) Panel type: ~T Gf~ ~~'T~_~~~- COLL. DEAD LOAD O~~ psf ROOF LIVE LOAD PRIMARY FRAMING 2'©~ .psf REDUCED ROOF LIVE LOAD BASED ON TRIBUTARY AREAS: SECONDARY FRAMING ~ ~ sf 0-200 sq. ft. 20.0 psf , p 201-600 sq. ft. per IBC2000 {Equation 16-6) over 600 sq. ft, 12.0 psf SNOW GROUND SNOW = ~Q ~ psf Exposure Factor, Ce = ~ ~ Thermal Factor, Cr = ~~ WIND ~ mph, EXPOSURE = c S E (S M I C Response acceleration @short-period Ss = ~$ ~g% Response acceleration @ 1-second period, S~ ~% Use Group: ~ Site Class: ,,JJ Design Category: N Analysis procedure-Equivalent lateral force Basic sfructuralsystem -~ Ordinary moment frames (OMRF}, R = ~ • G . SZ ° = 3 ~ a IMPORTANCE FACTORS: WIND: ~.~ SNOW: ~_ ~ SEISM(G: ~~ ~ SPECIAL LOADS ~~~~ R 'nfa[[ intensity (see charts) 5-minute duraf"ion, 5-year mean recurrence = ~ inches/hr. Add std. Note # 15 fo caver sheef: `20 % roof snow load is used to calculate seismic base shear (IBC Section 1605.3.1 }: Q Add note fo cover page: `Buf(ding is designed for occupancy of [ess than 300 peop[e.° . ~dd std. Note # 11 to caver sheet: `Invesfigafion of the existing sfructure for detrimental effects due to bldg addition.. ° Add note to coversheet: `The addition of Phis binding may cause snow fo accumutafe on the roof of the existing building..lf shall be the buyers responsibility to verify the sfrucfural adequacy of Use existing structure for this snow condifion_' r_ • JOB # Spacing: ^ 5'-0° o.c. standard non-standard ! 3 (measure spacing in horizonfal projection sfarUng from ]ow eave / symmetrical @ peak forgabled roofs) SZ/3 (XLLfxGL, 3 v P'~JzL~~t ~xTN ~~ L.~ ~~ PURLIN ^ Use standard connection with (2)-1/2°~ A307 bolts unless noted ' 1 CONNECTION TO MAtN FRAME Use (4)-1/2°~ bolts @ frame lines: ~ ~ Z" ! 3 Stl~ KNOCK IN ^ NO YES ` f "UJZUN ,BRIDGING ~ $ Z/~ - sestandard spacing per NS 59 ~~~~ ^ Use non-standard spacing: PEAK-PIES ^ NO YES Use 6C16 °~_row (s) per bay, equal spacing ------- ~ Use 8C16 row (s) perbay, equal spacing >~ ~ (For standing seam roofs, install peak ties to line-up with k-in-bridging). ANTI-ROLL CLIP ^ NO' YES Purlin run no. ~~ Start count from: ~ peak front sidewall ^ high sidewall k° / ~` (a7 FRONT SAVE: ^Purlins at front eave ~ -- ^ 16 ga ^ 14 12 ga (rte BACK EAVE ^ 16 ga ^ 14 a 12 ga C7 ^ Same as front eave ^ Purlins at back eave ~,~ G~ °-~ l ~r k l ~~ s7R~ PplnrG ~~~~ - -- Page 2 4 .z ~~~s ~r 5~ C~ e j~ MF Page 3 5 JOB# Z2pI ~5 • ^ By-pass with j] short to ^ long Iaps ^ extra-long laps 3 ~ ~f ~U Flush with long dip ^ short clip ~ ~ ~ ' - ~~ Elevations: `- ~ w~K (3 ~,, ` ~ ~J i 3'-6' T~ ^ 10'-4 ^ 11'-4 ^ 12'-4 ~ ~ U ~ ..__ ^ To remain open I, ' "'- '~ ~~ fi ~ ~, ^ Open to collateral materials by others: I j j ~ ~ ` I ~ ~ ~ ^ Spandrel beam required: ~'Y!_ ~1__~...._.-- ^ Spandrel beam by others (add standard note # 5 to drawings) (] Framed openings: ^ Jambs: 8 x 3'/: C ^ Header. 8 x 3'/Z C ^ Extend jambs to,eave • ^ Detail S75 Q Detail S76 ~:~. _ ( .~ ,ALA same as front sidewall ^ By-pass with (] short laps ^ long laps ^ extra-tong laps (] Flush ~ with^ long clip ^ short clip Elevations: ^ 3'-6" ^ 7'~ ^ 10'-4 ^ 11'-4 ^ 12'~ t ^ To remain open ^ Open to collateral materials by others: ^ Spandrel bears required: ^ Spandrel beam by others (add standard nofe # 5 to drawings) • ^ Framed openings: ~ Jambs: 8 x 3'!2 G ^ Header. 8 x 3'h C ~I tNSUC~~ I ~r,~u, p~v~-~zs I ~ ~~ II ~.~ ~~ =1z. sps ~~~~ ~NSU L~k'~P ? P~cn-~l.S S~, ~~t f2'Q.c, l M A n l mT,~m-_+ [] Exfend jambs to eave Q nesfed girls at elev. ^ Detail S75 Q Detail S76 use: . . ~~ D Bearing frame Main frame ^ To rerrrain open : D Open to collates[ materials by others JOB# Page 4 6 Framed opening: ^ Header 8 x 3'/2 C ^ Jambs 8 x 3'/2 C ^ Extend jambs to rake ^ Extend jambs to el. _ use D Spandrel beam required: D Spandrei beam by thers (add standard note # 5 to drawings} GIRTS Flush with short clips ^ long clips S1 ~ Elevations: [>~3'-6 [~7'-4 ^ 10'-4 ^ 11'~ Q 12'~ fps .~~©~ rv ~t~-try) ~~~ ~ 3 ' --~ ~o~ s`~MI~~-jz D~7-~cIL.~'- Provide column flange braces at elevations: ^ 3'-6 ^ 7'-4 ^ 10'~ ^ 11'-4 ^ 12'-4 ^ 13'-4 ^ 15'~ ^ 17'-4 ^ 19'-4 ^ 20'-4 ^ 21'-4 ^ 23'-4 Light-gage sections: ^ 8 X 3'/2 C12 ^ 10 X 3'/: C12 ^ 12 X 3'/: C12 Hot-rolled sections: ^ W 50 ksi materials, Buil#-up sections ^ Web ,Flanges ^ Provide sfterflange braces ^ Every purlin ^ @ purlins on each sides of the EW columns and on every other purlins. ^ Provide'/,° thick full-depth rafter stiffeners at column location for all hot-rolled and built-up rafters. ^ Rafter splice for built-up and hot-rolled sections:- use (8)-5J8°v1 bolts with 3/8° thick splice plates. ^ For column to rafter connections use (2)-5/8"~ bolts except as noted below: (45/8" ~ bolts required for. ^ All endwall columns ^' interior endwall columns ^ comer column -~ ... out ~ _. (Alf light age columns & bearing frame rafters are 8 x 3'/z C unless noted} MJ~ "~ -- ,~ u 0o eo b1 ~ COLUMN_REACTIONS (kips Corner Columns Interior Columns DL+LL DL+WL, +WL L DL+ LL D F-- l ~ y ~ Z.S`v I ~ ~ ~ ~ y a Wall braced by ^ X braces ^ Panef diaphragm (add std. note #20) _ X brace reactions due to ^ Wind ^ Seismic, Em Y . g . ~ Same as Left EW ^ Bearing frame ^ Main frame ^ To remain open ^ Open to collateral materials by others ^ Spandrel beam required: ^ Spandrel beam by others (add standard note # 5 to drawings) 61RTS ^ Flush with ^ shod clips ^ long clips ^ By-pass with ^ short laps ^ long laps SIZES: Page 5 ~ JOB# ZZV /~~ .Framed opening: ^ Header 8 x 3'/z C ^ Jambs 8 x 3'h C ^ Extend jambs to rake ^ Extend jambs fo el. use Elevations: ^ 3'-6 ^ 7'-4 ^ 10'-4 ^ 11'-4 ^ 12'-4 ^ 13'-4 ^ 15'-4 ^ 17`~ ^ 19'~ ^ 20'~ ^ 21'-4 ^ 23'-4 Provide column flange braces at elevations: ^ 3'-6 ^ 7'~ ^ 10'-4 ^ 11'1t ^ 12'-4 ^ 13'-4 ^ 15'-4 ^ 17'~ ^ 19'~ ^ 20'-0~ ^ 21'-4 ^ 23'-4 Po Light-gage sections: ^ 8 X 3'/: C12 ^ 10 X 3'/s C12 ^ 12 X 3 %: C12 Hot rolled sections: ^ W 50 ksi materials. Built-up sections ^ Web ,Flanges ^ Provide rafter flange braces ^ Every purlin ^ @ purlins on each sides of the EW columns and on every other purlins. ^ Provide %." thick full-depth rafter stiffeners at column location for all hot-rolled and built-up rafters. ^ Rafter splice for built-up and hot-rolled sections:-use (8J- 518"a bolts with 3/8' thick splice plates. ^ For column to rafter connections use (2)-5/8°re bolts except as noted below: (4)-5/8" w bolts required for: ^ All endwall columns ^ interior endwall columns ^ comer column °- (All light age columns & bearing frame rafters are 8 x 3'/: C unless noted) ~_ COLUMN REACTIONS (kips Corner Columns Interior Columns DL+LL DL+WL DL+ LL DL+WL ~I ~ ~_I Wall braced by ^ X braces • ^ Panel diaphragm (add std. note #20} _ X brace reactions due to ©Wind ^ Seismic, Em 1~ Page 6 8 - JOB # QF Cables ^ Rods ^ An les RO - g @ tray no: j Tiers: match endwafl column spacing at ^ Left endwall ^ Right endwall FRQNT SIDE ^ Cables ^ Rods ^ Angles BACK SIDE ^ X brace-@ bay no. ^ Fixed base @ frame line: Portal frame @ bay no. ~ ^Diaph (add std. note #20) ^ Cables ^ Rods ^ Angles ^'@ bay no. ^ Fixed base @ frame line: Portal frame @ bay no.~_ ^Diaph (add std. note #20) °_~.:~ ...er .., : gat . ' ~I REACTION ~ H V Wind ~ i Seismic, Em _ 6ovemed by :^ Wind ^ Seismic } Use: (2) - 5/8° re bolts at 4'-0' o.c. to MF column web ~~ ~~~ M = ft-kips ZZO / ~ S' . . sy~, 1 x ~ J~ .~' Co ~~ Oj ^ ~;5~:. s Use: (with 4-1/2 A325 bolts each end) O ^ ~e ~h ~ Sc-98 ^ %: ¢ A307 bolts ^ % ~-A325 bolts Fronf sidewall @ frame fines: Back sidewall @ frame fines: Q ^ ~ ~'' ^ % ~ A307 bolts ^ I ~-A325 bolls (Perlin to main frame connections of braced point locations shown above) JOB NO. JOB TITLE QUOTE NO. ~SCRfPTiON W fN ~ ~ ANT DESIGNED BY ~~OtS~~ CHK'D BY 72`~ ~ DATE d ' Z ` SHEET NO.~ / ~! ~~g% ~ SSI~~~NEIe ~ KNEE ~IcKN~ss • ~~~sM t c. 3 1`- ~, 5 h`1~ ~ w~~ ~ /~~~'~~ ;. I ~ ~m~~s ' g~_~~~ ~Np 1 . ~~ I *~ ~1 - I G 6~N G~' : !o k ~~ I w~~ :~a X ~o Gh ~ ~,/Z r ~ 3 /~Wc~o/Z ~or.~s~ W17N g ~~S ~ pL~~ ~f G~~SS .~ ~ _~:.~.:~"r ~ P15 . . ~. a.9~L ~~M~/ ~. ~.~]~ ~ -1 ~~ ~~ gxT ~~° ~~~~~~ ~~Yp 6 fz. ~~ -i~ FRAME PROFILE at tines: C ~ ~ ~ ~ ~ ~S~ Job no. 2~ b ~ ~ Page g10 P' OF I ~~~f~ ~p k~ WEB ~ /G /A G~ 1F ~x~ ~ k~ f ~ z ' 2 -~ -- - - - - - ~$ --- ____ - .. ...__ ~- -------- tg - ~d ~ ~ ~ i I f \Q,~ xx~ ~ ~~ D ~I `•-~--~~`-~-f ~ ~/g t~ - --- ------ ----- --- ------- -~ -- -~ --~- -- - 60 ~ COLUMN FLANGE BRACEs~ ' ~G ~ '" ~ ~ RAFTER FLANGE BRACES: Start count from ^ Peak Low sidewall ^ High sidewall • ' " ' ront sideyuall: F r Baek side~ll;- ~ ~' ~ ~~ 1 7 '~ t ~ 7'`' 'Extend girt clips full depth or columns ~ iJse angle flange braces 3 x 3 x %. thk w! %:"~ A325 bolts each end. CN S ~- ~S ... .lil ~ ~// C ; /' f // •~/ `/~~ :l/ i ,, f ~ Bolts b -- ~/ ~ Bolts:.. O ~ Bolts: $ g 1 O ~ ~ `" End late thickness: P End plate thickness: L End plate thickness: t ._---- - - r : - _ . Bolts : O - End plate thickness: 11 r: ~ o 0 0 0 0 0 0 0 0 0 0 0 -o 0 0 0 0 0 z ~ p ~ o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~~ + U ~ ~ °' ~ rn W ~ ~ ~ ~ M r 0 r 0 r 0 N O 00 (~ N h CO 1~ M ~ ~' _ E O p o M N Q N fM to (D tf> f0 to fD M d' t CO t CO ~ CD ~ + .rah 2 >, n ~ CO CO ~; ~ oO r O ~ O O ti M r V~ M N fD CO M d' h CO M N r d' d' ~ cD O ~ C7 N CO d' M r r r r Q CD Q Cd Q 0] Q CD Q CO Q CO Q CD Q CO Q CO m G u 0 u ~_L- Z . [Y C Z Q Q N O ~-- 0 E Z .a 0 S J J J yJ -~ J N N N N J ? 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O ~ ti O O O 0 t 0 -F ~ p O ti O ff O O t O t t t O N G + J O J J CD J m ~ m ~ m t J t J t J t J J m J m ~ m ~ m ' ~ (n ~ (n t ~ x ~ t ~ . ~. ~ e J ~ J ~ (n ~ (n ~ ~. ~ ~ ~ ~ a~ ~ s d p p V ~ . 1~ ~ r ~[? ~ ~n N u7 ti ~n r ~n N ~ ti ~ ti ~ ~ ~ ti O ti ~ ti ~ ti N - E Z ~ O ~. O .{. O {- O {- O ~{- O + O~ t O + O + O t O + O + O f O t N ~ Q J J D J D J D J D J ^ J 0 J D J O J D J D J ~ J ~ J ~ J ~ U ~ ~ 7 is F~l~~ ~R~~~~~ at lines: ~'. , Job no. Z~1 ~~ Page .l/1 ~ . T 1 ~ ~ f OF ~a k ~~$> I WEB ! ~ GA IF ~ x ~ ~ G ~ ~/~ ~ ~ Z ~ I ~ -. ~yMM~. _t~_-~t ~ `-D - -- - - -- - ~--- f$ _ ~g ~ --~ ..._ _- ----------_ 3D C~ ~ °p ~ ~ ~ . X ~ ~ ~ ~ o I D~~ ~o COLUMN FLANGE BRACES' RAFTER FLANGE BRACES: Start count from ~ Peak Low sidewall ~ High sidewall v lh id l t a ey s oo } ~ Back sidew Il: l j ~ ~ xtend girt clips full depth of columns ~ fJse angle flange braces 3 x 3 x'/. thk w/'/"w A325 bolts each end. 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CV V' N = r r r r r ~ .--• '- ~-- r r r U ~ O r- o cq r- co m r- m o co In rn ~ ti cfl ~~ ~ 00 to O CM ~ ti N O N ~ r N N ~ a i r r r- N N N Q .p ~ Q m Q m Q m Q m Q m Q m Q m ~ ~ ~ ~ N N ~' ~ > > > ? > ~[> to h h j 7 ? ? ~ ~ ti ti _ p ~ ~ ti ti ff ti ff O O . O O ti ff p 0 - C + t J J ~ ~' ~- t + t J J ~' ~ J J J J m ~ m ~ m ~ m ~ ~ ( ~ ~ ~ ' ~ ~ Cn ~ (n ~ ~ : ~ ~ V s ,~ ti s o ti s o ti s ,~ ff ~ ~ ti ~ ~ ti ~ ec) t` ~ ~ ti In t` In ti o ti o r` u~ r` In ti O O O ~ O O O O O O O O O O O ,a p t t t t t t + t t t t + t t p J J J J J J J J J ~ J ~ J ~ J ~ J D J O J 0 ~ ~ ~ 0 t~ ~ ~ ~1 a~ rn ~a r 0 0 N O N W _~ O U 0 0 N N U 16 LOAD DETERMINATION • 17 21 Oct 04 9:02 AM ~b No: 22u 1 GS Engineer: 'IIOISES SNO~'~' LO~aDS PER ASCE 7-95 ___ Building Use Category II ~ Roof Type (G or SS) Gable ~ Terrain Category C (see Section 6.5.3) ~ Exposure of Roof Fully Exposed ~ Roof Surface Type Unobstructed Slippery Surfac ~ Length (ft) 46 Width (ft) 66 Eave Height (ft) (2•(Ill Ridge~Height ~ ~ ~ ~ ~ ~ Roof Slope (in/ft) ~~~~ Roof Angle (degrees) '~~-~F~- Sloped Roof Snow Load,p s (psf) 33.461 Frames I`Teed Not Be Analyzed Under Partial Loading Unbalanced Snow Load is Required Unbalanced Snow Loadings Uniform Loai Leeward Side (psf) ®~S7 23' Uniform Load Windward Side (psf) 10.03; Thermal Condition Structures kept just above freezing and others with cold ~ Ground Snow Load,p (psf) ~ ~~•U Exposure Factor, Ce 0.90 Thermal Factor, Ct 1.10 Roof Slope Factor, CS 0.97 Importance Factor, I 1.00 (70/l~ + 0.5 2.62 Minimum Value of, p f (psf) No Min Flat Roof Snow Load, p f (psf) 34.7,; . Cable 7-3 Cable 7-3 ?ig. 7-1 fable 7-2 Table 7-3 Fig. 7-2 Table 7-4 Sec. 7.3.4 Sec. 7.3.4 Sec. 7.3 Sec. 7.10 Section 7.5.1 Continuous Beam Systems Continuous beam systems shall be investigated for the effects of the three loadings shown in Fig. 7-4: Case 1: Full balanced snow load on either exterior span and half the balanced snow load on all other spans. • Case 2: Half the balanced snow load on either exterior span and full balanced snow load on all other spans. Case 3: All possible combinations of full balanced snow load on any two adjacent spans and half the balanced snow load on all other spans. For this case there will be (n-1) possible combinations where n equals the number of spans in the continuous beam system. • 18 u • r EE -d ~.'-., O C .N V) N L 0 IJ_ O C .` O d rn C (0 (0 ti ti co ao _~ O O N II 0 ~ ~ ~ ~ Q Q ~ C N to 1.[) O L[) d' d' O O O N ~ N p N r r N O N N oNO C N I~ J I I J C ~ IQ I I ~ ~~ I IQ (Tf Q.CJ~Q ' ~ C Q O V 7 O cn ~ co a > f0. p fn `~ O U O ~ • ~ ~ L ~ W 0.. ~ Z ~~ ~ ~ ~~ ~ .~ ~ M ~ ~ -~ ti ~CD O OM +-'M d' 1 r T 1 ~' ~ 1 1 ~ ~ ~ N ti 1 ~N ' C+~ L ~ ~ ~U Ch II J N^ ~D ~.. m ~ •~ C m L ~O O.. O (D lA L ~ 1"' • ~ ~ L L' ~ t_ ,O~O C C - -_ 3 ~ Q O axi N ~ ~ 0 in O Q.. ch 0 N M r N M N ~ ~ ~ ~ ~ ~ ~ ~ O O ~ ~ N ~ 1 ~ ~ M ~ ~,~ • N N m ch m~ L U c~ o m J a c N a... .0 tl ~ U N Q O •i w fB .. to ~ ~ C - ~ ~ ... O O C - ~ ~ Q ~ O N .~ .~ ~_ r N N ~ ~ ~ M ~ 000 CO c h ' O O CO ~U o o ~ L- ~" O ,~ ~' N M 00 N a f6 m r ch O m ~ r 00 ~ ~ 1 1' 1 r, N 1 f/ O N ~ 1 I L, .O N ~' J '-- CM i ~ O CYj ~ ~ Q ~ ~ ~ ~ d . ° a E~~ z° z _ L ~ L ~ . L ~ ~ ~ W ~ O Q r suedS snonw}uo~. suedS a~duaig 19 • • • Job Number: 22oi6s ASCE 7-1998 (IBC 20001 WIND LOADS Engineer: Moises Date: 10/21/04 9:O1:AI~i Building Use Category II-Standard Roof Type cable Length (ft) 1t~ Width (ft) ~,u Bay Spacing (ft) 20 Endwall Column Spacing (ft) 20 Eave Height (ft) 12'r'.' Peak Height (ft) 17.000 Mean Roof Height Per Code (ft) 15.000 Roof Slope (in/ft) '.QU Roof Angle (degrees) 9.462 ~~~ ~~'.;~ ~ a~~.F< Last Revised On: 1/03/03 Hurricane Coastline No ~ Wind Velocity, V (mph) 90 Exposure Category ~ ~ Importance Factor, I 1.00 Velocity Pressure Exposure Coef., ~ 0.849 Ve]ocityPressure,gh (psf) 14.962 Enclosure Classification 0.18 Enclosed ~ -0.18 IBC Wind Load Factor, ~ 1.3 Design Velocity Pressure, w x g ~, 19.451 Wind Coef7icients for MWFRS Figure 6-4 MWFRS Ezternal Pressure Coefficients, GC r, Case A Building End Zone Coeffici ents Interior Zone Coefficie nts T e Load Case lE 2E 3E 4E 1 2 3 4 Enclosed -GCP; 0.85 -0.89 -0.40 -0.31 0.62 -0.51 -0.22 -0.15 Building ' +GCP; 0.49 -1.25 -0.76 -0.67 0.26 -0.87 -0.58 -0.51 Figure 6-4 MWFRS Ezternal Pressure CoefScients, GC f, Case B lE & 4E 2E 3E SE 6E 1 & 4 2 3 5 6 Enclosed -GC ; -0.30 -0.89 -0.35 0.79 -0.25 -0.27 -0.51 -0.19 0.58 -0.11 Building +GCP; -0.66 -1.25 -0.71 0.43 -0.61 -0.63 -0.87 -0.55 0.22 -0.47 Wind Coefficients For Components and Cladding Member Trib. Area GCS GC"-GC": Purlins-Suction Purlins-Pressure 133.33 133.33 Zone 1 -0.900 0.200 Zone 2 -1.100 0.200 Zone 3 -1.100 0.200 Zone 1 -1.080 0.380 Zone 2 -1.280 0.380 Zone 3 -1.280 0.380 Zone 4 Zone 5 Zone 4 Zone 5 Girls-Pressure Girls-Suction Endwall Column-Pressure Endwall Column-Suction 133.33 133.33 240.00 240.00 0.801 -0.901 0.756 -0.856 0.801 -1.003 0.756 -0.913 0.901 -0.991 0.861 -0.951 0.901 -1.083 0.861 -1.001 Zone 1 Zone 2 Zone 3 Zone 1 Zone 2 Zone 3 B. F. Rafter-Suction B. F. Rafter-Pressure 200 200 -0.900 0.200 -1.100 0.200 -1.100 0.200 -1.080 0.380 -1.280 0380 -1.280 0380 RoofPanels-Suction !t10`-='' -1.000 -1•.800 -2.800 -1.180 -1.980 -2.980 Roof Panels-Pressure 10 0.300 0.300 0.300 0.480 0.480 0.480 Zone 4 Zone 5 Zone 4 Zone 5 SidewallPanels-Pressure Sidewall Panels-Suction "'10!I' 10 1.000 -1.100 1.000 -1.400 1.080 -1.170 1.080 -1.440 OVERHANGS:- Zone 1 Zone 2 Zone 3 Purlins B.F. Rafters 133.33 200 -1.512 -1386 -1512 -1.386 -0.800 -0.800 Roof Panels I 0 -1.700 -1.700 -2.800 a: 4.00 ft Notes: 1) If a pazapet equal to or higher than 3 feet is provided around the perimeter of roof with 0 <_ 10 degrees, Zone3 shall be treated as Zone 2. 2) External pressure coefficients for walls are permitted to be reduced by 10 percent where 0 <_ 10 degrees 3) Plus and minus signs signify pressures acting toward and away from the surfaces, respectively- 4) Each component shall be designed for maximum positive and negative pressures: 5) This calculation sheet is effective only for buildings, which meet the low-rise criteria. 6) The default putlin spacing is the larger of L/3 or 5 feet, and the default girt spacing is the larger of L/3 or 6.55 feet for tributary area calculations. 7) The default endwall column height is the Front Sidewall Eave Height for tributary area calculations. NCI Building Systems L.P. ASCE 7-98 Low Rise Gable Page 1 20 Job Number: 220165 "~`Y' Engineer: Moises , ~ "V ~~ Date: 10/21/04 9:01 AM ! ~ ~~~` ~" ~` ASCE 7-98 Wind Loads Main Wirid Force Resisting Systems WIND PERPENDICULAR TO RIDGE : (CASE-A) -0.51 -0.223 Wind Direction GhCp + GCpi 0.619 Interior Zone -0.87 -0.583 Wind Direction GLCp-GCpi 0.259 Interior Zone -0.89 -0.398 Wind Direction GhCp + GCpi 0.847 End Zone -1.25 -0.758 Wind Direction GhCp - GCpi 0.487 End Zone • -0.512 ~ -0.312 I -0.672 I NCI Building Systems L.P. Gable Lowrise Page 1 21 Job Number: 220165 °a ~ Engineer: Moises is Date: 10/21/04 9:01 AM ~ 1` '~ ~ s ~. ASCE 7 98 Wind Loads Roof Coefficients For Purlins I CL of Ridge -1.28 -1.28 ~ 1.28 1.28 ~ -1.28 J _ 1.28} _ _ _ _ _ i i ~ i , i , ~ ~ ~ i i i ~ i i i ~ ~ i i -1.28 i -1.08 ~ -1.08 -1.08 ~ -1.08 ~ -1.28 t i ~ Slope Slopes ~ ~--.