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HomeMy WebLinkAbout10-10182 CITY OF ZEPHYRHILLS i / f 5335 - 8TH STREET (813)780 -0020 10182 BUILDING PERMIT k t o,.. : — 2 i.: ` 'a k g 'T.'-4= € f P -, v , ms s ,', Permit Number: 10182 Address: 4241 SKY DIVE LN Permit Type: COMMERCIAL ZEPHYRHILLS, FL. Class of Work: ADD /ALT COMMERCIAL Township: Range: Book: Proposed Use: COMMERCIAL Lot(s): Block: Section: Square Feet: Subdivision: CITY OF ZEPHYRHILLS Est. Value: Parcel Number: 18- 26 -22- 0010 - 08600 -0000 Im rov. Cost: 6,500.00 Date Issued: 3/1: ; 8 -- - -- 2.-- Name: CITY OF ZEPHYRHILLS Total Fees: 206.42 o 1 Address: 4241 SKY DIVE LN ) Amount Paid: 206.42 ' ZEPHYRHILLS, FL. 33542 Date Paid: 9 int. Phone: Work Desc: CONSTRUCT DECK 21 X 15/WALK WAY 11 X 14 / PATIO 20 X 20 -FEE WAIVED ..W Lam. . Y N i - A a W- rya ,s BAC' •N - , TI•N - UILDIN FE 120.00 EL TRICAL F 35.0' EAST PASCO ELECTRIC, INC FIRE PLAN REVIEW FEES 51.42 TP 1-55 kl t ft tp-r-AP-JS (50c5( DziNW-- N " A 1 t (.11c...pri\16_,. k 2- 0 5 tc, A-Ot fz-I - I 0 645 .t,i 1..,v,5 -- ?,Ns,<Lsr) - R- c.1=A ar , 4 4 - ' ) 1 ' '‘N'Q COI° FOOTER 2ND - •U H PL MB MI I T. . LA I•NCEILIN FOOTER BOND DUCTS INSULATED SEWER MISC. ROUGH ELECTRIC LINTEL MISC MISC. 1ST ROUGH PLUMB PRE -METER INSULATION WALL MISC. DUCTS INSTALLED WATER MISC DRIVEWAY PRE -SLAB SHEATHING MISC. MISC. CONSTRUCTION POLE FRAME MISC. MISC. REINSPECTION FEES: Reinspection fees will comply with Florida Statute 553.80 (2)(c) when extra inspection trips are necessary due to any one of the following reasons: a) wrong address b) condemned work resulting from faulty construction c) repairs or corrections not made when inspections called d) work not ready for inspection when called e) permit not posted on job site f) plans not at job site g) work not accessible. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management, state agencies or federal agencies. The payment of inspection fees shall be made before any further permits will be issued to the person owning same "Warning to owner: Your failure to record a notice of commencement may result in your paying twice for improvements to your property. If you intend to obtain financing, consult with your lender or an attorney before r rding your notice of commencement." ezikL. &e.g._ Or 4 1 16 '', ' , C ONTRACTOR SIGNATURE PERMIT OFFI r R PERMIT EXPIRES IN 6 MONTHS WITHOUT APPROVED INSPECTION CALL FOR INSPECTION — 8 HOUR NOTICE REQUIRED PROTECT CARD FROM WEATHER Zephyrhills Fire Rescue 6907 Dairy Road, Zephyrhills, FL 33542 Fire Marshal Bus (813) 780 -0041 Kerry Barnett Fax (813) 780 -0044 E -mail: kbaxnett @fire.zephyrhills.fl.us Plan Review #: 10 -015 Project: Addition plus Walk Way Number of Pages: 9 1, 2010 I have received and reviewed the plans for the addition and covered walk way located at 4241 Sky Dive Lane and will allow the project to move forward. Please note that this review does not eliminate any further requirements as the project continues moving forward. By receiving permit, contractor acknowledges to comply with the items listed below. Should anyone have any questions, please do not hesitate to contact the Fire Mil's office. 1. Install exit light w/battery backup above each door in room addition. One of them shall be a combo light with emergency lighting. 2. On the walkway 8" is preferred as an opening between roofs. 3. Check with fire alarm contractor with reference to installing a horn/strobe in the addition. 4. Ensure a fire extinguisher is within 75' of travel. Kiang Required: 1. Final acts " B ° TT, FIRE MARSHAL '"*'Please be advised this review of plans submitted is a cursory review to assist the contractor in compliance with applicable fire safety codes. This review is not intended to be a final approval of the submitted plans. It is the contractor's sole responsibility to ensure that the plans are in complete compliance with all applicable NFPA codes and local ordinances. In the event that further examination or site inspection reveals areas of non - compliance, it shall be the contractor's sole responsibility, at their sole expense to bring those areas in compliance. The City assumes no responsibility for the contractor's failure to be in compliance with all applicable NFPA codes and local ordinances. ZEPHYRHILLS FIRE DEPARTMENT 6907 Dairy Road, Zephyrhills, FL 33542 Fire Chief Keith Williams Bus (813)780 -0041 Fax (813)780 -0044 FIRE SERVICE :USER FEES Occupancy No.: Qp //�� Plan No.: / .,O ' Contractor: DPiL LL (1iCkr) Business Name: 6. Billing Address: 34034 ( 4s ( C w" Business Address: 9 l4A S ,vg, 1 1,.,,, ( I,,,;‘ ; � ^ Business Phone No.: Billing Phone No.: 1 Business Fax No.: Billing Fax No.: Contact: Contact: PLAN REVIEW FEES _ INSPECTION FEES _ PERMIT FEE _ FALSE ALARM FEE Site Plan N/C _Annual N/C N/C _ Spnnlder $50 _ 1st Alarm N/C Mufti -Fami y /Commercial .06 sf _ 1st Re- inspection Standpipes 550 _ 2nd Alarm N/C N/C (Minimum Charge 525.00 _ 2nd Re- inspection $100 _Fire Pump 550 _ 3rd Alarm ID Plan Revisions DBL _ 3rd Re- inspection 5250 _Hoods 550 _4th Alarm 5100 4th Re- Inspection 5500 — Fire Alarm 550 _ 5th Alarm 5150 SPRINKLER SYSTEMS (Business closed until LP Gas $50 _ 6th Alarm 5200 _ 0 - 25 Heads $50 violations corrected) Natural Gas 550 _ NON COMPLIANCE 5150 26 plus Heads $100 _ SPRINKLER SYSTEMS — Fuel Tanks- per tank $50 STANDPIPE SYSTEM _ Hydro Undergrounds $45 _ Sparklers $100 El Per Riser $50 _ Hydrostatic Test $65 per system Fire Works $500 FIRE PUMP _ Acceptance Test $45 per system `_ Camp Fire 525 Per Pump 5100 Hydrant Flow $75 _ Controlled Bum 5100 FIRE ALARM SYSTEM — Hood/Duct $50 — 0 - 25 Devices 550 _ FIRE ALARM SYSTEM _ Place of Assembly $50 Annual 26 plus Devices 5100 — System Acceptance $50 _ Fire Protection $25 SUPPRESSION SYSTEMS _ Recall Acceptance $50 _ Flammable Application $50 Annual — Wet 550 _ OTHER _ Waste Tire Storage 550 Annual _ Dry 550 ^ Fire WalUSmoke Wail $15 per wall _ Generator < KW $100 CO2 550 _ LP Gas 525 per — Generator >30 KW 150 Other 550 _ Natural Gas $25 per system _ Bio-Hazard Waste 5100 Annual KITCHEN EXHAUST _ _ Fumigation Tenting 550 El Hood/Ducts 550 _ Tent 10'x10' or greater 515 per tent — Torch Pot/Applied 550 OTHER _ Fire Pum 545 — Haz. Materials 5100 Annual _ LP Installation per tank 550 _ Fire Suppression 530 Fuel Tank Installation 550 _ System Acceptance (Per Tank) $50 _ Exhaust Hood/Duct $30 ' El Natural Gas Installation $50 J Re - inspection DBL (Per System) (other than annual) El Spray Booth $50 Inspection scheduled DBL — and cancelled less than _ _ 24 hours _ Construction Insp. N/C _ Emergency Vehicle Act 550 FALSE ALARM PLANS TOT Z INSPECTION TOTAL PERMIT TOTAL TOTAL �`� GRAND TOTAL 1 L I. ti Z 1 Comments: ft) lq . v- Date: Ili I/0 Inspgctor: h .f .„ i, a { P. E .0000. 0.00.00.015 �o `tia �° I ya urn. n, p le-11.1 , 1315 "^ G 4 tt q R _ . o R e PE 0 .i I + iii. # o lB . I ,p a , , .. .. . i ! r 1 Ar'F s i 1 • _ I . X@{ { y 1 r ril : . 1 a ll pl ! °� .- s c I F • a I A ri b L- "' gyp Y t� ��' ? 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' il E U I . 14 d : 3f t . - ffi qa 0. 813 -780 -0020 City of Zephyrhills Permit Application Fax- 813 -780 -0021 Building Department 1 b ( �'L Date Received 02-17-2040 6 13 355 11 q 5 Phone Contact for Permitting I t I I I I I I I I I I H l LLLY - Owner's Name SK'S ! VE CITY / � # ` CITY a z Yo(k/C B/ Owner Phone Number C�/ 3-783 5'3 5 7 Owner's Address 1 1-214-1 /I Yo' t'F Owner Phone Number Fee Simple Titleholder Name Owner Phone Number Fee Simple Titleholder Address ) JOB ADDRESS 29/ ,S /VC £4N LOT # SUBDIVISION PARCEL ID# 18-26 -22-0o10-09 600 —0000 (OBTAINED FROM PROPERTY TAX NOTICE) WORK PROPOSED NEW CONSTR ADD /ALT I SIGN ( MOVE I DEMOLISH INSTALL REPAIR PROPOSED USE ( 1 SFR COMM 1 I OTHER TYPE OF CONSTRUCTION I I BLOCK FRAME I I STEEL I I OTHER I I on • , • {L. IN .7'1.774 wr ' .DP • ..� ,, i ^ i ' %A Ai V ii f C DESCRIPTION OF WORK / ` ,t/E!,/ asV -deck- �4,7D ,4Z NW 11 . P B ./ Z t✓mmy/ly 2! X/5 ?o � = .1 ' �- ' - - i o BUILDING SIZB 2o)( Zc !f ri SQ FOOTAGE _ _ a iii HEIGHT / . et I ' I BUILDING $ 9 , 50o . 0.., VALUATION OF TOTAL CONSTRUCTION ELECTRICAL $ // eo ci O� /V. - AMP SERVICE 6, I I PROGRESS ENERGY I I W.R.E.C. 4AA /77o% 7v #VEw SSG ,Bu/timI 1 PLUMBING $ / I 1 MECHANICAL $ , VALUATION OF MECHANICAL INSTALLATION r I I GAS I VI ROOFING 1 I SPECIALTY I 1 OTHER FINISHED FLOOR ELEVATIONS ``// 4 /14q.,ta/C.c3 4- FLOOD ZONE AREA I IYES NO 44- ' WO 0 A 4 eq") B BUILDER RRE /��� i Ad_ A I J ` COMPANY 0131 CO S Le170 1 J/CIC REGISTERED I Y/ N I FEE CURRENT I Y/ N 1 • Address . - 0 8 ' 4 4cL Cf"wile 7 #1/(s A- License # CGCO 9 /G // • ELECTRIC '�• COMPANY 7 Ag 24 £(f_CfCfC SIGNATUR' / REGISTERED I Y/ N FEE CURRENT I Y/ N I 1 Address ! License # 6' 3 02, 3 v4, PLUMBER COMPANY SIGNATURE REGISTERED I Y/ N I FEE CURRENT I Y/ N 1 Address License # MECHANICAL COMPANY SIGNATURE REGISTERED I Y/ N I FEE CURRENT I Y/ N I Address License # OTHER COMPANY SIGNATURE REGISTERED I Y / N j FEE CURRENT I Y/ N I Address License # RESIDENTIAL Attach (2) Plot Plans; (2) sets of Building Plans; (1) set of Energy Forms; R -O -W Permit for new construction, Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed, Sanitary Facilities & 1 dumpster; Site Work Permit for subdivisions /large projects COMMERCIAL Attach (3) complete sets of Building Plans plus a Life Safety Page; (1) set of Energy Forms. R -O -W Permit for new construction. Minimum ten (10) working days after submittal date. Required onsite, Construction Plans, Stormwater Plans w/ Silt Fence installed, Sanitary Facilities & 1 dumpster. Site Work Permit for all new projects. All commercial requirements must meet compliance SIGN PERMIT Attach (2) sets of Engineered Plans. * ** *PROPERTY SURVEY required for all NEW construction. Directions: Fill out application completely. Owner & Contractor sign back of application, notarized If over $2500, a Notice of Commencement is required. (A/C upgrades over $5000) ** Agent (for the contractor) or Power of Attorney (for the owner) would be someone with notarized letter from owner authorizing same OVER THE COUNTER PERMITTING (Front of Application Only) Reroofs Sewers Service Upgrades A/C Fences (Plot/Survey /Footage) Driveways -Not over Counter if on public roadways..needs ROW NOTICE OF DEED RESTRICTIONS: The undersigned understands that this permit may be subject to "deed" restrictions" which may be more restrictive than County regulations. The undersigned assumes responsibility for compliance with any applicable deed restrictions. UNLICENSED CONTRACTORS AND CONTRACTOR RESPONSIBILITIES: If the owner has hired a contractor or contractors to undertake work, they may be required to be licensed in accordance with state and local regulations. If the contractor is not licensed as required by law, both the owner and contractor may be cited for a misdemeanor violation under state law. If the owner or intended contractor are uncertain as to what licensing requirements may apply for the intended work, they are advised to contact the Pasco County Building Inspection Division — Licensing Section at 727 -847- 8009. Furthermore, if the owner has hired a contractor or contractors, he is advised to have the contractor(s) sign portions of the "contractor Block" of this application for which they will be responsible. If you, as the owner sign as the contractor, that may be an indication that he is not properly licensed and is not entitled to permitting privileges in Pasco County. TRANSPORTATION IMPACT/UTILITIES IMPACT AND RESOURCE RECOVERY FEES: The undersigned understands that Transportation Impact Fees and Recourse Recovery Fees may apply to the construction of new buildings, change of use in existing buildings, or expansion of existing buildings, as specified in Pasco County Ordinance number 89 -07 and 90 -07, as amended. The undersigned also understands, that such fees, as may be due, will be identified at the time of permitting. It is further understood that Transportation Impact Fees and Resource Recovery Fees must be paid prior to receiving a "certificate of occupancy" or final power release. If the project does not involve a certificate of occupancy or final power release, the fees must be paid prior to permit issuance. Furthermore, if Pasco County Water /Sewer Impact fees are due, they must be paid prior to permit issuance in accordance with applicable Pasco County ordinances. CONSTRUCTION LIEN LAW (Chapter 713, Florida Statutes, as amended): If valuation of work is $2,500.00 or more, I certify that I, the applicant, have been provided with a copy of the "Florida Construction Lien Law — Homeowner's Protection Guide" prepared by the Florida Department of Agriculture and Consumer Affairs. If the applicant is someone other than the "owner ", I certify that I have obtained a copy of the above described document and promise in good faith to deliver it to the "owner" prior to commencement. CONTRACTOR'S /OWNER'S AFFIDAVIT: I certify that all the information in this application is accurate and that all work will be done in compliance with all applicable laws regulating construction, zoning and land development. Application is hereby made to obtain a permit to do work and installation as indicated. I certify that no work or installation has commenced prior to issuance of a permit and that all work will be performed to meet standards of all laws regulating construction, County and City codes, zoning regulations, and land development regulations in the jurisdiction. I also certify that I understand that the regulations of other government agencies may apply to the intended work, and that it is my responsibility to identify what actions I must take to be in compliance. Such agencies include but are not limited to: - Department of Environmental Protection - Cypress Bayheads, Wetland Areas and Environmentally Sensitive Lands, Water/Wastewater Treatment. - Southwest Florida Water Management District - Wells, Cypress Bayheads, Wetland Areas, Altering Watercourses. Army Corps of Engineers - Seawalls, Docks, Navigable Waterways. Department of Health & Rehabilitative Services /Environmental Health Unit - Wells, Wastewater Treatment, Septic