~ i i ~ ~ ~ i i . ~ ~ __~__--__ __I_.-_~___}___----i-__ -1.28 ~ -1.28 ~ -1.28 ~ -1.28 ~ -1.28 ~ -1.28 4.00 ft N/A N/A 4.00 ft Suction Coefficients • 038. 038 ~ 0.38 ~ 0_38 * _ _ 038 _ _ ~ 0.38 i i i i i ~ i i i i i ~ i ~ i ~ ~ ~ ~ i 038 ~ 038 ~ 038 038 ~ 038 ~ 038 i ~ Slope Slope ~ i 4--. ~ ~ ~ i I ~ i ~, i ~ ~ ~ _~__ _._I-__ ___~.______--i--- 038 ~ 038 ~ 0.38 ~ 0.38 ~ 0.38 ~ 038 4.00 ft N/A N/A 4.00 ft Pressure Coefficients • I CL of Ridge I NCI Building Systems L.P. Crable Lowrise 4.00 ft 4.00 ft 4.00 ft 4.00 ft Page 2 22 IBC 2000 Seismic Loads (INTERIOR FRAMES) Job Name: Tri-Steel Constn Job No: 220165 Engineer : Moises Date : 10!21 /04 9:05 AM Back Roof Weight =~~psf ~~ _ . LLast Rev. On: 1/31/2003 . psf =Front Roof Weight BSW Weight, psf 12.000 = Eave Height, ft = 12.000 - \ 5 INTERIOR FRAMES I 5 psf =FSW Weight. NOTE: ALL "YELLOW FIELDS REQUIRE INPUT DATA !I General Buildings Description: Building Seismic Use Category I ~ Roof Type (Gable or Single Slope) Gable '~ Building Length 46 feet Building Width _ 66 feet Bay Spacing/Tributary Width 20 feet Mean Roof Height 14.75 feet Roof Slope (in/ft) 2 inch/feet Distance To Ridge From FSW/lf Single Slope To Mean Roof 33 feet Is Rigid Frame Modular (with Interior Columns) ? No ~ Seismic Design Data: Spectral Response Acceleration At Short Periods, Ss 0.588 g Spectral Response Acceleration At 1Second Period, S~ 0.176 g Site Class (A, B, C, D, E or F) ~ ~ Response Modification Factor, R 4 System Overstrength Factor, f2o 3 Special Seismic Loads: Snow Load To Be Included With Seismic, (Input in "psf') 6.9 psf Other Special Seismic Loads, (Input in "kips") 0 kips Calculated Seismic Loads For Rigid Frame: pQE/1.4 =Total Horizontal Seismic Load On The Frame 1.857 kips/Frame 0.2SpsD/1.4 =Total Vertical Component Of Seismic Load On The Frame 0.588 kips/Frame S2oQE (1.333/1.7) =Load For Over Strength Moment at Knee w/ 1.7 Increase 5.250 kips/Frame • NCI Building Systems, L.P. (nterior Moment Frames Page 1 23 IBC 2000 Seismic Loads (INTERIOR FRAMES) • • • Calculated Values Calculated Seismic Design Category Fa =Site Coefficient "Fa" F„ =Site Coefficient "Fv" IE = Importance Factor, IE SMS =Adjusted Spectral Response "Ss" For Site Class Effects SM~ =Adjusted Spectral Response "S~" For Site Class Effects Sps =Design Spectral Resp. Acceleration At Short Period Spy = Design Spectral Resp. Acceleration At 1 sec. Period C„= Maximum Limit Coefficient On Fundamental Period T = Fundamental Period C$ =Seismic Coefficient Amax = Redundancy Coefficient p 42eliability-Redundancy Factor W =Total Effective Seismic Dead Weight QE =Total Seismic Lateral Force NCI Building Systems, L.P. Interior Moment Frames D 1.3296 2.096 1 0.782 0.369 0.521 0.246 1.347 0.263 0.1303 0.435 1.165 9 9 9 sec 17.125 kips 2.231 kips Page 2 IBC 2000 Seismic Loads Job Name: Tri-Steel Constn Job No: 220165 Engineer: Moises Date: 10/21/04 9:06 AM SEISMIC LOAD FOR LONGITUDINAL BRACING: Back Roof Weight, psf = BSW VVt., psf ~ 5 BSW EaveOHt.J f~. In l ~ 5 psf ~ LEW V1~eight 24 z Last Rev. On: 1/31/2003 5 Jpsf = REW Weight. 5 psf =Front Roof Weight. ~L 5 J FSW Wt., psf 12.000 SW Eave Ht., ft NOTE: ALL "YELLOW FIELDS REQUIRE INPUT DATA !! General Building Description: Building Seismic Use Category Roof Type (Gable or Single Slope) Building Length Building Width Number Of Bays Braced Mean Roof Height Roof Slope (in/ft) Distance To Ridge From FSW (If Single Slope To Mean Roof) Seismic Design Data: Spectral Response Acceleration At Short Periods, SS Spectral Response Acceleration At 1-Second Period, S~ Site Class (A, B, C, D, E or F) Response Modification Factor, R System Overstrength Factor, i2o Special Seismic Loads: Snow Load To Be Included With Seismic, (Input in "psf') Other Special Seismic Loads, (Input in "kips" ) Calculated Seismic Loads For Sidewall Bracing: . • pQ~1.4 =Seismic Load/Sidewall/Bay S2oQE (1.333/1.7) =Seismic Load/Sidewall/Bay (w/ 1.7 Increase) 0.2SosD/1.4 =Vertical Comp. Of Seismic Load/Sidewall/Bay NCI Building Systems, L.P. Long: Bracing I ~ Gable ~ 46 feet 66 feet 1 14.75 feet 2 inch/feet 33 feet 0.588 g 0.176 g D ~ 4 3 6.9 psf 0 kips FSW BSW 2.624 2.624 6.784 6.784 0.857 0.857 tips/bay tips/bay tips/bay Page 1 IBC 2000 Seismic Loads • Calculated Values Calculated Seismic Design Category Fa =Site Coefficient "Fa" F„ =Site Coefficient "Fv" IE =Importance Factor, IE SMS =Adjusted Spectral Response "Ss" For Site Class Effects SM~ =Adjusted Spectral Response "S~" For Site Class Effects Sps =Design Spectral Resp. Acceleration At Short Period Soy =Design Spectral Resp. Acceleration. At 1 sec. Period C„ = Maximum Limit Coefficient On Fundamental Period T =Fundamental Period CS =Seismic Coefficient rmax = Redundancy Coefficient p 92eliability-Redundancy Factor W =Total Effective Seismic Dead Weight QE =Total Seismic Lateral Force • • NCI Building Systems, L.P. Long. Bracing D 1.3296 2.096 1.00 0.782 0.369 0.521 0.246 1.347 0.151 0.1303 0.500 1.274 9 9 9 sec 44.254 kips 5.766 kips 25 Page 2 PURLINS & EAVE STRUTS 26 • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 *** PURLIN DESIGN *** JOB NUMBER 220165 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA BAY SPACING (FEET) INSET LEFT (FEET) PURLIN EXTN LEFT (F` ROOF SLOPE PURLIN DEPTH (INCH) *** :2@20. 1.250 C.) 3.00000 :2.000/12 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) 1.250 PURLIN EXTN RIGHT (FT.) 3.00000 HORIZONTAL SPACING (FT.) 4.66700 DEAD LOAD (PSF) 2.00 LIVE LOAD (PS F): 57.23 WIND VELOCITY PRESSURE (q): 19.451 PSF SPECIAL WIND COEFF.: -1.08 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN L/180. *** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 4.2500 0000 8213 .0000 -1.0800 -.0902 .2727 2 18.7500 .0000 8213 2.4791 -1.0800 -.0902 .2727 3 18.7500 2.4791 ~ 8Z13 .0000 -1.0800 -.0902 .2727 4 4.2500 .0000 8213 .0000 -1.0800 -.0902 .2727 27 • *** FLANGE BRACE INFORMATION *** 2$ SPAN NOLENGTH OUTSIDE N NO (FT.) BRACES 4.250 1@5.0000 2 18.750 4@5.0000 3 18.750 4@5.0000 4 4.250 1@5.0000 INSIDE BRACES 1@5.0000 4@5.0000 4@5.0000 1@5.0000 • *** PURLIN DESIGN *** JOB NAME: 220165 PAGE 2 29 LOADING COMBINATION -- DL+LL - ~0!MOMENT! -------- SHEAR! -------------- ALLOWABLE ----------- FORCES ! --- UNITY ---- CHECKS BEND ! COMB! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ---- SHEAR ------------ ------------- !LS! .00! -------- .00! -------------- 7.75 -------- 6.88 ! .00 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!E'M! .00! .00! .00 .00 ! .00 .00 .00! 97 ~RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! -2.46! -1.16! 7.75 6.88 ! --- .17 ---------- .32 .13! ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE --------- FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------ SHEAR ------------ BEND - COMB! -L/- ------------- !LS! -2.46! -------- 2.11! -------------- 7.75 ------ 6.88 ! .31 .32 .20! !LL! .00! .00! .00 .00 ! .00 .00 .00! 2!FM! 5.73! .00! 7.15 6.88 ! .00 .80 .80! 2.87 !RL! -4.15! -2.32! 7.75 6.88 ! .34 .54 .40! !RS!-10..75! -3.00! 15.50 13.76 ! -- .22 ------------ .69 .53! ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ---------- FORCES ! UNITY CHECKS ! DEFL #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ----- SHEAR ----------- BEND COMB! -L/- ------------- !LS!-10.75! -------- 3.00! -------------- 15.50 ------- 13.76 ! .22 .69 .53! !LL! -4.16! 2.32! 7.75 6.88 ! .34 .54 .40! 3!FM! 5.73! .00! 7.15 6.88 ! .00 .80 .80! 287 !RL! .00! .00! .00 .00 ! .00 .00 .00! SRS! -2.46! -2.11! 7.75 6.88 ! .31 .32 .20! - -------- -------------- ------------ -------- LO!MOMENT! S SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL . ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! -2.46! 1.16! 7.75 6.88 ! .17 .32 .13! !LL! .00! .00! .00 .00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 97 !RL! .00! .00! .00 .00 ! .00 .00 .00! SRS! .00! .00! .00 .00 ! .00 .00 .00! • *** PURLIN DESIGN *** JOB NAME: 220165 PAGE 3 30 LOADING COMBINATION -- DL+WL ~LO!MOMENT! SHEAR! ALLOWABLE ~ FORCES UNITY CHECKS ! MB! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND CO BLS! .00! .00! 10.33 9.17 .00 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 00 .00! 00! 295 1!FM! .00! .00! .00 .00 ! .00 00 . 00 . .00! !RL! !RS! .00! .81! .00! .38! .00 10.33 .00 ! 9.17 ! . .04 . .08 .O1! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL -L/- ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ---- SHEAR BEND . COMB !LS! ------ .81! ----70-- -. ! ----10.33----- ~ ---9.17 .08 .08 .01! !LL! .00! .00! .00 .00 ! .00 .00 20 .00! 00! 867 2!FM! -1.90! .00! 9.54 9.17 ! .00 08 . 14 . 03! ~RL! 1.37! .77! 9.99 9.17 ! . . . !RS! 3.56! .99! 20.66 18.34 ! -- .07 .17 - -_03! -------- ------------- 5P!LO!MOMENT! -------- SHEAR! ------------- ALLOWABLE --------- FORCES ! UNITY CHECKS ! ! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB !LS! 3.56! -.99! 20.66 18.34 .07 .17 .03! !LL! 1.37! -.77! 9.99 9.17 ! .08 .14 .03! 00! 867 3!FM! -1.90! .00! 9.54 9.17 ! .00 .20 . !RL! .00! .00! .00 .00 ! .00 .00 .00! SRS! .81! .70! 9.99 9.17 ! .08 .08 .01! --- ------- -------- ------------- _ _ --------- __ ! -- DEFL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! -L/- ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! -------- SHEAR -- BEND COMB --~LS~ ---.81~ ---.38~- ----10.33---- ---- - 9.17 .04 .08 .01! !LL! .00! .00! .00 .00 ! .00 .00 .00! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 295 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .00! .00 .00 ! .00 .00 .00! • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 PAGE0110 MIDWEST METALLIC *** EAVE STRUT DESIGN *** $1 JOB NUMBER 220165 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :2@20. BAY SPACING (FEET) INSET LEFT (FEET) :1.2500 INSET RIGHT (FEET ) :1.2500 EAVE EXTN LEFT (FT.) 3.0000 SAVE EXTN RIGHT (FT.) 3.0000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) 4.0000 EAVE STRUT DEPTH (INCH) 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PSF) 2.000 LIVE LOAD (PSF):57.230 WIND VELOCITY PRESSURE (q): 19.451 PSF SPECIAL WIND COEFF.:-1.280 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN L/100. LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL F -FT- NAME IN.SQ. INERTIA COEF -- (KLF) ) (KL 1 ------- 4.25 ------- 8ES12 ------- 1.883 19.14 -- -1.2800 -.0920 .2361 2 18:75 8ES12 1.883 19.14 -1.2800 -.0920 .2361 3 18.75 8ES12 1.883 19.14 -1.2800 -.0920 .2361 4 4.25 8ES12 1.883 19.14 -1.2800 -.0920 .2361 *** EAVE STRUT DESIGN *** JOB NAME: 220165 PAGE 2 $ 2 **** DEAD + LIVE LOAD **** ------------- ~LO!MOMENT! -------- SHEAR! --------=---- ALLOWABLE ------------- FORCES ! ------------ UNITY ------- CHECKS ----- ! -------- DEFL ! #! K-FT! KIP ! MOMENT(Ma) - SHEAR(Va) ! SHEAR --- BEND ------- COMB! ----- -L/- -------- ------ !LS! ------- .00! -------- .00! ----------- - .00 -------------- .00 ! -------- .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! -79 RS! -2.13! 1.00! 11.11 19.15 ! .05 .19 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR -- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ -2.13! -------- 2.33! -------------- 11.17 ------------- 19.15 ! --------- .12 .19 .12! 2!FM! 9.34! .00! 10.89 19.15 ! .00 .86 .86! -220 RS! .00! -2.10! 11.01 19.15 ! .11 ---------- .00 ------- .11! ----- -------- ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------- FORCES ! - UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------- SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ .00! -------- 2.10! -------------- 11.01 ------ 19.15 ! .11 .00 .11! 3!FM! 9.34! .00! 10.89 19.15 ! .00 .86 .86! -220 RS! -2.13! -2.33! 11.17 19.15 ! - .12 -- -------- .19 ------- .12! ------ -------- ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------ FORCES ! - UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------- SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ -2.13! -------- -1.00! -------------- 11.11 ------ 19.15 ! .05 .19 .05! !FM! .00! .00! .00 .00 ! .00 .00 .00! -79 RS! .00! .00! .00 .00 ! .00 .00 .00! • *** EAVE STRUT DESIGN *** JOB NAME: 220165 PAGE 3 $$ **** DEAD + WIND LOAD **** --- ------- ----- -------- ------------- ~O!MOMENT! -------- SHEAR! ------------- ALLOWABLE -------------- FORCES ! -------- UNITY CHECKS ! DEFL . ~! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ----- SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ .00! -------- .00! ------------- .00 --------- .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 204 RS! .83! -.39! 14.81 25.54 ! - .02 ----------- .06 ------- .02! ----- -------- ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------ FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------ SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ .83! -------- -.91! -------------- 14.67 ------- 25.5 4 ! .05 .06 .05! 2!FM! -3.64! .00! 14.52 25.54 ! .00 .25 .25! 567 RS! .00! .82! 14.67 25.54 ! .04 ----------- .00 ------- .04! ----- -------- ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------- FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------- SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ .00! -------- -.82! -------------- 14.67 ------ 25.54 ! .04 .00 .04! 3!FM! -3.64! .00! 14.52 25.54 ! .00 .25 .25! 567 RS! .83! .91! 14.67 25.54 ! .05 ----------- .06 ------- .05! ----- -------- ------=------ SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------- FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ---- SHEAR ----------- BEND ------- COMB! ----- -L/- -------- ------- !LS! ------ .83! -------- .39! -------------- 14.81 --------- 25.54 ! .02 .06 .02! 4!FM! .00! .00! .00 .00 ! .00 .00 .00! 204 ~S! .00! .00! .00 .00 ! .00 .00 .00! • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 PAGE0110 MIDWEST METALLIC *** EAVE STRUT DESIGN *** $4 JOB NUMBER 1-SPAN ( ANALYSIS ONLY ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :20. BAY SPACING (FEET) INSET LEFT (FEET) .3330 INSET RIGHT (FEET ) .3330 EAVE EXTN LEFT (FT.) .0000 EAVE EXTN RIGHT (FT.) .0000 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.) 2.7500 EAVE STRUT DEPTH (INCH) 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** DEAD LOAD (PS F) 2.500 LIVE LOAD (PSF):57.230 WIND VELOCITY PRESSURE (q) 19.451 PSF SPECIAL WIND COEFF.:-1.680 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN L/100. LENGTH SECTION AREA MOMENT WIND + WL DL + LL DL =FT_ NAME IN.SQ. INERTIA -- COEF - - (KLF) - - (KLF) ---- 1 - -- .33 ------- 8ES12 ------- 1.883 19.14 -1.6800 -.0833 .1637 2 19.33 8ES12 1.883 19.14 -1.6800 -.0833 .1637 3 .33 8ES12 1..883 19.14 -1.6800 -.0833 .1637 • *** EAVE STRUT DESIGN *** JOB NAME: 1-SPAN PAGE 2 $ 5 **** DEAD + LIVE LOAD **** --- -- - ----- O!MOMENT! --------- SHEAR! ------------ ALLOWABLE I FORCES ! V --- UNITY CHECKS ! SHEAR BEND COMB! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) a) SHEAR( ------ ! ! LS ------- .00! ---------- .00! ------------ .00 ----- .00 ! ! 00 00 .00 00 .00! .00! -79 1!FM! .00! .00! .00 38 11 .00 15 ! 19 . .00 . .00 .00! RS! -.01! .05! . . SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! COMB! DEFL -L/- ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND !LS! -.O1! 1.58! 11.14 19 15 ! .08 .00 70 .08! 70! -254 2!FM! 7.64! .00! 10.89 19.15 ! .00 08 . 00 . 08! RS! =.01! -1.58! 11.14 19.15 ! . . , SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS E ! COMB! DEFL -L/- ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR ND B tLS! -.01! -.05! 11.38 19.15 .00 .00 .00! 00! -79 3!FM! .00! .00! .00 .00 ! .00 .00 00 . 00! RS! .00! .00! .00 .00 ! .00 . . • *** EAVE STRUT DESIGN *** JOB NAME: 1-SPAN PAGE 3 $6 **** DEAD + WIND LOAD **** ------ -- ------------- ~O!MOMENT! ---------- SHEAR! ----------- ALLOWABLE -------------- FORCES ! ----------- UNITY - CHECKS ! COMB! DEFL -L/- . ~! K-FT! KIP ! MOMENT(Ma) - SHEAR(Va) ! ----- SHEAR ------------ BEND ------- -- ------ !LS! ------- .00! ---------- .00! ---- ------ .00 -------- .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 156 RS! .00! -.03! 15.17 25.54 ! - .00 ------------ .00 ------- .00! ------------- SP!LO!MOMENT! ---------- SHEAR! ----------- ALLOWABLE ------------ FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! .00! -.81! 14.61 25.54 ! .04 .00 .04! 2!FM! -3.89! .00! 14.52 25..54 ! .00 .27 .27! 500 RS! .00! .81! 14.61 25.54 ! - .04 ------------ .00 ------- .04! - ------------- SP!LO!MOMENT! ---------- SHEAR! ----------- ALLOWABLE ------------ FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------- SHEAR ------------ BEND ------- COMB! ---- -L/- ------ !LS! ------- .00! ---------- .03! ----------- 15.17 ------ 25.54 ! .00 .00 .00! 3!FM! .00! .00! .00 .00 ! .00 .00 .00! 156 RS! .00! .00! .00 .00 ! .00 .00 .00! .7 • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 3~ *** PURLIN DESIGN *** JOB NUMBER 1-SPAN ( FULL OPTIMIZATION ) *** GEOMETRIC DATA BAY SPACING (FEET) INSET LEFT (FEET) PURLIN EXTN LEFT (F' ROOF SLOPE PURLIN DEPTH (INCH) *** :20. .333 r.): .ooooo :2.000/12 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) .333 PURLIN EXTN RIGHT (FT.} .00000 HORIZONTAL SPACING (FT.) 1.50000 DEAD LOAD (PSF) 2.00 LIVE LOAD (PSF): 57.23 WIND VELOCITY PRESSURE (q): 19.451 PSF SPECIAL WIND COEFF.: -1.78 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.000 MAX. SHEAR OR BENDING UNITY CHECK :1.000 MAX. DEFLECTION LIMIT PER SPAN L/180. .*** LOADING COMBINATION *** 1. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 .3330 0000 8216 .0000 -1.7800 0497. .0876 2 19.3340 .0000 8216 .0000 -1.7800 -.0497 .0876 3 .3330 .0000 8216 .0000 -1.7800 -.0497 .0876 C7 *** FLANGE BRACE INFORMATION- *** SPAN NOLENGTH OIITSIDE INSIDE N NO (FT.) BRACES BRACES ~ .333 1@.3330 1@.3330 2 19.334 4@5. 4@5. 3 .333 1@.3330 1@.3330 • 38 • JOB NAME: 1-SPAN *** PURLIN DESIGN *** LOADING COMBINATION -- DL+LL PAGE 2 -----=------- ~0!MOMENT! -------- SHEAR! ------------- ALLOWABLE ------------- FORCES ! ------------------- UNITY CHECKS ----- ! -------- DEFL . #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- - ------- !LS! ------ .00! -------- .00! ------------- .00 ------------- .00 ! ------------ .00 ------- .00 ----- .00! ---- --- !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! -.03! 4.97 = 2.28 ! .O1 .00 .00! ----- - ------------- SP!LO!MOMENT! -------- SHEAR! ---------- --- ALLOWABLE ------------ FORCES ! ------------------- UNITY CHECKS ----- ! - - DEFL ! #! K-FT! - KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! --- -L/- -------- ------- !LS! --- -- .00! -------- .85! -------------- 4.97 ------------ 2.28 ! ------------ .37 ------- .00 -- .14! !LL! .00! .00! .00 .00 ! .00 .00 .00! 2!FM! 4.09! .00! 4.57 2.28 ! .00 .90 .90! 193 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! -.85! 4.97 2.28 ! .37 .00 - - .14! ----- -------- ------- SP!LO!M ------- OMENT! ------- SHEAR! -------------- ALLOWABLE ------------- FORCES ! ----------- UNITY ---- - CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) ~ SHEAR(Va) ! SHEAR BEND COMB! -L/- ------ ------- !LS! ------- .00! -------- .03! ------------- 4.97 ------------- 2.28 ! ----------- .O1 ------- .00 ------ .00! - !LL! .00! .00! .00 .00 ! .00 .00 .00! 3!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .00! .00 .00 ! .00 .00 .00! • 39 JOB NAME: 1-SPAN *** PURLIN DESIGN *** LOADING COMBINATION -- DL+WL PAGE 3 - ------ O!MOMENT! -------- SHEAR! ------------- ALLOWABLE ------------- FORCES ! ------------ UNITY ------- CHECKS ----- ! COMB! -------- DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND !LS! .00! .00! .00 .00 ! .00 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .02! 6.63 3.05 ! -- .01 ------------ .00 ------- .00! ----- --- ------------- SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ---------- FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! .KIP ! MOMENT(Ma) SHEAR(Va) ! ----- SHEAR ------------ BEND ------- COMB! ----- -L/- --- ------ !LS! ------- .00! -------- -.48! -------------- 6.63 ------- 3.05 ! .16 .00 .02! !LL! .00! .00! .00 .00 ! .00 .00 .00! 2!FM! -2.32! .00! 6.09 3.05 ! .00 .38 .00! 340 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! .48! 6.63 3.05 ! ---- .16 ------------ .00 ------- .02! ----- --- -------------- SP!LO!MOMENT! ------- SHEAR! -------------- ALLOWABLE -------- FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) - SHEAR(Va) ! ------- SHEAR ------------ BEND ------- COMB! ----- -L/- ---- ------ ~LS! -------- .00! ------- -.02! --------- ---- 6.63 ----- 3.05 ! .O1 .00 .00! !LL! .00! .00! .00 .00 ! .00 .00 .00! 3!FM! .00! .00! .00 .00 ! .00 .00 .00! 0 !RL! :00! .00! .00 .00 ! .00 .00 .00! ~RS! .00! .00! .00 .00 ! .00 .00 .00! 40 .] 41 WALL GIRTS • C Design ~Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 gagA0E10 4 2 MIDWEST METALLIC *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NUMBER 220165 ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :2@20. INSET LEFT (FEET) 1.2500 ROOF SLOPE 2.00/12 GIRT DEPTH (INCH) 8.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) 1.2500 MAX. TRIBUTARY SPACING (FT.) 3.9167 GIRT CONDITION :FLUSH WIND VELOCITY PRESSURE (q) -19.45 PSF WIND LOAD PRESSURE COEFF. .90 WIND LOAD SUCTION COEFF. :- 1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK 1.00 MAX. SHEAR OR BENDING UNITY CHECK 1.00 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION N0. SPACING TRIB SPA COEF COEF (KLF) -(KLF) 1 18.7500 3.9167 .9000 -1.0000 .0686 -.0762 2 18.7500 3.9167 .9000 -1.0000 .0686 -.0762 *** LOADING COMBINATION *** 1. WLP 2. WLS GIRTS ARE CONNECTED USING LONG CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP # LENGTH LEFT SECTION RIGHT 1 -------- ----- 18.7500 .0000 8216 .0000 2 18.7500 .0000 8216 .0000 • *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NAME: 220165 PAGE 2 LOADING COMBINATION -- WLP s S !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! ---- -L/- -------- ------ !LS! ------- .00! -------- .47! ------------- 6.63 ------------- 3.05 ! ------------ .15 ------- .00 - .02! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! 1.60! .00! 6.63 3.05 ! .00 .24 .24! 697 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! -2.45! - -- -.75! 6.63 3.05 ! .24 .37 ---- .20! ----- -------- -------- - - SP!LO!MOMENT! -------- SHEAR! -------------- ALLOWABLE ------------ FORCES ! ------------ UNITY --- CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- -------- ------ !LS! -------- -2.45! ------- .75! -------------- 6.63 ------------ 3.05 ! ------------ .24 ------- .37 ----- .20! !LL! .00! .00! .00 .00 ! .00 .00 .00! 2!FM! 1.60! ~.00! 6.63 3.05 ! .00 .24 .24! 697 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! .00! -.47!. 6.63 3.05 ! .15 .00 .02! 43 • *** GIRT DESIGN *** *** FRONT SIDEWALL *** JOB NAME: 220165 PAGE 3 4 4 LOADING COMBINATION - - WLS __ -- - SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! ! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ------- SHEAR BEND -- COMB !LS! ----- .00! -------- -:54! ------------- 6.63 ------ 3.05 ! .18 .00 .03! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! -1.89! .00! 6.09 3.05 ! .00 .31 .00! 564 !RL! .00! .00! .00 .00 ! .00 .00 .00! !RS! 2.45! .81 ! 6.63 3.05 ! . .27 .37 .21! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! B DEFL L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND . COM --!LS!- -2.45 ---.81! 6.63 3.05 .27 .37 .21! !LL! .00! .00! .00 .00 ! .00 .00 .00! 2!FM! -1.89! .00! 6.09 3.05 ! .00 .31 .00! 564 !RL! .00! .00! .00 .00 ! .00 .00 .00! SRS!' .00! .54! 6.63 3.05 ! .18 .00 .03! • *** FRONT SIDEWALL RESULTS *** JOB NUMBER: 220165 4 5 *** GIRTS *** SPAN BAY GIRT LAP LEFT FULL BAY/ RIGHT LAP 0. SPACING ELEVATION LEFT OF OPENING BTWN OPNG OF OPENING RIGHT_ 1 ------- 0000 20 --------- 3.5000 ------ ---------- .0000 8216 .0000 . 7.3330 .0000 8216 .0000 ------ 2 -------- 0000 20 ----------- 3.5000 --=----------------- .0000 -------- 8216 .0000 . 7.3330 .0000 8216 .0000 GIRTS ------- ARE DES ----------- IGNED WITH ------------------- FLUSH CONDITION USIN G LONG CLIPS (4-BOLTS). • • Design Thk.: 16 ga= 0.059, 15 *** *** JO ( OPTIMIZE *** GEOMETRIC DATA *** ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 4 B GIRT DESIGN *** LEFT ENDWALL *** B NUMBER 220165 SHORT ONLY ) BAY SPACING (FEET) :3@20.000 INSET LEFT (FEET) .3333 ROOF SLOPE .00/12 GIRT DEPTH (INCH) 8.00 OUTSIDE FLANGE BRACED AT 1.00 FEET *** DESIGN CRITERIA *** INSET RIGHT (FEET) .3333 MAX. TRIBUTARY SPACING (FT.) 4.5002 GIRT CONDITION :FLUSH WIND VELOCITY PRESSURE (q): -19.45 PSF WIND LOAD PRESSURE COEFF. .90 WIND LOAD SUCTION COEFF. :- 1.00 MAX. COMBINED SHEAR AND BENDING UNITY CHECK 1.00 MAX. SHEAR OR BENDING UNITY CHECK 1.00 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION N0. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 19.6667 4.5002 .9000 -1.0000 .0788 .0875 2 20.0000 4.5002 .9000 -1.0000 .0788 -.0875 3 19.6667 4.5002 .9000 -1.0000 .0788 -.0875 *** LOADING COMBINATION *** 1. WLP 2. WLS GIRTS ARE CONNECTED USING SHORT CLIP. *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP ~ LENGTH LEFT SECTION RIGHT 1 19.3958 .0000 8216 .0000 2 19.4583 .0000 8216 .0000 3 19.3958 .0000 8216 .0000 • *** FLANGE BRACE INFORMATION *** 47 SPAN NOLENGTH OUTSIDE N NO (FT.) BRACES ~ 19.396 6@3.5 2 19.458 6@3.5 3 19.396 6@3.5 INSIDE BRACES 7.5,5.,7.5 7.5,5.,7.5 7.5,5.,7.5 *** GIRT DESIGN *** *** LEFT ENDWALL *** JOB NAME: 220165 PAGE 2 48 LOADING COMBINATION - - WLP SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! COMB! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ----- SHEAR ---- BEND !LS! .00! ----- .76! ------------- 6.63 -------- 3.05 ! 25 .00 .06! !LL! .00! .00! .00 .00 ! .00 .00 56 .00! 56! 212 1!FM! 3.70! .00! 6.63 3.05 ! ! .00 00 . 00 . .00! ~RL! !RS! .00! .00! .00! -.76! .00 6.63 .00 3.05 ! . .25 . .00 .06! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS COMB DEFL L/- ! ~! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND . --!LS!-- -.00! .77! 6.63 3.05 .25 .00 .06! iLL! .00! .00! .00 .00 ! .00 .00 56 .00! 56! 210 2!FM! 3.73! .00! 6.63 3.05 ! ! .00 00 . 00 . .00! !RL! .00! .00! .00 .00 ! . 25 . 00 .06! !RS! .00! -•.77! 6.63 3.05 . . SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS COMB! DEFL -L/- #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! ----- - SHEAR --- BEND -------- !LS! ----- .00! -------- .76! ------------- 6.63 - ------ 3.05 ! 25 .00 .06! !LL! 00! .00! .00 .00 ! .00 .00 .00! 3!FM! . 3.70! .00! 6.63 3.05 ! .00 .56 .56! 212 RL! .00! .00! .00 .00 ! .00 .00 .00! RS! .00! -.76! 6.63 3.05 ! .25 .00 .06! • *** GIRT DESIGN *** *** LEFT ENDWALL *** 4 9 JOB NAME: 220165 PAGE 3 DING-COMBINATION-==-WLS SP!LO!MOMENT! SHEAR! A #! K-FT! KIP ! MOM -------------------------- !LS! .00! -.85! !LL! .00! .00! 1!FM! -4.12! .00! !RL! .00! .00! !RS! .00! .85! -------------------------- SP!LO!MOMENT! SHEAR! A ! #! K-FT! KIP ! MOM -------------------------- !LS! .00! -.85! !LL! .00! .00! 2!FM! -4.14! .00! !RL! .00! .00! !RS! .00! .85! -------------------------- SP!LO!MOMENT! SHEAR! A #! K-FT! KIP ! MOM -------------------------- !LS! .00! -.85! !LL! .00! .00! !FM! -4.12! .00! RL! .00! .00! .RS! .00! .85! • LLOWABLE FORCES ! UNITY CHECKS ! DEFL ENT(Ma} SHEAR(Va) ! ---- SHEAR ------------ BEND ------- COMB! -- -L/- -------- 6.63 --------- 3.05 ! .28 .00 .08! .00 .00 ! .00 .00 .00! 6.09 3.05 ! .00 .68 .00! 191 .00 .00 ! .00 .00 .00! 6.63 3.05 ! --- .28 ------------ .00 ------- .08! --- -------- LLOWABLE ---------- FORCES ! UNITY CHECKS ! DEFL ENT(Ma) SHEAR(Va) ! ---- SHEAR ------------ BEND ------- COMB! ---- -L/- -------- 6.63 --------- 3.05 ! .28 .00 .08! .00 .00 ! .00 .00 .00! 6.09 3.05 ! .00 .68 .00! 189 .00 .00 ! .00 .00 .00! 6.63 3.05 ! -- :28 ------------ .00 ------- .08! ---- -------- LLOWABLE ----------- FORCES ! UNITY CHECKS ! DEFL. ENT(Ma) SHEAR(Va) ! ------ SHEAR ------------ BEND ------- COMB! ---- -L/- -------- 6.63 ------- 3.05 ! .28 .00 .08! .00 .00 ! .00 .00 .00! 6.09 3.05 ! .00 .68 .00! 191 .00 .00 ! .00 .00 ~.00! 6.63 3.05 ! .28 .00 .08! 50 L C7 *** LEFT ENDWALL RESULTS *** JOB NUMBER: 220165 51 *** GIRTS *** SPAN BAY GIRT LAP LEFT FULL BAY/ RIGHT LAP O. SPACING ELEVATION LEFT OF OPENING BTWN OPNG OF ------- -- OPENING -------- RIGHT- -- 3 ------ - 20.0000 --------- 3.5000 ------ .0000 --- ---------- - 8216 .0000 7.3330 .0000 8216 .0000 12.3330 .0000 8215 .0000 2 ------- 20.0000 ----------- 3.5000 -------- .0000 ---------------- 8216 .0000 7.3330 .0000 8216- .0000 12.3330 .0000 8216 .0000 ------ 1 -------- .0000 20 ----------- 3.5000 -------- .0000 ------------------ 8216 .0000 _ 7.3330 .0000 8216 .0000 12.3330 .0000 8215 ------- .0000 ------ GIRTS -------- ARE DES ----------- IGNED WITH -------- FLUSH CO --------------- NDITION USING SHORT CLIPS (2-BOLTS). • Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC *** COLUMN DESIGN *** *** LEFT ENDWALL *** JOB NUMBER 220165 ( OPTIMIZATION ) GEOMETRIC DATA *** SPACING (FEET) 3@20.000 BAY SPACING (FEET) FS EAVE HEIGHT (FEET) 12.00 FS TO RIDGE (FEET) 30.000 END FRAME (BF,MF) MF PURLIN DEPTH (INCHES) 8.00 ENDWALL BRACING TYPE D BS EAVE HEIGHT (E`EET) FS ROOF SLOPE 12 GIRT CONDITION RAFTER DEPTH (INCHES) # BAYS 0 LOCATION . 12.00 2.00 FLIISH .000 *** DESIGN CRITERIA *** WIND VELOCITY PRESSURE (q): 19.45 PSF BIIILDING COND. (E, P, O): E COLUMN DEFLECTION LIMIT SPCL.EW COL.PRES.COEF.: .900 SPCL.EW COL.SUCTION COEF SHEAR + BENDING LIMIT 1.03 SHEAR OR BENDING LIMIT *** LOADING COMBINATIONS *** 1.DL+LL 2.DL+WLP 3.DL+WLS *** DESIGN RESULTS AND WIND LOADING *** L/ 90. . -1.000 . 1.00 COL SECTION ANAL. TRIB. MIDSPAN PRESSURE SUCTION PRESSURE SIICTION # SIZE LENGTH SPACING HEIGHT COEF. COEF. (KLF) (KLF) --- -------- ------ ------- ------- -------- ------- 1 MAIN FRAME COLUMN 2 BX3.SC12 14.636 20.000 15.333 .900 -1.000 .350 -•389 3 8X3.SC12 14.636 20.000 15.333 .900 -1.000 .350 -.389 q MAIN FRAME COLUMN J 53 *** COLUMN DESIGN *** *** LEFT ENDWALL *** JOB NAME: 220165 PAGE 2 *** COLIIMN NIIMBER 1 MAIN FRAME COLIIMN 5 4 *** COLOMN NIIMBER 2 SIZE 8X3.SC12 *** G1 (FEET) = 3.500 I I AXIAL BENDING 1<----- ALLOWABLE FORCES ----->I<---IINITY CHECK---->I COMB I MAX LOAD( I FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OIITER INNER I UNITY I DEF OMBILOC I kips kip-ft I kips kip-ft kip-ft kips (AXIAL FLGE. FLGE. I CHECK I L/ 1----I------- --------I------- ------ ------ -----i----- ----- ------I-------I---- FM I .00 .00 1 22.33 10.13 9.06 19.151 •00 .00 .00 1 .00 i 0 1 I G1 I .00 .00 125.93 10.13 9.95 19.151 .00 .00 .00 I .00 I 2 1 FL4 1 .00 -10.42 1 29.77 13.51 12.08 25.541 .00 .77 .86 1 .86 I-218 2 I G1 I .00 -7.58 134.58 13.51 13.26 25.541 .00 .56 .57 I .57 I 3 I FM I .00 9.38 129.77 13.51 12.08 25.541 .00 .69 .78 I •78 1242 3 I G1 I .00 6.62 134.58 13.51 13.26 25.541 .00 .51 .51 1 .51 I *** COLIIMN NUMBER 3 SIZE 8X3.SC12 *** G1 (FEET) = 3.500 I 1 AXIAL, BENDING I<----- ALLOWABLE FORCES ----->I<---IINITY CHECK---->I COMB I MAX LOAD( i FORCE MOMENT I AXIAL MOMENT MOMENT SHEAR I OUTER INNER 1 UNITY 1 DEF COMBILOC i kips kip-ft I kips kip-ft kip-ft kips (AXIAL FLGE. FLGE. I CHECK 1 L/ - --I----i------- --------I------- ------ ------ -----I----- ----- ------I--.00--i---0 1 I FM I .00 .00 122.33 10.13 9.06 19.151 .00 .00 .00 I 1 1 G1 I .00 .00.1 25.93 10.13 9.95 19.151 .00 .00 .00 1 .00 I 2 1 FM I .00 -10.42 1 29.77 13.51 12.08 25.541 .00 .77 .86 I .86 1-218 2 I G1 I .00 -7.58 1 34.58 13.51 13.26 25.541 .00 .56 .57 1 .57 I 3 I FM I .00 9.38 129.77 13.51 12.08 25.541 .00 .69 .78 I •78 1242 3 I G1 I .00 6.82 1,34.58 13.51 13.26 25.541 .00 .51 .51 I .51 I *** COLUMN NUMBER 4 MAIN FRAME COLIIMN • • 55 BUILDING BRACING MIDWEST METALLIC PAGE 1 *** BRACING DESIGN *** JOB NUMBER 220165 (FDLL OPTIMIZATION) *** GEOMETRIC DATA *** B~ACING (FEET) 2@20.00 B TIER SPACES (FT) 3@20.00 FRONT EAVE HEIGHT (FEET): 12.0000 FRONT SIDE ROOF SLOPE 2.0000/12 *** BRACING DATA *** RF BRACING TYPE CABLE FS BRACING TYPE PORTAL BS BRACING TYPE PORTAL LE BRACING TYPE DIAPHRAGM RE BRACING TYPE DIAPHRAGM *** DESIGN CRITERIA *** WIND VELOCITY PRESS (q) 19.4510 PSF INTERIOR COEFFICIENT,GCpR: 1.7700 MAXIMUM UNITY CHECK RATIO: 1.0345 *** LOADING COMBINATIONS *** 1. WIND LOAD • BACK EAVE HEIGHT (FEET) 12.0000 FRONT SIDE TO RIDGE 30.0000 # BAYS 1 LOCATION 2 # BAYS 1 LOCATION 2 # BAYS 1 LOCATION 2 # BAYS LOCATION # BAYS LOCATION EDGE STRIP WIDTH (FEET) 20.000 EDGE STRIP COEFFICIENT,GCpX 1:7700 MAX. HORIZONTAL DEFLECTION .0000 56 • *** BRACING DESIGN *** JOB NUMBER 220165 *** ROOF BRACING *** PAGE 2 (FRONT TO BACK SIDE) C *** BRACING RESIILTS *** ER I TIER I ' C' B RAC I N G- S I Z E / T E N S I O N I -I SPACING I BAY #2 I BAY ~0 I BAY #0 I BAY #0 I BAY #0 I I 1' I 20.0000 15/16" DIA I I(FS} I I 7.47 i ------------------------------------------------------------------------------- I 2 I 10.0000 11/4° DIA I 1 I I .oo i ------------------------------------------------------------------------------- I 3 I 10.0000 11/4" DIA I I I I .00 I 1 4 1 20.0000 i 5/16" DIA I I(BS) I I 7.47 I ------------------------------------------------------------------------------- ------------------------------------------------------------------------- I COL I P I S T RUT S- T Y P E / F O R C E I I # I FORCE I BAY #2 I BAY #0 I BAY #0 I BAY #0 I BAY #0 1 ------------------------------------------------------------------------------- I FS I 2.2091 I CL - 23 I IEAVE I I 7.49 I ------------------------------------------------------------------------------- I 2 I 5.2790 I CL - 4 I I I I 5.28 I ------------------------------------------------------------------------------- I 3 I 5.2790 I CL - 4 I I I I 5.28 I ------------------------------------------------------------------------------- I BS I 2.2091 I CL - 23 I IEAVE I I 7.49 I ------------------------------------------------------------------------------- • • *** BRACING DESIGN *** *** WALL BRACING *** JOB NUMBER 220165 *** FRONTSIDE *** ------------------------------------- I I EAVE I I PORTAL I LENGTH I ABOLTS I BASE PLATE I WALT FORCE I BAY I COLUMN I (FEET) I (A-36) i (TH x WD x LG) i 7.49 12 I W8X31 I 11.000 1 4-3/4" I BP-7----------_ ---------------------------------------- I I AXIAL BENDING I<----COMPUTED STRESSES----->I<-----~ I I FORCE MOMENT I fa fbo fbi fbw I Fa BAY ILOC I kips kip-ft I ksi ksi ksi ksi I ksi ___ ----- ----- ------I------- -I----i------- --------I------ 2 I PC I 4.97 41.18 1 .54 17.97 -17.97 .001 29.05 2 I PR - 3.74 41.18 I .71 32.51 -32.51 .001 7.61 ------------------------------------------- PAGE 3 5 -------------------------------------------J-- ------ I PORTAL I LENGTH I BOLTS I CONNECTION PL. I I RAFTER I (FEET) I (A325) I (TH x WD x LG) I --------------------------------------- IW8X18 I 16.583 18- •750 I .625X8.000X15.000 I- ------------------------------------------------------ PLOWABLE STRESSES----->I<---UNITY CHECK---->I COMB I MAX Fbo Fbi Fbw I OIITER INNER I UNITY I DEF ksi ksi ksi (AXIAL ET,GE. FLGE. I CHECK I L/ ______ ______ ------I-------I---- -----I----- ----- 40 00 40.00 .001 .02 .45 -.45 I .47 1 61 39.36 40.00 .001 .09 .83 -.61 1 .92 1 0 ---------------------------- ***-BACKSIDE *** ----------------------- ------------------ ------------------------------------------------ ------------------------- I 1 EAVE I I PORTAL I LENGTH I ABOLTS I BASE PLATE I PORTAL I LENGTH 1 BOLTS -I-- CONNECTION-PL.