Tanks. - US Environmental Protection Agency- Asbestos abatement. - Federal Aviation Authority- Runways. I understand that the following restrictions apply to the use of fill: - Use of fill is not allowed in Flood Zone "V" unless expressly permitted. - If the fill material is to be used in Flood Zone "A ", it is understood that a drainage plan addressing a "compensating volume" will be submitted at time of permitting which is prepared by a professional engineer licensed by the State of Florida. If the fill material is to be used in Flood Zone "A" in connection with a permitted building using stem wall construction, I certify that fill will be used only to fill the area within the stem wall. - If fill material is to be used in any area, I certify that use of such fill will not adversely affect adjacent properties. If use of fill is found to adversely affect adjacent properties, the owner may be cited for violating the conditions of the building permit issued under the attached permit application, for lots less than one (1) acre which are elevated by fill, an engineered drainage plan is required. If I am the AGENT FOR THE OWNER, I promise in good faith to inform the owner of the permitting conditions set forth in this affidavit prior to commencing construction. I understand that a separate permit may be required for electrical work, plumbing, signs, wells, pools, air conditioning, gas, or other installations not specifically included in the application. A permit issued shall be construed to be a license to proceed with the work and not as authority to violate, cancel, alter, or set aside any provisions of the technical codes, nor shall issuance of a permit prevent the Building Official from thereafter requiring a correction of errors in plans, construction or violations of any codes. Every permit issued shall become invalid unless the work authorized by such permit is commenced within six months of permit issuance, or if work authorized by the permit is suspended or abandoned for a period of six (6) months after the time the work is commenced. An extension may be requested, in writing, from the Building Official for a period not to exceed ninety (90) days and will demonstrate justifiable cause for the extension. If work ceases for ninety (90) consecutive days, the job is considered abandoned. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FLORIDA JURAT (F.S. 1 � �,��' l . � � L�� %� �� —O CONTRAC OWNER OR AGENT bed and sworn to or affirmed) �. e m: is Subscr v Subscribed and sworn to (or affirm r� y this f -io by /gym /i Who Is/are ovally kr : n to or as /have produced Who is /are per Hall to m as id ntificationroduced P as identification. �./Ge otary Public �ubiic �� is_ — — •._ _ 1 , Commission Ni Corn s :l , - BOBOiE 6. �WiE I LAND ,., . , �: Commission DD 734406 mission DD 734406 - Name of Nota �` eliig iriAPR dltry 22, 2012 Name • ' . P i 57019 'fip, BondedT Troy ,an I ra City of Zephyrh.ills BUILDING PLAN REVIEW COMMENTS ontrac !Homeowner: G741-e- fl S (. Date Received: —/17—/0 v Site: '// .>Z . - � 0 Permit Type: Approved w /no comment Approved w /the below comments: ❑ Denied w /the below comments: ❑ This comment sheet shall be kept with the permit and/or plans. , / 49■" , Bill Burgess —/ ' ding Official Date Contractor and/or Homeowner (Required when comments are present) • T. L. 4- EANSON 4 ASSOCIATES, INC. CONSULTING ENGINEERS ENGINEERING BUSINESS NO. EB5830 Post Bo 1128 Dad City Office , Florida 3 3526 (352) 521 -5848 TWOMAS L. 14ANSON, PE 38654 RE: Skydive City Covered walk Covered wood deck PERMI E 3 2 - 101 To: Zephyrhills Building Department I am writing this letter in regards to the rafter and perlins spacing for the above projects. The plans show the rafter spacing on the covered wood deck and the covered walk @ 24" oc and the perlin spacing @ 24" oc. The spacing on the covered wood deck rafters can be changed to 48" oc and the spacing on the rafters for the covered walk can be changed to 30" oc. The perlins for both can be spaced 36" oc. If I can be of further assistant please contact me �)!/ L 11_ R11t 444 1 s( r f-i`E 1 , I , , Thomas L Hanson P.E. 38654 Clry of PL ANS Exl ‘ it in DESCALC.OUT ,/ united Steel Building 2700 w Cypress Creek Rd. Ft. Lauderdale, FL STRUCTURAL DESIGN CALCULATIONS FOR skydive city 4241 skydive Lane zephyrhills, FL, 33542 skydive city 4241 skydive Lane zephyrhills, FL, 33542 08- 022063 BUILDING DATA width (ft) = 50.0 Length (ft) = 100.0 Eave Height (ft) = 12.0/ 12.0 91-c21— C.4sl� Roof Slope (rise /12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 0.0 wind speed(mph ) = 111.0 wind Code = FBC 07 (IBC 06) Closed /open = C Exposure = B Internal wind coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Design Category= A Designer = 4 200,9 0 6/22/09 Hayes -D Design Loads For Building Components: 6/22/09 7:26am FRONT SIDEWALL: Page 1 DESCALC.OUT BASIC LOADS: Edge_Strip_Ratio Basic wind_Load_Ratio Zone Col/ Wind Deflect Factor width Girt Panel Jamb 18.8 1.00 1.00 4.80 1.06 1.00 1.06 WIND PRESSURE /SUCTION: wind wind wind Press Suct Long 16.4 -17.9 .. Girt /Header 20.3 -27.0 .. Panel 16.4 -17.9 .. Jamb 28.2 -18.8 .. Parapet BACK SIDEWALL: BASIC LOADS: Edge_Strip_Ratio Basic Wind_Load_Ratio Zone Col/ wind Deflect Factor width Girt Panel Jamb 18.8 1.00 1.00 4.80 1.06 1.00 1.06 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 16.4 -17.9 .. Girt /Header 20.3 -27.0 .. Panel 16.4 -17.9 .. Jamb 28.2 -18.8 .. Parapet LEFT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Wind Deflect Factor width Girt Panel Jamb 2.0 0.0 20.0 0.0 18.8 1.00 1.00 4.80 1.06 1.00 1.06 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE /SUCTION: Wind wind Press Suct 16.4 -17.9 .. Column 16.4 -17.9 .. Girt /Header 16.4 -17.9 .. Jamb 20.3 -27.0 .. Panel 28.2 -18.8 .. Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right wind Friction 1 0.00 0.00 0.00 0.00 0.37 -0.57 0.00 0.00 2 -1.15 -0.67 -0.79 -0.31 -1.15 -0.67 -0.87 0.00 3 -0.67 -1.15 -0.31 -0.79 -0.67 -1.15 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.57 0.37 0.00 0.00 Page 2 DESCALC.OUT COLUMN & BRACING DESIGN LOADS: Load -- Add_snow- Rafter_Wind Brace_wind Long Column_wind Aux_Load No. Id Dead Coll Live Snow Drift Slide Left Right Left Right wind Press Suct Seis Id Coef 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.52 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.52 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0 0.00 RAFTER DESIGN LOADS: Load -- Add_Snow- Rafter_wind_1 Rafter_wind_2 Long Aux_Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Idnd seis Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1 1.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 Page 3 DESCALC.OUT 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 2 1 LWINDI_L 1 1 1.00 2 LWINDI_R 1 2 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type w1 w2 Co Dxl Dx2 .. Dist 6 1 2 D 0.07 0.07 0.00 0.00 9.60 2 3 D 0.07 0.07 0.00 15.49 25.09 3 2 WINDL1 D -0.09 -0.09 0.00 25.00 25.09 4 2 WINDL2 D -0.09 -0.09 0.00 25.00 25.09 5 3 WINDR1 D -0.09 -0.09 0.00 0.00 0.09 6 3 WINDR2 D -0.09 -0.09 0.00 0.00 0.09 RIGHT ENDWALL: BASIC LOADS: Edge_Strip_Ratio Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ Load Load Load Load Wind Deflect Factor width Girt Panel Jamb 2.0 0.0 20.0 0.0 18.8 1.00 1.00 4.80 1.06 1.00 1.06 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 0.00 0.00 0.00 WIND PRESSURE /SUCTION: Wind wind Press Suct 16.4 -17.9 .. Column 16.4 -17.9 .. Girt /Header 16.4 -17.9 .. Jamb 20.3 -27.0 .. Panel 28.2 -18.8 .. Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.37 -0.57 0.00 0.00 2 -1.15 -0.67 -0.79 -0.31 -1.15 -0.67 -0.87 0.00 3 -0.67 -1.15 -0.31 -0.79 -0.67 -1.15 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.57 0.37 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Page 4 DESCALC.OUT Load -- Add_Snow- Rafter_wind Brace_wind Long Column_wind Aux_Load No. Id Dead Coll Live Snow Drift Slide Left Right Left Right wind Press Suct leis Id Coef 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 RAFTER DESIGN LOADS: Load -- Add_Snow- Rafter_wind_1 Rafter_wind_2 Long Aux_Load No Id Dead Coll Live Snow Drift Slide Left Right Left Right Idnd seis Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1 1.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 Page 5 DESCALC.OUT 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 2 1 LWINDI_L 1 1 1.00 2 LWINDl_R 1 2 1.00 ADDITIONAL LOADS: No. Add Surf Basic Load Fx Fy Mom X Y .. Conc Add Id Id Load Type W1 W2 Co Dxl Dx2 .. Dist 6 1 2 D 0.07 0.07 0.00 0.00 9.60 2 3 D 0.07 0.07 0.00 15.49 25.09 3 2 WINDL1 D -0.09 -0.09 0.00 25.00 25.09 4 2 WINDL2 D -0.09 -0.09 0.00 25.00 25.09 5 3 WINDR1 D -0.09 -0.09 0.00 0.00 0.09 6 3 WINDR2 D -0.09 -0.09 0.00 0.00 0.09 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind_Load_Ratio Surface Seis Load Load Load Load wind Deflect Factor Friction Factor Snow 2.0 0.0 20.0 0.0 18.8 1.00 1.00 0.00 1.000 0.00 WIND PRESSURE /SUCTION: wind Wind wind Press Suct Suct_Roof 10.0 -20.3 .. Purlins 0.0 -31.3 .. Gable Extensions 10.0 -22.1 .. Panels 7.5 -5.4 -12.9 .. Long Bracing, Building 11.4 -8.1 .. Long Bracing, Wall Edge Zone 28.2 -18.8 15.0 .. Long Bracing, Facia /Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone -- Purlin - -- --- Panel - -- Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.80 1.00 1.18 1.00 1.68 4 4.80 0.00 1.00 1.18 1.00 1.68 5 0.00 4.80 1.00 1.18 1.00 1.68 7 4.80 4.80 1.00 1.18 1.00 2.53 8 4.80 4.80 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 4.80 1.00 1.18 1.00 1.68 5 0.00 4.80 1.00 1.18 1.00 1.68 6 4.80 0.00 1.00 1.18 1.00 1.68 9 4.80 4.80 1.00 1.18 1.00 2.53 10 4.80 4.80 1.00 1.18 1.00 2.53 Page 6 DESCALC.OUT 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL wind Surf No. Zone Purlin Id Id Zone Id width Length Suct 3 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load -- Add_Snow- Wind Wind Aux_Load Id Loads Id Dead Collat Live Snow Drift Slide Press Suct Id Coef 2 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 3 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 BRACING DESIGN LOADS: No. Load -- Add_Snow- wind Wind Seis Aux_Load Loads Id Dead Collat Live Snow Drift Slide Press Suct Load Id Coef 6 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 5 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 RIGID FRAME #1: BASIC LOADS: Basic Defl Temperature Dead Live Snow Collateral Wind Ratio Change 2.0 12.0 0.0 0.0 18.8 1.00 0 BASIC LOADS AT EAVE: - Seismic -- Weak_Axis_L Weak_Axis_R -- Torsion -- - EW_Brace -- Load SpcEP wind Seis Wind Seis wind Seis wind Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 0.00 WIND COEFFICIENTS: Surf -- Wind_1 - -- -- Wind_2 - -- Long_wind Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.47 0.58 -0.11 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.87 -0.55 0.00 4 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 DESIGN LOADS: Load -- Add_Snow- - Wind_1 -- - wind_2 -- Long_wind - Seismic -- Page 7 DESCALC.OUT Aux_Load No. Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt Lt Rt Long Tran Temp Id Coef 34 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 2 1.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 1 1.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 2 1.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 3 1.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 4 1.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 Page 8 DESCALC.OUT 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add_Load Aux Id Name Load Id Coeff 4 1 LWINDI_L2E 1 1 1.00 2 LWINDI_R2E 1 2 1.00 3 LWIND2_L3E 1 3 1.00 4 LWIND2_R3E 1 4 1.00 ADDITIONAL LOADS: No. Add surf Basic Load Fx Fy Mom Dx Dy .. Conc Add Id Id Type Type w1 W2 Co D11 D12 .. Dist 8 1 2 D 0.14 0.14 0.000 0.00 9.60 2 3 D 0.14 0.14 0.000 15.49 25.09 3 2 D 0.06 0.06 0.000 0.00 9.60 4 3 D 0.06 0.06 0.000 15.49 25.09 5 2 WINDL1 D -0.12 -0.12 0.000 25.00 25.09 6 2 WINDL2 D -0.12 -0.12 0.000 25.00 25.09 7 3 WINDR1 D -0.12 -0.12 0.000 0.00 0.09 8 3 WINDR2 D -0.12 -0.12 0.000 0.00 0.09 0 Hayes -D Reactions, Anchor Bolts, & Base Plates: 6/22/09 7:26am Foundation_Loads(k ) Frame Col Max_Pos_Val Max_Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam width Len Thick 1 G 1 0.0 -0.5 1 0.0 -0.5 2 0.625 5.00 5.75 0.250 7 0.0 0.4 1 F 8 0.8 -2.5 9 -0.7 -2.0 2 0.625 5.00 5.75 0.250 1 0.0 3.4 8 0.8 -2.5 1 E 8 1.1 -1.1 9 -1.0 -0.1 2 0.625 5.00 5.75 0.250 7 1.1 1.0 8 1.1 -1.1 1 c 7 1.9 -4.9 9 -1.7 -4.0 2 0.625 5.00 5.75 0.250 1 0.0 6.6 7 1.9 -4.9 1 A 7 0.0 -2.3 7 0.0 -2.3 2 0.625 5.00 5.75 0.250 1 0.0 2.6 6 A 8 0.0 -1.5 8 0.0 -1.5 2 0.625 5.00 5.75 0.250 1 0.0 1.7 6 B 8 1.7 -3.6 9 -1.6 -2.7 2 0.625 5.00 5.75 0.250 1 0.0 4.2 8 1.7 -3.6 6 D 7 1.7 -3.6 9 -1.6 -2.7 2 0.625 5.00 5.75 0.250 1 0.0 4.2 7 1.7 -3.6 6 G 7 0.0 -1.5 7 0.0 -1.5 2 0.625 5.00 5.75 0.250 1 0.0 1.7 2* G 1 4.2 7.5 2 -5.0 -7.0 4 0.750 8.00 10.75 0.625 3 -1.1 20.6 4 -3.0 -33.5 2* A 5 4.9 -7.0 1 -4.2 7.5 4 0.750 8.00 10.75 0.500 1 -4.2 7.5 6 3.0 -9.7 Page 9 DESCALC.OUT 2* Frame Lines:2 3 4 5 Load Load Id Combination 1 DL +CL +LL 2 0.60DL +wLl 3 0.60DL- LnWnd2 +LWIND2_R3E 4 0.60DL +LnWndl +LWINDI_L2E 5 0.60DL +wR1 6 0.60DL +LnWndl +LWINDI_R2E 7 0.60DL +WRI +WS 8 0.60DL +WLI +WS 9 0.60DL +WP +LnWndl BRACING /PANEL SHEAR REACTIONS: Reactions(k ) Panel - -- wall -- Col - - -- Wind - - -- -- Seismic Shear Loc Line Line Horz Vert Horz Vert (lb /ft) L_EW 1 Bracing In Roof To Rigid Frame Used! F_SW A 2 ,3 2.50 1.21 0.00 0.00 R_EW 6 32.26 B_SW G Wind Column In Wall WIND COLUMNS: - -- Wall -- Col -- Reaction(k ,f -k ) -- Anc._Bolt -- Base_Plate(in) - -- Loc Line Line Load_Id Horz Vert Moment No Dia width Length Thick B_SW G 3 wind 2.5 24.9 24.9 4 0.750 8.000 7.00 0.625 seismic 0.0 0.0 0.0 Hayes -D Additional Reactions Report: 6/22/09 7:26am Rigid Frame Column Reactions Frame Col - -- Dead - -- - -- Live - -- - Wind_L1 -- - Wind_R1 -- - Wind_L2 -- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* G 0.8 1.5 3.5 6.0 -5.4 -7.9 -1.7 -5.4 -4.3 -4.6 2* A -0.8 1.5 -3.5 6.0 1.8 -5.4 5.4 -7.9 0.6 -2.0 Frame Col - Wind_R2 -- - LnWind_1- - LnWind_2- LWINDl_L2E LWINDl_R2E Page 10 DESCALC.OUT Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2* G -0.6 -2.0 -3.4 -33.1 -1.6 -30.1 -0.1 -1.2 -0.2 -0.1 2* A 4.2 -4.6 3.4 -9.4 1.6 -6.4 0.2 -0.1 0.1 -1.2 Frame Col LWIND2_L3E LWIND2_R3E Line Line Horz Vert Horz Vert 2* G 0.0 -0.5 -0.1 -0.1 2* A 0.1 -0.1 0.0 -0.5 2* Frame Lines:2 3 4 5 Endwall Column Reactions out_Of_Plane Frame Col Dead Coll Live Snow - Brc_Wind_L- - Brc_Wind_R- Wind_P wind_S Line Line Vert Vert Vert Vert Horz Vert Horz Vert Horz Horz 1 G 0.0 0.0 -0.5 0.0 0.0 0.4 0.0 0.5 0.0 0.0 1 F 0.5 0.0 2.9 0.0 0.0 -2.8 0.0 -2.2 -0.7 0.8 1 E 0.1 0.0 0.1 0.0 0.0 -1.1 0.0 0.9 -1.0 1.1 1 C 1.0 0.0 5.6 0.0 0.0 -3.9 0.0 -5.5 -1.7 1.9 1 A 0.4 0.0 2.2 0.0 0.0 -1.4 0.0 -2.5 0.0 0.0 6 A 0.2 0.0 1.5 0.0 0.0 -1.6 0.0 -0.9 0.0 0.0 6 B 0.5 0.0 3.7 0.0 0.0 -3.9 0.0 -2.4 -1.6 1.7 6 D 0.5 0.0 3.7 0.0 0.0 -2.4 0.0 -3.9 -1.6 1.7 6 G 0.2 0.0 1.5 0.0 0.0 -0.9 0.0 -1.6 0.0 0.0 Endwall Column Reactions Frame Col - Raf_Wind_L- - Raf_Wind_R- LnWind -- Seismic_L- -- Seismic_R- Line Line Horz Vert Horz Vert Vert Horz Vert Horz Vert 1 G 0.0 0.4 0.0 0.5 0.4 0.0 0.0 0.0 0.0 1 F 0.0 -2.8 0.0 -2.2 -2.4 0.0 0.0 0.0 0.0 1 E 0.0 -1.1 0.0 0.9 -0.1 0.0 0.0 0.0 0.0 1 C 0.0 -3.9 0.0 -5.5 -4.6 0.0 0.0 0.0 0.0 1 A 0.0 -1.4 0.0 -2.5 -1.8 0.0 0.0 0.0 0.0 6 A 0.0 -1.6 0.0 -0.9 -1.2 0.0 0.0 0.0 0.0 6 B 0.0 -3.9 0.0 -2.4 -3.0 0.0 0.0 0.0 0.0 6 D 0.0 -2.4 0.0 -3.9 -3.0 0.0 0.0 0.0 0.0 6 G 0.0 -0.9 0.0 -1.6 -1.2 0.0 0.0 0.0 0.0 Frame Col LWINDI_L LWINDI_R Line Line Horz Vert Horz Vert 1 G 0.0 0.0 0.0 0.0 1 F 0.0 -0.6 0.0 -0.1 1 E 0.0 -0.1 0.0 0.2 1 C 0.0 0.0 0.0 -0.3 1 A 0.0 0.0 0.0 -0.6 Page 11 DESCALC.OUT Frame Col LWINDI_L LWINDI_R Line Line Horz Vert Horz Vert 6 A 0.0 -0.5 0.0 0.0 6 B 0.0 -0.3 0.0 0.1 6 D 0.0 0.1 0.0 -0.3 6 G 0.0 0.0 0.0 -0.5 Page 12 EWDES -L.OUT Hayes -D Endwall Design Input 6/22/09 7:24am *( 1)JOBID: 'Hayes -D' *( 2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id col /Raf Girt Brace Panel cycle stiff 'L' 'Y' ' Y ' ' Y ' ' Y ' 4 1.00 *( 3)DESIGN CODE: *Design - -- Steel_Code - -- - -- Build - -- Code Seismic * code cold Hot Country Code Year Label Zone 'WS' 'NAUS01' 'AISCO5' 1 ----"IBC ' '06' 'FBC 07 "A ' *( 4)DESIGN CONSTANTS: --- Strength_Factors -- * --- Stress_Ratio - -- --- Seismic - -- • Col /Raf Girt Panel wind Frame Brace 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * Rafter - -- Girt - -- -- Panel - -- Part wind * Live wind Total Column wall Facia wall Facia wall Bent 180. 180. 0. 120. 120. 120. 120. 120. 120. 60. *( 7)REPORTS: * Input Column wall Door wall Cable • Echo Rafter Girt Jamb Panel Brace ' Y ' ' Y ' ' y ' ' Y ' ' Y ' *( 8)BUILDING TYPE: * Build Build Build Expand_EW • Type width Length use Offset 'FF -' 50.0000 100.0000 'N : -' 16.00 *( 9)SURFACE SHAPE: • No. X_Coord Y_Coord Offset • surf (ft) (ft) (in) 4 0.0000 12.0000 8.250 25.0000 14.0833 8.250 50.0000 12.0000 8.250 50.0000 0.0000 8.250 *(10)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. Bay Bay Recess Bays width Bays 5 20.0000 0.6667 4 4.0000 1 12.0000 1 8.1666 1 25.8333 1 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *open Id Id width Height offset Type Height Elev Depth Select Panel 1 1 2 12.0000 9.0000 0.0000 52 0.0000 0.000 0.000 'CU' 'Y' Page 1 EWDES -L.OUT *(12)WIDE OPENING LAYOUT: • -- Open - -- Bay_Id -- Clear_Opening -- wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount weight 0 *(13)WIDE OPENING AND STRUT FRAMING: * -Open- Door Jamb stub Head Back_Brace Strut - Header_Beam- Deflection *No. Id Type Flgwid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)WIDE OPENING HEADER LOCATION: * -Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: * Set_Of -- Bay_Id -- Top Full_Load Panel * Bays Id Use Start End Height Type Girt Col Part 0 *(16)COLUMNS: • --Left_Corner-- - Right_Corner -- - Int_Facia -- Int_No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'CW ' ' -' 0.00 'CW ' ' -' 0.00 'C ' 8.00 'C ' 8.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: •• No. Column Base •• Column Size Elev 5 0.000 0.000 ' 0.000 0.000 ' 0.000 *(18)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'CW ' 0.000 ' Y ' 'N' *(19)RAFTER SIZE: • No. Surf Rafter •• Rafter Id Size 2 2 ' ' 3 ' ' *(20)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'M ' *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt_To One_Girt Max_Unbr *Type Out In offset Project Depth Lap Space Rafter Depth /Bay Length 'ZF' 'C' 'N' 0.000 0.000 0.000 0.0000 7.3333 'N' ' Y ' 8.0000 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location ' P ' 2 2.5000 7.3333 *(23)SPECIAL GIRT: Page 2 EWDES -L.OUT * sets_Of -- Bay_Id -- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(24)ROOF PURLINS: *surf Surf No. Peak Set_Of set_space * Id Ext Purlin Space Space Space No. 2 0.000 6 1.000 0 3 0.000 6 1.000 0 *(25)PANELS /RF_COLUMNS: • Wall Insulation RF_Interior_Columns • Panel Use Thick No. Locate 'SSPAN -X6' 'N' 3.000 0 *(26)WIND FRAMING SELECTION: Order_of_Selection * Panel Diagonal wind wind * Shear Bracing Bent Column 'N' 'F' 'Y' 'N' *(27)WALL BRACING: * Wind Brace No._Bay Specified * Shear Type Specified Bays_For_Bracing 75.0 'CF' 0 *(28)WIND BENTS: * -- Member -- No. * Type Depth Bay Bay_Id - 0.00 0 *(29)WIND COLUMNS: * -- Member -- No. Left/ * Type Depth Bay Bay_Id Right - 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach -- Bay_Id -- No. *Attach Id Start End Level Level_Height 0 *(31)EAVE EXTENSION: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(33)FACIA /PARAPET : *Wall No. Ext Fac Bay_Id ---- Attach_Beam - - -- - -- Facia /Parapet - -- Edge_Extend Ext * Id Ext Id Type St End Height width Slope Elev Height Slope Left Right Mnt * (C, E) (ft) (ft) ( ?:12 ) (ft) (ft) ( ?:12 ) (ft) (ft) 1 0 2 0 4 0 *(34)FACIA /PARAPET GIRTS: Page 3 EWDES -L.OUT *Ext - - -- Top - - -- -- Interior- --- Back_Panel - -- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(35)ADJACENT BUILDING: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia /Parapet Facia /Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: * - -- Deflection - -- wind * Dead Collat Live Snow Basic Load_Ratio Load • Load Load Load Load wind Snow wind Seis Factor 2.0 0.0 20.0 0.0 18.8 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * zone Col/ * width Girt Panel Jamb 4.800 1.06 1.00 1.06 *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load wind Seismic 2.0 0.0000 0.00 0.00 0.00 *(40)WIND PRESSURE /SUCTION: • wind wind •• Press Suct 16.4 -17.9 .. Column 16.4 -17.9 .. Girt /Header 16.4 -17.9 .. Jamb 20.3 -27.0 .. Panel 28.2 -18.8 .. Parapet Girt 28.2 -18.8 .. Transv Bracing, Facia /Parapet *(41)WIND COEFFICIENTS: • Surf Rafter_wind_1 Rafter_wind_2 Bracing_Wind Long_Wind Surface • Id Left Right Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.37 -0.57 0.00 0.00 0.00 2 -1.15 -0.67 -0.79 -0.31 -1.15 -0.67 -0.87 -0.55 0.00 3 -0.67 -1.15 -0.31 -0.79 -0.67 -1.15 -0.87 -0.55 0.00 4 0.00 0.00 0.00 0.00 -0.57 0.37 0.00 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load - Add_Snow- Rafter_wind Brace_wind Long_wind Column_Wind Aux_Load *No Id Dead Coll Live snow Drift slide Left Right Left Right 1 2 Press Suct Seis Id coef 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 Page 4 EWDES -L.OUT 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(43)COLUMN DESIGN LOADS: Deflection *Load - Add_Snow- Rafter_wind Brace_wind Long_wind Column_wind Aux_Load *No Id Dead Coll Live Snow Drift slide Left Right Left Right 1 2 Press suct Seis Id Coef 0 *(44)RAFTER DESIGN LOADS: *Load - Add_Snow- Rafter_wind_1 Rafter_wind_2 Long_wind Aux_Load *No Id Dead Collat Live Snow Drift Slide Left Right Left Right 1 2 Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1 1.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 5 EWDES -L.OUT - 0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0 0.00 *(45)RAFTER DESIGN LOADS: Deflection *Load - Add_Snow- Rafter_Wind_1 Rafter_Wind_2 Long_Wind Aux_Load *No Id Dead Collat Live Snow Drift Slide Left Right Left Right 1 2 Seis Id Coef 0 *(46)BRACING DESIGN LOADS: *Load - Add_Snow- Rafter_Wind Brace_Wind Long_Wind Column_Wind Aux_Load *No Id Dead Coll Live Snow Drift slide Left Right Left Right 1 2 Press Suct Seis Id Coef 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(47)AUXILIARY LOADS: * No. Aux Aux No. Add Add_Load * Aux Id Name Combs Id Coef 2 1 'LWINDI_L ' 1 1 1.00 2 'LWINDl_R ' 1 2 1.00 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY Mom X Y ..Conc * Add Id Id Load Type w1 W2 Co DL1 DL2 ..Unif 6 1 2 ' "D ' 0.074 0.074 0.00 0.00 9.60 2 3 ' "D ' 0.074 0.074 0.00 15.49 25.09 3 2 'WINDLI' 'D ' -0.087 -0.087 0.00 25.00 25.09 4 2 'WINDL2' 'D ' -0.087 -0.087 0.00 25.00 25.09 5 3 'WINDRI' 'D ' -0.087 -0.087 0.00 0.00 0.09 6 3 'WINDR2' 'D ' -0.087 -0.087 0.00 0.00 0.09 *(49)GIRT LAPS: Data Set_1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' *(50)GIRT STRAPS: * Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- --- Set_4 - -- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 *(51)PANEL SCREWS: * No. Screw Washer Screw Screw *Zone Zone Part Dia Dia Space Strength 0 * Code files used: • FL_FBC.07 • EW_FL_FBC.07 Version 3.0 Page 6 EWDES -L.OUT Hayes -D Endwall Design Code 6/22/09 7:24am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Hayes -D Column & Rafter Design 6/22/09 7:24am MEMBER SIZES: Member Member Member - -- Web_Size -- - Flange_Size- Member Member Id Locate Part Depth Thick width Thick Length weight Col -1 0.7 8x35C14 8.00 14ga 3.50 14ga 10.7 40.7 Col -2 4.0 8x35C14 8.00 14ga 3.50 14ga 11.0 41.7 Col -3 16.0 8x35C14 8.00 14ga 3.50 14ga 12.0 45.5 Col -4 24.2 8X35C14 8.00 14ga 3.50 14ga 12.7 48.1 Col -5 49.3 8X35C14 8.00 14ga 3.50 14ga 10.7 40.7 Raf -1 W8641 7.50 0.134 6.00 0.250 25.1 342.2 Raf -2 w8641 7.50 0.134 6.00 0.250 25.1 342.2 Total= 900.97 DESIGN ACTIONS /STRENGTH: Mem Load - -- Axial(k ) -- - -- Shear(k ) -- - Moment(f - )- Id Id Calc Pn /sf Calc vn /sf Calc Mn /sf Col -1 1 -0.57 38.09 0.00 4.08 0.00 6.39 Col -1 2 -0.08 38.09 0.00 4.08 0.00 6.39 Col -1 3 -0.15 38.09 0.00 4.08 0.00 6.39 Col -1 4 -0.10 38.09 0.00 4.08 0.00 6.39 Col -1 5 0.25 15.35 0.00 4.08 0.00 6.39 Col -1 6 0.31 15.35 0.00 4.08 0.00 6.39 Col -1 7 0.38 15.35 0.00 4.08 0.00 6.39 Col -1 8 0.37 15.35 0.00 4.08 0.00 6.39 Col -1 9 0.44 15.35 0.00 4.08 0.00 6.39 Col -1 10 -0.08 38.09 0.00 4.08 0.00 6.39 Col -1 11 -0.08 38.09 0.00 4.08 0.00 6.39 Col -1 12 -0.45 38.09 0.00 4.08 0.00 6.39 Col -1 13 -0.45 38.09 0.00 4.08 0.00 6.39 Col -1 14 -0.08 38.09 0.00 4.08 0.00 6.39 Col -1 15 -0.08 38.09 0.00 4.08 0.00 6.39 Col -1 16 -0.05 38.09 0.00 4.08 0.00 6.39 Col -1 17 -0.05 38.09 0.00 4.08 0.00 6.39 Col -2 1 3.39 15.30 0.00 4.08 0.00 6.39 Page 7 EWDES -L.OUT Col -2 2 0.52 15.30 0.00 4.08 0.00 6.39 col -2 3 0.56 15.30 -0.57 4.08 1.58 6.39 col -2 4 1.09 15.30 -0.57 4.08 1.58 6.39 Col -2 5 -1.63 38.09 -0.57 4.08 1.58 6.39 col -2 6 -1.17 38.09 -0.57 4.08 1.58 6.39 col -2 7 -2.07 38.09 0.69 4.08 -1.89 6.39 Col -2 8 -2.53 38.09 -0.77 4.08 2.10 6.39 Col -2 9 -1.93 38.09 -0.77 4.08 2.10 6.39 Col -2 10 0.52 15.30 0.00 4.08 0.00 6.39 Col -2 11 0.52 15.30 0.00 4.08 0.00 6.39 Col -2 12 2.67 15.30 0.00 4.08 0.00 6.39 Col -2 13 2.67 15.30 0.00 4.08 0.00 6.39 Col -2 14 0.52 15.30 0.00 4.08 0.00 6.39 Col -2 15 0.52 15.30 0.00 4.08 0.00 6.39 Col -2 16 0.31 15.30 0.00 4.08 0.00 6.39 Col -2 17 0.31 15.30 0.00 4.08 0.00 6.39 Col -3 1 0.18 15.13 0.00 4.08 0.00 6.39 col -3 2 0.06 15.13 0.00 4.08 0.00 6.39 Col -3 3 -0.76 38.09 -0.81 4.08 2.43 6.39 Col -3 4 0.86 15.13 -0.81 4.08 2.43 6.39 Col -3 5 -0.84 38.09 -0.81 4.08 2.43 6.39 Col -3 6 0.76 15.13 -0.81 4.08 2.43 6.39 Col -3 7 -0.09 38.09 0.99 4.08 -2.96 6.39 Col -3 8 -1.13 38.09 -1.08 4.08 3.24 6.39 Col -3 9 0.96 15.13 -1.08 4.08 3.24 6.39 Col -3 10 0.06 15.13 0.00 4.08 0.00 6.39 Col -3 11 0.06 15.13 0.00 4.08 0.00 6.39 Col -3 12 0.15 15.13 0.00 4.08 0.00 6.39 col -3 13 0.15 15.13 0.00 4.08 0.00 6.39 Col -3 14 0.06 15.13 0.00 4.08 0.00 6.39 Col -3 15 0.06 15.13 0.00 4.08 0.00 6.39 Col -3 16 0.04 15.13 0.00 4.08 0.00 6.39 Col -3 17 0.04 15.13 0.00 4.08 0.00 6.39 col -4 1 6.62 14.58 0.00 4.08 0.00 6.39 Col -4 2 0.99 14.58 0.00 4.08 0.00 6.39 Col -4 3 2.30 14.58 -1.41 4.08 4.48 6.39 Col -4 4 0.89 14.58 -1.41 4.08 4.48 6.39 Col -4 5 -1.97 38.09 -1.41 4.08 4.48 6.39 Col -4 6 -3.21 38.09 -1.41 4.08 4.48 6.39 Col -4 7 -4.01 38.09 1.73 4.08 -5.47 6.39 Col -4 8 -3.31 38.09 -1.89 4.08 5.97 6.39 Col -4 9 -4.95 38.09 -1.89 4.08 5.97 6.39 Col -4 10 0.99 14.58 0.00 4.08 0.00 6.39 Col -4 11 0.99 14.58 0.00 4.08 0.00 6.39 Col -4 12 5.21 14.58 0.00 4.08 0.00 6.39 Col -4 13 5.21 14.58 0.00 4.08 0.00 6.39 Col -4 14 0.99 14.58 0.00 4.08 0.00 6.39 Col -4 15 0.99 14.58 0.00 4.08 0.00 6.39 Col -4 16 0.59 14.58 0.00 4.08 0.00 6.39 Col -4 17 0.59 14.58 0.00 4.08 0.00 6.39 col -5 1 2.63 15.35 0.00 4.08 0.00 6.39 Col -5 2 0.41 15.35 0.00 4.08 0.00 6.39 col -5 3 1.02 15.35 0.00 4.08 0.00 6.39 col -5 4 0.29 15.35 0.00 4.08 0.00 6.39 Col -5 5 -0.69 38.09 0.00 4.08 0.00 6.39 Col -5 6 -1.49 38.09 0.00 4.08 0.00 6.39 col -5 7 -1.61 38.09 0.00 4.08 0.00 6.39 Col -5 8 -1.19 38.09 0.00 4.08 0.00 6.39 col -5 9 -2.28 38.09 0.00 4.08 0.00 6.39 col -5 10 0.41 15.35 0.00 4.08 0.00 6.39 Col -5 11 0.41 15.35 0.00 4.08 0.00 6.39 Col -5 12 2.08 15.35 0.00 4.08 0.00 6.39 Col -5 13 2.08 15.35 0.00 4.08 0.00 6.39 Page 8 EWDES -L.OUT Col -5 14 0.41 15.35 0.00 4.08 0.00 6.39 Col -5 15 0.41 15.35 0.00 4.08 0.00 6.39 Col -5 16 0.25 15.35 0.00 4.08 0.00 6.39 Col -5 17 0.25 15.35 0.00 4.08 0.00 6.39 Raf -1 1 0.30 70.29 3.64 21.26 14.98 32.93 Raf -1 2 0.04 70.29 0.52 21.26 2.14 32.93 Raf -1 3 -0.40 132.07 -1.70 21.26 -6.92 32.93 Raf -1 4 -1.64 132.07 -2.76 21.26 -12.46 32.93 Raf -1 5 0.16 110.28 -0.86 21.26 -2.56 32.93 Raf -1 6 -1.07 132.07 -1.78 21.26 -8.13 32.93 Raf -1 7 -0.53 132.07 -2.20 21.26 -9.24 32.93 Raf -1 8 -1.35 132.07 -2.23 21.26 -10.25 32.93 Raf -1 9 0.04 70.29 0.52 21.26 2.14 32.93 Raf -1 10 0.04 70.29 0.52 21.26 2.14 32.93 Raf -1 11 0.24 70.29 2.86 21.26 11.77 32.93 Raf -1 12 0.24 70.29 2.86 21.26 11.77 32.93 Raf -1 13 0.04 70.29 0.52 21.26 2.14 32.93 Raf -1 14 0.04 70.29 0.52 21.26 2.14 32.93 Raf -1 15 0.03 70.29 0.31 21.26 1.28 32.09 Raf -1 16 0.03 70.29 0.31 21.26 1.28 32.09 Raf -2 1 0.20 70.29 3.41 21.26 -12.30 32.93 Raf -2 2 0.03 70.29 0.49 21.26 -1.76 32.93 Raf -2 3 -0.14 132.07 -1.57 21.26 5.61 12.46 Raf -2 4 -1.17 132.07 -2.89 21.26 10.43 12.43 Raf -2 5 -0.08 132.07 -0.57 21.26 2.02 12.53 Raf -2 6 -0.77 132.07 -1.89 21.26 6.84 12.42 Raf -2 7 -0.18 132.07 -2.12 21.26 7.63 12.41 Raf -2 8 -0.98 132.07 -2.28 21.26 9.04 12.61 Raf -2 9 0.03 70.29 0.49 21.26 -1.76 32.93 Raf -2 10 0.03 70.29 0.49 21.26 -1.76 32.93 Raf -2 11 0.16 70.29 2.68 21.26 -9.66 32.93 Raf -2 12 0.16 70.29 2.68 21.26 -9.66 32.93 Raf -2 13 0.03 70.29 0.49 21.26 -1.76 32.93 Raf -2 14 0.03 70.29 0.49 21.26 -1.76 32.93 Raf -2 15 0.02 70.29 0.29 21.26 -1.05 32.93 Raf -2 16 0.02 70.29 0.29 21.26 -1.05 32.93 STRESS RATIO: Mem Load Control Id Id Axial shear Moment Axl +Mom Shr +Mom uC Col -1 1 0.01 0.00 0.00 0.01 0.01 Col -1 2 0.00 0.00 0.00 0.00 0.00 Col -1 3 0.00 0.00 0.00 0.00 0.00 Col -1 4 0.00 0.00 0.00 0.00 0.00 Col -1 5 0.02 0.00 0.00 0.02 0.02 Col -1 6 0.02 0.00 0.00 0.02 0.02 Col -1 7 0.02 0.00 0.00 0.02 0.02 Col -1 8 0.02 0.00 0.00 0.02 0.02 Col -1 9 0.03 0.00 0.00 0.03 0.03 Col -1 10 0.00 0.00 0.00 0.00 0.00 Col -1 11 0.00 0.00 0.00 0.00 0.00 Col -1 12 0.01 0.00 0.00 0.01 0.01 Col -1 13 0.01 0.00 0.00 0.01 0.01 Col -1 14 0.00 0.00 0.00 0.00 0.00 Col -1 15 0.00 0.00 0.00 0.00 0.00 Col -1 16 0.00 0.00 0.00 0.00 0.00 Col -1 17 0.00 0.00 0.00 0.00 0.00 Col -2 1 0.22 0.00 0.00 0.22 0.22 Col -2 2 0.03 0.00 0.00 0.03 0.03 Page 9 EWDES -L.OUT Col -2 3 0.04 0.14 0.25 0.28 0.04 0.28 Col -2 4 0.07 0.14 0.25 0.32 0.04 0.32 Col -2 5 0.04 0.14 0.25 0.25 0.04 0.25 col -2 6 0.03 0.14 0.25 0.25 0.04 0.25 Col -2 7 0.05 0.17 0.30 0.30 0.06 0.30 Col -2 8 0.07 0.19 0.33 0.33 0.07 0.33 Col -2 9 0.05 0.19 0.33 0.33 0.07 0.33 col -2 10 0.03 0.00 0.00 0.03 0.03 Col -2 11 0.03 0.00 0.00 0.03 0.03 Col -2 12 0.17 0.00 0.00 0.17 0.17 Col -2 13 0.17 0.00 0.00 0.17 0.17 Col -2 14 0.03 0.00 0.00 0.03 0.03 col -2 15 0.03 0.00 0.00 0.03 0.03 col -2 16 0.02 0.00 0.00 0.02 0.02 Col -2 17 0.02 0.00 0.00 0.02 0.02 Col -3 1 0.01 0.00 0.00 0.01 0.01 Col -3 2 0.00 0.00 0.00 0.00 0.00 Col -3 3 0.02 0.20 0.38 0.38 0.09 0.38 Col -3 4 0.06 0.20 0.38 0.43 0.09 0.43 Col -3 5 0.02 0.20 0.38 0.38 0.09 0.38 Col -3 6 0.05 0.20 0.38 0.43 0.09 0.43 Col -3 7 0.00 0.24 0.46 0.46 0.14 0.46 Col -3 8 0.03 0.26 0.51 0.51 0.16 0.51 Col -3 9 0.06 0.26 0.51 0.57 0.16 0.57 Col -3 10 0.00 0.00 0.00 0.00 0.00 Col -3 11 0.00 0.00 0.00 0.00 0.00 Col -3 12 0.01 0.00 0.00 0.01 0.01 Col -3 13 0.01 0.00 0.00 0.01 0.01 Col -3 14 0.00 0.00 0.00 0.00 0.00 Col -3 15 0.00 0.00 0.00 0.00 0.00 Col -3 16 0.00 0.00 0.00 0.00 0.00 Col -3 17 0.00 0.00 0.00 0.00 0.00 Col -4 1 0.45 0.00 0.00 0.45 0.45 col -4 2 0.07 0.00 0.00 0.07 0.07 Col -4 3 0.16 0.35 0.70 0.88 0.31 0.88 Col -4 4 0.06 0.35 0.70 0.76 0.31 0.76 Col -4 5 0.05 0.35 0.70 0.70 0.31 0.70 Col -4 6 0.08 0.35 0.70 0.70 0.31 0.70 Col -4 7 0.11 0.42 0.86 0.86 0.46 0.86 col -4 8 0.09 0.46 0.93 0.93 0.54 0.93 col -4 9 0.13 0.46 0.93 0.93 0.54 0.93 Col -4 10 0.07 0.00 0.00 0.07 0.07 Col -4 11 0.07 0.00 0.00 0.07 0.07 Col -4 12 0.36 0.00 0.00 0.36 0.36 col -4 13 0.36 0.00 0.00 0.36 0.36 Col -4 14 0.07 0.00 0.00 0.07 0.07 Col -4 15 0.07 0.00 0.00 0.07 0.07 Col -4 16 0.04 0.00 0.00 0.04 0.04 Col -4 17 0.04 0.00 0.00 0.04 0.04 Col -5 1 0.17 0.00 0.00 0.17 0.17 Col -5 2 0.03 0.00 0.00 0.03 0.03 col -5 3 0.07 0.00 0.00 0.07 0.07 Col -5 4 0.02 0.00 0.00 0.02 0.02 Col -5 5 0.02 0.00 0.00 0.02 0.02 Col -5 6 0.04 0.00 0.00 0.04 0.04 Col -5 7 0.04 0.00 0.00 0.04 0.04 Col -5 8 0.03 0.00 0.00 0.03 0.03 col -5 9 0.06 0.00 0.00 0.06 0.06 Col -5 10 0.03 0.00 0.00 0.03 0.03 Col -5 11 0.03 0.00 0.00 0.03 0.03 col -5 12 0.14 0.00 0.00 0.14 0.14 col -5 13 0.14 0.00 0.00 0.14 0.14 col -5 14 0.03 0.00 0.00 0.03 0.03 Page 10 EWDES -L.OUT Col -5 15 0.03 0.00 0.00 0.03 0.03 Col -5 16 0.02 0.00 0.00 0.02 0.02 Col -5 17 0.02 0.00 0.00 0.02 0.02 Raf -1 1 0.00 0.17 0.46 0.46 0.46 Raf -1 2 0.00 0.02 0.06 0.07 0.07 Raf -1 3 0.00 0.08 0.21 0.21 0.21 Raf -1 4 0.01 0.13 0.38 0.35 0.35 Raf -1 5 0.00 0.04 0.08 0.07 0.07 Raf -1 6 0.01 0.08 0.25 0.23 0.23 Raf -1 7 0.00 0.10 0.28 0.28 0.28 Raf -1 8 0.01 0.10 0.31 0.29 0.29 Raf -1 9 0.00 0.02 0.06 0.07 0.07 Raf -1 10 0.00 0.02 0.06 0.07 0.07 Raf -1 11 0.00 0.13 0.36 0.36 0.36 Raf -1 12 0.00 0.13 0.36 0.36 0.36 Raf -1 13 0.00 0.02 0.06 0.07 0.07 Raf -1 14 0.00 0.02 0.06 0.07 0.07 Raf -1 15 0.00 0.01 0.04 0.04 0.04 Raf -1 16 0.00 0.01 0.04 0.04 0.04 Raf -2 1 0.00 0.16 0.37 0.37 0.37 Raf -2 2 0.00 0.02 0.05 0.05 0.05 Raf -2 3 0.00 0.07 0.45 0.44 0.44 Raf -2 4 0.01 0.14 0.84 0.81 0.81 Raf -2 5 0.00 0.03 0.16 0.15 0.15 Raf -2 6 0.01 0.09 0.55 0.52 0.52 Raf -2 7 0.00 0.10 0.62 0.61 0.61 Raf -2 8 0.01 0.11 0.72 0.69 0.69 Raf -2 9 0.00 0.02 0.05 0.05 0.05 Raf -2 10 0.00 0.02 0.05 0.05 0.05 Raf -2 11 0.00 0.13 0.29 0.29 0.29 Raf -2 12 0.00 0.13 0.29 0.29 0.29 Raf -2 13 0.00 0.02 0.05 0.05 0.05 Raf -2 14 0.00 0.02 0.05 0.05 0.05 Raf -2 15 0.00 0.01 0.03 0.03 0.03 Raf -2 16 0.00 0.01 0.03 0.03 0.03 COLUMN REACTIONS: Mem Load Reaction(k ) Id Id Horz(OP) Vert Horz(IP) Col -1 1 0.00 -0.53 0.00 Col -1 2 0.00 -0.04 0.00 Col -1 3 0.00 -0.11 0.00 Col -1 4 0.00 -0.06 0.00 Col -1 5 0.00 0.25 0.00 Col -1 6 0.00 0.31 0.00 Col -1 7 0.00 0.38 0.00 Col -1 8 0.00 0.37 0.00 Col -1 9 0.00 0.44 0.00 Col -1 10 0.00 -0.04 0.00 Col -1 11 0.00 -0.04 0.00 Col -1 12 0.00 -0.41 0.00 Col -1 13 0.00 -0.41 0.00 Col -1 14 0.00 -0.04 0.00 Col -1 15 0.00 -0.04 0.00 Col -1 16 0.00 -0.02 0.00 Col -1 17 0.00 -0.02 0.00 Col -2 1 0.00 3.39 0.00 Col -2 2 0.00 0.52 0.00 Col -2 3 0.57 0.56 0.00 Page 11 EWDES -L.OUT Col -2 4 0.57 1.09 0.00 Col -2 5 0.57 -1.59 0.00 Col -2 6 0.57 -1.13 0.00 Col -2 7 -0.69 -2.05 0.00 Col -2 8 0.77 -2.50 0.00 Col -2 9 0.77 -1.90 0.00 Col -2 10 0.00 0.52 0.00 Col -2 11 0.00 0.52 0.00 col -2 12 0.00 2.67 0.00 Col -2 13 0.00 2.67 0.00 Col -2 14 0.00 0.52 0.00 Col -2 15 0.00 0.52 0.00 col -2 16 0.00 0.31 0.00 Col -2 17 0.00 0.31 0.00 Col -3 1 0.00 0.18 0.00 Col -3 2 0.00 0.06 0.00 Col -3 3 0.81 -0.71 0.00 Col -3 4 0.81 0.86 0.00 Col -3 5 0.81 -0.79 0.00 Col -3 6 0.81 0.76 0.00 Col -3 7 -0.99 -0.06 0.00 Col -3 8 1.08 -1.11 0.00 Col -3 9 1.08 0.96 0.00 col -3 10 0.00 0.06 0.00 Col -3 11 0.00 0.06 0.00 Col -3 12 0.00 0.15 0.00 col -3 13 0.00 0.15 0.00 Col -3 14 0.00 0.06 0.00 col -3 15 0.00 0.06 0.00 col -3 16 0.00 0.04 0.00 Col -3 17 0.00 0.04 0.00 Col -4 1 0.00 6.62 0.00 Col -4 2 0.00 0.99 0.00 Col -4 3 1.41 2.30 0.00 Col -4 4 1.41 0.89 0.00 Col -4 5 1.41 -1.92 0.00 Col -4 6 1.41 -3.17 0.00 Col -4 7 -1.73 -3.98 0.00 Col -4 8 1.89 -3.28 0.00 Col -4 9 1.89 -4.92 0.00 Col -4 10 0.00 0.99 0.00 Col -4 11 0.00 0.99 0.00 Col -4 12 0.00 5.21 0.00 col -4 13 0.00 5.21 0.00 Col -4 14 0.00 0.99 0.00, col -4 15 0.00 0.99 0.00 col -4 16 0.00 0.59 0.00 Col -4 17 0.00 0.59 0.00 col -5 1 0.00 2.63 0.00 Col -5 2 0.00 0.41 0.00 Col -5 3 0.00 1.02 0.00 Col -5 4 0.00 0.29 0.00 Col -5 5 0.00 -0.64 0.00 col -5 6 0.00 -1.45 0.00 Col -5 7 0.00 -1.58 0.00 Col -5 8 0.00 -1.16 0.00 col -5 9 0.00 -2.25 0.00 Col -5 10 0.00 0.41 0.00 Col -5 11 0.00 0.41 0.00 col -5 12 0.00 2.08 0.00 col -5 13 0.00 2.08 0.00 Col -5 14 0.00 0.41 0.00 Col -5 15 0.00 0.41 0.00 Page 12 EWDES -L.OUT Col -5 16 0.00 0.25 0.00 Col -5 17 0.00 0.25 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col -1 1 0.00 1.07 Col -1 2 0.00 1.07 Col -1 3 0.00 1.07 Col -1 4 0.00 1.07 Col -1 5 0.00 1.07 Col -1 6 0.00 1.07 Col -1 7 0.00 1.07 col -1 8 0.00 1.07 Col -1 9 0.00 1.07 Col -1 10 0.00 1.07 Col -1 11 0.00 1.07 Col -1 12 0.00 1.07 Col -1 13 0.00 1.07 Col -1 14 0.00 1.07 Col -1 15 0.00 1.07 Col -1 16 0.00 1.07 Col -1 17 0.00 1.07 Col -2 1 0.00 1.10 Col -2 2 0.00 1.10 Col -2 3 0.10 1.10 Col -2 4 0.10 1.10 Col -2 5 0.10 1.10 Col -2 6 0.10 1.10 Col -2 7 -0.12 1.10 col -2 8 0.14 1.10 Col -2 9 0.14 1.10 Col -2 10 0.00 1.10 Col -2 11 0.00 1.10 col -2 12 0.00 1.10 Col -2 13 0.00 1.10 Col -2 14 0.00 1.10 Col -2 15 0.00 1.10 col -2 16 0.00 1.10 Col -2 17 0.00 1.10 Col -3 1 0.00 1.20 Col -3 2 0.00 1.20 col -3 3 0.19 1.20 Col -3 4 0.19 1.20 Col -3 5 0.19 1.20 Col -3 6 0.19 1.20 Col -3 7 -0.23 1.20 Col -3 8 0.25 1.20 Col -3 9 0.25 1.20 Col -3 10 0.00 1.20 Col -3 11 0.00 1.20 Col -3 12 0.00 1.20 Col -3 13 0.00 1.20 Col -3 14 0.00 1.20 Col -3 15 0.00 1.20 Col -3 16 0.00 1.20 Col -3 17 0.00 1.20 Col -4 1 0.00 1.27 Col -4 2 0.00 1.27 Col -4 3 0.39 1.27 Page 13 EWDES -L.OUT Col -4 4 0.39 1.27 Col -4 5 0.39 1.27 Col -4 6 0.39 1.27 Col -4 7 -0.48 1.27 Col -4 8 0.52 1.27 Col -4 9 0.52 1.27 Col -4 10 0.00 1.27 Col -4 11 0.00 1.27 Col -4 12 0.00 1.27 Col -4 13 0.00 1.27 Col -4 14 0.00 1.27 Col -4 15 0.00 1.27 Col -4 16 0.00 1.27 Col -4 17 0.00 1.27 Col -5 1 0.00 1.07 Col -5 2 0.00 1.07 Col -5 3 0.00 1.07 Col -5 4 0.00 1.07 Col -5 5 0.00 1.07 Col -5 6 0.00 1.07 Col -5 7 0.00 1.07 Col -5 8 0.00 1.07 Col -5 9 0.00 1.07 Col -5 10 0.00 1.07 Col -5 11 0.00 1.07 Col -5 12 0.00 1.07 Col -5 13 0.00 1.07 Col -5 14 0.00 1.07 Col -5 15 0.00 1.07 Col -5 16 0.00 1.07 Col -5 17 0.00 1.07 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Raf -1 1 0.05 0.54 Raf -1 2 0.01 0.54 Raf -1 3 -0.02 0.54 Raf -1 4 -0.05 0.54 Raf -1 5 0.02 0.80 Raf -1 6 -0.03 0.54 Raf -1 7 -0.03 0.54 Raf -1 8 -0.04 0.54 Raf -1 9 0.01 0.54 Raf -1 10 0.01 0.54 Raf -1 11 0.04 0.54 Raf -1 12 0.04 0.54 Raf -1 13 0.01 0.54 Raf -1 14 0.01 0.54 Raf -1 15 0.00 0.54 Raf -1 16 0.00 0.54 Raf -2 1 -0.80 1.72 Raf -2 2 -0.11 1.72 Raf -2 3 0.36 1.72 Raf -2 4 0.68 1.72 Raf -2 5 0.13 1.72 Raf -2 6 0.45 1.72 Raf -2 7 0.50 1.72 Raf -2 8 0.58 1.72 Raf -2 9 -0.11 1.72 Page 14 EWDES -L.OUT Raf -2 10 -0.11 1.72 Raf -2 11 -0.63 1.72 Raf -2 12 -0.63 1.72 Raf -2 13 -0.11 1.72 Raf -2 14 -0.11 1.72 Raf -2 15 -0.07 1.72 Raf -2 16 -0.07 1.72 Hayes -D Rafter Splice Report 6/22/09 7:24am Splice - Surface- - -- Plate - -- Design_Load - - -- ---- Bolts(A325 ) - - -- Id Typ Id Locate width Thick Id Axl Shr Mom Row Diam Space Gage 1 M 3 0.0 6.0 0.500 1 0.3 3.4 12.0 2 0.625 4.00 2.75 4 1.2 2.9 -10.2 2 0.625 4.00 2.75 LOAD COMBINATIONS: 1 - DL +CL +LL 4 - 0.6DL +WR1 Hayes -D Base Plate & Anchor Bolt Design 6/22/09 7:24am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column_Base -- Plate_Size(in) -- - Bolts(A307 )- Id Depth width Length Thick Row Diam Gage Col -1 8.0 2 0.625 0.00 Col -2 8.0 2 0.625 0.00 col -3 8.0 2 0.625 0.00 Col -4 8.0 2 0.625 0.00 Col -5 8.0 2 0.625 0.00 BASE REACTIONS: Max_Tension +Shear Column - Max_Comp- - Max_Tens- - Max_Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) Col -1 9 0.4 1 -0.5 1 0.0 1 -0.5 0.0 Col -2 1 3.4 8 -2.5 8 0.8 8 -2.5 0.8 Col -3 9 1.0 8 -1.1 8 1.1 8 -1.1 1.1 Col -4 1 6.6 9 -4.9 8 1.9 9 -4.9 1.9 Col -5 1 2.6 9 -2.3 1 0.0 9 -2.3 0.0 LOAD COMBINATIONS: 1 - DL +CL +LL 8 - 0.6DL +WL1 +WS Page 15 EWDES -L.OUT 9 - 0.6DL +WR1 +WS Hayes -D Flush Girt Design Report 6/22/09 7:24am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 2.500 7.333 2 0 3 2 2.500 7.333 4 2 2.500 7.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 1 2 2.437 2.437 2 0 3 2 7.292 7.292 4 2 24.271 24.271 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 1 2 8x25216 8x25216 2 0 3 2 8x25216 8x25216 4 2 8x25212 8x35212 GIRT INSIDE FLANGE BRACE: No._Brace /Bay 1 2 3 4 0 0 0 0 GIRT ACTIONS: Bay Girt Ld -- Shear(k ) - -- -- Moment(f -k ) -- Mom+ --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow UC 1 1 WP -0.07 2.44 0.03 -0.04 4.97 0.01 0.00 0.00 0.24 0.00 ws -0.08 2.44 0.03 0.05 4.97 0.01 0.00 0.00 0.24 0.00 1 2 WP 0.10 2.44 0.04 -0.06 4.97 0.01 0.00 0.00 0.24 0.00 WS -0.11 2.44 0.05 0.07 4.97 0.01 0.00 0.00 0.24 0.00 3 1 WP 0.22 2.44 0.09 -0.40 4.97 0.08 0.01 -0.02 0.73 0.02 WS -0.24 2.44 0.10 0.44 4.76 0.09 0.01 0.02 0.73 0.03 3 2 WP -0.33 2.44 0.14 -0.60 4.97 0.12 0.01 -0.03 0.73 0.04 ws -0.36 2.44 0.15 0.65 4.76 0.14 0.02 0.03 0.73 0.04 4 1 WP 0.73 12.39 0.06 -4.43 9.55 0.46 0.12 -1.18 2.43 0.49 WS 0.81 12.39 0.07 4.85 6.21 0.78 0.15 1.30 2.43 0.53 4 2 WP 1.00 12.39 0.08 -6.09 10.59 0.57 0.19 -1.31 2.43 0.54 ws 1.11 12.39 0.09 6.67 6.89 0.97 0.23 1.44 2.43 0.59 Hayes -D Door Jamb & Header Summary 6/22/09 7:24am JAMB /HEADER LAYOUT: Page 16 EWDES -L.OUT Bay Member Member Member Member Id Id Size Length weight 2 Header 8x35C14 12.00 45.7 STRENGTH /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- - -- Moment(f -k ) -- Mom+ Deflect(in) Id Id Id Calc vn /sf UC Calc Mn /sf uC shear Calc Allow 2 Header WP -0.18 5.23 0.03 -0.53 7.05 0.08 0.00 -0.04 1.20 ws 0.19 5.23 0.04 0.58 4.58 0.13 0.00 0.04 1.20 Hayes -D Endwall Diagonal Bracing Summary 6/22/09 7:24am PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length wind seismic Wind Seismic Allow 38.00 28.9 0.0 0.0 0.0 75.0 DIAGONAL BRACING: Brace_Tension(k ) Bay Sw Diag_Brace - - -- wind - - -- - -- Seismic -- Max Id Bay Type Size Part Calc Pn /sf Calc Pn /sf UC KL /R 1 20.00 C 0.312 0.31_CBL 3.36 4.20 0.00 4.20 0.80 4 20.00 C 0.250 0.25_CBL 0.70 2.50 0.00 2.50 0.28 EW REACTION TO FRAME: Bay Col Wind_Max Seismic_Max Id Id Horz Horz(OP) Horz Horz(OP) - -- - - -- - - -- 1 1 -0.41 1.30 0.00 0.00 1 2 0.41 1.30 0.00 0.00 4 4 -0.41 0.31 0.00 0.00 4 5 0.41 0.31 0.00 0.00 Hayes -D Wall Panel Report 6/22/09 7:24am PANEL DATA: Bay Part Type Gage Yield 3 SSPAN-X6 Sx 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id talc Mn /sf uc calc Mn /sf uC Calc Allow uC 1 2.50 WP 19.4 147.2 0.13 -7.6 110.2 0.07 0.00 0.25 0.02 WS -25.8 110.2 0.23 10.2 147.2 0.07 0.01 0.25 0.02 Page 17 EWDES -L.OUT 2 4.83 WP 76.1 147.2 0.52 -14.9 110.2 0.14 -0.01 0.48 0.02 ws -101.2 110.2 0.92 19.8 147.2 0.13 0.01 0.48 0.02 3 6.18 WP 76.1 147.2 0.52 -62.5 110.2 0.57 -0.33 0.62 0.53 WS -101.2 110.2 0.92 83.2 147.2 0.57 0.44 0.62 0.71 Hayes -D Endwall Design Warning Report 6/22/09 7:24am .. No Warnings Hayes -D Endwall weight Summary 6/22/09 7:24am FORCED SPACING: Total Column weight = 216.60 Total Rafter weight = 684.36 Total Girt weight = 314.23 Total Door Jamb weight = 45.72 Total Bracing Weight = 11.60 Total Clips weight = 52.80 Total Endwall weight = 1325.31 Page 18 EWDES -R.OUT Hayes - D Endwall Design Input 6/22/09 7:24am * *( 1)JOBID: 'Hayes -D' *( 2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col /Raf Girt Brace Panel Cycle Stiff 'R' 'Y' ' Y ' ' Y ' ' Y ' 4 1.00 *( 3)DESIGN CODE: 'Design --- Steel_Code - -- - -- Build - -- Code Seismic * Code Cold Hot Country Code Year Label zone 'WS' 'NAUS01' 'AISCO5' 1 ----"IBC ' '06' 'FBC 07 "A ' *( 4)DESIGN CONSTANTS: ---Strength_Factors-- * --- Stress_Ratio - -- --- Seismic - -- * Col /Raf Girt Panel wind Frame Brace 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * Rafter - -- Girt - -- -- Panel - -- Part wind * Live Wind Total Column wall Facia wall Facia Wall Bent 180. 