----- 1 WALT FORCE I BAY I COLUMN I (FEET) 1 (A-36) i (TH x WD x LG) I RAFTER I--(FEET)--I (A325) I (TH x WD x LG) I ------- --------------- BS I 7.49 1 2 1 W8X31 I 11.000 1 4-3/4" I BP-7 IWBX18 1 16.583--18=--750-I--625X8_000X15_000---- AXIAL BENDING 1<----COMPUTED STRESSES----->_I_<_-_--'-PLOWABLE STRESSES----->I<---CITY CHECK---->I COMB I MAX -=----~- I---- -- ----- - -•--- - OUTEIr-INNER--r UNITY--1--DEF----- I I FORCE MOMENT I fa fbo fbi fbw I Fa F>10 Fbi Fbw (--"-- - BAY ILOC 1 kips kip-ft I ksi ksi ksi ksi I ksi ksi ksi ksi (AXIAL FLGE. FLGE_-i-CHECK-i-L/- ------ ------ -----i----- --------I------ ----- ----- ------I------- .45 45 I .47 I 61 -I----I------- ,54 17.97 17.97 001 29.05 40.00 40.00 .001 .02 -• 2 I PC I 4.97 41.18 I 71 32.51 -32.51 .001 7.61 39.36 40.00 .001 .09 .83 -.81 1 .92 I 0 2 i PR I 3.74 41.16 I ----------------------------------------------------------------------- ------------------------------------------------- *** LEFT ENDWALL *** -------------------------------------- LEFT ENDWALL IS MAINFRAME NO DIAPHRAM ACTION CALCULATED *** RIGHT ENDWALL *** T ENDWALL IS MAINFRAME ~IAPHRAM ACTION CALCULATED • 59 MAIN FRAMES C] Filename = C:\MOISES\220\220165-2,nif ~ Synercom Design ~ I ~ ~ Rigid Frame Analysis and Design Software ~ ~ NCI Building Systems, L.P. ~ Exe Version - 1,0.8.6 Exe Path - C:\PROGRA-1\NCIMAI-2\NCIFRA-1.EXE Run Started At - 10/21/2004 16:32:15 RUN IDENTIFICATION Title - 220165-2 - TRI-STEEL CONSTRUCTION Engineer - NOISES CINCO Protect - Reference Date - 10/21./2004 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - 1 Af~ID 3 (NON-EXP FRAMES) RUN OPTIONS Mode of Operation - Select Plates Maximum Number of Iterations - 8 Unity Check Range - 0.900 to 1,030 Maximum Segment Size - 2,000 FT Coef, of Linear Expansion - 0,0000065000/DEG,F Modulus of Elasticity, E - 29000000, PSI Flange Brace Removal - No Web Stiffeners Allowed - No Minimum No. of Anchor Bolts - 4 Update Input Data - Yes REPORT OPTIONS Design Data Report ' Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE .OPTIONS /I C:\PROGRA-1\NCIMAI-2\601855-1,NIF /0 C:\PROGRA-1\NCIMAI-2\601855-1.dso N /D /P C:\PROGRA-1\NCIMAI-2\601855-1,SAV 60 • MACRO INPUT PROCESSING NCI Building Systems, L.P, Cycle 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 L FRAME INFORMATION Building Width - Distance to Ridge - No, of Interior Columns - No, of Rafters - Purlin Pro)ection - FRONT~ROOF 60.000 FT 30.000 FT 0 2 8.250 IN Roof Slope - 2,000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 7 Purlin Locations and Bracing (Ridge Down),.. 1- 1.20 2- 5,87 B 3- 9,87 4- 13.87 B 5- 17.87 6- 21.87 B 7- 25.87 B BACK ROOF Roof Slope - -2.000 on 12 Rafter No.s - 2 to 2 No. of Purlins - 7 Purlin Locations and Bracing (Ridge Down)... 1- 1,20 2- 5.87 B 3- 9,87 4- 13.87 B 5- 17,87 6- 21,87 B 7- 25.87 B MODULE WIDTHS 60.000 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Bose ht Slope Prof Depth Depth Dist. Depth Settle Diff Displ Cond Kx ~00 0,000 0.000 15.000 0.000 0,000 15.000 0,00 0.00 0,00 P 1,50 FRONT SIDEWALL GIRT AND BRACE LOCATIONS 3,500 B 7.333 B FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FYF1g FyWeb 1 10C lOC l0E W1 W1 WB lOC lOC 10E 55,00 46,00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth P 2 P 3 P 4 P 5 P 6 P 7 p 8 P 9 P 10 p Depth P Diff Kx Sec 30.00(7) 18.00( ) 0.000 0.00( ) 0.00( ) 0.00( ) 0,00( ) 0.00( ) 0.00( ) 0.000 18,00(5) 0.00 1.00 2 Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 6B 6B 6C WA Wl WB 6B 6B 6E 55.00 46.00 0,00 2 6B 6B 6D W1 Wl WB 6B 6B 6D 55.00 46.00 20,00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 7 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Temp Num Depth P 2 P 3 P 4 P 5 P 6 P 7 P 8 P 9 P 10 P Depth P Diff Kx Sec 18.00(5) 18.00( ) 0.00( ) 0.00( ) 0.00( > 0.00( > 0,000 ) 0.00( ) 0.00( ) 0.000 30.00(7) 0.00 1.00 2 Section OF Plates Web Plates IF Plates FYF1g FYWeb Length 1 6B 6B 6D. Wl W1 WB 6B 6B 6D 55.00 46.00 20.00 6B 6B 6C WA W1 WB 6B 6B 6E 55.00 46.00 0.00 61 MACRO INPUT PROCESSING NCI Building Systems, L. P. Cycle 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 CK ROOF PURLINS FALLING ON RAFTER 2: 1 - 7 EXTERIOR COLUMN Ewe Wa11 Girt Base Mid Mid Knee Base Temp Base Base Height Slope Prof Depth Depth Dist. Depth Settle Diff Displ Cond Kx • 12.000 •0.000 0.000 15.000 0.000 0.000 15.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS 3.500 B 7.333 B BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FyWeb 1 lOC lOC l0E W1 W1 WB 10C lOC l0E 55.00 46.00 MEMBER LOADS JS JE Group System Dir Type Distance .Length SIntens EIntens 2 3 DL GLOB Y CONC 0.000 0.000 -0.07969 0.00000 2 3 DL GLOB Z MOMT 0.000 0.000 0.17266 0.00000 4 3 DL GLOB Y CONC 0.000 0.000 -0.07969 0.00000 4 3 DL GLOB Z MOMT 0.000 0.000 -0.17266 0.00000 2 3 LL GLOB Y CONC 0.000 0.000 -0.63750 0.00000 2 3 LL GLOB Z MOMT 0.000 0.000 1.38125 0.00000 4 3 LL GLOB Y CONC 0.000 0.000 -0.63750 0.00000 4 3 LL GLOB Z MOMT 0.000 0.000 -1.38125 0.00000 2 3 SL GLOB Y CONC 0.000 0.000 -1.10447 0.00000 2 3 SL GLOB Z MOMT 0.000 0.000 2.39302 0.00000 4 3 SL GLOB Y CONC 0.000 0.000 -1.10447 0.00000 3 SL GLOB Z MOMT 0.000 0.000 -2.39302 0.00000 3 UBL GLOB Y CONC 0.000 0.000 -0.33134 0.00000 2 3 UBL GLOB Z MOMT 0.000 0.000 0.71790 0.00000 4 3 UBL GLOB Y CONC 0.000 0.000 -1.87956 0.00000 4 3 UBL GLOB Z MOMT 0.000 0.000 -4.07238 0.00000 2 3 UBR GLOB Y CONC 0.000 0.000 -1.87956 0.00000 2 3 UBR GLOB Z MOMT 0.000 0.000 4.07238 0.00000 4 3 UBR GLOB Y CONC 0.000 0.000 -0,33134 0.00000 4 3 UBR GLOB Z MOMT 0.000 0.000 -0.71790 0.00000 2 3 WLL MEMB Y CONC 0.000 0.000 0 J2135 0.00000 2 3 WLL GLOB Z MOMT 0.000 0.000 -1,58449 0.00000 4 3 WLL MEMB Y CONC 0.000 0.000 -0.19497 0.00000 4 3 WLL GLOB Z MOMT 0.000 0.000 0.42826 0.00000 2 3 WLR MEMB Y CONC 0.000 0.000 0.19497 0.00000 2 3 WLR GLOB Z MOMT 0.000 0.000 -0.42826 0.00000 4 3 WLR MEMB Y CONC 0.000 0.000 -0 J2135 0,00000 4 3 WLR GLOB Z MOMT 0.000 0.000 1.58449 0.00000 2 3 WL2 MEMB Y CONC 0.000 0.000 0.72135 0.00000 2 3 WL2 GLOB Z MOMT 0.000 0.000 -1.58449 - 0.00000 4 3 WL2 MEI~B Y CONC 0.000 0.000 -0.19497 0.00000 4 3 WL2 GLOB Z MOMT 0.000 0.000 0.42826 0.00000 2 3 WR2 MEMB Y CONC 0.000 0.000 0.19497 0.00000 2 3 WR2 GLOB Z MOMT 0.000 0.000 -0.42826- 0.00000 62 • MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 6 3 220165-2 - TRI-STEEL CONSTRUCTION 4 3 WR2 MEMB Y .GONG 0.000 3 WR2 GLOB Z MOMT 0.000 F LOADS Surface Group System Dir Type Distance FRO DL FRAME G UNIF 0.000 BRO DL FRAME G UNIF 0.000 FRO LL FRAME G UNIF 0.000 BRO LL FRAME G UNIF 0,000 FRO SL FRAME G UNIF 0.000 BRO SL FRAME G UNIF 0.000 FRO UBL FRAME G UNIF 0.000 BRO UBL FRAME G UNIF 0.000 FRO UBR FRAME G UNIF 0.000 BRO UBR FRAME G UNIF 0.000 FSW WLL FRAME N UNIF 0.000 FRO WLL FRAME N 'UNIF 0.000 BRO WLL FRAME N UNIF 0.000 BSW WLL FRAME N UNIF 0,000 FSW WLR FRAME N UNIF 0.000 FRO WLR FRAME N UNIF 0,000 BRO WLR FRAME N UNIF 0.000 BSW WLR FRAME N UNIF 0.000 FSW WL2 FRAME N UNIF 0.000 FRO WL2 FRAME N UNIF 0.000 BRO WL2 FRAME N UNIF 0,000 BSW WL2 FRAME N UNIF 0.000 WR2 FRAME N UNIF 0.000 WR2 FRAME N UNIF 0.000 0 WR2 FRAME N UNIF 0.000 BSW WR2 FRAME N UNIF 0.000 0.000 0.000 Length 0,000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 -0.72135 1.58449 SIntens 0.02656 0,02656 0,21250 0.21250 0,36816 0.36816 0, ll045 0.62652 0.62652 0 , ll045 0.04118 -0.13849 -0.09276 -0.08144 -0.08144 -0.09276 -0.13849 0.04ll8 0.09848 -0.08ll8 -0.03545 -0.02414 -0.02414 -0.03545 -0.08118 0.09848 10/21/2004 0.00000 0.00000 EIntens 0.02656 0.02656 0.21250 0.21250 0.36816 0.36816 O.ll045 0.62652 0.62652 0, ll045 0.04118 -0.13849 -0,09276 -0.08144 -0.08144 ' -0.09276 -0.13849 0.04ll8 0.09848 -0.08ll8 -0.03545 -0.02414 -0.02414 -0.03545 -0.08118 0.09848 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length SIntens EIntens 1 2 DL GLOB Y UNIF 0.000 0,000 -0.02813 -0.02813 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 -0.02084 -0.02084 DLWT 3 4 DL GLOB Y UNIF 0.000 0.000 -0.02084 -0.02084 DLWT 5 4 DL GLOB Y UNIF 0.000 0.000 -0.02813 -0.02813 DLWT MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 6 4 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 COMBINATIONS ~ M 1.000 100, DL DL 2 M 1.000 100, DL 100. LL DL + LL 3 M 1.000 100, DL 100. SL DL + SL 4 M 1.000 100. DL 100. UBL DL + UBL 5 M 1,000 100. DL 100. UBR DL + UBR 6 M 1,000 60. DL 100, WLL 0.6*DL + WLL 7 M 1,000 60. DL 100, WL2 0.6*DL + WL2 - 8 M 1,000 60. DL 100. WLR 0.6*DL + WLR 9 M 1.000 60. DL 100. WR2 - 0.6*DL + WR2 10 M 1.000 100, DL 75. LL 75. WLL DL + 0,75*LL + 0,75*WLL ll M 1.000 100, DL 75. SL 75. WLL DL + 0.75*SL + 0.75*WLL 12 M 1.000 100. DL 75. UBL 75. WLL DL + 0.75*UBL + 0.75*WLL 13 M 1.000 .100, DL 75. UBR 75. WLL DL + 0.75*UBR + 0.75*WLL M 1.000 100, DL 75. LL 75. WL2 DL + 0.75*LL + 0.75*WL2 15 M 1.000 100, DL 75. SL 75. WL2 DL + 0.75*SL + 0,75*WL2 16 M 1.000 100. DL 75. UBL 75. WL2 DL + 0.75*UBL + 0,75*WL2 17 M 1.000 100, DL 75. UBR 75. WL2 DL + 0.75*UBR + 0.75*WL2 18 M 1.000 100. DL 75. LL 75. WLR DL + 0.75*LL + 0.75*WLR 19 M 1.000 100. DL 75. SL 75. WLR DL + 0.75*SL + 0.75*WLR 20 M 1.000 100, DL 75. UBL 75. WLR DL + 0.75*UBL + 0.75*WLR 21 M 1.000 100. DL 75. UBR 75. WLR DL + 0.75*UBR + 0.75*WLR 22 M 1,000 100, DL 75. LL 75. WR2 DL + 0.75*LL + 0.75*WR2 23 M 1.000 100. DL 75. SL 75. WR2 DL + 0.75*SL + 0.75*WR2 24 M 1.000 100. DL 75. UBL 75. WR2 DL + 0.75*UBL + 0,75*WR2 25 M 1.000 100; DL 75. UBR 75. WR2 DL + 0.75*UBR + 0.75*WR2 • FRAME DESIGN DATA NCI Building Systems, L. P. Page 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 ----------------------------------------------=------------------------------------------------------------------------- FRAME GEOMETRY - ------------------------------------------------------------------------------------------------------------------ F ype ................. Rigid Frame Frame Shape ................ Gable Building Width ............. 60.00 FT No. of Modules ............. 1 Module Widths (FT) ......... 60.00 Gable Distance ............. 30.00 FT Front Eave Height ,......... 12.00 FT Front Column Bose Offset ... 0.00 FT Front Column Slope ......... 0.00 /12 Front Roof Slope ........... 2.00 /12 Back Roof Slope ........... -2.00 /12 Back Eave Height ........... 12.00 FT Back Column Base Offset .,.. 0.00 FT Back Column Slope .......... 0.00 /12 Front Girt Protection ...... 0.00 IN Back Girt Protection ...... 0.00 IN Purlin Protection .......... 8;25 IN LOADING PARAMETERS B g Code .............. IBC 2000 Bt9 Length ............ 40.00 FT Tributary Width ............ 10.62 FT Dead Load Rate ............. 2.50 PSF Live Load Rate ............. 20.00 PSF Tributary Area Reduction ... No Collateral Load Rate ....... 0.00 PSF Ground Snow Load Rate ...... 50.00 PSF Min Roof Snow Load Rate .... 0.00 PSF Snow Importance Factor ..,.. 1.00 Snow Exposure Factor ....... 0.90 Snow Thermal Factor ........ 1.10 Unobstructed Roof .......... No Wind Speed ................. 90.00 MPH Wind Pressure .............. 14.98 PSF Wind Exposure .............. C Building Enclosure ......... Enclosed Wind Importance Factor ..... 1.00 Wind Topographical Factor .. 1.00 Front Canopy Pro)ection .... 3.00 FT Back Canopy Protection ..... 3.00 FT Use End Zone Coefficients... No 65 C7 FRAME DESIGN DATA NCI Building Systems, L,P, Page 2 6 6 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 WIND COEFFICIENTS ---------------------------------------------------------=-------------------------------------------------------- ---- Windward ---- ----- Leeward ---- Case. Wall Canopy Roof Roof Canopy Wall 0,3 -1,5 -0,9 -0,6 -0,4 -0,5 0.6 -1.5 -0,5 -0,2 -0,4 -0,2 LOADING DOCUMENTATION Input Length =40,0 feet Input Trib Width = 10,6 feet Input Dead Load = 2.5000 psf Input Collateral Load = 0.0000 psf Input Live Load =20.0000 psf Tributary Reduction Allowed; False Input Ground Snow =50,0000 psf Dead Load = 2,5000 psf Live Load = 20,0000 psf Balanced Snow Load = 34.6500 psf Unbalanced Snow Load (Front Canopy) = 10,3950 psf Unbalanced Snow Load (Front Eave) = 10,3950 psf Unbalanced Snow Load (Front Ridge) = 10,3950 psf Unbalanced Snow Load (Back Ridge) = 58,9666 psf Unbalanced Snow Load (Back Eave> = 58,9666 psf Unbalanced Snow Load (Back Canopy) =58.9666 psf Input Wind Speed = 90.0000 mph Wind Importance = 1,0000 Wind Pressure = 14,9818 psf Left Windward Wall Case 1 = 0,2587 Left Windward Canopy Case 1 = -1.4900 Left Windward Roof Case 1 = -0,8700 Left Leeward Roof Case 1 = -0,5827 Left Leeward Canopy Case 1 = -0,4027 Left Leeward Wall Case 1 = -0,5ll6 Right Windward Wall Case 1 = 0,2587 Right Windward Canopy Case 1 = -1.4900 Right Windward Roof Case 1 = -0,8700 Right Leeward Roof Case 1 = -0,5827 Right Leeward Canopy Case 1 = -0,4027 Right Leeward Wall Case 1 = -0,5116 Left Windward Wall Case 2 = 0,6187 Left Windward Canopy Case 2 = -1,4900 Left Windward Roof Case 2 = -0,5100 Left Leeward Roof Case 2 = -0.2227 Left Leeward Canopy Case 2 = -0,4027 Left Leeward Wall Case 2 = -0,1516 Right Windward Wall Case 2 = 0.6187 Right Windward Canopy Case 2 = -1,4900 Right Windward Roof Case 2 = -0,5100 Right Leeward Roof Case 2 = -0,2227 Right Leeward Canopy Case 2 = -0.4027 Ri ht Leeward Wall Case 2 = -0.1516 r~ L_J FRAME DESIGN DATA NCI Building Systems, L,P. Page 3 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 6 ~ LOAD COMBINATIONS - - - - - -------------------------------------------------------------------------------------------------------- M 1.000 DL 2 M 1.000 DL + LL 3 M 1.000 DL + SL 4 M 1.000 DL + UBL S M 1.000 DL + UBR 6 M 1.000 0,6*DL + WLL 7 M 1.000 0,6*DL + WL2 8 M 1.000 0.6*DL + WLR 9 M 1.000 0.6*DL + WRZ 10 M 1.000 DL + 0.75*LL + 0.75*WLL ll M 1.000 DL + 0.75*SL + 0,75*WLL 12 M 1.000 DL + 0.75*UBL + 0,75*WLL 13 M 1.000 DL + 0.75*UBR + 0.75*WLL 14 M 1.000 DL + 0.75*LL + 0.75*WL2 15 M 1.000 DL + 0,75*SL + 0.75*WL2 16 M 1.000 DL + 0.75*UBL + 0.75*WL2 17 M 1.000 DL + 0.75*UBR + 0.75*WL2 18 M 1.000 DL + 0.75*LL + 0,75*WLR 19 M 1,000 DL + 0,75*SL + 0.75*WLR 20 M 1.000 DL + 0.75*UBL + 0,75*WLR 21 M 1.000 DL + 0,75*UBR + 0.75*WLR 22 M 1.000 DL + 0,75*LL + 0,75*WR2 23 M 1.000 DL + 0,75*SL + 0.75*WR2 24 M 1,000 DL + 0,75*UBL + 0.75*WR2 25 M 1.000 DL + 0,75*UBR + 0.75*WR2 .J DESIGN SUMMARY REPORT NCI Building Systems, L. P. Page 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 6 $ F~Reactions and Deflections - Load Combination 1 - DL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 1,783 1,095 0.000 0,000 0,000 2 2 -0,001 -0,028 3 -0.053 -0.017 4 3 -0.167 0.000 5 -0,054 0,017 6 4 -0,001 0,028 7 5 1,783 -1.095 0,000 0.000 0.000 Frame Reactions and Deflections - Load Combination 2 - DL + LL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 8,795 5,925 0.000 0.000 0,000 2 2 -0.004 -0.154 3 -0.290 -0.095 4 3 -0.9ll -0.001 5 -0.291 0,093 6 4 -0.004 0.152 5 8.795 -5.925 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 3 - DL + SL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 13.932 9.462 0,000 0.000 0.000 2 2 -0.007 -0.246 3 -0.463 -0.152 4 3 -1,456 -0.002 5 -0.465 0.149 6 4 -0.007 0.243 7 5 13.932 -9.462 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 4 - DL + UBL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 9.155 9.469 0,000 0.000 0.000 2 2 -0.005 -0.662 3 -0,103 -0.647 4 3 -1,458 -0,437 -0,827 -0.346 4 -0,009 -0.173 7 5 18.730 -9.469 0.000 0,000 0.000 DESIGN SUMMARY REPORT NCI Building Systems, L. P. Page 2 6 g 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 Reactions and Deflections - Load Combination 5 - DL + UBR Section Member Vertical Horizontal Moment Vertical ~ Horizontal Joint Joint Reaction ~ Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) - (KIP-FT) -------- (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 18.730 ------- 9.470 0.000 0.000 0.000 2 2 -0.009 0.169 3 -0.824 0.343 4 3 -1.456 0.434 5 -0.104 0.645 6 4 -0.005 0.660 7 5 9.155 -9.470 0.000 0.000 0.000 Frame Reactions and Deflections -Load Comb ination 6 - 0.6*DL + WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) -------- (IN) =------- (IN) -------- ------ 1 ------ 1 -------- -3.556 -------- -2.362 0.000 0.000 0.000 2 2 0.002 0.066 3 0.100 0.046 4 3 0.288 0.018 5 0.087 -0.012 6 4 0.001 -0.030 5 -2.144 1.215 0.000 0.000 0.000 Frame Reactions and Deflections -Load Comb ination 7 - 0.6*DL + WL2 :, Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) - (KIP-FT) ------ (IN) -------- (IN) -------- ------ 1 ------ 1 -------- -1.837 ------ - -1.414 -- 0.000 0.000 0.000 2 2 0.001 0.037 3 ~ 0.041 0.028 4 3 O.llO 0.017 5 0.028 0.005 6 4 0.000 -0.001 7 5 -0.424 0.267 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 8 - 0.6*DL + WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) - (IN> -------- (IN) -------- ------ 1 ------ 1 -------- -2.144 -------- -1.215 ------- 0.000 0.000 0.000 2 2 0,001 0.030 3 0.086 0.013 4 3 0.288 -0.017 0.100 -0.045 4 0.002 -0.065 7 5 -3.556 2.362 0.000 0.000 0.000 DESIGN SUMMARY REPORT NCI Building Systems, L. P. Page 3 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 7 ~ ~e Reactions and Deflections - Load Combination 9 - 0.6*DL + WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) ------- (KIP-FT) -------- (IN) -------- (IN) -------- ------ 1 ------ 1 -------- -0.424 - -0.267 0.000 0.000 0,000 2 2 0.000 0.001 3 0.028 -0.005 4 3 0.110 -0.017 5 0.041 -0.028 6 4 0.001 -0.037 7 5 -1.837 1.414 0.000 0.000 0.000 Frame Reactions and Deflection s - Load Combination 10 - DL + 0.75* LL + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 3.573 -------- 2.453 -------- 0.000 0.000 0.000 2 2 -0.002 -0.061 3 -0.132 -0.033 4 3 -0.434 0.013 5 -0.142 0.057 6 4 -0.002 0.086 5 4.632 -3.313 0.000 0.000 0.000 Frame Reactions and Deflections - Load Comb ination ll - DL + 0.75*SL + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -------- ------ 1 ------ 1 -------- 7.426 -------- 5.106 -------- 0.000 -------- 0.000 0.000 2 2 -0.004 -0.130 3 -0.262 -0.076 4 3 -0.842 0.012 5 -0.273 0.099 6 4 -0.004 0.155 7 5 8.484 -5.966 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 12 - DL + 0.75*UBL + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction- Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IM 1 1 3.843 5.111 0.000 0.000 0.000 2 2 -0.002 -0.442 3 0.008 -0.447 4 3 -0.844 -0.314 -0.544 -0.272 4 -0. ~6 -0.158 7 5 12.083 -5.972 0.000 0.000 0.000 DESIGN SUMMARY REPORT NCI Building Systems, L.P. Page 4 7 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 F~Reactions and Deflections - Load Combination 13 - DL + 0.75*UBR + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 ll.024 5.112 0.000 0.000 0.000 2 2 -0.006 0.182 3 -0.533 0.295 4 3 -0.843 0.339 5 -0.002 0.471 6 4 -0.002 0.467 7 5 4.902 -5.972 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 14 - DL + 0.75*LL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 4.862 3.164 0.000 0.000 0.000 2 2 -0.002 -0.082 3 -0.176 -0.047 4 3 -0.567 0.012 5 -0.187 0.070 6 4 -0.003 0.108 5 5.921 -4.024 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 15 - DL + 0.75*SL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 8.715 5.817 0.000 0.000 0.000 2 2 -0.004 -0.152 3 -0.306 -0.089 4 3 -0.976 0.012 5 -0.317 0.112 6 4 -0.005 0.176 7 5 9.774 -6.678 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 16 - DL + 0.75*UBL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IM (IN> ------ ------ -------- -------- -------- -------- -------- 1 1 5,132 5.822 0.000 0.000 0.000 2 2 -0.003 -0.464 3 -0.036 -0.460 4 3 -0.977 -0.314 -0.589 -0.259 4 -0.007 -0.136 7 5 13 373 -6.683 0.000 0.000 0.000 DESIGN SUMMARY REPORT NCL Building Systems, L P. Page 5 7 2 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 Reactions and Deflections - Load Combination 17 - DL + 0.75*UBR + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection ' Number Number (KIPS) (KIPS) (KIP-FT) - (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 12.314 -------- 5.823 ------- 0.000 0.000 0.000 2 2 -0.006 0.160 3 -0.576 0.282 4 3 -0.976 0.338 5 -0.047 0.484 6 4 -0.003 0.489 7 5 6.191 -6.684 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 18 - DL + 0.75*LL + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) ---- (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 4.632 -------- 3.313 ---- 0.000 0.000 0.000 2 2 -0.002 -0.087 3 -0.142 -0.058 4 3 -0.434 -0.013 5 -0.133 0.033 6 4 -0.002 0.060 5 3.573 -2.453 0.000 0.000 0.000 Frame Reactions and Deflections - Load Comb ination 19 - DL + 0.75*SL + 0,75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) ------ (IN) -------- (IM -------- ------ 1 ------ 1 -------- 8.485 -------- 5.967 -- 0.000 0.000 0.000 2 2 -0.004 -0.156 3 -0.272 -0.101 4 .3 -0.842 -0.014 5 -0.263 0.075 6 4 -0.004 0.128 7 5 7.425 -5.106 0.000 0.000 0.000 Frame Reactions and Deflections - Load Comb ination 20 - DL + 0.75* UBL + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) ----- (IN) -------- (IM -------- ------ 1 ------ 1 -------- 4.902 -------- 5.972 --- 0.000 0.000 0.000 2 2 -0.002 -0.468 3 -0.002 -0.472 4 3 -0.844 -0.340 -0.534 -0.297 4 -0.006 -0.184 7 5 ll.024 -5.111 0.000 0.000 0.000 DESIGN SUMMARY REPORT Page 6 NCI Building Systems, L.P. 10/21/2004 7 3 ?20165-2 - TRI-STEEL CONSTRUCTION ----------------------------------------- Reactions and Deflections - Load Combination 21 - DL + 0.75*UBR + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -------- ------- ------ ------- 1 -- 1 12.084 5.973 0.000 -0.006 00;000 2 2 3 -0.542 0.271 4 3 -0.843 0 312 5 0.008 0.446 6 4 -0.002 0.441 7 5 3.843 -5.112 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 22 - DL + 0.75*LL + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN> (IN) -------- -------- --i 1 5,822 4,025 0.000 0.003 0.109 2 2 3 -0.186 -0.071 4 3 -0.567 -0.014 5 -0.177 0.046 4 -0.002 0.081 5 4.862 -3.164 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 23 - DL + 0.75*SL + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) -------- -------- - ------ 1 1 9.774 6.678 0.000 -0,005 0.178 2 2 3 -0.316 -O.ll4 4 3 -0.976 -0.014 5 -0.307 0.087 6 4 -0.004 0.150 7 5 g, 77.5 -5.817 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 24 - DL + 0.75*UBL + 0.75*WRZ Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number. (KIPS) (KIPS) (KIP-FT) (IN) (IN) -------- -------- - ---- ------ 1 1 6.192 6.683 0.000 -0,~~ -0.0490 2 2 3 -0.045 -0.485 3 -0.977 -0.340 -0.579 -0.284 4 -0.006 -0.163 7 5 12.314 -5.822 0.000 0.000 0.000 DESIGN SUMMARY REPORT NCI Building Systems, L.P. 220165-2 - TRI-STEEL CONSTRUCTION Reactions and Deflections - Load Combination 25 - DL + 0.75*UBR + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 13.373 -------- 6.684 -------- 0.000 0.000 0.000 2 2 -0.007 0.134 3 -0.586 0.258 4 3 -0.976 0.312 5 -0.037 0.459 6 4 -0.003 0.462 7 5 5.132 -5.823 0.000 0.000 0.000 r 1 ~J Page 7 10~21~2004 7 4 • DESIGN SUMMARY REPORT NCI Building Systems, L.P. Page 8 ~ 5 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 .COLUMN 1- 2 Length 10.10 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases 0 Weight 284. LB ion Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 8.94 55. 46. 5 1.79 FT 15.00 IN 15.00 IN 10.000 x 0.3125 0.1345 10.000 x 0.3125 0.905 8.9 FT 5 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSD (KSD (KSD (KSD (KSD Axial Bending Bending Cond, (KIPS) (KIPS) T 1 18.48 -84.70 19.36 33.00 24.89 2.24 -19.64 19.64 0.12 0.60 0.79 5 -9.47 13.49 RAFTER 2- 3 Length 29.85 FT Member Angle 10.47 Deg Temp Diff 0. DEG.F Releases 0 Weight 622. LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Lood No. (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 9.39 55. 46. 5 1.88 FT 30.00 IN 18.00 IN 6.000 x 0.2500 0.1875 6.000 x 0.2500 0.641 0.5 FT 5 2 20.00 55. 46. 11 1.82 FT 18.00 IN 18.00 IN 6.000 x 0.2500 0.1345 6.000 x 0.2500 0.728 21.7 FT 5 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fq Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSI) (KSD (KSI) (KSD (KSD Axial Bending Bending Cond (KIPS) (KIPS) T 1 12.66 -93.92 20.27 33.00 27.28 1.47 -15.51 15.51 0.07 0.47 0.57 5 13.34 18.27 2 9.62 50.49 16.16 28.76 33.00 1.78 17.78 -17.78 0.11 0.62 0.54 5 7.89 ll.24 ------------------------------------------------------------------------------------------------------------------------ RAFTER 3- 4 Length 29.85 FT Member Angle -10.47 Deg Temp Diff 0. DEG.F Releases 0 Weight 622. LB ion Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 20.00 55. 46. ll 1.82 FT 18.00 IN 18.00 IN 6.000 x 0.2500 0.]345 6.000 x 0.2500 0.729 8.2 FT 4 2 9.39 55. 46. 5 1.88 FT 18.00 IN 30.00 IN 6.000 x 0.2500 0.1875 6.000 x 0.2500 0.641 29.4 FT 4 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axiol Fb0 FbI Outer F1. Inner F1. Load Force Allow. - No. (KIPS) (KIP-FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) Axiol Bending Bending .Cond (KIPS) (KIPS) T 1 9.62 50.59 16.16 28.76 33.00 1.77 17.82 -17.82 O.ll 0.62 0.54 4 -7.87 ll.24 2 12.63 -93.89 20.26 33.00 27.28 1.46 -15.50 15.50 0.07 0.47 0.57 4 -13.37 18.27 DESIGN SUMMARY REPORT NCI Building Systems, L.P. Page 9 7 6 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 EXT.COLUMN 5- 4 Length 10.10 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases 0 Weight 284. LB ~n Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 8.94 55. 46. 5 1.79 FT 15.00 IN 15.00 IN 10.000 x 0,3125 0.1345 10;000 x 0.3125 0.905 8.9 FT 4 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. Load Force Allow. - No. (KIPS) (KIP-Ff) (KSD (KSD (KSD (KSD (KSD (KSD Axial Bending Bending Cond (KIPS) (KIPS) T 1 18.48 -84.69 19.36 33.00 24,89 2.24 -19.64 19.64 0,12 0.60 0.79 5 -9.47 13.49 Frame Weight (excluding connections, clips and flange braces) is ].812 LB :7 • FLANGE BRACE REPORT NCI Building Systems, L.P. 220165-2 - TRI-STEEL CONSTRUCTION Brace Removal Option: OFF COLUMN 1 - 2 Girts located at Braced at RAFTER 2 - 3 Purlins located at Braced at RAFTER 3 - 4 Purlins located at Braced at COLUMN 5 - 4 Girts located at Braced at • 3.50FT 7.33FT B B 3.54FT 7.61FT ll.67FT 15.74FT 19.81FT 23.88FT 28.62FT 29.85FT B B B B B 1.22FT 5.97Ff 10.04Ff 14.10FT 18.17FT 22.24FT 26.31FT 29.85FT B B B B B 3.50FT 7.33FT B B Page 1 7 ~ 10/21/2004 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 220165-2 - TRI-STEEL CONSTRUCTION Page 1 10/21/2004 JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES O.A. SECTION DEPTH .,,.... 15.6250 (IN) OUTER FLANGE WIDTH .....,. 10,0000 (IN) INNER FLANGE WIDTH ,...... 10.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR ........,... 9,470 (KIPS) 5 TENSION ....,..,.. 3.556 (KIPS) 6 COMPRESSION ,..,,. 18.730 (KIPS) 5 SHEAR & TENS ..,,, 7,808 (KIPS) 6 CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR ............ 0.000 (KIPS) NONE TENSION ...,...... 0.000 (KIPS) NONE COMPRESSION ...,.. 0,000 (KIPS) NONE SHEAR & TENS .,,.. 0,000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR .................. 17.495 (KIPS) TENSION (acting alone).. 33,754 (KIPS) IMPRESSION .,,,..,,..., 168.000 (KIPS) ANCHOR BOLTS (A307) WIND/SEISMIC ALLOWABLE SHEAR .................. 23.269 (KIPS) TENSION (acting alone),. 44.892 (.KIPS) COMPRESSION ..........., 168.000 (KIPS) BASE PLATE QTY AND DIAMETER ..... ( 4) 0.7500 (IN) INTERIOR PITCH ,,,......... 4.0000 (IN) TYPICAL GAUGE .,.....~.,... 4.0000 (IN) DISTANCE TO FIRST ROW ..... 3.0000 (IN) PLATE WIDTH .............. 10.0000 (IN) PLATE THICKNESS .......... 0.3750 (IN) PLATE LENGTH ............. 16,0000 (IN) 7$ C~ ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 220165-2 - TRI-STEEL CONSTRUCTION ~RT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES O.A. SECTION DEPTH .,,,.,, 15.6250 (IN) OUTER FLANGE WIDTH ,.,,... 10.0000 (IN) INNER FLANGE WIDTH ,,...,. 10.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR .........,.. 9,470 (KIPS) 5 TENSION .......,., 3.556 (KIPS) 8 COMPRESSION ...,.. 18.730 (KIPS) 4 SHEAR & TENS ..,.. 7,807 (KIPS) 8 CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR .........,.. 0,000 (KIPS) NONE TENSION .,..,..... 0.000 (KIPS) NONE COMPRESSION ...,.. 0.000 (KIPS) NONE SHEAR & TENS .,,.. 0,000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR .................. 17,495 (KIPS) TENSION (acting alone>.. 33.754 (KIPS) COMPRESSION ............ 168.000 (KIPS) • ANCHOR BOLTS (A307) --------------------------------------- QTY AND DIAMETER ..... (4) 0.7500 (IN) INTERIOR PITCH ............ 4.0000 (IN) TYPICAL GAUGE ............. 4.0000 (IN) DISTANCE TO FIRST ROW ..... 3.0000 (IN) WIND/SEISMIC ALLOWABLE SHEAR .................. 23.269 (KIPS) TENSION (acting alone).. 44,892 (KIPS) COMPRESSION ,.........;, 168,000 (KIPS) BASE PLATE PLATE WIDTH .............. 10.0000 (IN) PLATE THICKNESS .......... 0.3750 (IN) PLATE LENGTH ............. 16.0000 (IN) Page 2 10/21/2004 79 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 220165-2 - TRI-STEEL CONSTRUCTION ION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (7) OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) --------=CONNECTION PLATE WIDTH THICK. LENGTH (IN) (IM (IN) 10.0000 0.5000 33.3125 Page 3 10/21/2004 ----- --EIIGE DISTANCE-- --BOLT QTY & DIAMETER-- YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (KSD (IN) (IM (IN) (IN) (IN) (IM TYPE ----- ------- ------- ------- ------- ----------- ----------- ---- 55,0 0,8750 0.8750 3.0000 3.0000 (4) 0.6250 (4> 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IM (IN) (IM (IN) - (IN) ------- (IN) ------- ------- -------- LEFT 15.0000 ------- 0.1345 ------- 10.0000 ----- - 10,0000 0.3125 0.3125 RIGHT 30.0000 0.1875 6.0000 6,0000 0.2500 0.2500 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT) (KIPS) ------ -------- - R 83.264 --------- 13,338 ER 83.264 2.434 BOLT BOLT PRYING RUPTURE YIELD LOAD FORCE ALLOW ALLOW COND (KIPS) (KIP-FT> (KIP-FT) RESULTS 5 0.000 113.059 169.751 Successful Design 6 0.000 125,497 226.297 Successful Design $~ • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L. P. Page 4 8 1 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 ~;TION DESIGN DATA FOR NENIBER 2- 3 AT DEPTH ll: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IM (IN) (IM (KSD (IN) (IN) (IN> (IM (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 6.0000 0.3750 23,0625 55.0 0.8750 0.8750 4.0000 3.0000 (4) 0.6250 (4) 0,6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN> LEFT 18.0000 0,1345 6.0000 6.0000 0.2500 0,2500 RIGHT 18.0000 0.1345 6.0000 6,0000 0.2500 0,2500 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS - - ~ER -------- 39.041 ---------- 0.207 ------ 8 ------- 0,000 -------- 77.155 -------- ----------------- 59.810 Successful Design INNER 39.041 2.120 4 0.000 75.257 58.908 Successful Design r~ J ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. Page 5 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 ---------------------------------------------------------------------------------------------------------- ~ECTION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH l: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- - --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSD (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 6.0000 0.3750 23.0625 55.0 0.8750 0.8750 4,0000 3,0000 (4) 0.6250 (4) 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IM (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 18.0000 0.1345 6,0000 6.0000 0.2500 0.2500 RIGHT 18.0000 0.7345 6.0000 6,0000 0.2500 0,2500 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT) (KIPS) - --- -------- ---------- LITER 39,041 0.681 INNER 39.041 5.243 BOLT BOLT PRYING RUPTURE YIELD LOAD FORCE ALLOW ALLOW COND ~ (KIPS) (KIP-FT) (KIP-FT) RESULTS 8 0.000 77,155 59.810 Successful Design 4 0,000 75.257 58,908 Successful Design 82 C ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L. P. Page 6 $ 3 220165-2 - TRI-STEEL CONSTRUCTION 10/21/2004 C~ION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH ll: VERTICAL KNEE SPLICE (7) !OUTER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ------- --CONNECTION PLATE-- ------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK, LENGTH YIELD OUT. FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN> (IN) (IN) (KSD (IN) (IM (IN) (IN) (IN) (IN) TYPE -- ----------- ---- ------- 10.0000 ------- 0.5000 -------- 33.3125 ------ 55,0 ------- 0.8750 ------- 0.8750 ------- 3.0000 ------- --------- 3.0000 (4) 0.6250 (4) 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IM LEFT 15.0000 0.1345 10.0000 10.0000 0.3125 0.3125 RIGHT 30.0000 0.1875 6,0000 6,0000 0.2500 0.2500 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT) (KIP-FT) RESULTS ------ -------- ~R 83.264 ---------- 13.366 ------ 4 ------- 0,000 -------- 113.059 -------- ----------------- 169,751 Successful Design ER 83.264 2.439 8 0.000 125.497 226,297 Successful Design • MEMBER WEIGHTS REPORT NCI Building Systems, L. P. 220165-2 - TRI-STEEL --------------------- CONSTRUCTION ----- --- ---------- Member Member Weight Identification (LB) Ext. Column 1- 2 284.1 Rafter 2- 3 621.9 Rafter 3- 4 621.9 Ext. Column 5- ---------------- 4 284.1 ------ Totals: -------- ---------- 1812.1 Page 1 10/21/2004 Weight of Weight of Weight of Total Member Connections Clips F1g. Braces Weight (LB) ------------- (LB) - (LB) (LB) 64.2 ------------ 6.1 --------------- 5.3 ------------- 359.7 61.9 19.5 12.1 715.4 61.9 19.5 12.3 715.6 64.2 6.1 5.3 359.7 252.3 51.0 35.0 2150,4 • 84 • MATERIALS REPORT NCI Building Systems, L. P. 220165-2 - TRI-STEEL CONSTRUCTION Material Material Material Weight Tme and Size ------------- Quantity ---------------- ----------- (LB) -------- ------- ---------- --------------------- Flange Plates 10.0 x 0.3125 (lOC) 40.4 FT 429.5 6.0 x 0.2500 (6B ) 719.4 FT 609.4 Subtotal 1038.9 Web Plates 0.13450 (W1 ) 85.2 SQFT 468.2 0.18750 (WA ) 39.8 SQFT 305.0 Subtotal 773.2 Connection Plates 10.0 x 0.3750 2.7 FT 34.0 10.0 x 0.5000 ll.l FT 188.9 6.0 x 0.3750 3.8 FT 29.4 Subtotal 252.3 A325 Connection Bolts 0.625 x 2.00 (1032) 16 6.0 0.625 x 1.75 (1028) 8 2.8 Subtotal 8.8 Girt/Purlin Clips 6.0 x 6.5 x 0.1875 (SC-3) 4 8.3 6.0 x 7.0 x 0.1875 (SC-1) 14 31.3 • Subtotal 39.6 Flange Brace Clips 3.0 x 3.0 x 0.1875 (SC-2) 24 ll.5 Subtotal ll.5 Flange Braces 2 x 2 x 14GA 34.3 FT 35.0 Subtotal 35.0 Total Weight 2159.2 LB Run Completed At - 10/27./2004 16:32:15 Page 1 10/21/2004 85 • Filename = C:\MOISES\220\220165-1,nif I Synercom Design ~ I ~ ~ Rigid Frame Analysis and Design Software ~ ~ ~ i ~ NCI Building Systems, L.P, Exe Version - 1.0,8.6 Exe Path - C:\PROGRA-1\NCIh1AI-2\NCIFRA-l.EXE Run Started At - 10/21/2004 16:17:40 RUN IDENTIFICATION Title - 220165-1 - TRI-STEEL CONSTRUCTION Engineer - NOISES CINCO Protect - Reference Date - 10/21/2004 Input Type - Macro Frame Type - Rigid Frame Frame Shape - Gable Frame Symmetry - Yes Frame Line - 2 (FULL BAY) RUN OPTIONS Mode of Operation - Select Plates Maximum Number of Iterations - 8 Unity Check Range - 0,900 to 1,030 Maximum Segment Size - 2,000 FT Coef, of Linear Expansion - 0.0000065000/DEG,F Modulus of Elasticity, E - 29000000, PSI Flange Brace Removal - No • Web Stiffeners Allowed - No Minimum No, of Anchor Bolts - 4 Update Input Data - Yes REPORT OPTIONS Design Data Report Anchor Bolts and Connections Flange Brace Report Design Summary Report With Deflections Frame Weights Report Section Failure Summary Report Write Detailing Data to NIF File COMMAND LINE OPTIONS /I C:\PROGRA-1\NCIMAI-2\600981-1, NIF /0 C:\PROGRA-1\NCIMAI-2.600981-1.dso N /D /P C:\PROGRA-1\NCIMAI-2\600981-1,SAV 86 i MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 1 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 OVERALL FRAME INFORMATION T uildin9 Width - De to Ridge - No, of Interior Columns - No, of Rafters - Purlin Protection - FRONT ROOF 60.000 FT 30.000 FT 0 2 8.250 IN Roof Slope - 2.000 on 12 Rafter No.s - 1 to 1 No. of Purlins - 7 Purlin Locations and Bracing (Ridge Down)... 