180. 0. 120. 120. 120. 120. 120. 120. 60. *( 7)REPORTS: • Input Column wall Door wall Cable • Echo Rafter Girt Jamb Panel Brace 'I' ' Y ' ' Y ' ' Y ' ' Y ' ' Y ' *( 8)BUILDING TYPE: * Build Build Build Expand_EW * Type width Length use Offset 'FF -' 50.0000 100.0000 'N : -' 16.00 *( 9)SURFACE SHAPE: • No. x_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 12.0000 8.250 25.0000 14.0833 8.250 50.0000 12.0000 8.250 50.0000 0.0000 8.250 *(10)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. • Bay Bay Recess Bays width Bays 5 20.0000 0.6667 3 17.0000 1 16.0000 1 17.0000 1 *(11)FRAMED OPENINGS: • No. Open Bay Open Open Open Open Sill Base Set Member Remove *open Id Id Width Height Offset Type Height Elev Depth Select Panel 1 6 2 16.0000 9.0000 0.0000 52 0.0000 0.000 0.000 'Cu' 'Y' *(12)WIDE OPENING LAYOUT: Page 1 EWDES -R.OUT * -- Open - -- Bay_Id -- Clear_opening -- wedge Stub Column Total *No. Id Type St End width Height Height Elev Mount weight 0 *(13)WIDE OPENING AND STRUT FRAMING: * -Open- Door_Jamb Stub Head Back_Brace Strut - Header_Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 *(14)WIDE OPENING HEADER LOCATION: * -Open- No. Column *No. Id Location Location 0 *(15)PARTIAL WALLS: * set_of -- Bay_Id -- Top Full_Load Panel • Bays Id Use Start End Height Type Girt Col Part 0 *(16)COLUMNS: • --Left_Corner-- - Right_Corner -- - Int_Facia -- Int_No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev (in) (in) (in) (in) Dep (ft) (in) 'CW ' ' -' 0.00 'CW ' ' -' 0.00 'C ' 8.00 'C ' 8.00 'N' 60.000 0.000 *(17)COLUMN SIZE & ELEVATION: * No. Column Base • Column Size Elev 4 ' 0.000 ' 0.000 0.000 ' 0.000 *(18)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'CW ' 0.000 ' Y ' 'N' *(19)RAFTER SIZE: • No. Surf Rafter • Rafter Id Size 2 2 ' ' 3 ' ' *(20)RAFTER SPLICES: • surf No. splice splice • Id Splice Loc Type 2 0 3 1 0.0000 'M ' *(21)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt_To One_Girt Max_Unbr *Type out In offset Project Depth Lap Space Rafter Depth /Bay Length 'ZF' 'C' 'N' 0.000 0.000 0.000 0.0000 7.3333 'N' ' Y ' 8.0000 *(22)GIRT LOCATION: * Set No. Girt * Loc Girt Location ' P ' 2 2.5000 7.3333 *(23)SPECIAL GIRT: * Sets_Of -- Bay_Id -- Girt Girt Girt * Girts Start End Height Type Rotate Use Page 2 EWDES -R.OUT 0 *(24)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_space * Id Ext Purlin Space Space Space No. 3 0.000 6 1.000 0 2 0.000 6 1.000 0 *(25)PANELS /RF_COLUMNS: • Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'SSPAN -X6' 'N' 3.000 0 *(26)WIND FRAMING SELECTION: * order_of_Selection * Panel Diagonal wind Wind • Shear Bracing Bent Column ' Y ' ' Y ' ' Y ' ' Y ' *(27)WALL BRACING: • wind Brace No._Bay Specified * Shear Type Specified Bays_For_Bracing 75.0 'CR' 0 *(28)WIND BENTS: • -- Member -- No. * Type Depth Bay Bay_Id ' -' 0.00 0 *(29)WIND COLUMNS: • -- Member -- No. Left/ • Type Depth Bay Bay_Id Right ' -' 0.00 0 *(30)WALL BRACING ATTACHMENT * No. Attach -- Bay_Id -- No. *Attach Id Start End Level Level_Height 0 *(31)EAVE EXTENSION: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(32)CANOPY: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 3 0 2 0 4 0 *(33)FACIA /PARAPET : *Wall No. Ext Fac Bay_Id ----Attach Beam---- - -- Facia /Parapet - -- Edge_Extend Ext * Id Ext Id Type St End Height width Slope Elev Height Slope Left Right Mnt (C,E) (ft) (ft) ( ?:12 ) (ft) (ft) ( ?:12 ) (ft) (ft) 3 0 2 0 4 0 *(34)FACIA /PARAPET GIRTS: *Ext - - -- Top - - -- -- Interior- - -- Back_Panel - -- Angle *Id Type Rotate Type Rotate Part Rotate Spacing Page 3 EWDES -R.OUT *(35)ADJACENT BUILDING: *Wall No. Ext - Bay_Id -- - Edge_Extend- Ext *Id Ext Id Start End Height width Slope Left Right Mount 2 0 4 0 *(36)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: *Ext Ext_Beam Facia /Parapet Facia /Parapet_Girt *Id Dead Collat Live Snow Press Suct Press Suct Press Suct *(37)BASIC LOADS: - -- Deflection - -- wind • Dead Collat Live Snow Basic Load_Ratio Load * Load Load Load Load Wind Snow Wind Seis Factor 2.0 0.0 20.0 0.0 18.8 1.00 1.00 1.00 1.00 *(38)EDGE ZONE: * Zone Col/ * width Girt Panel Jamb 4.800 1.06 1.00 1.06 *(39)BASIC LOADS AT EAVE: *Seis Seis Seis Torsion_Forces *Dead Girt Load Wind Seismic 2.0 0.0000 0.00 0.00 0.00 *(40)WIND PRESSURE /SUCTION: • wind wind • Press Suct 16.4 -17.9 .. Column 16.4 -17.9 .. Girt /Header 16.4 -17.9 .. Jamb 20.3 -27.0 .. Panel 28.2 -18.8 .. Parapet Girt 28.2 -18.8 .. Transv Bracing, Facia /Parapet *(41)WIND COEFFICIENTS: * Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long_Wind Surface • Id Left Right Left Right Left Right 1 2 Friction 1 0.00 0.00 0.00 0.00 0.37 -0.57 0.00 0.00 0.00 2 -1.15 -0.67 -0.79 -0.31 -1.15 -0.67 -0.87 -0.55 0.00 3 -0.67 -1.15 -0.31 -0.79 -0.67 -1.15 -0.87 -0.55 0.00 4 0.00 0.00 0.00 0.00 -0.57 0.37 0.00 0.00 0.00 *(42)COLUMN DESIGN LOADS: *Load - Add_Snow- Rafter_Wind Brace_Wind Long_Wind Column_Wind Aux_Load *No Id Dead Coll Live Snow Drift slide Left Right Left Right 1 2 Press Suct Seis Id Coef 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Page 4 EWDES -R.OUT 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(43)COLUMN DESIGN LOADS: Deflection *Load - Add_Snow- Rafter_wind Brace_wind Long_Wind Column_Wind Aux_Load *No Id Dead Coll Live Snow Drift slide Left Right Left Right 1 2 Press Suct Seis Id Coef 0 *(44)RAFTER DESIGN LOADS: *Load - Add_Snow- Rafter_wind_1 Rafter_wind_2 Long_wind Aux_Load No Id Dead Collat Live Snow Drift slide Left Right Left Right 1 2 Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 1 1.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 2 1.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0 0.00 11 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 0.70 0 0.00 13 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Page 5 EWDES -R.OUT 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(45)RAFTER DESIGN LOADS: Deflection *Load - Add_Snow- Rafter_Wind_1 Rafter_Wind_2 Long_Wind Aux_Load *No Id Dead collat Live Snow Drift Slide Left Right Left Right 1 2 Seis Id Coef 0 *(46)BRACING DESIGN LOADS: *Load - Add_Snow- Rafter_Wind Brace_Wind Long_Wind Column_wind Aux_Load *No Id Dead Coll Live Snow Drift slide Left Right Left Right 1 2 Press Suct Seis Id Coef 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 *(47)AUXILIARY LOADS: * No. Aux Aux No. Add Add_Load * Aux Id Name Combs Id Coef 2 1 'LWINDI_L ' 1 1 1.00 2 'LWINDI_R ' 1 2 1.00 *(48)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY Mom X Y ..Conc * Add Id Id Load Type wl w2 Co DL1 DL2 ..unif 6 1 2 ' "D ' 0.074 0.074 0.00 0.00 9.60 2 3 ' "D ' 0.074 0.074 0.00 15.49 25.09 3 2 'WINDLl' 'D ' -0.087 -0.087 0.00 25.00 25.09 4 2 'WINDL2' 'D ' -0.087 -0.087 0.00 25.00 25.09 5 3 'WINDRI' 'D ' -0.087 -0.087 0.00 0.00 0.09 6 3 'WINDR2' 'D ' -0.087 -0.087 0.00 0.00 0.09 *(49)GIRT LAPS: * Data Set_1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' -' 0 *(50)GIRT STRAPS: * Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- --- Set_4 - -- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan ' -' 0 *(51)PANEL SCREWS: * No. Screw Washer Screw Screw *zone zone Part Dia Dia Space Strength 0 * Code files used: * FL_FBC.07 * EW_FL_FBC.07 Version 3.0 Page 6 EWDES -R.OUT Hayes -D Endwall Design Code 6/22/09 7:24am STRUCTURAL CODE: Design Basis : WS Hot Rolled steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed steel : 29500 (ksi ) Hayes -D Column & Rafter Design 6/22/09 7:24am MEMBER SIZES: Member Member Member - -- Web_Size -- - Flange_Size- Member Member Id Locate Part Depth Thick width Thick Length weight Col -1 0.7 8x35C14 8.00 14ga 3.50 14ga 10.7 40.7 Col -2 17.0 8x35C14 8.00 14ga 3.50 14ga 12.1 45.8 col -3 33.0 8x35C14 8.00 14ga 3.50 14ga 12.1 45.8 Col -4 49.3 8x35C14 8.00 14ga 3.50 14ga 10.7 40.7 Raf -1 8x35C12 8.00 12ga 3.50 12ga 25.1 142.7 Raf -2 8x35C12 8.00 12ga 3.50 12ga 25.1 142.7 Total= 458.43 DESIGN ACTIONS /STRENGTH: Mem Load - -- Axial(k ) -- - -- Shear(k ) -- - Moment(f -k )- Id Id Calc Pn /sf Calc Vn /sf Calc Mn /sf col -1 1 1.72 15.35 0.00 4.08 0.00 6.39 Col -1 2 0.23 15.35 0.00 4.08 0.00 6.39 Col -1 3 0.14 15.35 0.00 4.08 0.00 6.39 Col -1 4 0.64 15.35 0.00 4.08 0.00 6.39 Col -1 5 -1.02 38.09 0.00 4.08 0.00 6.39 Col -1 6 -0.52 38.09 0.00 4.08 0.00 6.39 Col -1 7 -1.11 38.09 0.00 4.08 0.00 6.39 Col -1 8 -1.50 38.09 0.00 4.08 0.00 6.39 Col -1 9 -0.83 38.09 0.00 4.08 0.00 6.39 Col -1 10 0.23 15.35 0.00 4.08 0.00 6.39 Col -1 11 0.23 15.35 0.00 4.08 0.00 6.39 Col -1 12 1.35 15.35 0.00 4.08 0.00 6.39 col -1 13 1.35 15.35 0.00 4.08 0.00 6.39 Col -1 14 0.23 15.35 0.00 4.08 0.00 6.39 Col -1 15 0.23 15.35 0.00 4.08 0.00 6.39 Col -1 16 0.14 15.35 0.00 4.08 0.00 6.39 col -1 17 0.14 15.35 0.00 4.08 0.00 6.39 Col -2 1 4.20 15.11 0.00 4.08 0.00 6.39 Col -2 2 0.52 15.11 0.00 4.08 0.00 6.39 col -2 3 0.33 15.11 -1.31 4.08 3.94 6.39 Col -2 4 1.51 15.11 -1.31 4.08 3.94 6.39 Page 7 EWDES -R.OUT Col -2 5 -2.48 38.09 -1.31 4.08 3.94 6.39 col -2 6 -1.29 38.09 -1.31 4.08 3.94 6.39 Col -2 7 -2.72 38.09 1.60 4.08 -4.82 6.39 Col -2 8 -3.65 38.09 -1.74 4.08 5.26 6.39 Col -2 9 -2.07 38.09 -1.74 4.08 5.26 6.39 Col -2 10 0.52 15.11 0.00 4.08 0.00 6.39 Col -2 11 0.52 15.11 0.00 4.08 0.00 6.39 col -2 12 3.28 15.11 0.00 4.08 0.00 6.39 Col -2 13 3.28 15.11 0.00 4.08 0.00 6.39 Col -2 14 0.52 15.11 0.00 4.08 0.00 6.39 Col -2 15 0.52 15.11 0.00 4.08 0.00 6.39 col -2 16 0.31 15.11 0.00 4.08 0.00 6.39 Col -2 17 0.31 15.11 0.00 4.08 0.00 6.39 Col -3 1 4.20 15.11 0.00 4.08 0.00 6.39 Col -3 2 0.52 15.11 0.00 4.08 0.00 6.39 Col -3 3 1.51 15.11 -1.31 4.08 3.94 6.39 Col -3 4 0.33 15.11 -1.31 4.08 3.94 6.39 Col -3 5 -1.29 38.09 -1.31 4.08 3.94 6.39 Col -3 6 -2.48 38.09 -1.31 4.08 3.94 6.39 col -3 7 -2.72 38.09 1.60 4.08 -4.82 6.39 col -3 8 -2.07 38.09 -1.74 4.08 5.26 6.39 Col -3 9 -3.65 38.09 -1.74 4.08 5.26 6.39 col -3 10 0.52 15.11 0.00 4.08 0.00 6.39 Col -3 11 0.52 15.11 0.00 4.08 0.00 6.39 Col -3 12 3.28 15.11 0.00 4.08 0.00 6.39 col -3 13 3.28 15.11 0.00 4.08 0.00 6.39 Col -3 14 0.52 15.11 0.00 4.08 0.00 6.39 Col -3 15 0.52 15.11 0.00 4.08 0.00 6.39 Col -3 16 0.31 15.11 0.00 4.08 0.00 6.39 Col -3 17 0.31 15.11 0.00 4.08 0.00 6.39 Col -4 1 1.72 15.35 0.00 4.08 0.00 6.39 Col -4 2 0.23 15.35 0.00 4.08 0.00 6.39 Col -4 3 0.64 15.35 0.00 4.08 0.00 6.39 Col -4 4 0.14 15.35 0.00 4.08 0.00 6.39 Col -4 5 -0.52 38.09 0.00 4.08 0.00 6.39 Col -4 6 -1.02 38.09 0.00 4.08 0.00 6.39 Col -4 7 -1.11 38.09 0.00 4.08 0.00 6.39 Col -4 8 -0.83 38.09 0.00 4.08 0.00 6.39 Col -4 9 -1.50 38.09 0.00 4.08 0.00 6.39 Col -4 10 0.23 15.35 0.00 4.08 0.00 6.39 Col -4 11 0.23 15.35 0.00 4.08 0.00 6.39 Col -4 12 1.35 15.35 0.00 4.08 0.00 6.39 col -4 13 1.35 15.35 0.00 4.08 0.00 6.39 Col -4 14 0.23 15.35 0.00 4.08 0.00 6.39 Col -4 15 0.23 15.35 0.00 4.08 0.00 6.39 Col -4 16 0.14 15.35 0.00 4.08 0.00 6.39 Col -4 17 0.14 15.35 0.00 4.08 0.00 6.39 Raf -1 1 0.16 27.53 -2.27 12.39 6.13 10.48 Raf -1 2 0.02 21.63 -0.26 12.39 0.70 9.53 Raf -1 3 0.06 11.55 2.03 12.39 4.51 6.16 Raf -1 4 -0.27 57.10 1.12 12.39 2.46 6.22 Raf -1 5 0.10 11.54 1.34 12.39 3.00 6.15 Raf -1 6 -0.13 57.10 0.44 12.39 0.94 6.28 Raf -1 7 -0.36 57.10 1.72 12.39 4.61 6.19 Raf -1 8 -0.35 57.10 1.49 12.39 3.39 6.08 Raf -1 9 0.02 21.63 -0.26 12.39 0.70 9.53 Raf -1 10 0.02 21.63 -0.26 12.39 0.70 9.53 Raf -1 11 0.12 27.53 -1.77 12.39 4.77 10.48 Raf -1 12 0.12 27.53 -1.77 12.39 4.77 10.48 Raf -1 13 0.02 21.63 -0.26 12.39 0.70 9.53 Raf -1 14 0.02 21.63 -0.26 12.39 0.70 9.53 Raf -1 15 0.01 21.63 -0.15 12.39 0.42 9.53 Page 8 EWDES -R.OUT Raf -1 16 0.01 21.63 -0.15 12.39 0.42 9.53 Raf -2 1 0.16 27.53 2.27 12.39 6.13 10.48 Raf -2 2 0.02 21.63 0.26 12.39 0.70 9.53 Raf -2 3 -0.27 57.10 -1.12 12.39 2.46 6.22 Raf -2 4 0.06 11.55 -2.03 12.39 4.51 6.16 Raf -2 5 -0.13 57.10 -0.44 12.39 0.94 6.28 Raf -2 6 0.10 11.54 -1.34 12.39 3.00 6.15 Raf -2 7 -0.35 57.10 -1.49 12.39 3.39 6.08 Raf -2 8 -0.36 57.10 -1.72 12.39 4.61 6.19 Raf -2 9 0.02 21.63 0.26 12.39 0.70 9.53 Raf -2 10 0.02 21.63 0.26 12.39 0.70 9.53 Raf -2 11 0.12 27.53 1.77 12.39 4.77 10.48 Raf -2 12 0.12 27.53 1.77 12.39 4.77 10.48 Raf -2 13 0.02 21.63 0.26 12.39 0.70 9.53 Raf -2 14 0.02 21.63 0.26 12.39 0.70 9.53 Raf -2 15 0.01 21.63 0.15 12.39 0.42 9.53 Raf -2 16 0.01 21.63 0.15 12.39 0.42 9.53 STRESS RATIO: Mem Load Control Id Id Axial Shear Moment Axl +Mom Shr +Mom UC Col -1 1 0.11 0.00 0.00 0.11 0.11 Col -1 2 0.02 0.00 0.00 0.02 0.02 Col -1 3 0.01 0.00 0.00 0.01 0.01 Col -1 4 0.04 0.00 0.00 0.04 0.04 Col -1 5 0.03 0.00 0.00 0.03 0.03 Col -1 6 0.01 0.00 0.00 0.01 0.01 Col -1 7 0.03 0.00 0.00 0.03 0.03 Col -1 8 0.04 0.00 0.00 0.04 0.04 Col -1 9 0.02 0.00 0.00 0.02 0.02 Col -1 10 0.02 0.00 0.00 0.02 0.02 Col -1 11 0.02 0.00 0.00 0.02 0.02 Col -1 12 0.09 0.00 0.00 0.09 0.09 Col -1 13 0.09 0.00 0.00 0.09 0.09 Col -1 14 0.02 0.00 0.00 0.02 0.02 Col -1 15 0.02 0.00 0.00 0.02 0.02 Col -1 16 0.01 0.00 0.00 0.01 0.01 Col -1 17 0.01 0.00 0.00 0.01 0.01 Col -2 1 0.28 0.00 0.00 0.28 0.28 Col -2 2 0.03 0.00 0.00 0.03 0.03 Col -2 3 0.02 0.32 0.62 0.64 0.24 0.64 Col -2 4 0.10 0.32 0.62 0.72 0.24 0.72 Col -2 5 0.07 0.32 0.62 0.62 0.24 0.62 Col -2 6 0.03 0.32 0.62 0.62 0.24 0.62 Col -2 7 0.07 0.39 0.75 0.75 0.36 0.75 Col -2 8 0.10 0.43 0.82 0.82 0.43 0.82 Col -2 9 0.05 0.43 0.82 0.82 0.43 0.82 Col -2 10 0.03 0.00 0.00 0.03 0.03 Col -2 11 0.03 0.00 0.00 0.03 0.03 Col -2 12 0.22 0.00 0.00 0.22 0.22 Col -2 13 0.22 0.00 0.00 0.22 0.22 Col -2 14 0.03 0.00 0.00 0.03 0.03 Col -2 15 0.03 0.00 0.00 0.03 0.03 Col -2 16 0.02 0.00 0.00 0.02 0.02 Col -2 17 0.02 0.00 0.00 0.02 0.02 Col -3 1 0.28 0.00 0.00 0.28 0.28 Col -3 2 0.03 0.00 0.00 0.03 0.03 Col -3 3 0.10 0.32 0.62 0.72 0.24 0.72 Col -3 4 0.02 0.32 0.62 0.64 0.24 0.64 Col -3 5 0.03 0.32 0.62 0.62 0.24 0.62 Page 9 EWDES -R.OUT Col -3 6 0.07 0.32 0.62 0.62 0.24 0.62 Col -3 7 0.07 0.39 0.75 0.75 0.36 0.75 col -3 8 0.05 0.43 0.82 0.82 0.43 0.82 Col -3 9 0.10 0.43 0.82 0.82 0.43 0.82 Col -3 10 0.03 0.00 0.00 0.03 0.03 Col -3 11 0.03 0.00 0.00 0.03 0.03 Col -3 12 0.22 0.00 0.00 0.22 