1- 1.20 2- 5.87 B 3- 9.87 4- 13.87 B 5- ll.87 6- 21.87 B 7- 25.87 B BACK ROOF Roof Slope - -2.000 on 12 Rafter No.s - 2 to 2 No. of Purlins - 7 Purlin Locations and Bracing (Ridge Down)... 1- 1.20 2- 5.87 B 3- 9.87 4- 13.87 B 5- 17.87 6- 21.87 B 7- 25.87 B MODULE WIDTHS 60.000 FRONT EXTERIOR COLUMN Eave Wall Girt Base Mid Mid Knee Base Temp Base Base Height Slope Prot Depth Depth Dist. Depth Settle Diff Displ Cond Kx 0.000 0.000 15.000 0.000 0.000 15.000 0.00 0.00 0.00 P 1.50 FRO SIDEWALL GIRT AND BRACE LOCATIONS 3.500 B 7.333 B FRONT EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg FvWeb 1 lOC lOC l0E W8 W1 WB lOC lOC l0E 55.00 46.00 RAFTER 1 AT LEFT KNEE Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Depth p 2 p 3 p 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p 30.00(3) 18.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.000 18.00(5) Section OF Plates Web Plates IF Plates FyFlg FvWeb Length 1 6B 6B 6C WB W1 WB 6C 6B 6E 55.00 46.00 0.00 2 6D 6B 6D W8 W1 WB 6D 6B 6D 55.00 46.00 20.00 FRONT ROOF PURLINS FALLING ON RAFTER 1: 1 - 7 RIDGE TO COLUMN RAFTER 2 Start S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S Depth S End S Depth p 2 p 3 P 4 p 5 p 6 p 7 p 8 p 9 p 10 p Depth p 18.00(5) 18.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( ) 0.00( > 0.000 30.00(3) Section OF Plates Web Plates IF Plates FyFlg FyWeb Length 1 6D 6B 6D W8 W1 WB 6D 6B 6D 55.00. 46.00 20.00 2 6B 6B 6C WB W1~ WB 6C 6B 6E 55.00 46.00 0.00 Temp Num Diff KX Sec 0.00 1.00 2 Temp Num Diff Kx Sec 0.00 1.00 2 $~ ~ ~ ~J MACRO INPUT PROCESSING NCI Building Systems, L. P. Cycle 1 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 BACK ROOF PURLINS FALLING ON RAFTER 2: 1 - 7 ITERIOR COLUMN ave Wall Girt Base -Mid Mid Knee Base Temp Base Base Height Slope Proj Depth Depth Dist. Depth Settle Diff Displ Cond Kx 12.000 0.000 0.000 15,000 0.000 0.000 15.000 0.00 0.00 0.00 P 1.50 BACK SIDEWALL GIRT AND BRACE LOCATIONS 3.500 B 7.333 B BACK EXTERIOR COLUMN PLATES Section OF Plates Web Plates IF Plates FyFlg Fyweb 1 lOC lOC l0E W8 W1 WB lOC lOC l0E 55.00 46,00 MEMBER LOADS JS JE Group System Dir Type 2 3 DL GLOB Y CONC 2 3 DL GLOB Z MOMT 4 3 DL GLOB Y CONC 4 3 DL GLOB Z MOMT 2 3 LL GLOB Y CONC 2 3 LL GLOB Z MOMT 4 3 LL GLOB Y CONC 4 3 LL GLOB Z MOMT 2 3 SL GLOB Y CONC 2 3 SL GLOB Z MOMT 4 3 SL GLOB Y CONC Distance 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Length 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SIntens EIntens -0.17578 0,00000 0.33966 0.00000 -0.17578 0.00000 -0.33966 0.00000 -1.40625 0.00000 2.71729 0.00000 -1.40625 0.00000 -z.n729 0,00000 -2.43633 0.00000 4.70770 0.00000 -2.43633 0.00000 3 SL GLOB Z MOMT UBL GLOB Y CONC 3 UBL GLOB Z MOMT 4 3 UBL GLOB Y CONC 4 3 UBL GLOB Z MOMT 2 3 UBR GLOB Y CONC 2 3 UBR GLOB Z MOMT 4 3 UBR GLOB Y CONC 4 3 UBR GLOB Z MOMT 2 3 WLL MEMB Y CONC 2 3 WLL GLOB Z MOMT 4 3 WLL MEMB Y CONC 4 3 WLL GLOB Z MOMT 2 3 WLR MEMB Y CONC 2 3 WLR GLOB Z MOMT 4 3 WLR MEMB Y CONC 4 3 WLR GLOB Z MOMT 2 • 3 WL2 MEMB Y CONC 2 3 WL2 GLOB Z MOMT 4 3 WL2 MEMB Y CONC 4 3 WL2 GLOB Z MOMT 2 3 WR2 MEMB Y CONC 2 3 WRZ GLOB Z MOMT 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -4.70770 0.00000 0.000 -0,73090 0.00000 0.000 1.41231 0.00000 0.000 -4.14609 0.00000 0.000 -8.Oll45 0.00000 0.000 -4.14609 0.00000 0.000 8.Oll45 0.00000 0.000 -0.73090 0.00000 0.000 -1.41231 0.00000 0.000 1.59122 0.00000 0.000 -3.ll712 0.00000 0.000 -0.43008 0.00000 0.000 0.84251 0.00000 0.000 0.43008 0.00000 0.000 -0.84251 0.00000 0.000 -1.59122 0.00000 0.000 3.ll712 0.00000 0,000 1.59122 0.00000 0.000 -3.ll712 0.00000 0.000 -0.43008 0.00000 0.000 0.84251 0.00000 0.000 .0.43008 0.00000 0.000 -0.84251 0.00000 88 • MACRO INPUT PROCESSING NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION 4 3 WR2 MEhB Y CONC 4 3 WR2 GLOB Z MOMT FR~ADS Su ce Group System Dir Type FRO DL FRAME G UNIF BRO DL FRAME G UNIF FRO LL FRAME G UNIF BRO LL FRAME G UNIF FRO SL FRAME G UNIF BRO SL FRAME G UNIF FRO UBL FRAME G UNIF BRO UBL FRAME G UNIF FRO UBR FRAME G UNIF BRO UBR FRAME G UNIF FSW WLL FRAME N. UNIF FRO WLL FRAME N UNIF BRO WLL FRAME N UNIF BSW WLL FRAME N UNIF FSW WLR FRAME N UNIF FRO WLR FRAME N UNIF BRO WLR FRAME N UNIF BSW WLR FRAME N UNIF FSW WL2 FRAME N UNIF FRO WL2 FRAME N UNIF BRO WL2 FRAME N UNIF BSW WLZ FRAME N UNIF FSW WR2 FRAME N UNIF FRO WR2 FRAME N UNIF WR2 FRAME N UNIF WR2 FRAME N UNIF 0.000 0.000 Distance 0.000 0. ~0 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Length 0.0~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -1.59122 0,00000 3.ll712 0.00000 SIntens EIntens 0.05859 0.05859 0.05859 0,05859 0.46875 0.46875 0.46875 0.46875 0.81211 0.81211 0.81211 0.81211 0.24363 0.24363 1.38203 1.38203 1.38203 1.38203 0.24363 0.24363 0.09083 0.09083 -0.30549 -0.30549 -0.20461 -0.20461 -0.17966 -0.17966 -0.17966 -0.17966 -0.20461 -0.20461 -0.30549 -0.30549 0.09083 0.09083 0.21724 0.21724 -0.17908 -0.17908 -0.07821 -0.07821 -0.05325 -0.05325 -0.05325 -0.05325 -o.m8u -0.07821 -0.17908 -0.17908 0.21724 0.21724 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length SIntens EIntens 1 2 DL GLOB Y UNIF 0.000 0.0(10 -0.02966 -0.02966 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 -0.02761 -0.02761 DLWT 3 4 DL GLOB Y UNIF 0,000 0.000 -0.02761 -0.02761 DLWT 5 4 DL GLOB Y UNIF 0.000 0.000 -0.02966 -0.02966 DLWT Cycle 1 10/21/2004 89 • MACRO INPUT PROCESSING NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION LOAD COMBINATIONS 1 M 1.000 100. DL DL 2 M 1.000 100, DL 100. LL DL + LL 3 M 1.000 100, DL 100. SL DL + SL 4 M 1.000 100. DL 100. UBL DL + UBL 5 M 1.000 100. DL 100. UBR DL + UBR 6 M 1.000 60. DL 100. WLL 0.6*DL + WLL 7 M 1.000 60. DL 100. WL2 0.6*DL + WL2 8 M 1.000 60. DL 100. WLR 0.6*DL + WLR 9 M 1.000 60. DL 100. WR2 0.6*DL + WR2 10 M 1.000 100. DL 75. LL 75. WLL DL + 0.75*LL + 0.75*WLL 11 M 1.000 100. DL 75. SL 75. WLL DL + 0.75*SL + 0.75*WLL 12 M 1.000 100. DL 75. UBL 75. WLL DL + 0.75*UBL + 0.75*WLL 13 M 1.000 100. DL 75. UBR 75. WLL DL + 0.75*UBR + 0.75*WLL 14 M 1.000 100. DL 75. LL 75. WL2 DL + 0.75*LL + 0.75*WL2 M 1.000 100. DL 75. SL 75. WL2 DL + 0.75*SL + 0.75*WL2 16 M 1.000 100. DL 75. UBL 75. WL2 DL + 0.75*UBL + 0.75*WL2 17 M 1.000 100. DL 75. UBR 75. WL2 DL + 0.75*UBR + 0.75*WL2 18 M 1.000 100. DL 75. LL 75. WLR DL + 0.75*LL + 0.75*WLR 19 M 1.000 100. DL 75. SL 75. WLR DL + 0.75*SL + 0.75*WLR 20 M 1.000 100. DL 75. UBL 75. WLR DL + 0.75*UBL + 0.75*WLR 21 M 1.000 100. DL 75. UBR 75. WLR DL + 0.75*UBR + 0.75*WLR 22 M 1.000 100. DL 75. LL 75. WR2 DL + 0.75*LL + 0.75*WR2 23 M 1.000 100. DL 75. SL 75. WR2 DL + 0.75*SL + 0.75*WR2 24 M 1.000 100. DL 75. UBL 75. WR2 DL + 0.75*UBL + 0,75*WR2 25 M 1.000 100. DL 75. UBR 75. WR2 DL + 0.75*UBR + 0.75*WR2 Cycle 1 10/21/2004 90 • FRAME DESIGN DATA NCI Building Systems, L.P, 220165-1 - TRI-STEEL CONSTRUCTION FRAME GEOMETRY Type ,,,,,., Shape , Building Width ,,, No. of Modules ,.. Module Widths (FT) Gable Distance ,.. Rigid Frame Gable 60,00 FT 1 60,00 30,00 FT Front Eave Height ..,,,...., 12,00 FT Front Column Base Offset ,,. 0.00 FT Front Column Slope ,,,,,.,,, 0,00 /12 Front Roof Slope ,,.,,,,,,,, 2,00 /12 Back Roof Slope ..,,,,..,,, -2.00 /12 Back Eave Height ..,,,,,.,,, 12,00 FT Back Column Base Offset ,.., 0,00 FT Back Column Slope .,..,,,,., 0.00 /12 Front Girt Projection ,,,,.. 0.00 IN Back Girt Projection ,,,,,, 0.00 IN Purlin Projection ,.,,,,,... 8.25 IN LOADING PARAMETERS Building Code ,,,,,,,,,,,,,, IBC 2000 Building Length ,,.,.,,,.,., 40,00 FT ~tary Width 23.44 FT ,,,..,,,,,., Load Rate 2,50 PSF Live Load Rate ,,,,,,,,,,,,, 20,00 PSF Tributary Area Reduction ... No Collateral Load Rate ,,,,,,, 0,00 PSF Ground Snow Load Rate ,,,.,, 50,00 PSF Min Roof Snow Load Rate ,,,. 0.00 PSF Snow Importance Factor ,,,,, 1,00 Snow Exposure Factor ......, 0.90 Snow Thermal Factor ,,,,.,., 1.10 Unobstructed Roof .,,,,,.,,, No Wind Speed ................. 90.00 MPH Wind Pressure ,,,,,,,,,,,,,, 14,98 PSF Wind Exposure .............. C Building Enclosure .......,, Enclosed Wind Importance Factor ,,... 1,00 Wind Topographical Factor „ 1,00 Front Canopy Projection .,,, 3,00 FT Back Canopy Projection ,.... 3,00 FT Use End Zone Coefficients... No Page 1 10/21/2004 9 ~ ~i FRAME DESIGN DATA NCI Building Systems, L. P. 220165-1 - TRI-STEEL CONSTRUCTION WIND COEFFICIENTS ---- Windward ---- Wall Canopy Roof ----- Leeward ---- Roof Canopy Wall = ------ 1 --------- ------------- 0.3 -1.5 -0.9 -------------------- -0.6 -0.4 -0.5 2 0.6 -1.5 -0.5 -0.2 -0.4 -0.2 LOADING DOCUMENTATION Input Length =40.0 feet Input Trib Width =23.4 feet Input Dead Load = 2.5000 psf Input Collateral Load = 0.0000 psf Input Live Load =20.0000 psf Tributary Reduction Allowed; False Input Ground Snow =50.0000 psf Dead Load = 2.5000 psf Live Load = 20.0000 psf Balanced Snow Load = 34.6500 psf Unbalanced Snow Load (Front Canopy) = 10.3950 psf Unbalanced Snow Load (Front Eave) = 10.3950 psf Unbalanced Snow Load (Front Ridge) = 10.3950 psf Unbalanced Snow Load (Back Ridge) = 58,9666 psf Unbalanced Snow Load (Back Eave) = 58.9666 psf Unbalanced Snow Load (Back Canopy> =58.9666 psf Input Wind Speed = 90.0000 mph Input Wind Importance = 1.0000 Base Wind Pressure = 14.9818 psf Windward Wall Case 1 = 0.2587 t Windward Canopy Case 1 = -1.4900 Left Windward Roof Case 1 = -0.8700 Left Leeward Roof Case 1 = -0.5827 Left Leeward Canopy Case 1 = -0.4027 Left Leeward Wall Case 1 = -0.5116 Right Windward Wall Case 1 = 0.2587 Right Windward Canopy Case 1 = -1.4900 Right Windward Roof Case 1 = -0.8700 Right Leeward Roof Case 1 = -0.5827 Right Leeward Canopy Case 1 = -0.4027 Right Leeward Wall Case 1 = -0.5ll6 Left Windward Wall Case 2 = 0.6187 Left Windward Canopy C4se 2 = -1.4900 Left Windward Roof Case 2 = -0.5100 Left Leeward Roof Case 2 = -0.2227 Left Leeward Canopy Case 2 = -0.4027 Left Leeward Wall Case 2 = -0.1516 Right Windward Wall Case 2 = 0.6187 Right Windward Canopy Case 2 = -1.4900 Right Windward Roof Case 2 = -0.5100 Right Leeward Roof Case 2 = -0.2227 Right Leeward Canopy Case 2 = -0.4027 Right Leeward Wall Case 2 = -0.1516 Page 2 10/21/2004 9 2 • FRAME DESIGN DATA NCI Building Systems, L.P. Page 3 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 g 3 LOAD COMBINATIONS M 1.000 DL M 1.000 DL + LL 3 M 1.000 DL + SL 4 M 1.000 DL + UBL 5 M 1.000 DL + UBR 6 M 1.000 0.6*DL +WLL 7 M 1.000 0.6*DL +WL2 8 M 1.000 0.6*DL + WLR 9 M 1.000 0.6*DL + WR2 10 M 1.000 DL + 0.75*LL + 0,75*WLL 11 M 1.000 DL + 0.75*SL + 0.75*WLL 12 M 1.000 DL + 0.75*UBL + 0.75*WLL 13 M 1.000 DL + 0.75*UBR + 0.75*WLL 14 M 1.000 DL + 0.75*LL + 0.75*WL2 15 M 1.000 DL + 0.75*SL + 0.75*WL2 16 M 1.000 DL + 0.75*UBL + 0.75*WL2 17 M 1.000 DL + 0.75*UBR + 0.75*WL2 18 M 1.000 DL + 0.75*LL + 0.75*WLR 19 M 1.000 DL + 0.75*SL + 0.75*WLR 20 M 1.000 DL + 0.75*UBL + 0.75*WLR 21 M 1.000 DL + 0.75*UBR + 0.75*WLR 22 M 1.000 DL + 0.75*LL + 0.75*WR2 23 M 1.000 DL + 0.75*SL + 0.75*WR2 24 M 1.000 DL + 0.75*UBL + 0.75*WR2 25 M 1.000 DL + 0.75*UBR + 0.75*WR2 • • MACRO INPUT PROCESSING NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION MEMBER LOADS JS Group System Dir Type DL GLOB Y CONC 2 3 DL GLOB Z MOMT 4 3 DL GLOB Y CONC 4 3 DL GLOB Z MOMT 2 3 LL GLOB Y CONC 2 3 LL GLOB Z MOMT 4 3 LL GLOB Y CONC 4 3 LL GLOB Z MOMT 2 3 SL GLOB Y CONC 2 3 SL GLOB Z MOMT 4 3 SL GLOB Y CONC 4 3 SL GLOB Z MOMT 2 3 UBL GLOB Y CONC 2 3 UBL GLOB Z MOMT 4 3 UBL GLOB Y CONC 4 3 UBL GLOB Z MOMT 2 3 UBR GLOB Y CONC 2 3 UBR GLOB Z MOMT 4 3 UBR GLOB Y CONC 4 3 UBR GLOB Z MOMT 2 3 WLL MEMB Y CONC 2 3 WLL GLOB Z MOMT 4 3 WLL MEMB Y CONC 4 3 WLL GLOB Z MOMT 2 3 WLR MEMB Y CONC 2 WLR GLOB Z MOMT WLR MEMB Y CONC 4 WLR GLOB Z MOMT 2 3 WL2 MEMB Y CONC 2 3 WL2 GLOB Z MOMT 4 3 WL2 MEMB Y CONC 4 3 WL2 GLOB Z MOMT 2 3 WR2 MEMB Y CONC 2 3 WR2 GLOB Z MOMT 4 3 WR2 MEMB Y CONC 4 3 WR2 GLOB Z MOMT FRAME LOADS Surface Group System Dir Type FRO DL FRAME G UNIF BRO DL FRAME G UNIF FRO LL FRAME G UNIF BRO LL FRAME G UNIF FRO SL FRAME G UNIF BRO SL FRAME G UNIF FRO UBL FRAME G UNIF Distance 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0~ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Distance 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Length 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Length 0.000 0.000 0.000 0.000 0.000 0.000 0.000 SIntens EIntens -0.17578 0.00000 0.33966 0.00000 -0.17578 0.00000 -0.33966 0.00000 -1.40625 0.00000 2. n729 0.00000 -1.40625 0.00000 -2. n729 0.00000 -2.43633 0.00000 4.70770 0.00000 -2.43633 0.00000 -4.70770 0.00000 -0.73090 0.00000 1.41231 0.00000 -4.14609 0.00000 -8.01145 0.00000 -4.14609 0.00000 8.Oll45 0.00000 -0.73090 0.00000 -1.41231 0.00000 1.59122 0.00000 -3.11712 0.00000 -0.43008 0.00000 0.84251 0.00000 0.43008 0.00000 -0.84251 0.00000 -1.59122 0.00000 3.ll712 0.00000 1.59122 0.00000 -3.ll712 0.00000 -0.43008 0.00000 0.84251 0.00000 0.43008 0.00000 -0.84251 0.00000 -1.59122 0.00000 3.11712 0.00000 SIntens EIntens 0.05859 0.05859 0.05859 0.05859 0.46875 0.46875 0.46875 0.46875 0.812ll 0.81211 0.81211 0.81211 0.24363 0.24363 Cycle 2 10/21/2004 94 MACRO INPUT PROCESSING NCI Building Systems, L.P. Cycle 2 9 5 220165-1 - TRI -STEEL CONSTRUCTION 10/21/2004 BRO UBL FRAME G UNIF 0.000 0.000 1.38203 1.38203 FRO UBR FRAME G UNIF 0.000 0.000 1.38203 1.38203 UBR FRAME G UNIF 0.000 0.000 0.24363 0.24363 WLL FRAME N UNIF 0.000 0.000 0.09083 0.09083 F WLL FRAME N UNIF 0.000 0.000 -0.30549 -0.30549 BRO WLL FRAME N UNIF 0.000 0.000 -0.20461 -0.20461 BSW WLL FRAME N UNIF 0.000 0.000 -0.17966 -0.17966 FSW WLR FRAME N UNIF 0.000 0.000 -0.17966 -0.17966 FRO WLR FRAME N UNIF 0.000 0.000 -0.20461 -0.20461 BRO WLR FRAME N UNIF 0.000 0.000 -0.30549 -0.30549 BSW WLR FRAME N UNIF 0,000 0.000 0,09083 0.09083 FSW WL2 FRAME N UNIF 0.000 0.000 0.21724 0.21724 FRO WL2 FRAME N UNIF 0.000 0.000 -0.17908 -0.17908 BRO WL2 FRAME N UNIF 0.000 0.000 -0.07821 -0.07821 BSW WL2 FRAME N UNIF 0.000 0.000 -0.05325 -0.05325 FSW WR2 FRAME N UNIF 0.000 0.000 -0.05325 -0.05325 FRO WR2 FRAME N UNIF 0.000 0.000 -0.07821 -0.07821 BRO WR2 FRAME N UNIF 0,000 0.000 -0.17908 -0.17908 BSW WR2 FRAME N UNIF 0.000 0.000 0.21724 0.21724 GENERATED FRAME WEIGHT LOADS JS JE Group System Dir Type Distance Length SIntens EIntens 1 2 DL GLOB Y UNIF 0.000 0.000 -0.04242 -0.04242 DLWT 2 3 DL GLOB Y UNIF 0.000 0.000 -0.02761 -0.02761 DLWT 3 4 DL GLOB Y UNIF 0.000 0.000 -0.02761 -0.02761 DLWT 5 4 DL GLOB Y UNIF 0.000 0.000 -0.04242 -0.04242 DLWT • • DESIGN SUMMARY REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION Frame Reactions and Deflections - Load Combination 1 - DL ion Member Vertical Horizontal Moment Vertical Horizontal oint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 3.184 1.972 0.000 0.000 0.000 2 2 -0.001 -0.036 3 -0.065 -0.023 4 3 -0.212 0.000 5 -0.066 0.022 6 4 -0.001 0.035 7 5 3.184 -1.972 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 2 - DL + LL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 18.653 12.573 0.000 0.000 0.000 2 2 -0.006 -0;230 3 -0.417 -0.145 4 3 -1.359 -0.002 5 -0.421 0.141 6 4 -0.006 0.226 7 5 18.652 -12.573 0.000 0.000 0.000 Reactions and Deflections - Load Combination 3 - DL + SL `Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) 1 1 29.984 20.338 0.000 0.000 0.000 2 2 -0.010 -0.373 3 -0.675 -0.234 4 3 -2.198 -0.004 5 -0.681 0.229 6 4 -0.010 0.366 7 5 29.983 -20.338 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 4 - DL + UBL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 19.456 20.352 0.000 0.000 0.000 2 2 -0.006 -1.039 3 -0.107 -1.027 4 3 -2.202 -0.701 5 -1.252 -0.564 4 -0.013 -0.302 5 40.559 -20.352 0.000 0.000 0.000 Page 1 10/21/2004 9 s DESIGN SUMMARY REPORT NCI Building Systems, L.P. Page 2 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 9 7 ------------------------------------------------------------------------------------------------------------------------ Frame Reactions and Deflections - Load Combination 5 - DL + UBR Se~ Member Vertical Horizontal Moment Vertical Horizontal Join Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IM (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 40.560 20.356 0.000 0.000 0.000 2 2 -0.013 0.293 3 -1.245 0.558 4 3 -2.198 0.694 5 -0.110 1.022 6 4 -0.006 1.034 7 5 19.455 -20.356 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 6 - 0.6*DL + WLL Section Member Vertical Horizontal Moment Vertical Horizontdl Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN> (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -8.288 -5.453 0.000 0.000 0.000 2 2 0.003 0.105 3 0.157 0.073 4 3 0.472 0.027 5 0.139 -0.023 6 4 0.002 -0.051 7 5 -5.182 2.924 0.000 0.000 0.000 Fractions and Deflections - Load Combination 7 - 0.6*DL + WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- ----=--- 1 1 -4.496 -3.378 0.000 0.000 0.000 2 2 0.002 0.060 3 0.070 0.046 4 3 0.198 0.026 5 0.051 0.003 6 4 0.001 -0.007 7 5 -1.389 0.849 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 8 - 0.6*DL + WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -5.182 -2.923 0.000 0.000 0.000 2 2 0.002 0.052 3 0.138 0.025 4 3 0.472 -0.025 5 0.158 -0.072 6 4 0.003 -0.104 7~ 5 -8.288 5.453 0.000 0.