0.22 Col -3 13 0.22 0.00 0.00 0.22 0.22 Col -3 14 0.03 0.00 0.00 0.03 0.03 Col -3 15 0.03 0.00 0.00 0.03 0.03 Col -3 16 0.02 0.00 0.00 0.02 0.02 Col -3 17 0.02 0.00 0.00 0.02 0.02 Col -4 1 0.11 0.00 0.00 0.11 0.11 Col -4 2 0.02 0.00 0.00 0.02 0.02 Col -4 3 0.04 0.00 0.00 0.04 0.04 col -4 4 0.01 0.00 0.00 0.01 0.01 Col -4 5 0.01 0.00 0.00 0.01 0.01 Col -4 6 0.03 0.00 0.00 0.03 0.03 Col -4 7 0.03 0.00 0.00 0.03 0.03 Col -4 8 0.02 0.00 0.00 0.02 0.02 Col -4 9 0.04 0.00 0.00 0.04 0.04 Col -4 10 0.02 0.00 0.00 0.02 0.02 Col -4 11 0.02 0.00 0.00 0.02 0.02 Col -4 12 0.09 0.00 0.00 0.09 0.09 Col -4 13 0.09 0.00 0.00 0.09 0.09 Col -4 14 0.02 0.00 0.00 0.02 0.02 Col -4 15 0.02 0.00 0.00 0.02 0.02 Col -4 16 0.01 0.00 0.00 0.01 0.01 Col -4 17 0.01 0.00 0.00 0.01 0.01 Raf -1 1 0.01 0.18 0.58 0.58 0.38 0.58 Raf -1 2 0.00 0.02 0.07 0.07 0.00 0.07 Raf -1 3 0.01 0.16 0.73 0.63 0.29 0.63 Raf -1 4 0.00 0.09 0.39 0.39 0.09 0.39 Raf -1 5 0.01 0.11 0.49 0.42 0.13 0.42 Raf -1 6 0.00 0.04 0.15 0.15 0.01 0.15 Raf -1 7 0.01 0.14 0.74 0.74 0.22 0.74 Raf -1 8 0.01 0.12 0.56 0.56 0.15 0.56 Raf -1 9 0.00 0.02 0.07 0.07 0.00 0.07 Raf -1 10 0.00 0.02 0.07 0.07 0.00 0.07 Raf -1 11 0.00 0.14 0.46 0.46 0.23 0.46 Raf -1 12 0.00 0.14 0.46 0.46 0.23 0.46 Raf -1 13 0.00 0.02 0.07 0.07 0.00 0.07 Raf -1 14 0.00 0.02 0.07 0.07 0.00 0.07 Raf -1 15 0.00 0.01 0.04 0.04 0.04 Raf -1 16 0.00 0.01 0.04 0.04 0.04 Raf -2 1 0.01 0.18 0.58 0.58 0.38 0.58 Raf -2 2 0.00 0.02 0.07 0.07 0.00 0.07 Raf -2 3 0.00 0.09 0.39 0.39 0.09 0.39 Raf -2 4 0.01 0.16 0.73 0.63 0.29 0.63 Raf -2 5 0.00 0.04 0.15 0.15 0.01 0.15 Raf -2 6 0.01 0.11 0.49 0.42 0.13 0.42 Raf -2 7 0.01 0.12 0.56 0.56 0.15 0.56 Raf -2 8 0.01 0.14 0.74 0.74 0.22 0.74 Raf -2 9 0.00 0.02 0.07 0.07 0.00 0.07 Raf -2 10 0.00 0.02 0.07 0.07 0.00 0.07 Raf -2 11 0.00 0.14 0.46 0.46 0.23 0.46 Raf -2 12 0.00 0.14 0.46 0.46 0.23 0.46 Raf -2 13 0.00 0.02 0.07 0.07 0.00 0.07 Raf -2 14 0.00 0.02 0.07 0.07 0.00 0.07 Raf -2 15 0.00 0.01 0.04 0.04 0.04 Raf -2 16 0.00 0.01 0.04 0.04 0.04 Page 10 EWDES -R.OUT COLUMN REACTIONS: Mem Load Reaction(k ) Id Id Horz(OP) Vert Horz(IP) Col -1 1 0.00 1.72 0.00 Col -1 2 0.00 0.23 0.00 Col -1 3 0.00 0.14 0.00 col -1 4 0.00 0.64 0.00 Col -1 5 0.00 -0.98 0.00 Col -1 6 0.00 -0.48 0.00 Col -1 7 0.00 -1.09 0.00 Col -1 8 0.00 -1.47 0.00 Col -1 9 0.00 -0.80 0.00 Col -1 10 0.00 0.23 0.00 Col -1 11 0.00 0.23 0.00 Col -1 12 0.00 1.35 0.00 Col -1 13 0.00 1.35 0.00 Col -1 14 0.00 0.23 0.00 Col -1 15 0.00 0.23 0.00 Col -1 16 0.00 0.14 0.00 Col -1 17 0.00 0.14 0.00 Col -2 1 0.00 4.20 0.00 Col -2 2 0.00 0.52 0.00 Col -2 3 1.31 0.33 0.00 Col -2 4 1.31 1.51 0.00 col -2 5 1.31 -2.43 0.00 Col -2 6 1.31 -1.25 0.00 Col -2 7 -1.60 -2.69 0.00 Col -2 8 1.74 -3.62 0.00 Col -2 9 1.74 -2.04 0.00 Col -2 10 0.00 0.52 0.00 Col -2 11 0.00 0.52 0.00 Col -2 12 0.00 3.28 0.00 Col -2 13 0.00 3.28 0.00 Col -2 14 0.00 0.52 0.00 Col -2 15 0.00 0.52 0.00 Col -2 16 0.00 0.31 0.00 Col -2 17 0.00 0.31 0.00 Col -3 1 0.00 4.20 0.00 Col -3 2 0.00 0.52 0.00 Col -3 3 1.31 1.51 0.00 Col -3 4 1.31 0.33 0.00 Col -3 5 1.31 -1.25 0.00 Col -3 6 1.31 -2.43 0.00 Col -3 7 -1.60 -2.69 0.00 Col -3 8 1.74 -2.04 0.00 Col -3 9 1.74 -3.62 0.00 Col -3 10 0.00 0.52 0.00 Col -3 11 0.00 0.52 0.00 Col -3 12 0.00 3.28 0.00 Col -3 13 0.00 3.28 0.00 Col -3 14 0.00 0.52 0.00 Col -3 15 0.00 0.52 0.00 col -3 16 0.00 0.31 0.00 Col -3 17 0.00 0.31 0.00 Col -4 1 0.00 1.72 0.00 Col -4 2 0.00 0.23 0.00 Col -4 3 0.00 0.64 0.00 Col -4 4 0.00 0.14 0.00 Col -4 5 0.00 -0.48 0.00 Col -4 6 0.00 -0.98 0.00 Page 11 EWDES -R.OUT Col -4 7 0.00 -1.09 0.00 Col -4 8 0.00 -0.80 0.00 col -4 9 0.00 -1.47 0.00 Col -4 10 0.00 0.23 0.00 Col -4 11 0.00 0.23 0.00 Col -4 12 0.00 1.35 0.00 Col -4 13 0.00 1.35 0.00 Col -4 14 0.00 0.23 0.00 Col -4 15 0.00 0.23 0.00 col -4 16 0.00 0.14 0.00 Col -4 17 0.00 0.14 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id talc Allow Col -1 1 0.00 1.07 Col -1 2 0.00 1.07 col -1 3 0.00 1.07 col -1 4 0.00 1.07 Col -1 5 0.00 1.07 Col -1 6 0.00 1.07 col -1 7 0.00 1.07 Col -1 8 0.00 1.07 Col -1 9 0.00 1.07 Col -1 10 0.00 1.07 col -1 11 0.00 1.07 Col -1 12 0.00 1.07 Col -1 13 0.00 1.07 Col -1 14 0.00 1.07 Col -1 15 0.00 1.07 Col -1 16 0.00 1.07 col -1 17 0.00 1.07 col -2 1 0.00 1.21 Col -2 2 0.00 1.21 Col -2 3 0.31 1.21 Col -2 4 0.31 1.21 col -2 5 0.31 1.21 Col -2 6 0.31 1.21 Col -2 7 -0.38 1.21 Col -2 8 0.42 1.21 Col -2 9 0.42 1.21 Col -2 10 0.00 1.21 Col -2 11 0.00 1.21 Col -2 12 0.00 1.21 Col -2 13 0.00 1.21 Col -2 14 0.00 1.21 Col -2 15 0.00 1.21 Col -2 16 0.00 1.21 Col -2 17 0.00 1.21 Col -3 1 0.00 1.21 Col -3 2 0.00 1.21 Col -3 3 0.31 1.21 col -3 4 0.31 1.21 Col -3 5 0.31 1.21 Col -3 6 0.31 1.21 Col -3 7 -0.38 1.21 Col -3 8 0.42 1.21 Col -3 9 0.42 1.21 Col -3 10 0.00 1.21 Col -3 11 0.00 1.21 Page 12 EWDES -R.OUT Col -3 12 0.00 1.21 Col -3 13 0.00 1.21 Col -3 14 0.00 1.21 Col -3 15 0.00 1.21 Col -3 16 0.00 1.21 Col -3 17 0.00 1.21 Col -4 1 0.00 1.07 Col -4 2 0.00 1.07 Col -4 3 0.00 1.07 Col -4 4 0.00 1.07 Col -4 5 0.00 1.07 Col -4 6 0.00 1.07 Col -4 7 0.00 1.07 Col -4 8 0.00 1.07 Col -4 9 0.00 1.07 Col -4 10 0.00 1.07 Col -4 11 0.00 1.07 Col -4 12 0.00 1.07 Col -4 13 0.00 1.07 Col -4 14 0.00 1.07 Col -4 15 0.00 1.07 Col -4 16 0.00 1.07 Col -4 17 0.00 1.07 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Raf -1 1 -0.40 1.13 Raf -1 2 -0.05 1.13 Raf -1 3 0.36 1.13 Raf -1 4 0.20 1.13 Raf -1 5 0.24 1.13 Raf -1 6 0.07 1.13 Raf -1 7 0.37 1.13 Raf -1 8 0.28 1.13 Raf -1 9 -0.05 1.13 Raf -1 10 -0.05 1.13 Raf -1 11 -0.31 1.13 Raf -1 12 -0.31 1.13 Raf -1 13 -0.05 1.13 Raf -1 14 -0.05 1.13 Raf -1 15 -0.03 1.13 Raf -1 16 -0.03 1.13 Raf -2 1 -0.40 1.13 Raf -2 2 -0.05 1.13 Raf -2 3 0.20 1.13 Raf -2 4 0.36 1.13 Raf -2 5 0.07 1.13 Raf -2 6 0.24 1.13 Raf -2 7 0.28 1.13 Raf -2 8 0.37 1.13 Raf -2 9 -0.05 1.13 Raf -2 10 -0.05 1.13 Raf -2 11 -0.31 1.13 Raf -2 12 -0.31 1.13 Raf -2 13 -0.05 1.13 Raf -2 14 -0.05 1.13 Raf -2 15 -0.03 1.13 Raf -2 16 -0.03 1.13 Page 13 EWDES -R.OUT Hayes -D Rafter web Crippling Report 6/22/09 7:24am WEB CRIPPLING: ----Design_Load---- Bearing Col Raf Reaction Moment width webCrp webCrp WebCrp+Mom Id Id Id (k ) (f -k ) (in) (k ) uC uC 1 1 1 1.53 0.05 0.25 3.82 web stiffener provided 2 1 1 4.14 6.13 0.25 3.82 web stiffener provided 3 2 1 4.14 6.13 0.25 3.82 web stiffener provided 4 2 1 1.53 0.05 0.25 3.82 web stiffener provided Hayes -D Rafter web Stiffener 6/22/09 7:24am RAFTER STIFFENER: Col Raf --Stiffener - Id Id width Thick 1 1 2.500 0.250 2 1 2.500 0.250 3 2 2.500 0.250 4 2 2.500 0.250 Hayes - Rafter splice Report 6/22/09 7:24am Splice - Surface- - -- Plate - -- Design_Load - - -- ---- Bolts(A325 ) - - -- Id Typ Id Locate width Thick Id Axl Shr Mom Row Diam space Gage 1 M 3 0.0 8.0 0.500 3 0.3 0.1 0.9 2 0.625 4.00 2.75 1 0.0 0.0 -1.4 2 0.625 4.00 2.75 LOAD COMBINATIONS: 1 - DL +CL +LL 3 - 0.6DL +WL1 Hayes -D Base Plate & Anchor Bolt Design 6/22/09 7:24am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE SIZE: Column_Base -- Plate_Size(in) -- - Bolts(A307 )- Id Depth width Length Thick Row Diam Gage Page 14 EWDES -R.OUT Col -1 8.0 2 0.625 0.00 Col -2 8.0 2 0.625 0.00 Col -3 8.0 2 0.625 0.00 Col -4 8.0 2 0.625 0.00 BASE REACTIONS: Max_Tension +shear Column - Max_Comp- - Max_Tens- - Max_Shear Tens Shear Id Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Ld Fy(k ) Fx(k ) Col -1 1 1.7 8 -1.5 1 0.0 8 -1.5 0.0 Col -2 1 4.2 8 -3.6 8 1.7 8 -3.6 1.7 Col -3 1 4.2 9 -3.6 8 1.7 9 -3.6 1.7 Col -4 1 1.7 9 -1.5 1 0.0 9 -1.5 0.0 LOAD COMBINATIONS: 1 - DL +CL +LL 8 - 0.6DL +WL1 +WS 9 - 0.6DL +WR1 +WS Hayes -D Flush Girt Design Report 6/22/09 7:24am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 1 2 2.500 7.333 2 1 10.583 3 2 2.500 7.333 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 1 2 15.437 15.437 2 1 15.125 3 2 15.438 15.437 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 1 2 8X25216 8x25216 2 1 8x25216 3 2 8x25216 8x25216 GIRT INSIDE FLANGE BRACE: No._Brace /Bay 1 2 3 0 0 0 GIRT ACTIONS: Bay Girt Ld -- Shear(k ) - -- -- Moment(f -k ) -- Mom+ --- Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Shear Calc Allow UC 1 1 WP 0.46 2.44 0.19 -1.79 4.97 0.36 0.08 -0.34 1.54 0.22 Page 15 EWDES -R.OUT ws -0.52 2.44 0.21 1.97 3.23 0.61 0.10 0.38 1.54 0.24 1 2 WP -0.63 2.44 0.26 -2.42 4.97 0.49 0.15 -0.46 1.54 0.30 ws -0.70 2.44 0.29 2.66 3.23 0.82 0.18 0.51 1.54 0.33 2 1 WP 0.29 2.44 0.12 -0.74 4.97 0.15 0.01 -0.14 1.51 0.09 wS -0.32 2.44 0.13 0.81 3.23 0.25 0.02 0.15 1.51 0.10 3 1 WP -0.46 2.44 0.19 -1.79 4.97 0.36 0.08 -0.34 1.54 0.22 ws 0.52 2.44 0.21 1.97 3.23 0.61 0.10 0.38 1.54 0.24 3 2 WP -0.63 2.44 0.26 -2.42 4.97 0.49 0.15 -0.46 1.54 0.30 ws 0.70 2.44 0.29 2.66 3.23 0.82 0.18 0.51 1.54 0.33 Hayes -D Door Jamb & Header Summary 6/22/09 7:24am JAMB /HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length weight 2 Header 8x35014 16.00 61.0 STRENGTH /DEFLECTION: Bay Member Ld ---- Shear(k ) - - -- --- Moment(f -k ) -- Mom+ Deflect(in) Id Id Id Calc vn /sf uC Calc Mn /sf uc Shear Calc Allow 2 Header WP -0.10 5.23 0.02 -0.42 7.05 0.06 0.00 -0.05 1.60 ws 0.11 5.23 0.02 0.45 4.58 0.10 0.00 0.06 1.60 Hayes -D Endwall Diagonal Bracing Summary 6/22/09 7:24am PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length wind Seismic wind seismic Allow 34.00 32.3 0.0 0.0 0.0 75.0 BRACING NOT REQUIRED Hayes -D wall Panel Report 6/22/09 7:24am PANEL DATA: Bay Part Type Gage Yield 1 SSPAN-X6 sx 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id talc Mn /sf uc calc Mn /sf uC calc Allow uc 1 2.50 WP 26.0 147.2 0.18 -5.5 110.2 0.05 0.00 0.25 0.00 Page 16 EWDES -R.OUT ws -34.6 110.2 0.31 7.3 147.2 0.05 0.00 0.25 0.00 2 4.83 WP 56.0 147.2 0.38 -19.2 110.2 0.17 -0.04 0.48 0.08 ws -74.5 110.2 0.68 25.6 147.2 0.17 0.05 0.48 0.11 3 5.07 WP 56.0 147.2 0.38 -40.3 110.2 0.37 -0.14 0.51 0.27 ws -74.5 110.2 0.68 53.6 147.2 0.36 0.18 0.51 0.36 Hayes -D Endwall Design Warning Report 6/22/09 7:24am .. No Warnings Hayes -D Endwall Weight Summary 6/22/09 7:24am FORCED SPACING: Total Column Weight = 172.95 Total Rafter Weight = 285.49 Total Girt weight = 214.48 Total Door Jamb weight = 60.96 Total Bracing weight = 0.00 Total Clips Weight = 42.90 Total Endwall weight = 776.77 Page 17 RFDES -1.OUT *Hayes -D Rigid Frame Design Input Echo 6/22/09 7:26am *( 1)JOBID: 'Hayes -D *( 2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Splice Frame Frame * Id Type Space Space Cycle Lt Rt Fix option Option_Id 1 'RF ' 5.00 20.00 7 'P "P ' 1.00 ' - I *( 3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) Rafter_Dep_Opt(in) web_Stiffener * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side P -Delta 'N' 'N' 'Y' 'T ' 10.00 60.00 'T ' 12.00 60.00 'N' 0.00 'Y "EL' *( 4)DESIGN CODE: *Design --- steel_Code - -- - -- Build - -- Code Seismic • code Cold Hot Country Code Year Label Zone 'WS ' 'NAUS01' 'AISCO5' ' - - - -' 'IBC ' '06' 'FBC 07 "A ' *( 5)DESIGN CONSTANTS: ---Strength * ---- Stress_Ratio - - -- --- Seismic - -- * Frame Col EP BP Wind Frame SpcEP 1.00 1.00 1.00 1.00 1.0000 1.0000 1.0000 *( 6)STEEL YIELDS: * web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 7)DEFLECTION LIMITS: * -- vertical -- - - -- Horizontal - - -- Weak • Live Total Total Seis Crane AXIS 180.0 0.0 60.0 50.0 0.0 60.0 *( 8)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React ' Y ' ' Y ' ' Y ' ' Y ' 'N' 'N' 'Y' 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: * No. x_Coord Y_coord Offset • Surf (ft) (ft) (in) 4 0.0000 12.0000 8.250 25.0000 14.0833 8.250 50.0000 12.0000 8.250 50.0000 0.0000 8.250 *(10)MEMBER DEPTHS: *Surf Depth(in) No. Interior_Depths * Id Start End Dep Loc(ft) Depth(in) 1 10.000 12.000 0 2 12.000 12.000 0 3 12.000 12.000 0 4 11.000 10.000 0 *(11)MEMBER SPLICES: * surf No. Splice splice • Id Splice Loc(ft) Type 1 0 Page 1 RFDES -1.OUT 2 1 0.0000 'VEE ' 3 1 0.0000 ' -EE ' 4 1 0.0000 'VEE ' *(12)SEGMENT PLATES: *No. Surf Mem Seg Seg Member Flange Plate_Thickness(in) *seg Id Id Id Len(ft) Part wid(in) web OS_Flg IS_Flg 8 1 1 1 0.0000 5.00 0.1345 0.2500 0.2500 2 2 2 0.0000 5.00 0.1345 0.2500 0.2500 2 2 3 5.0000 5.00 0.1345 0.2500 0.2500 2 2 4 10.0000 5.00 0.1345 0.2500 0.2500 3 3 5 10.0000 5.00 0.1345 0.2500 0.2500 3 3 6 5.0000 5.00 0.1345 0.2500 0.2500 3 3 7 0.0000 5.00 0.1345 0.2500 0.2500 4 4 8 0.0000 5.00 0.1345 0.2500 0.2500 *(13)INTERIOR COLUMNS: * No. Col Col Col Col Connection Rafter unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Opt Major Minor Set Size 0 *(14)TAPERED INTERIOR COLUMNS: *Col Col - -- Depth - - -- No. Start -- Web_Depth - -- web Flg OS_Flg IS_Flg * Id shape Min Max Mem Locate Start End Thick Width Thick Thick *(15)BASE ELEVATION /WALL OPTIONS: *Base Base Frame Open * Id Elev Space Height 1 0.00 20.00 0.0000 Left Column 2 0.00 20.00 0.0000 Right Column *(16)BASE DISPLACEMENT: *Base Displace * Id Opt Dir (in) 0 ' -' ' -' 0.000 *(17)BASE SPRINGS: * No. Base --Spring_Constants-- *Base Id Horz Vert Rotate 0 *(18)WALL GIRTS: *Surf Girt Girt Girt Girt Girt Bay No. * Id Type Size Depth Proj Lap Id Girt Location(ft) 1 'zB' '8x25z16 ' 8.00 0.00 1.000 5 2 2.500 7.333 4 'zB' '8x25216 ' 8.00 0.00 1.000 2 2 2.500 7.333 *(19)ROOF PURLINS: *Surf Purl Purl Purl Purl Purl No. Peak Set_of - set_space * Id Type Size Depth Proj Lap Purl Space Space Space No. 2 'zB' '8x25216 ' 8.00 0.00 1.000 6 1.000 0 3 'zB' '8x25216 ' 8.00 0.00 1.000 6 1.000 0 *(20)FLANGE BRACES: •• Surf No. Flange_Brace_At * Id Brace Girt /Purlin Number 1 2 1 2 2 6 1 2 3 4 5 6 3 6 1 2 3 4 5 6 4 2 1 2 *(21)SIDEWALL EXTENSIONS: *Surf No Ext Extension_Size - - -- Facia_Size - - -- Load Page 2 RFDES -1.OUT * Id Ext Id Type Elev width Slope Elev Height Slope width 1 0 4 0 *(22)EXTENSION LOADS: *Ext Dead Collat Live Snow windl_Coeff wind2_Coeff Long_Wind Facia_wind Seis *Id psf psf psf psf Left Right Left Right Left Right Left Right k *(23)BASIC LOADS: Basic --- Deflection - -- * Dead Live Snow Collat wind Load_Ratio Temperature * psf psf psf psf psf Snow wind Seis Change 2.00 12.00 0.00 0.00 18.77 1.00 1.00 1.00 0.0 *(24)BASIC LOADS AT EAVE: • - Seismic- Weak Axis_L WeaLAxis_R -- Torsion -- - EW_Brace -- • Load SpcEP wind Seis wind Seis wind Seis Wind Seis • k k k k k k k k k k 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.82 0.00 *(25)WIND COEFFICIENTS: * Surf -- wind_1 - -- -- wind_2 - -- Long_Wind Surface * Id Left Right Left Right 1 2 Friction 1 0.22 -0.47 0.58 -0.11 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.87 -0.55 0.00 4 -0.47 0.22 -0.11 0.58 -0.63 -0.63 0.00 *(26)LONGITUDINAL BRACING LOADS: • - -- -wind --- Seismic - -- • Horiz Vert Horiz Vert 2.49 0.00 0.00 0.00 .. Left Column 2.50 1.21 0.00 0.00 .. Right Column *(27)DESIGN LOADS:Strength Load_Coefficients *Load - Add_Snow- -- wind_1 -- -- wind_2 -- Long_wind - Seismic -- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 34 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 Page 3 RFDES -1.OUT 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1 1.