~0 0.000 NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 9 - 0.6*DL + WR2 ~on Member Vertical Horizontal Moment Vertical Horizontal .Jdl"nt Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 -1.389 -0.849 0.000 0.000 0.000 2 2 0.001 0.007 3 0.050 -0.003 4 3 0.198 -0.026 5 0,070 -0.045 6 4 0.002 -0.060 7 5 -4.496 3.378 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 10 - DL + 0.75*LL + 0,75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 7.137 4.946 0.000 0.000 0.000 2 2 -0.002 -0.086 3 -0.182 -0.049 4 3 -0.622 0.018 5 -0.198 0.084 6 4 -0.003 0.124 7 5 9,466 -6.842 0.000 0.000 0.000 Reactions and Deflections - Load Combination 11 - DL + 0,75*SL + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 15.635 10.769 0.000 0.000 0.000 2 2 -0.005 -0.193 3 -0.375 -0.116 4 3 -1.252 0.017 5 -0.393 0.150 6 4 -0.006 0.229 7 5 17.964 -12.666 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 12 - DL + 0.75*UBL + 0.75*WLL Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN> (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 7.739 10.780 0.000 0.000 0.000 2 2 -0.003 -0.693 3 0.051 -0.7ll 4 3 -1.255 -0.506 5 -0.822 -0.445 4 -0,009 -0.272 5 25.896 -12,677 0.000 0.000 0.000 Page 3 10/21/2004 9 $ DESIGN SUMMARY REPORT NCI Building Systems, L. P. 220165-1 - TRI-STEEL CONSTRUCTION Frame Reactions and Deflections - Load Combination 13 - DL + 0.75*UBR + 0.75*WLL ion Member Vertical Horizontal Moment Vertical Horizontal int Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IM (IN) ------ ------ -------- -------- - -------- -------- -------- 1 1 23.567 10.783 0.000 0.000 0.000 2 2 -0.008 0.306 3 -0.803 0.478 4 3 -1.252 0.540 5 0.035 0.745 6 4 -0.003 0.731 7 5 10.068 -12.680 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 14 - DL + 0.75*LL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 9.981 6.502 0.000 0.000 0.000 2 2 -0.003 -0.120 3 -0.247 -0.070 4 3 -0.828 0.018 5 -0.264 0.104 6 4 -0.004 0.157 7 5 12.3ll -8.399 0.000 0.000 0.000 ~e Reactions and Deflections - Load Combination 15 - DL + 0.75*SL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 18.480 12.325 0.000 0.000 0.000 2 2 -0.006 -0.227 3 -0.441 -0.137 4 3 -1.458 0.017 5 -0.459 0.169 6 4 -0.007 0.262 7 5 20.809 -14.222 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 16 - DL + 0.75*UBL + 0.75*WL2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 10.583 12.336 0.000 0.000 0.000 2 2 -0.003 -0.727 3 -0.014 -0.731 4 3 -1.461 -0,506 5 -0.888 -0.425 4 -0.010 -0.239 5 28.741 -14.233 0.000 0.000 0.000 Page 4 10~21~2004 g g DESIGN SUMMARY REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION Frame Reactions and Deflections -Load Combination 17 - DL + 0.75*UBR + 0;75*WL2 ion Member Vertical Horizontal Moment Vertical Horizontal oint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 26.412 12.339 0.000 0.000 0.000 2 2 -0.009 0.272 3 -0.868 0.457 4 3 -1.458 0.540 5 -0.031 0.764 6 4 -0.004 0.763 7 5 12.912 -14.236 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 18 - DL + 0.75*LL + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 9.467 6.843 0.000 0.000 0.000 2 2 -0.003 -0.126 3 -0.197 -0.086 4 3 -0.622 -0.020 5 -0.183 0.048 6 4 -0.002 0.085 7 5 7.137 -4.946 0.000 0.000 0.000 ~e Reactions and Deflections - Load Combination 19 - DL + 0.75*SL + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 17.965 12.666 0.000 0.000 0.000 2 2 -0.006 -0.233 3 -0.390 -0.153 4 3 -1.252 -0.021 5 -0.378 0.113 6 4 -0.005 0.190 7 5 15.635 -10.770 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 20 - DL + 0.75*UBL + 0.75*WLR Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) 1 1 10.069 12.677 0.000 0.000 0.000 2 2 -0.003 -0.733 3 0.036 -0.747 4 3 -1.255 -0.544 5 -0.807 -0.482 4 -0.008 -0.312 5 23.567 -10.780 0.000 0.000 0.000 Page 5 1o~21r2oo4 10 0 NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION DESIGN SUMMARY REPORT Frame Reactions and Deflections - Load Combination 21 - DL + 0.75*UBR + 0.75*WLR ion Member Vertical Horizontal Moment Vertical Horizontal oint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IM (IM ------ ------ -------- -------- -------- -------- -------- 1 1 25.897 12.680 0.000 0.000• 0.000 2 2 -0.009 0.266 3 -0.817 0.441 4 3 -1.252 0.502 5 0.049 0.708 6 4 -0.003 0.691 7 5 7.738 -10.783 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 22 - DL + 0.75*LL + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT> (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 12.3ll 8.399 0.000 0.000 0.000 2 2 -0.004 -0.160 3 -0.262 -0.106 4 3 -0.828 -0.021 5 -0.250 0.067 6 4 -0.003 0.118 7 5 9.981 -6.502 0.000 0.000 0.000 ~me Reactions and Deflections - Load Combination 23 - DL + 0.75*SL + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN> (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 20.809 14.223 0.000 0.000 0.000 2 2 -0.007 -0.267 3 -0.455 -0.173 4 3 -1.458 -0.022 5 -0.445 0.133 6 4 -0.006 0.222 7 5 18.479 -12.326 0.000 0.000 0.000 Frame Reactions and Deflections - Load Combination 24 - DL + 0.75*UBL + 0.75*WR2 Section Member Vertical Horizontal Moment Vertical Horizontal Joint Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) (IN) ------ ------ -------- -------- -------- -------- -------- 1 1 12.913 14.233 0,000 0.000 0.000 2 2 -0,004 -0.767 3 -0.029 -0.768 4 3 -1.461 -0.545 5 -0.873 -0.462 4 -0.009 -0.279 5 26.4ll -12.337 0.000 0.000 0.000 Page 6 10~21~2004 101 DESIGN-SUMMARY REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION Frame Reactions and Deflections - Load Combination 25 - DL + 0,75*UBR + 0,75*WR2 Se~ Member Vertical Horizontal Moment Vertical Horizontal Joi Joint Reaction Reaction Reaction Deflection Deflection Number Number (KIPS) (KIPS) (KIP-FT) (IN) -------- (IN) -------- ------ 1 ------ 1 -------- 28.741 -------- 14.236 -------- 0.000 0.000 0,000 2 2 -0.010 0.233 3 -0.883 0.421 4 3 -1.458 0.501 5 -0.017 0.728 6 4 -0.003 0.724 7 5 10,582 -12.339 0.000 0.000 0.000 r~ Page 7 1o~21r2oo4 10 2 DESIGN SUMMARY~REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION Page 8 1o~21r2oo4 10 3 ---------------------------- .COLUMN 1- 2 Length 10.05 FT Member Angle 90.00 Deg Temp Diff 0, DEG,F Releases 0 Weight 427. LB tion Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 8.94 55. 46. 5 1.79 FT 15,00 IN 15.00 IN 10,000 x 0.5000 0,1644 10,000 x 0,5000 0,973 8.9 FT 5 (Controlling Actions) Axial --Allowable Stresses- - --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer F1, Inner F1. Load Force Allow - No. (KIPS) (KIP-FT) (KSD (KSI) (KSI) (KSI) (KSI) (KSD Axial Bending Bending , Cond (KIPS) (KIPS) T -- 1- 40.18 -182.05 24,70 33.00 32.06 ------- 3.22 -27.01 27,01 0.13 0.82 0.84 ------- 5 -20.36 24.63 ----------------- -- - --------------------- --- RAFTER 2- 3 Length 29,84 FT Member Angle 10.54 Deg Temp Diff 0. DEG,F Releases ----------------------- 0 Weight 824, LB Section Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load No. (FT) Flg Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 9,36 55, 46, 5 1.87 FT 30,00 IN 18,00 IN 6,000 x 0,2500 0,2500 6,000 x 0,3125 0.992 8 9 FT 4 2 20.00 55, 46, 11 1.82 FT 18.00 IN . 18,00 IN 6.000 x 0.3750 0.1644 6.000 x 0.3750 0,966 23.5 FT 5 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer Fl. Inner F1, Load Force Allow - No, (KIPS) (KIP-FT) (KSI) (KSI) .(KSI) (KSI) (KSI) (KSD Axial Bending Bending . Cond (KIPS) (KIPS) T 1 23.15 -102,79 14.69 33,00 27,83 2.83 -27,27 25.03 0,09 0.83 0,90 5 28 89 43 31 ---2 20.24 110.13 18,20 33,00 33,00 ------ 2,71 26,94 -26,94 0.15 0,82 0.82 ------- . . 5 17,09 20,53 ------ - ----- ---------------------------- ---- RAFTER 3- 4 Length 29.84 FT Member Angle -10.54 Deg Temp Diff 0, DEG.F Releases ---------------------- 0 Weight 824. LB coon Length Yield No, Segment Web Depth Web Depth Outer Flange Web Max Comb at Load . (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 1 20.00 55. 46. ll 1.82 FT 18.00 IN 18,00 IN 6.000 x 0.3750 0.1644 6.000 x 0.3750 0,968 6 4 FT 4 2 9.36 55. 46. 5 1.87 FT 18,00 IN 30.00 IN 6.000 x 0,2500 0.2500 6,000 x 0,3125 . 0.987 20.9 FT 5 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. Load Force Allow - No, (KIPS) (KIP-FT> (KSD (KSD (KSD (KSD (KSD (KSD Axial Bending Bending , Cond (KIPS) (KIPS) T 1 20,23 110,40 18.20 33.00 33.00 2.71 27,01 -27,01 0.15 0.82 0,82 4 -17 05 20 53 2 23.12 -102.24 14.69 33.00 27.83 --- ------------------ 2.83 -27.12 24.90 0.09 0,82 0.89 . . 4 -28.97 43.31 i• DESIGN SUMMARY REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION Page 9 10/21/2004 ~ Q 4 EXT.COLUMN 5- 4 Length 10.05 FT Member Angle 90.00 Deg Temp Diff 0. DEG.F Releases 0 Weight 427. LB Sec ' Length Yield No. Segment Web Depth Web Depth Outer Flange Web Max Comb at Load (FT) F1g Web Seg Size Start End or Section Thickness Inner Flange Unity Ck Dist Cond 8.94 55. 46. 5 1,79 FT 15.00 IN 15.00 IN 10.000 x 0.5000 0.1644 10.000 x 0.5000 0.973 8.9 FT 4 (Controlling Actions) Axial --Allowable Stresses-- --Maximum Stresses--- --Unity Check Components-- -----Web Shear----- D Section Force Moment Fa Fb0 FbI Axial Fb0 FbI Outer F1. Inner F1. Load Force Allow. - No. (KIPS) (KIP-FT) (KSD (KSI) (KSD (KSI) (KSI) (KSI) Axial Bending Bending Cond (KIPS) (KIPS) T 1 40.18 -182.02 24.70 33.00 32,06 3.22 -27.00 27.00 0.13 0.82 0.84 5 -20.36 24.63 Frame Weight (excluding connections, clips and flange braces) is 2501 LB 2 Cycles • FLANGE BRACE REPORT NCI Building Systems, L.P. Page 1 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 Flange Brace Removal Option: OFF - ----------------------------------------------------------- ZOLUMN 1 - 2 Girts located at 3.5OFT 7.33FT Braced at B B RAFTER 2 - 3 Purlins located at Braced at RAFTER 3 - 4 Purlins located at Braced at COLUMN 5 - 4 Girts located at Braced at i• 3.52FT 7.59FT 11.66FT 15.73FT 19.8OFT 23.87Ff 28.61FT 29.84FT B B B B B 1.22FT 5.97FT 1O.O4FT 14.11FT 18.18FT 22.24FT 26.31FT 29.84FT B B B B B 3.5OFT 7.33FT B B 105 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. 220165-1 - TRI-STEEL CONSTRUCTION PORT JOINT 1 -- EXTERIOR COLUMN --------------------------------------- O,A, SECTION DEPTH ....,.. 16.0000 (IN) OUTER FLANGE WIDTH ....... 10.0000 (IN) INNER FLANGE WIDTH ...,.,. 10.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE --------------------------- CASE WITH ALLOWABLE STRESS INCREASE CASE SHEAR ............ ------ 20.356 (KIPS) ---- 5 --------------------------------- SHEAR .........,,. 0.000 (KIPS) ---- NONE TENSION .......... 8.288 (KIPS) 6 TENSION ..,......, 0.000 (KIPS) NONE COMPRESSION ...... 40.560 (KIPS) 5 COMPRESSION .,,... 0.000 (KIPS) NONE SHEAR & TENS .,... 18.103 (KIPS) 6 SHEAR & TENS ..,.. 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design COLUMN BASE SIZES ALLOWABLE WIND/SEISMIC ALLOWABLE SHEAR .................. 26.243 (KIPS) SHEAR ..,,,............. 34.903 (KIPS) TENSION (acting alone).. 50.630 (KIPS) TENSION (acting alone);, 67,338 (KIPS) COMPRESSION ...,....,.,, 173.250 (KIPS) COMPRESSION ........,... 173.250 (KIPS) ANCHOR BOLTS (A3O7) - ------------------------------------ QTY AND DIAMETER ...,. ( 6> 0.7500 (IN) BASE PLATE -------------------------- PLATE WIDTH .............. ------------- 10.0000 (IN) INTERIOR PITCH ....,.,.,.,, 4.0000 (IN> PLATE THICKNESS .......... 0.3750 (IN) TYPICAL GAUGE ............. 4.0000 (IN) PLATE LENGTH .,..,.....,.. 16,5000 (IN) DISTANCE TO FIRST ROW ...., 3.0000 (IN) Page 1 10 6 10/21/2004 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L. P. 220165-1 - TRI-STEEL CONSTRUCTION SUPT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES O.A. SECTION DEPTH ....... 16.0000 (IN) OUTER FLANGE WIDTH ....... 10.0000 (IN) INNER FLANGE WIDTH ....... 10.0000 (IN) CRITICAL FORCES FOR LOAD CASES LOAD WITH NO ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR ............ 20.356 (KIPS) 5 TENSION .......... 8.288 (KIPS) 8 COMPRESSION ...... 40.559 (KIPS) 4 SHEAR & TENS ..... 18.103 (KIPS) 8 CRITICAL FORCES FOR LOAD CASES LOAD WITH ALLOWABLE STRESS INCREASE CASE --------------------------------- ---- SHEAR ............ 0.000 (KIPS) NONE TENSION .......... 0.000 (KIPS) NONE COMPRESSION ...... 0.000 (KIPS) NONE SHEAR & TENS ..... 0.000 (KIPS) NONE PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR .................. 26.243 (KIPS) TENSION (acting alone).. 50.630 (KIPS) COMPRESSION ............ 173.250 (KIPS) WIND/SEISMIC ALLOWABLE SHEAR .................. 34.903 (KIPS) TENSION (acting alone).. 67.338 (KIPS) COMPRESSION ............ 173.250 (KIPS) ANCHOR BOLTS (A307) - - - - - ------------ AND DIAMETER ..... ( 6) 0.7500 (IN) INTERIOR PITCH ............ 4.0000 (IN) TYPICAL GAUGE ............. 4.0000 (IN) DISTANCE TO FIRST ROW ..... 3.0000 (IN) BASE PLATE PLATE WIDTH .............. 10.0000 (IN) PLATE THICKNESS .......... 0.3750 (IN) PLATE LENGTH ............. 16.5000 (IN) Page 2 10/21/2004 107 ~~ ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. Page 3 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 ---------------------------------------------------------------------------------------------------------- ~NECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: VERTICAL KNEE SPLICE (3) OUTER FLANGE; EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IM (IM (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 10.0000 0.5000 35.6875 55.0 1.0000 1.0000 4.0000 3.0000 (6> 0.7500 (4) 0.7500 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 15.0000 0.1644 10.0000 10.0000 0.5000 0.5000 RIGHT 30.0000 0.2500 6.0000 6.0000 0.2500 0.3125 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT> (KIPS) OUTER 170.046 12.882 ~NNER 103.329 5.604 BOLT BOLT PRYING RUPTURE YIELD LOAD FORCE ALLOW ALLOW COND (KIPS) (KIP-FT) (KIP-FT> RESULTS 4 0.000 259.785 258.052 Successful Design 6 0.000 181.106 222.683 Successful Design 108 ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. Page 4 ~ Q 9 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 ~ECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 11: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE- WIDTH THICK. LENGTH (IN) (IN) (IN) 6,0000 0,5000 23.3125 DESIGN WEB DEPTH THICK. SEGMENT (IN) (IN) YIELD (KSI) 55.0 -FLAN( OUTER (IN> --EDGE I OUT.FLG (IN) 0,8750 ~E WIDTH-- INNER (IN) IISTANCE-- --BOLT QTY & DIAMETER-- IN. FLG PITCH GAUGE OUTER FLG, INNER FLG, BOLT (IN) (IN) (IN) (IN) (IN) TYPE 0.8750 4,0000 3,0000 (4) 0,6250 (4) 0.6250 A325 • --FLANGE THICK,-- OUTER INNER (IN) (IN) LEFT 18,0000 0,1644 6,0000 6.0000 0.3750 0.3750 RIGHT 18,0000 0,1644 6.0000 6.0000 0.3750 0.3750 DESIGN DATA: BOLT BOLT ADJUSTED ASSOCIATED PRYING RUPTURE YIELD MOMENT SHEAR LOAD FORCE ALLOW ALLOW FLANGE (KIP-FT) (KIPS) COND (KIPS) (KIP-FT> (KIP-FT) RESULTS OUTER 56.191 0,497 8 0.000 77,943 107.383 Successful Design ~NNER 56.191 4,760 4 0.000 76,044 105.826 Successful Design ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. Page 5 220165-1 - TRI-STEEL CONSTRUCTION. 10/21/2004 COION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH 1: RIDGE SPLICE (5) OUTER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 6.0000 0.5000 23.3125 55.0 0.8750 0.8750 4.0000 3.0000 (4) 0.6250 (4) 0.6250 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) (IN) (IN) (IN) (IM (IN) ------- -------- ------- ------- ------- ------- ------- LEFT 18.0000 0.16W+ 6.0000 6.0000 0.3750 0.3750 RIGHT 18.0000 0.1644 6.0000 6.0000 0.3750 0.3750 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT) (KIPS) ER 56.191 1.553 ~R 56.191 11.508 BOLT PRYING LOAD FORCE COND (KIPS) 8 0.000 4 0.000 BOLT RUPTURE ALLOW (KIP-FT) 77.943 76,044 YIELD ALLOW (KIP-FT) RESULTS -------- ----------------- 107.383 Successful Design 105.826 Successful Design 110 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L. P. Page 6 220165-1 - TRI-STEEL CONSTRUCTION 10/21/2004 COION DESIGN DATA FOR MEMBER 3- 4 AT DEPTH ll: VERTICAL KNEE SPLICE (3) LANG R F E. EXTENDED (1 ROW OUTSIDE OF THE FLANGE) INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IM (IN) (KSI) (IN) (IN) (IN) (IM (IM (IN) TYPE 10.0000 0.5000 35.6875 55.0 1.0000 1.0000 4.0000 3.0000 (6) 0.7500 (4) 0.7500 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMEf~ (IN) ------- -------- (IM (IN) (IN) (IN) (IN) LEFT 15.0000 ------- 0.1644 ------- 10.0000 ------- 10.0000 ------- 0.5000 ------- 0.5000 RIGHT 30.0000 0.2500 6.0000 6.0000 0.2500 0.3125 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT) (KIPS) ------ -------- ---------- OUTER 170.101 12.958 ~R 103.329 5.624 BOLT BOLT PRYING RUPTURE YIELD LOAD FORCE ALLOW ALLOW COND (KIPS) (KIP-FT) (KIP-FT) RESULTS 5 0.000 259.785 258.052 Successful Design 8 0.000 181.106 222.683 Successful Design 111 • MEMBER WEIGHTS REPORT NCI Building Systems, L. P. Page 1 1 1 2 220165-1 - TRI-STEEL CONSTRUCTION - 10/21/2004 --------------------- -------- ------------- Member --------------- Weight of ------------- Weight of -------- ------ Weight of -------------- Total Member Member Weight Connections Clips F1g. Braces Weight ®Identification (LB) (LB) (LB) (LB) (LB) --------------------- Ext. Column 1- -------- 2 ------------- 426.5 --------------- 68,2 ------------- 6.1 --------------- 5.3 -------------- 506.0 Rafter 2- 3 823.9 70.4 19.5 12.1 925.9 Rafter 3- 4 823.9 70.4 19.5 12.3 926.0 Ext. Column 5- 4 426.5 68.2 6.1 5.3 506.0 ---------------------- Totals: ------- ------------- 2500.7 --------------- 277.2 ------------- 51.0 --------------- 35.0 -------------- 2864.0 • MATERIALS REPORT NCI Building Systems, L.P. Page 1 220165-1 - TRI-STEEL CONSTRUCTION 10/21/204 - ------- ---------- ---------------------------------- Material ---------------- Material ---------------------------- --- Material Weight Type and Size Quantity (LB) Flange Plates 10.0 x 0.500 (l0E) 40.2 FT 684.3 6.0 x 0.250 (6B ) 19.7 FT 10.4 6.0 x 0.3125 (6C ) 19.7 FT 125.5 6.0 x 0.3750 (6D ) 80.0 FT 612.5 Subtotal 1522.7 Web Plates 0.16440 (W8 ) 85.1 SQFT 571.5 0.25000 (WB ) 39,8 SQFT 406.5 Subtotal 978.0 Connection Plates 10.0 x 0.3750 2.8 FT 35.1 10.0 x 0.500 11.9 FT 202.5 6.0 x 0.500 3.9 FT 39.6 Subtotal 277.2 A325 Connection Bolts 0.750 x 2.0 (1232) 20 11.7 0,625 x 2.0 (1032) 8 3.0 Subtotal 14.7 Girt/Purlin Clips 6.0 x 6.5 X 0.1875 (SC-3) 4 8.3 6.0 x 7.0 x 0.1875 (SC-1) 14 31.3 Subtotal 39.6 Flange Brace Clips 3.0 x 3.0 x 0.1875 (SC-2) 24 ll.5 Subtotal 11.5 Flange Braces 2 x 2 x 14GA 34.4 FT 35.0 Subtotal 35.0 Total Weight 2878.7 LB Run Completed At - 10/21/2004 16:17:41 113 ******************************************* * * * Auto/Steel Design * A Synercom Technology, Inc. Development * for NCI Building Systems * Release 7, MOD 4 * * 2001.07.01.0 * * * ******************************************* Run Start Date 10/21/2004 Time 16:02:18 TITLE - FSW PORTAL FRAME PROJECT - #220165 ENGR - MAC TYPE - RIGID FRAME UNITS OPTIONS INPUT -English OUTPUT - English REPORT OPTIONS ANCHOR BOLTS AND CONNECTIONS FLANGE BRACE REPORT DESIGN SUMMARY REPORT WITH DEFLECTIONS SHORT OUTPUT` EXECUTION OPTIONS EXECUTION MODE = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 ~NITY CHECK RANGE = 0.950 TO 1.030 MAXIMUM SEGMENT SIZE = 2.000 FT COEF. OF LINEAR EXPANSION = 0.0000065000/DEG.F MOD, OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = NO MINIMUM N0. ANCHOR BOLTS = 4 COMMAND LINE OPTIONS /I C:\MOISES\220\220165-pl.dsn /0 C:\MOISES\220\220165-pl.dso /N C:\MOISES\220\220165-pl.nif /P C:\DsnLib\Plates32.sav 114 • DESIGN INPUT ECHO NCI Building Systems, L.P. FSW PORTAL FRAME FRTAL FRAME MAC,#220165,,,,,AC,FB„ DF,,,,SH 3, 1,.95,1.03,,,,,N,,,4 SPANS 18.75 11.333„6.25, 10.5,,,10.5,,,,,E 6B,,,W1,,,6B,,,55.,,,,,,,,,,,46. 