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 2 1.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 1 1.00 22 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 0.00 2 1.00 23 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 24 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 25 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 3 1.00 26 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0.00 0.00 4 1.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 28 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 31 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0 0.00 32 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 0.00 0 0.00 33 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0.00 34 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0.00 *(28)DESIGN LOADS:Deflection Load_Coefficients *Load - Add_Snow- -- Wind_1 -- -- Wind_2 -- Long_Wind - Seismic -- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 0 *(29)DESIGN LOADS:Special * Load_Coefficients *Load - Add_snow- -- wind_1 -- -- wind_2 -- Long_wind - Seismic -- Aux_Load *No Id Dead Coll Live Snow Drift Slide Lt Rt Lt Rt 1 2 Long Tran Temp Id Coeff 4 35 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 Page 4 RFDES -1.OUT 36 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 37 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 38 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 *(30)AUXILARY LOADS: *No. AUX Aux No. Add Add_Comb *Aux Id Name Loads Id Coeff 4 1 'LWINDI_L2E' 1 1 1.00 2 'LWINDl_R2E' 1 2 1.00 3 'LWIND2_L3E' 1 3 1.00 4 'LWIND2_R3E' 1 4 1.00 *(31)ADDITIONAL LOADS: *No. Add surf Basic Load FX Fy Mom Dx Dy .. Conc *Add Id Id Type Type W1 W2 Co Dil D12 .. Dist 8 1 2 ' "D ' 0.143 0.143 0.00 0.000 9.600 2 3 ' "D ' 0.143 0.143 0.00 15.487 25.087 3 2 ' 'D ' 0.060 0.060 0.00 0.000 9.600 4 3 ' 'D ' 0.060 0.060 0.00 15.487 25.087 5 2 'WINDLI' 'D ' -0.120 -0.120 0.00 25.000 25.087 6 2 'WINDL2' 'D ' -0.120 -0.120 0.00 25.000 25.087 7 3 'WINDRI' 'D ' -0.120 -0.120 0.00 0.000 0.087 8 3 'WINDR2' 'D ' -0.120 -0.120 0.00 0.000 0.087 *(32)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties • Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(33)CABLES: • Bay No. cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 *(34)CRANE BRACKET: *crane Bayid Crane Crane - - -- Beam - - -- - - -- offset - - -- Bracket col_sup Load *No Id Lt Rt Type Height Depth width Left Right Type Opt Select Lt Rt (k ) 0 *(35)FRAME LINES: * NO *Line Frame_Line_Id 4 2 3 4 5 Page 5 RFDES -1.OUT *(36)DESIGN PLATES: *No. - -- Plate -- -- Plate_Size- Bolt Bolt - -- Top - - -- - Bottom -- *Plt Type Id width Thick Dia Gage Row Space Row Space 0 *(37)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 0 *(38)ENDWALL COLUMNS: *Wall Expand_EW No. Column Column * Id use offset Column Locate Offset 1 'N ' 16.000 0 3 'N ' 16.000 0 *(39)JACK BEAMS: * No. Beam Beam Beam Beam Spring(k /in ) *Beam Id offset Height Length Part Horz Vert 0 * Code files used: * FL_FBC.07 • RF_FL_FBC.07 Version 3.0 *DS_RFDEP.Siz *Surface span -- Required- selected * Id Id Type Span Type Span #Depth #Splice • 1 1 w 12.0 No record selected • 2 1 C 25.0 C 25.0 0 0 • 3 1 C 25.0 C 25.0 0 0 • 4 1 w 12.0 No record selected Hayes -D Rigid Frame Design Code 6/22/09 11:30am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled steel : 29000 (ksi ) cold Formed Steel : 29500 (ksi ) Hayes -D Base Plate and Anchor Bolt Design 6/22/09 11:30am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Bolt Shear Stress= 12.00 (ksi ) BASE PLATE & BOLT SIZE: Page 6 RFDES -1.OUT -- Column_Base -- -- Plate_Size(in) -- -- Bolts(A307 )- - Shear(k )- Loc. Typ Depth width Length Thick Row Diam Gage Limit uC Left P 10.5 8.0 10.75 0.500 2 0.750 4.00 21.2 0.23 Right P 10.5 8.0 10.75 0.500 2 0.750 4.00 21.2 0.23 BASE REACTIONS: Max_Tension +Shear Max_Shear +Tension Column - Max_Comp- Tens Shear - Max_Shear Shear Tens Loc. Ld Fy(k ) Ld Fy(k ) Fx(k ) Ld Fx(k ) Ld Fx(k ) Fy(k ) Left 2 7.5 19 -8.5 3.9 15 5.0 15 5.0 -7.0 Right 1 7.5 20 -9.7 3.9 16 4.9 16 4.9 -7.0 WELDS: Outside_Flange_To_Base Inside_Flange_To_Base web_To_Base Base Shear(k /in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Rn /sf Size Typ Calc Rn /sf Size Typ Calc Rn /sf Left 0.188 Fi 0.85 2.78 0.188 F2 0.43 2.78 0.188 Fl 0.50 2.78 Right 0.188 F1 0.97 2.78 0.188 F2 0.49 2.78 0.188 Fi 0.49 2.78 LOAD COMBINATIONS: 1 - DL +CL +LL 2 - DL +CL +LL 15 - 0.60DL +WL1 16 - 0.60DL +WR1 19 - 0.60DL +LW1 +LWINDI_L2E 20 - 0.60DL +LW1 +LWINDI_R2E Hayes -D Bolted- End -Plate Design 6/22/09 11:30am Splice Yield = 55.00 (ksi ) Splice Member web - Splice(in)- Ten - -- Load(k ,f -k ) -- ---- Bolts(A325 ) Id Typ Loc. Depth width Thick Loc Id Axl Shr Mom Row Diam Space Gage - -- -- - -- - -- - - -- 1 VEE 1- 2 12.00 6.0 0.750 Top 2 4 7 43 2 0.750 4.50 2.75 Bot 15 -4 -7 45 2 0.750 4.50 2.75 2 -EE 2- 3 12.04 6.0 0.625 Top 21 -7 0 28 2 0.750 4.50 2.75 Bot 1 4 0 30 2 0.750 4.50 2.75 3 VEE 3- 4 12.00 6.0 0.750 Top 1 4 -7 44 2 0.750 4.50 2.75 Bot 16 -4 7 45 2 0.750 4.50 2.75 WELDS: outside_Flange_To_Bep Inside_Flange_To_Bep Web_To_Bep splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side size Typ Calc Rn /sf Size Typ Calc Rn /sf Size Typ Calc Rn /sf 1 L 0.250 F2 3.04 3.71 0.313 F2 3.74 4.64 0.188 Fl 0.57 2.78 Page 7 RFDES -1.OUT 1 R 0.250 F2 3.55 3.71 0.313 F2 3.74 4.64 0.188 F1 0.57 2.78 2 L 0.188 F2 2.27 2.78 0.188 F2 2.45 2.78 0.188 F1 0.01 2.78 2 R 0.188 F2 2.27 2.78 0.188 F2 2.45 2.78 0.188 F1 0.01 2.78 3 L 0.250 F2 3.61 3.71 0.313 F2 3.76 4.64 0.188 F1 0.58 2.78 3 R 0.250 F2 3.09 3.71 0.313 F2 3.76 4.64 0.188 F1 0.58 2.78 LOAD COMBINATIONS: 1 - DL +CL +LL 2 - DL +CL +LL 15 - 0.60DL +wL1 16 - 0.60DL +wR1 21 - 0.60DL- LW1 +LWINDI_L2E Hayes -D Stiffener Report 6/22/09 11:30am Stiffener Yield = 55.0 (ksi ) STIFFENER SIZE: - - -- stiffener - -- -- web(in) -- -Stiffener_size(in)- Location No. Depth Thick Width Thick Length Left Col 1 12.00 0.134 2.50 0.250 12.00 Right Col 1 11.00 0.134 2.50 0.250 11.00 STIFFENER DESIGN: Stiffener - -- Tension(k ) - - -- - Compression(k ) -- Max Location Load Calc Pn /sf Load Calc Pn /sf uC Left Col 15 38.7 41.2 2 36.9 56.1 0.94 Right Col 21 39.0 41.2 1 37.5 56.1 0.95 WELDS: -- Stiff_To_F1g /EP - -- Stiff_To_web---- Stiffener Shear(k /in ) Shear(k/in ) Location Size Typ Calc Rn /sf Size Typ Calc Rn /sf Left Col 0.563 F1 7.74 8.35 0.125 F1 1.54 1.86 Right Col 0.563 F1 7.79 8.35 0.125 F1 1.71 1.86 LOAD COMBINATIONS: 1 - DL +CL +LL 2 - DL +CL +LL 15 - 0.60DL +wL1 21 - 0.60DL- LWI +LWINDI_L2E Hayes -D Flange Brace Report 6/22/09 11:30am Page 8 RFDES -1.OUT Flange Brace Yield= 50.0 ksi Girt /Purlin Yield= 57.0 ksi Flange Brace Bolt = 0.500 (A307 ) (0 washer ) Surf No web Brace Calc -- Brace_uC -- Conn Id Brace Loc Side Part Depth Dist Force Comp Tens UC 1 0 2 4 1 1 L2x15x12 12.00 28.00 0.51 0.23 0.24 0.26 3 1 L2x15x12 12.00 28.00 0.21 0.09 0.10 0.11 5 1 L2x15X12 12.00 28.00 0.50 0.23 0.24 0.25 6 1 L2X15X12 12.00 28.00 0.52 0.24 0.24 0.26 3 4 1 1 L2X15X12 12.00 28.00 0.52 0.24 0.24 0.26 2 1 L2X15X12 12.00 28.00 0.50 0.23 0.24 0.25 4 1 L2x15x12 12.00 28.00 0.21 0.10 0.10 0.11 6 1 L2x15x12 12.00 28.00 0.52 0.24 0.24 0.26 4 0 Hayes -D weld Report: web To Flange 6/22/09 11:30am -- Calc_Max_Weld_shear -- weld_Provided Member segment Section Load shear size Rn /sf No. Id Id Id Id (k /in ) (in) (k /in ) Type side 1 1 1 15 0.40 0.125 1.86 F 1 2 2 5 19 0.50 0.125 1.86 F 1 2 3 8 2 0.27 0.125 1.86 F 1 2 4 10 2 0.17 0.125 1.86 F 1 3 5 15 1 0.18 0.125 1.86 F 1 3 6 17 1 0.27 0.125 1.86 F 1 3 7 20 22 0.50 0.125 1.86 F 1 4 8 21 21 0.41 0.125 1.86 F 1 LOAD COMBINATIONS: 1 - DL +CL +LL 2 - DL +CL +LL 15 - 0.60DL +WL1 19 - 0.60DL +LWI +LWIND1_L2E 21 - 0.60DL LWl +LWINDl_L2E 22 - 0.60DL LWI +LWINDI_R2E Hayes - D Special Segment Report 6/22/09 11:30am FLANGE PLATE:(a) -- Initial -- - Required -- width Thick width Thick Locate (in) (in) (in) (in) Lt Col 5.0 0.250 6.0 0.250 Rt Col 5.0 0.250 6.0 0.250 WEB PLATE:(b) Page 9 RFDES -1.OUT Initial Required Load Shear web Shear Shear web Shear Shear Axial Moment Force Thick Calc Allow Thick Calc Allow Locate Id (k ) (f -k ) (k ) (in) (ksi ) (ksi ) (in) (ksi ) (ksi ) Lt Col 15 -4.2 -45.2 43.1 0.134 26.71 16.50 0.250 14.37 16.53 Rt Col 16 -4.1 -45.4 43.3 0.134 29.26 16.53 0.250 15.74 16.53 WEB DESIGN: Locate H Av Kv Cv Lt Col 12.00 11.54 10.41 1.00 Rt Col 11.00 11.58 9.51 1.00 (a)DS_BUILD(frame37) =3 .. see help. (b)D5_BUILD(frame36) =2 .. see help. LOAD COMBINATIONS: 15 - 0.60DL +wL1 16 - 0.60DL +wR1 Hayes -D Design Summary Report 6/22/09 11:30am FRAME: Id = 1 Type = RF Line Id= 2 3 4 5 MEMBERS: Mem segi Flange Iweb_Depthl Plate_Thickness 1 Max_UCV 1 Max_UCO 1 Max_UCI Id Id 1 Len widIStrt End' web o -flg I- flgIId Ld ucvlid Ld ucoIid Ld Uci 1 1 11.3 5.0 10.0 12.0 0.134 0.250 0.250 4 20 0.33 4 15 0.83 4 15 0.90 2 2 8.5 5.0 12.0 12.0 0.134 0.250 0.250 5 19 0.45 5 15 0.84 5 20 0.86 2 3 5.0 5.0 12.0 12.0 0.134 0.250 0.250 8 2 0.24 9 21 0.41 9 1 0.29 2 4 10.0 5.0 12.0 12.0 0.134 0.250 0.250 10 2 0.16 12 1 0.59 12 1 0.49 3 5 10.0 5.0 12.0 12.0 0.134 0.250 0.250 15 1 0.16 13 1 0.59 13 1 0.49 3 6 5.0 5.0 12.0 12.0 0.134 0.250 0.250 17 1 0.24 16 20 0.41 16 2 0.28 3 7 8.5 5.0 12.0 12.0 0.134 0.250 0.250 20 22 0.45 20 16 0.84 20 21 0.86 4 8 11.3 5.0 11.0 10.0 0.134 0.250 0.250 21 21 0.30 21 16 0.92 21 16 0.99 LOAD COMBINATIONS: 1 #- DL +CL +LL 2 #- DL +CL +LL 3 - DL +CL +SL 4 - DL +CL +SL 5 - DL 6 - DL 7 - DL +CL +0.75LL +0.75wL1 8 - DL +CL +0.75LL +0.75WR1 9 - DL +CL +0.75LL +0.75WL2 10 - DL +CL +0.75LL +0.75WR2 11 - DL +CL +0.755L +0.75wL1 12 - DL +CL +0.75SL +0.75WR1 13 - DL +CL +0.75SL +0.75wL2 Page 10 RFDES -1.OUT 14 - DL +CL +0.75SL +0.75WR2 15 #- 0.60DL +wL1 16 #- 0.60DL +wRl 17 - 0.60DL +WL2 18 - 0.60DL +wR2 19 #- 0.60DL +LWI +LWINDI_L2E 20 #- 0.60DL +LWI +LWINDI_R2E 21 #- 0.60DL- LWI +LWINDI_L2E 22 #- 0.60DL- LWI +LWINDI_R2E 23 - 0.60DL +LW2 +LWIND2_L3E 24 - 0.60DL +LW2 +LWIND2_R3E 25 - 0.60DL- LW2 +LWIND2_L3E 26 - 0.60DL- LW2 +LWIND2_R3E 27 - DL +0.70SEIS 28 - DL- 0.70SEIS 29 - DL +CL +0.75LL +0.52SEIS 30 - DL +CL +0.75LL- 0.52SEIS 31 - DL +CL +0.52SEIS 32 - DL +CL- 0.52SEIS 33 - 0.60DL +0.70SEIS 34 - 0.60DL- 0.70SEIS 35 - DL +CL +SEIS 36 - DL +CL -SEIS 37 - 0.90DL +SEIS 38 - 0.90DL -SEIS FRAME AREA: Frame Area = 87.08 Building Area= 652.08 Ratio= 0.13 WEIGHTS: Member 1 2 3 4 - - -- - - -- - - -- - - -- weight (lb) 157 328 329 154 Total weight (lb) Frame Members = 968 Interior Col. = 0 Conn. Plates = 143 Base Plates = 24 Trans Stiff = 0 1135 REACTIONS: (Sidewall Columns) Load Left_Column Right_Column Id Fx(k ) Fy(k ) Fz(k ) M(f -k ) Fx(k ) Fy(k ) Fz(k ) M(f -k ) 1 4.22 7.47 0.00 0.00 -4.22 7.50 0.00 0.00 2 4.22 7.50 0.00 0.00 -4.22 7.48 0.00 0.00 3 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 4 0.77 1.49 0.00 0.00 -0.77 1.48 0.00 0.00 5 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 6 0.77 1.49 0.00 0.00 -0.77 1.48 0.00 0.00 7 -0.70 0.02 0.00 0.00 -2.06 1.97 0.00 0.00 8 2.08 1.97 0.00 0.00 0.68 0.02 0.00 0.00 9 0.18 2.55 0.00 0.00 -2.94 4.51 0.00 0.00 10 2.96 4.51 0.00 0.00 -0.20 2.55 0.00 0.00 Page 11 RFDES -LOUT 11 -3.30 -4.47 0.00 0.00 0.54 -2.55 0.00 0.00 12 -0.52 -2.55 0.00 0.00 3.28 -4.47 0.00 0.00 13 -2.42 -1.94 0.00 0.00 -0.34 -0.01 0.00 0.00 14 0.36 0.00 0.00 0.00 2.40 -1.94 0.00 0.00 15 -4.97 -7.04 0.00 0.00 1.29 -4.49 0.00 0.00 16 -1.27 -4.49 0.00 0.00 4.95 -7.04 0.00 0.00 17 -3.79 -3.67 0.00 0.00 0.11 -1.10 0.00 0.00 18 -0.09 -1.10 0.00 0.00 3.77 -3.67 0.00 0.00 19 -3.01 -8.51 2.49 0.00 3.12 -8.61 2.50 0.00 20 -3.13 -7.41 2.49 0.00 3.01 -9.72 2.50 0.00 21 -3.01 -8.51 0.00 0.00 3.12 -6.19 0.00 0.00 22 -3.12 -7.40 0.00 0.00 3.01 -7.30 0.00 0.00 23 -1.21 -4.79 2.49 0.00 1.26 -5.53 2.50 0.00 24 -1.26 -4.33 2.49 0.00 1.21 -6.00 2.50 0.00 25 -1.20 -4.79 0.00 0.00 1.25 -3.12 0.00 0.00 26 -1.25 -4.32 0.00 0.00 1.21 -3.58 0.00 0.00 27 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 28 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 29 3.36 5.99 0.00 0.00 -3.36 5.99 0.00 0.00 30 3.36 5.99 0.00 0.00 -3.36 5.99 0.00 0.00 31 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 32 0.77 1.49 0.00 0.00 -0.77 1.49 0.00 0.00 33 0.46 0.89 0.00 0.00 -0.46 0.89 0.00 0.00 34 0.46 0.89 0.00 0.00 -0.46 0.89 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top of Col Vert Defl Id Left Right @ Midspan 1 -0.11 0.32 -2.76 2 -0.15 0.29 -2.76 3 -0.02 0.06 -0.50 4 -0.03 0.05 -0.50 5 -0.02 0.06 -0.50 6 -0.03 0.05 -0.50 7 0.50 0.56 -0.37 8 -0.54 -0.48 -0.34 9 0.47 0.67 -1.25 10 -0.59 -0.40 -1.21 11 0.56 0.36 1.32 12 -0.43 -0.64 1.35 13 0.53 0.46 0.45 14 -0.49 -0.56 0.48 15 0.76 0.42 2.13 16 -0.54 -0.88 2.17 17 0.72 0.56 0.96 18 -0.62 -0.78 1.01 19 0.01 -0.39 2.65 20 0.24 -0.16 2.64 21 0.01 -0.40 2.65 22 0.24 -0.17 2.64 23 0.02 -0.20 1.49 24 0.12 -0.11 1.49 25 0.02 -0.21 1.49 26 0.12 -0.11 1.49 27 -0.02 0.06 -0.50 28 -0.02 0.06 -0.50 29 -0.10 0.24 -2.19 30 -0.10 0.24 -2.19 31 -0.02 0.06 -0.50 Page 12 RFDES -1.OUT 32 -0.02 0.06 -0.50 33 -0.01 0.03 -0.30 34 -0.01 0.03 -0.30 DEFLECTIONS RATIO: Lateral Defl Load @ Top of Co l Vert Defl Id Left Right @ Midspan 1 1211 419 217 2 927 469 217 3 6440 2340 1197 4 4960 2626 1198 5 6440 2340 1197 6 4960 2626 1198 7 271 242 1617 8 253 282 1784 9 288 203 481 10 230 340 495 11 241 382 454 12 315 211 442 13 255 295 1343 14 280 241 1248 15 179 321 281 16 250 154 276 17 189 241 623 18 219 173 595 19 9105 346 226 20 559 826 226 21 11646 343 226 22 564 815 226 23 6459 665 403 24 1140 1282 403 25 7281 657 403 26 1158 1259 403 27 5604 2475 1198 28 5604 2475 1198 29 1309 559 273 30 1309 559 273 31 5604 2475 1198 32 5604 2475 1198 33 9313 4130 1996 34 9313 4130 1996 MAX DEFLECTION: Type Deflect Span /Deflect Limit Live Vertical -2.26 266. 