12.5,,,,12.5,.001„ 001,,,70007 8B,,,W1,,,8B,,,,55.,46. ll.333„ 6.25,10.5,,,10.5,,,,,E „ 6B,,,W1,,,6B,,,55.,,,,,,,,,,,46. LOAD FACTORS,.001,100. DEAD LOAD,.001 LIVE LOAD,.001 WIND LOAD,19,451,PSF,SPEC,.22,-.87,-.55,-.47 LOAD CONDITIONS 1 LOADCOND LDCN 2,90.,DL,100.,EQL,,,,, 0.9*DL + Em/1.4-L 90.,DL,100.,EQR,,,,, 0.9*DL + Em/1.4-R LO LOAD,2,3,EQL,GLOB,X,CONC,0.,+7.5 LOAD,3,2,EQR,GLOB,X,CONC,O.,-7.5 END PAGE 1 10/21/2004 115 ~_J MACRO INPUT ECHO NCI Building Systems, L.P. CYCLE 1 FSW PORTAL FRAME 10/21/2004 SP~ENGTHS 18.750 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 11.333 0.000 6.250 10.500 0.000 0.000 10.500 0.00 0.00 0.00 G 0.00 GIRT AND BRACE LOCATIONS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 .000 0.000 6B Wl 6B 55.00 0.00 46.00 RAFTER AT LEFT KNEE 12.500 0.000 0.000 0.000 12.500 0.001 0.001 0.000 0.0 70007 0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB---- -/-INNER FLANGE-/ LENGTH FY FY Kx 8B W1 8B 0.00 55.00 46.00 0.00 0 RIGHT EXTERIOR COLUMN EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 11.333 0.000 6.250 10.500 0.000 0.000 10.500 0.00 0.00 0.00 G 0.00 GIRT AND BRACE LOCATIONS 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 6 W1 6B 55.00 0.00 46.00 116 J MACRO INPUT ECHO NCI Building Systems, L,P, FSW PORTAL FRAME 10/21/2004 LOORS 0,001 100,000 D AD 0,001 0,000 0,000 0,000 0 .000 LIVE LOAD 0.001 0,000 0.000 0,000 0 .000 WIND LOAD 19,451 PSF SPEC 0.220-0,870-0,550-0 .470 LOAD CONDITIONS 0 100000000000000 0.00 0,00 0.00 0,00 0 LOADCOND LDCN 2 90,00 DL 100.00 EQL 0,00 0,00 0,9*DL + Em/1,4-L LDCN 3 90,00 DL 100.00 EQR 0,00 0,00 0.9*DL + Em/1,4-R LOADS 0 LOAD 2 3 EQL GLOB X CONC 0,000 7.500 0,000 0,000 LOAD 3 2 EQR GLOB X CONC 0,000 -7,500 0,000 0,000 LOAD 1 2 DL GLOB Y UNIF 0,00000 -0.01479 0,00000 -0,01479 DLWT LOAD 2 3 LL GLOB Y UNIF 0,00000 -O,OOlll 0.00000 -O,OOlll LIVE LOAD 2 3 DL. GLOB Y UNIF 0,00000 -0.00111 0,00000 -O,OOlll DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 -0,01910 0,00000 -0,01910 DLWT LOAD 4 3 DL GLOB Y UNIF 0,00000 -0,01479 0,00000 -0,01479 DLWT END LOAD CONDITION ARRAY 1 DL 100, LL 100, 0, 0. 2 DL 90. EQL 100. 0, 0. 3 DL 90. EQR 100. 0. 0. LOAD CONDITION DESCRIPTIONS DEAD + LIVE LOAD 117 • FRAME DESIGN DATA NCI Building Systems, L.P. FSW PORTAL FRAME FIGURATION BUILDING WIDTH NUMBER OF SPANS SPAN WIDTHS (FT> DESIGN BAY SIZE LEFT EAVE HEIGHT RIGHT EAVE HEIGHT LEFT COLUMN SLOPE LEFT RAFTER SLOPE RIGHT RAFTER SLOPE RIGHT COLUMN SLOPE GIRT DEPTH PURLIN DEPTH LOADINGS .., (NON-SYMMETRIC FRAME) .,, = 18.75 FT = 1 = 18.75 = 0.00 FT = 11.33 FT = 11.33 FT = 0.00 /12 = 0.00 /12 = 0,00 /12 = 0.00 /12 = 6.25 IN = 0.00 IN DEAD LOAD = 1000.000 PSF LIVE LOAD = 1000.000 PSF WIND LOAD = 19.451 PSF WIND LOAD PARAMETERS ,,. WIND LOAD METHOD = SPEC WIND INTENSITY = 19.45 PSF MEAN ROOF HEIGHT = ll.33 FT W FT COEFFICIENTS = 0.22 -0.87 -0.55 -0,47 FOR WLL W GHT COEFFICIENTS = 0.22 -0.87 -0.55 -0,47 FOR WLR LOAD CONDITIONS ... 10/21/2004 LOAD CONDITION 1 = DEAD + LIVE LOAD LOAD CONDITION 2 = 0.9*DL + Em/1.4-L 1. 7.50 (KIPS) CONCENTRATED LOAD APPLIED IN GLOBAL X DIRECTION TO MEMBER 2- 3 AT 0.00 FT FROM JOINT 2 LOAD CONDITION 3 = 0.9*DL + Em/1.4-R 1. -7.50 (KIPS) CONCENTRATED LOAD APPLIED IN GLOBAL X DIRECTION TO MEMBER 3- 2 AT 0.00 FT FROM JOINT 3 118 • DESIGN SUMMARY REPORT NCI Building Systems, L.P, FSW PORTAL FRAME FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 -DEAD + LIVE LOAD MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL J JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS} - (KIP-FT) (IN) (IN) 1 1 0,339 ------- 0,026 -------- 0,000 -------- 0,000 -------- 0,000 2 2 0,000 0,000 3 3 0.000 0,000 4 4 0,339 -0.026 0.000 0.000 0,000 FRAME REACTIONS AND DEFLECTIONS - LOAD COND ITION 2 - 0,9*DL + Em/1 ,4-L SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP-FT) (IN) (IN) 1 1 -4,520 -3.732 0,000 0,000 0,000 2 2 0,005 1,487 3 3 -0.005 1,482 4 4 5,114 -3.768 0.000 0,000 0,000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - 0,9*DL + Em/1. 4-R SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS) (KIP-FT) (IN) (IN) 1 5,115 -------- 3,768 -------- 0,000 -------- 0,000 -------- 0.000 2 -0,005 -1,482 3 3 0,005 -1.487 4 4 -4,521 3,732 0,000 0.000 0,000 PAGE N0, - 1 DATE 10/21/2004 1 1 9 • DESIGN SUMMARY REPORT NCI Building Systems, L.P. FSW PORTAL FRAME PAGE N0. - 2. DATE 10/21/2004 ~ 2 0 EXT.COLUMN 1- 2 LENGTH 10.81 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 160, LB SE N LENGTH YIELD N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 10,29 55. 46. 6 1.72 FT 10.50 IN 10.50 IN 6,000 x 0,2500 0.1345 6,000 x 0.2500 1.004 10,3 FT 3 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW, - N0. (KIPS) (KIP-FT> (KSD (KSI) (KSD (KSI) (KSD (KSD AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 4.98 -38,78 14,24 33.00 29,38 1,15 -27,14 27.14 0.08 0,82 0.92 3 -3,77 18.64 RAFTER 2- 3 LENGTH 16.83 FT MEMBER ANGLE 0.00 DEG TEMP DIFF 0, DEG,F RELEASES 0 WEIGHT 322, LB SECTION LENGTH YIELD N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD N0. (FT) 'FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 15.96 55, 46. 8 1.99 FT 12.50 IN 12.50 IN 8,000 x 0.2500 0.1345 8,000 x 0.2500 0.935 0.4 FT 3 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - N0. (KIPS) (KIP-FT) (KSI) (KSD (KSI) (KSI) (KSI) (KSD AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 3,79 -38,57 ll.22 33,00 19.51 0,67 -17.07 17.07 0.06 0,52 0.88 2 -4.96 16,86 EXT.COLUMN 4- 3 LENGTH 10,81 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASES 0 WEIGHT 160, LB SECTION LENGTH YIELD N0. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD N0, (FT) FLG WEB SEG SIZE START END OR SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 10.29 55. 46. (~OLLING ACTIONS) 6 1,72 FT 10.50 IN 10.50 IN 6,000 x 0.2500 0.1345 6.000 x 0.2500 1,004 10,3 FT 2 AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - N0. (KIPS) (KIP-FT) (KSD (KSD (KSD (KSD (KSD (KSD AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 4,98 -38,78 14.24 33.00 29.38 1.15 -27,14 27.14 0,08 0.82 0.92 2 -3,77 18.64 FRAME WEIGHT (EXCLUDING CONNECTIONS, CLIPS AND FLANGE BRACES) IS 641. LB NCI Building Systems, L.P. FSW PORTAL FRAME Locate Flange Bracing Option: OFF COLUMN 1 - 2 UNBRACED RAFTER 2 - 3 UNBRACED COLUMN 4 - 3 UNBRACED • FLANGE BRACE REPORT PAGE N0. - 1 1 2 1 DATE 10/21/2004 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. FSW PORTAL FRAME SU~T JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES --------------------------------------- SECTION DEPTH .......,,... 10.5000 (IN) OUTER FLANGE WIDTH .....,. 6.0000 (IN) INNER FLANGE WIDTH .....,. 6.0000 (IN) NON-WIND LOAD CRITICAL FORCES LOAD CASE ------------------------------- --------- SHEAR .......... 3.768 (KIPS) 3 TENSION ........ 4.520 (KIPS) 2 COMPRESSION .... 5.115 (KIPS) 3 SHEAR & TENS ... 11.237 (KIPS) 2 PAGE N0. - 1 DATE 10/21/2004 WIND LOAD CRITICAL FORCES LOAD CASE SHEAR .......... 0.000 (KIPS) 0 TENSION ........ 0.000 (KIPS) 0 COMPRESSION .... 0.000 (KIPS) 0 SHEAR & TENS ... 0.000 (KIPS) 0 PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE SHEAR .................. 17.495 (KIPS) TENSION (acting alone).. 33.754 (KIPS) COMPRESSION ..........., 69.300 (KIPS) ANCHOR BOLTS (A307) WIND/SEISMIC ALLOWABLE SHEAR .................. 23.269 (KIPS) TENSION (acting alone).. 44.892 (KIPS) COMPRESSION ............ 69.300 (KIPS) BASE PLATE AND DIAMETER ..,.. ( 4) 0.7500 (IN> RIOR PITCH .......,,,,. 4.0000 (IN) TYPICAL GAUGE ............. 4.0000 (IN) DISTANCE TO FIRST ROW ..... 3.0000 (IN) PLATE WIDTH .............. 6.0000 (IN) PLATE THICKNESS .......... 0.3750 (IN) PLATE LENGTH ............. ll.0000 (IN) 122 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L,P. FSW PORTAL FRAME SU~T JOIM' 4 -- EXTERIOR COLUMN COLUMN BASE SIZES --------------------------------------- SECTION DEPTH ..,..,,.,,.. 10,5000 (IN) OUTER FLANGE WIDTH ...,.,. 6.0000 (IN) INNER FLANGE WIDTH ,,,..,. 6,0000 (IN) NON-WIND LOAD CRITICAL FORCES LOAD CASE ------------------------------- --------- SHEAR ...,...... 3.768 (KIPS) 2 TENSION ....,... 4,521 (KIPS) 3 COMPRESSION .,.. 5.114 (KIPS) 2 SHEAR & TENS ... ll.238 (KIPS) 3 WIND LOAD CRITICAL FORCES LOAD CASE SHEAR ....,.,.,. 0.000 (KIPS) 0 TENSION .,.,.,,. 0.000 (KIPS) 0 COMPRESSION ,... 0.000 (KIPS) 0 SHEAR & TENS ... 0.000 (KIPS) 0 PINNED BASE CONNECTION DESIGN RESULTS: Successful Design ALLOWABLE WIND/SEISMIC ALLOWABLE SHEAR .................. 17.495 (KIPS) SHEAR .,..,.......,..... 23.269 (KIPS) TENSION (acting alone).. 33,754 (KIPS) TENSION (acting alone).. 44.892 (KIPS) COMPRESSION ....,....... 69.300 (KIPS) COMPRESSION ....,.,,,.,, 69.300 (KIPS) ANCHOR BOLTS (A307) BASE PLATE AND DIAMETER ..... ( 4) 0.7500 (IN) RIOR PITCH ............ 4.0000 (IN) TYPICAL GAUGE ............. 4.0000 (IN) DISTANCE TO FIRST ROW ..... 3.0000 (IN) PLATE WIDTH .............. 6.0000 (IN) PLATE THICKNESS .,,..,.... 0.3750 (IN) PLATE LENGTH ............. ll.0000 (IN) PAGE N0. - 2 DATE 10/21/2004 123 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. FSW PORTAL FRAME PAGE N0. - 3 DATE 10/21/2004 CO TION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH l: VERTICAL KNEE SPLICE (7) ER FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSIDE OF THE FLANGE) ---------CONNECTION PLATE--------- --EDGE DISTANCE-- --BOLT QTY & DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG IN. FLG PITCH GAUGE OUTER FLG. INNER FLG. BOLT (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN) (IN) (IN) TYPE ------- ------- -------- ------ ------- ------- ------- ------- ----------- ----------- ---- 8.0000 0.5000 15.7500 55.0 1.0000 1.0000 3.0000 3.0000 (4) 0.7500 (4) 0,7500 A325 DESIGN WEB --FLANGE WIDTH-- --FLANGE THICK.-- DEPTH THICK. OUTER INNER OUTER INNER SEGMENT (IN) ------- -------- (IN) --- (IN) (IN) (IN) (IN) LEFT 10.0000 ---- 0.1345 ------- 6.0000 ------- 6.0000 ------- 0.2500 ------- 0.2500 RIGHT 12.0000 0.1345 8.0000 8.0000 0.2500 0.2500 DESIGN DATA: ADJUSTED ASSOCIATED MOMENT SHEAR FLANGE (KIP-FT). (KIPS) ------ OUTER -------- 36.597 ---------- 4.949 ~R 36.351 4.686 BOLT PRYING LOAD FORCE COND (KIPS) 3 0.000 2 0.000 BOLT RUPTURE ALLOW (KIP-FT) 52.933 75.299 YIELD ALLOW (KIP-FT) RESULTS 53,357 Successful Design 77.705 Successful Design 124 • ANCHOR BOLTS AND CONNECTIONS REPORT NCI Building Systems, L.P. FSW PORTAL FRAME COION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH DESIGN WEB --FLANGE WIDTH-- DEPTH THICK. OUTER INNER SEGMENT (IN) (IN) (IN) (IN) ------- -------- ------- ------- ------- LEFT 10.0000 0.1345 6.0000 6.0000 RIGHT 12.0000 0.1345 8.0000 8.0000 DESIGN DATA: BOLT ADJUSTED ASSOCIATED PRYING MOMENT SHEAR LOAD FORCE FLANGE (KIP-FT) (KIPS) COND (KIPS) ------ -------- ---------- ------ ------- OUTER 36.608 4.962 2 0.000 ~R 36.343 4.672 3 0.000 PAGE N0. - 4 DATE 10/21/2004 R FLANGE: FLUSH INNER FLANGE: EXTENDED (1 ROW OUTSI DE OF THE ---------CONNECTION PLATE--------- --EDGE DI DIAMETER-- WIDTH THICK. LENGTH YIELD OUT.FLG INNER FLG. BOLT (IN) (IN) (IN) (KSD ------- ------- ------ (IN) (IN> TYPE -- ------ 8.0000 0.5000 15.7500 55.0 ------- 1.0000 ----------- ---- ( 4) 0.7500 A325 5: VERTICAL KNEE SPLICE (7) FLANGE) STANCE-- --BOLT QTY & IN. FLG PITCH GAUGE OUTER FLG. (IN) (IN) (IN) (IN) ------- ------- ------- ----------- 1.0000 3.0000 3.0000 (4) 0.7500 --FLANGE THICK.-- OUTER INNER (IN) (IN) ------- ------- 0.2500 0,2500 0.2500 0.2500 BOLT RUPTURE YIELD ALLOW ALLOW (KIP-FT> (KIP-FT) RESULTS -------- -------- ----------------- 52.933 53.357 Successful Design 75.299 77.705 Successful Design 125 • MEMBER WEIGHTS REPORT NCI Building Systems, L.P. FSW PORTAL FRAME Member Weight of Weight of Member identification .Weight (LB) Connections (LB) Clips (LB> Ext. Column 1- 2 159,9 24,9 0.0 Rafter 2- 3 321,6 35,7 0.0 Ext. Column 4- 3 ----------------- 159,9 24,9 0.0 --------- Totals: -------------- 641,3 --------------- 85.5 ------------ 0,0 • PAGE N0, - 1 DATE 10/21/2004 --------------------------- Weight of Total Member F1g, Braces Weight (LB) (LB) --------------------------- 0,0 184,7 0,0 357,3 0,0 184,7 --------------------------- 0,0 726,8 126 MATERIALS REPORT NCI Building Systems, L.P. PAGE N0. - 1 FSW PORTAL FRAME DATE 10/21/2004 --------------------------------------------------------------------------------------------------- Material Material Material Weight -~---------- TYPe and Size-----------------Quantity-----------------(LB) Flange Plates 6,0 x 0.2500 (6B ) 43.2 FT 220.7 8.0 x 0.2500 (8B ) 33.7 FT 229.1 Subtotal 449.9 Web Plates 0.13450 (W1 ) 34.9 SQFT 191.4 Subtotal 191.4 Connection Plates 6;0 x 0.3750 1.8 FT 14.0 8.0 x 0.5000 5.2 FT 71.5 Subtotal 85.5 A325 Connection Bolts 0.750 x 2.00 (1232) 16 9.3 Subtotal 9.3 Total Weight 736.1 LB • 127 • SECTION FAILURE SUMMARY NCI Building Systems, L.P. PAGE N0. - 1 1 2 $ FSW PORTAL FRAME DATE 10/21/2004 Member Section Maximum Combined Maximum Web Web d/t Identification Number Stress Ratio Force Ratio Violation o sections failed • • CONNECTION FAILURE SUMMARY NCI Building Systems, L.P. PAGE N0. - 1 ~ 2 9 FSW PORTAL FRAME DATE 10/21/2004 --------------------------------------------------------------------------------------------------- Member Identification Connection Type/Location Description - - - - ------------------------------------------------------------------------ connections failed Run End Date 10/21/2004 Time 16:02:18 • ~~ U 130 STD MATERIAL PROPERTIES • ~._ _. ==~o~.. - ~I ~ t ~ . ~ ~L1 ~H ~ L-S I ING L~BQ Rq O ' ~ . ~~~ ~ ~ ; - .:_: - E 1 ~ ~ - - L T > . ~ 1.31 . i .~ ~,)na ~.), 1 C~ i rT ~AC ' yti ~~` - -ce1 >•v ' , Y.s y?{ .7LLt. FLO?_I'~.~. ~=5 .. TL''•L rro-:c~eK Ta ~ _ , _ .`_~''t'~' t\ l i_t;TTLJ A) 1"[ C=vT~-Gn Tli ~ Twt rV>LIC nh7 -_ni>,Y rim i}~ .1= 7+~3 _ ~_ 1<''• _ 'T ~{ TJ ]tJ~l-C/S Ot• ~~ -rC'~7 ). CQF•_tU Z17 Mi C `xT7. -1h7 AUZ-CrI~i~0+1 • . { DV{ lCJ'>>l :I .s - CZ'{.C.7 I]C+~ 03 1tL~2L:wQ 7 `::: CY'Ta 7L` =1n1 ~L'~ L.•{tT=l1 JJ: 7t7v~L • i - i Ca.t . 2io. ~ - -: zr .+~i'-~ E: c~OLT- YI*T_ `=SB::._? r. .. r 4 75- S i. e ~ .. _:. -~..•L.IL$~ ~ ' -Fr7C 25~]-3~-'. lf4" :_ .~ 1 12'. .- . ,'ir1C 312 BA .. 5116" - - 5rr81T~ ~ .~ ~ ~. ~ . . 11, Z@O - • ~ rrtC 375 3~ ~ . - • . Slab ~ .. 3 jg'T ~ . • - .~ FNC 437 .~~. 7Jlbl, 3141' • . ~ - 2C,. EGO - . ' ~. t - . f'~C SGO B?~ .: 1211 - ~ - •: . - J 1~ . . ' :r, - i zsts ~z_ z cc=lCU Cted- usin3 .Che Flo=L~c St~~a :d •Grips, ,C E S _stra :a_ ~ .. ..- - ~'.d rhr e7z?~olts -• as set forth in t5e above .Cable ~:ith ail• tested. - - .! - . k ~ ==-`2=?~lies'Ftcz.ld_rig at 1e~st 1G0~ of ~ttle strand ratEd 3rz='.:i.*~3 load -- " ~- - per 1~Sr'.-x'+75. _ - - . ~ - - ' S `~ E _ ~ - ~ ~ o ~ - -Certifies . P1T T,5B1J~Gri i ~STI~iG LR-=GF ~. ~ ~Ho. 26773 ~ ~. - ~ - .-~ ~ d ~ - . . ~ -;~ -STATE .DF G, - Cn~rl.s L. 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E d o 01 c9 ~ j ~- -- _. O .j _ . m > ~ ro c.. o ~ - - ~ m c v 3 w c ro O N - - cn u7 - t .. -C ~ . m O L W ~ ' ' :L . C ~ Ll. ' . ~ m ~ "o 7 m- ~ s _ O O 3 0 ~ ~ O 1 . T u7 o'~ ' c1 ' ~ ... n m - ' • a u c m :D ~ o~ a~ . ~, c ~ c m ~ Z o o ~ ~ • ~ • U ~ ': .D ..D ~ C ~ m N .~ ~ _ v1 C. •.O O [D. R '~. [O N ~' J ~ C '17 L ro (D O Z C N -V' ~ - - O' O m ' J ' S ~ ~ - - C7 - . _ . ' ~ ~ •£ ~ y O O O - Q U' • • LL Y O n - 1. .n N N ' cp ~ - • C - • . ~ C'7 ~~ ~fj ~ • H ~ ' . i ~ Y L to . _ ^' • ~ n ~ ~-- - ??c~ ~ r~ ~n c-a N •O m m O ~ • ~ •c~ =a m h _ - Q m X .r m u r m ao ~ rn C o 0 aD .v y \ - ~ ~ N OT - • ~ ~ 'c o o O o ~n c Q vi ~c ~ ' Jtt Jt - ~ ~ ~ ° - ~ ~ ~ l ~ U } 'D ~ X142 ~ b - 4 N N C' c O V t a O n ' C 'D . N •€ t o, c . _~ ii . . m o - '- ~ ~ ~ _ - s - - n = ~_ ~ T ~ z ~ . fo .CT [.L C ~ y N . V L ~ _ . N O 0 ~ N [') N ~ m Q O ~ O C ~ . 2- ~ L o. 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