180. Horizontal Drift -0.88 154. 60. P -DELTA CHECK:(Effective Length) Max Deflect Ratio Left Column: 0.0423 Right Column: 0.0441 Page 13 RFDES -1.OUT Max first order drift (in) = 0.92 Max second order drift (in) = 0.88 Ratio second /first = 0.96 Hayes -D Rigid Frame Clearances 6/22/09 11:30am VERTICAL CLEARANCE: Location Span x_Coord Y_Coord Left_Col 10'04 -15" 1'08 -12" 10'04 -15" Right_Col 10'04 -13" 48'04 -04" 10'04 -13" Midspan 12'04 -03" 25'00 -00" 12'04 -03" HORIZONTAL CLEARANCE: Location span X_Coordl x_Coord2 Left_Col - Right_Col 46'07 -08" 1'08 -12" 48'04 -04" Hayes -D Rigid Frame Design Warnings 6/22/09 11:30am .. No Warnings Page 14 ROOFDES.OUT * Hayes -D Roof Design Input 6/22/09 7:24am *( 1)JOBID: 'Hayes -D' *( 2)PROGRAM OPTIONS: • Run Run Run Lap • Purlin Panel Brace stiff ' Y ' ' Y ' ' Y ' 1.00 *( 3)DESIGN CODE: *Design --- steel_Code - -- - -- Build - -- Code Seismic * Code Cold Hot Country Code Year Label zone 'WS' 'NAUSOl' 'AISCO5' ' - - - -' 'IBC ' '06' 'FBC 07 "A ' *( 4)DESIGN CONSTANTS: --- Strength_Factor - -- Stress_Ratio - -- Seismic - -- Purlin Panel Wind_Frame Wind Frame Brace 1.0000 1.00 1.00 1.000 1.000 1.000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: Purlin - - -- Extension - -- - - -- Gable_Ext - - -- Facia - -- Panel - -- Facia wind_Frame *Live wind Total Live Wind Total Live Wind Total Girt Live Wind Panel wind Seis 180.0 120.0 0.0 180.0 120.0 0.0 90.0 60.0 0.0 120.0 180.0 120.0 120.0 60.0 50.0 *( 7)REPORTS: * Input Purlin Purlin Eave Roof Cable Echo Design Summary Strut Panel Brace 'I' ' Y ' ' Y ' ' ' Y ' ' Y ' *( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Open_Wall * Type use offset use Offset L_EW F_SW R_EW B_SW 'FF -' 'N ' 16.000 'N ' 16.000 'N' 'N' 'N' 'N' *( 9)SURFACE SHAPE: • No. x_Coord Y_Coord • Surf (ft) (ft) 4 0.0000 12.0000 25.0000 14.0833 50.0000 12.0000 50.0000 0.0000 *(10)WALL BAY SPACING: * wall Sets_Of Bay No. • Id Bays width Bays 1 4 4.0000 1 12.0000 1 8.1666 1 25.8334 1 2 1 20.0000 5 3 3 17.0000 1 16.0000 1 Page 1 ROOFDES.OUT 17.0000 1 4 1 20.0000 5 5 1 20.0000 5 *(11)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height offset Type 1 1 2 12.0000 9.0000 0.0000 2 2 4 1 8.0000 7.5000 6.0000 2 3 18.0000 9.0000 1.0000 2 4 18.0000 9.0000 1.0000 2 5 16.0000 9.0000 2.0000 2 3 1 2 16.0000 9.0000 0.0000 2 4 3 1 16.0000 9.0000 2.0000 2 2 18.0000 9.0000 1.0000 2 4 18.0000 9.0000 1.0000 2 *(12)PARTIAL WALLS: * wall Set_Of -- Bay_Id -- Top Full_Load * Id Bays Start End Height Type Girt Col Use 2 0 3 0 4 0 *(13)SURFACE EXTENSION /FRAME RECESS: * Surf - -- Surf_Ext - -- Frame_Recess ---- Rafter_Size * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 'W8641 ' '8X35C12 ' 3 0.0000 0.0000 0.3333 0.3333 'w8641 ' '8x35C12 ' * (14) PURLINS : • Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr Id Type Brace Brace Depth Ext Int Length 2 'ZB' 'C' 'N' 0.000 0.0000 0.0000 0.0000 3 'ZB' 'C' 'N' 0.000 0.0000 0.0000 0.0000 *(15)PURLIN SPACING: * Surf Peak Max Set Set_Of - Set_space- * Id Space Space Space Space Space No. 2 1.0000 5.1000 0.0000 0 3 1.0000 5.1000 0.0000 0 *(16)PURLIN SIZE: •• Surf Show Set No. * Id Id Purl Purl Purlin_Size 2 0 'N' 0 3 0 'N' 0 *(17)PANELS: * Wall Roof Standing Insulation * Panel Panel Seam Use Thick 'SSPAN -X6' 'SSPAN -X6' 'N' 'N' 3.000 *(18)EAVE STRUT & GIRT: *Wall Eave Girt Girt * Id Type Type Size Offset Proj Gutter 2 'EO' 'zB' '8x25216 ' 0.000 0.000 'Y' 4 'EO' 'zB' '8x25z16 ' 0.000 0.000 'Y' *(19)WIND FRAMING SELECTION: Order_Of_Selection wall Panel Diagonal Wind Wind weak_Axis Page 2 ROOFDES.OUT * Id shear Bracing Bent Column Bending 2 'N' ' Y ' ' Y ' ' Y ' 'N' 4 'N' 'N ' 'Y' 'y' 'N' 5 'N' 'Y ' *(20)ROOF DIAGONAL BRACING: • Max_Pan Brace Each User_Selected_Roof_Bays Shear Type EW No. Bay_Id 75.0 'CR' 'L' 1 1 0 *(21)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach Location 1 4 0.0000 17.0000 33.0000 50.0000 3 4 0.0000 17.0000 33.0000 50.0000 *(22)SIDEWALL DIAGONAL BRACING: • wall Max_Pan Brace User_Selected_sw_Bays Id Shear Type No. Bay_Id 2 75.0 'CR' 1 2 4 75.0 'C' 0 *(23)WIND BENTS: *Wall Member Column Rafter No. * Id Type Depth Size Depth Size Bays Bay_Id 2 'w' 0.00 ' ' 0.00 ' 0 4 'w' 0.00 ' ' 0.00 ' 0 *(24)WIND COLUMNS: * wall Member Column No. Left/ * Id Type Depth Size Col Bay_Id Right 2 'w' 0.00 ' 0 4 'W' 0.00 'W12541' 0 *(25)WALL BRACING ATTACHMENT *Wall No. Attach -- Bay_Id -- No. ---- Level - - -- * Id Attach Id Start End Connect Option Level Height Strut 2 1 1 1 5 'F' 0 1 12.0000 'E' 4 1 2 1 5 'F' 0 1 12.0000 'E' *(26)INTERIOR BRACING *No Attach Brace User_Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 *(27)INTERIOR BRACING ATTACHMENT * No. Attach -- Bay_Id -- No. * Attach Offset Start End Level Level_Height 0 *(28)EAVE EXTENSIONS SIZE: *Wall No. Ext -- Bay_Id -- --- Extension_Size - -- Edge_Extend Eave *Id Extend Id Start End Height width Slope Left Right Type 2 0 4 0 *(29)EAVE EXTENSIONS PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(30)CANOPY SIZE: *wall No. Ext -- Bay_Id -- --- Extension_Size - -- Edge_Extend Eave Page 3 ROOFDES.OUT *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 *(31)CANOPY PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(32)CANOPY PANELS, GUTTER & DOWNSPOUT: *Ext Panel standing Gutter Downspout *Id Size Seam Use Color No. Color *(33)FACIA /PARAPET LAYOUT: *Wall No. Ext -- Bay_Id -- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 *(34)FACIA /PARAPET SIZE: *Ext ---- Extension_Size Facia Arm Back Facia *Id Height width Slope Elev Height Slope Slope Slope Project *(35)FACIA /PARAPET PURLINS: *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(36)FACIA /PARAPET PANELS: * Ext --- Roof_Panel -- ---- Soffit_Panel - -- - Front_Panel -- ---- Back_Panel *Id Size SSeam Size Rot Space Size SSeam Size Rot Space *(37)EXTENSION BRACING: *Ext Max_Pan Brace User_Selected_Bays *Id shear Type No. Bay_Id *(38)WALL BASE ELEVATION /DEAD: *Wall Base wall Seis % * Id Elev Dead Opt Open 1 0.00 2.00 'Y' 0.00 2 0.00 2.00 'Y' 0.00 3 0.00 2.00 'Y' 0.00 4 0.00 2.00 'Y' 0.00 5 0.00 4.00 'Y' 0.00 *(39)BASIC LOADS: - -- Deflection - -- wind wall Seis * Dead Collat Live Snow Basic Load_Ratio Load -- Friction -- Edge Ld_Rat % * Load Load Load Load wind Snow wind Seis Factor wind coef zone Factor Snow 2.0 0.0 20.0 0.0 18.8 1.00 1.00 1.00 1.00 18.8 0.0000 9.600 1.0000 0.00 *(40)WIND PRESSURE /SUCTION: • Wind Wind Wind • Press Suct Suct_Roof 10.0 -20.3 .. Purlins 0.0 -31.3 .. Purlins, Gable Extension 10.0 -22.1 .. Interior Roof Panels 7.5 -5.4 -12.9 .. Long Bracing, Building Page 4 ROOFDES.OUT 11.4 -8.1 .. Long Bracing, Wall Edge Zone 28.2 -18.8 15.0 .. Long Bracing, Facia /Parapet *(41)EDGE AND CORNER ZONES FOR PURLINS AND PANELS: *wind Surf No Zone - -- Purlin - -- - -- Panel - - -- Screw * Id Id zone Id width Length Press Suct Press Suct Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 3 0.00 4.80 1.00 1.18 1.00 1.68 1.68 .. Edge left 4 4.80 0.00 1.00 1.18 1.00 1.68 1.68 .. Edge top 5 0.00 4.80 1.00 1.18 1.00 1.68 1.68 .. Edge right 7 4.80 4.80 1.00 1.18 1.00 2.53 2.53 .. Corner top -left 8 4.80 4.80 1.00 1.18 1.00 2.53 2.53 .. Corner top -right 1 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 3 0.00 4.80 1.00 1.18 1.00 1.68 1.68 .. Edge left 5 0.00 4.80 1.00 1.18 1.00 1.68 1.68 .. Edge right 6 4.80 0.00 1.00 1.18 1.00 1.68 1.68 .. Edge bottom 9 4.80 4.80 1.00 1.18 1.00 2.53 2.53 .. Corner bot -right 10 4.80 4.80 1.00 1.18 1.00 2.53 2.53 .. Corner bot -left 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior 2 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 1.00 .. Interior *(42)EDGE AND CORNER ZONES - LONGITUDINAL: *Wind Surf No Zone Purlin * Id Id Zone Id width Length Suct 1 2 1 1 0.00 0.00 1.00 .. Interior 1 3 1 1 0.00 0.00 1.00 .. Interior *(43)EXTENSION BASIC LOADS: * Purlin_wind Panel_wind * Ext Dead Collat Live Snow Attach_Beam Facia_Beam Attach_Beam Facia_Beam *Id Load Load Load Load Press Suct Press Suct Press Suct Press Suct *(44)PURLIN DESIGN LOADS: * Surf No. Load - Add_Snow- - -- windl - -- --- wind2 - -- Aux_Load * Id Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 2 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 3 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 Page 5 ROOFDES.OUT 4 1.00 1.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(45)PURLIN DESIGN LOADS: Deflection • Surf No. Load - Add_Snow- --- windl - -- --- wind2 - -- Aux_Load • Id Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 2 2 6 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 2 6 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 *(46)BRACING DESIGN LOADS: Frame No. Load - Add_Snow- wind wind Aux_Load Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id Coef 6 1 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 2 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.70 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 5 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.00 0.52 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 *(47)BRACING DESIGN LOADS: Brace •• No. Load - Add_Snow- wind Wind Aux_Load Load Id Dead Collat Live Snow Drift Slide EW Roof Seis Id Coef 6 7 1.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0 0.00 9 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 *(48)EXTENSION DESIGN LOADS: •• No. Load wind Wind •• Load Id Dead Collat Live Snow Press Suct 0 *(49)EXTENSION DESIGN LOADS: Deflection No. Load Wind wind * Load Id Dead Collat Live Snow Press Suct 0 *(50)PANEL DESIGN LOADS: • No. Load - Add_Snow- --- Windl - -- --- wind2 - -- Aux_Load • Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id Coef 3 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(51)PANEL DESIGN LOADS: Deflection • No. Load - Add_Snow- - -- windl - -- --- wind2 - -- Page 6 ROOFDES.OUT Aux_Load •• Load Id Dead Collat Live Snow Drift Slide Press Suct Press Suct Id coef 3 4 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 *(52)AUXILIARY LOADS: * No. Aux Aux No. Add Add_Load * Aux Id Name Combs Id Coef 0 *(53)ADDITIONAL LOADS: *No. Add Surf Basic Load Load Fy Dx --- Surface - -- *Add Id Id Load Type Orn W1 W2 Dxl Dx2 Start End 0 *(54)PURLIN LAPS: *Surf Data Set_1 Set_2 Set_3 * 1d Opt Sets Left Right Quan Left Right Quan Left Right Quan 3 ' -' 0 *(55)PURLIN LAPS: Extensions *Ext Data Set_1 Set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(56)PURLIN STRAPS: * Data --- Set_1 - -- --- set_2 - -- --- Set_3 - -- --- Set_4 - -- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(57)PURLIN STRAPS: Extensions *Ext Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- --- Set_4 - -- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan *(58)PANEL SCREWS: * No. Screw Washer Screw Screw *zone Zone Part Dia Dia Space Strength 0 *(59)EXPANSION JOINTS: • NO. *Exp Expansion_Location 0 *(60)ADDED PURLINS: *No. Add surf -- Bay_Id -- -surface_offset- *Add Id Id Start End start End 0 *(61)PURLIN SYSTEMS: *Surf No. System Added_Purlins * Id System Id No. Id 2 1 1 0 3 1 1 0 * Code files used: * FL_FBC.07 • ROOFFL_FBC.07 Version 3.0 Page 7 ROOFDES.OUT Hayes -D Roof Design Code 6/22/09 7:26am STRUCTURAL CODE: Design Basis : wS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Hayes -D Purlin Layout Report(Surface= 2) 6/22/09 7:26am SURFACE LAYOUT: surface No. Peak Id Length Row Space 2 25.087 6 1.000 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset Space Width Load Wind Report 1 4.014 4.014 4.014 0.75 Y Y 2 8.029 4.014 4.014 0.75 3 12.043 4.014 4.014 0.75 4 16.058 4.014 4.014 0.75 5 20.072 4.014 4.014 0.75 Y 6 24.087 4.014 3.007 1.00 25.087 1.000 Average= 0.78 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. Unit Total Id Id Part (ft) Left Right Brace Weight weight 1 8x25216 0.33 0 0.9 5.6 1 2 8x25z16 19.67 1.00 0 57.7 346.0 2 3 8x25216 20.00 1.00 1.00 0 61.4 368.3 3 4 8x25z16 20.00 1.00 1.00 0 61.4 368.3 4 5 8x25z16 20.00 1.00 1.00 0 61.4 368.3 5 6 8x25z16 19.67 1.00 0 57.7 346.0 7 8x25z16 0.33 0 0.9 5.6 Total(lb)= 301.3 1807.9 Page 8 ROOFDES.OUT SPECIAL LOADS: Load_Location Start End Load_Type 0.000 4.800 Edge zone wind Hayes -D Purlin Report(Surface= 2, Id= 1) 6/22/09 7:26am ROOF PURLIN Surface Id = 2 Purlin Id = 1 Offset = 4.01 Edge Strip = 4.80 PURLIN LAYOUT: (Purlin Id= 1) Bay Span Purlin Span - -- Lap(ft) -- Load No. Id Id Part (ft) Left Right width Brace 1 8X25216 0.33 4.01 0 1 2 8x25216 19.67 1.00 4.01 0 2 3 8x25216 20.00 1.00 1.00 4.01 0 3 4 8x25216 20.00 1.00 1.00 4.01 0 4 5 8x25216 20.00 1.00 1.00 4.01 0 5 6 8x25216 19.67 1.00 4.01 0 7 8x25216 0.33 4.01 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.67 -0.97 -1.06 0.00 -2.54 7.61 2.82 3.83 3 0.92 0.84 -0.74 -0.83 3.83 2.95 -1.04 10.54 2.11 2.89 4 0.88 0.79 -0.79 -0.88 2.89 2.06 -1.49 10.00 2.06 2.89 5 0.83 0.74 -0.84 -0.92 2.89 2.11 -1.04 9.46 2.95 3.83 6 1.06 0.97 -0.67 3.83 2.82 -2.54 12.05 0.00 7 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uc Loc uc calc Allow 1 RS -0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.04 2 RL -0.97 2.44 0.40 RL 2.82 4.97 0.57 RL 0.48 -0.60 Page 9 ROOFDES.OUT 3 LL 0.84 2.44 0.34 LL 2.95 4.97 0.59 LL 0.47 -0.12 4 RL -0.79 2.44 0.32 RL 2.06 4.97 0.41 RL 0.28 -0.30 5 RL -0.84 2.44 0.34 RL 2.95 4.97 0.59 RL 0.47 -0.12 6 LL 0.97 2.44 0.40 LL 2.82 4.97 0.57 LL 0.48 -0.60 7 LS 0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.96 0.49 3 0.96 0.72 0.49 0.37 4 0.72 0.72 0.37 0.37 5 0.72 0.96 0.37 0.49 6 0.96 0.49 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 -0.09 -0.10 0.00 -0.23 7.61 0.26 0.35 3 0.08 0.08 -0.07 -0.08 0.35 0.27 -0.09 10.54 0.19 0.26 4 0.08 0.07 -0.07 -0.08 0.26 0.19 -0.14 10.00 0.19 0.26 5 0.08 0.07 -0.08 -0.08 0.26 0.19 -0.09 9.46 0.27 0.35 6 0.10 0.09 -0.06 0.35 0.26 -0.23 12.05 0.00 7 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 2.44 0.00 RS 0.00 4.97 0.00 LS 0.00 0.00 2 RL -0.09 2.44 0.04 RL 0.26 4.97 0.05 RL 0.00 -0.06 3 LL 0.08 2.44 0.03 LL 0.27 4.97 0.05 LL 0.00 -0.01 4 RL -0.07 2.44 0.03 RL 0.19 4.97 0.04 RL 0.00 -0.03 5 RL -0.08 2.44 0.03 RL 0.27 4.97 0.05 RL 0.00 -0.01 6 LL 0.09 2.44 0.04 LL 0.26 4.97 0.05 LL 0.00 -0.06 7 Ls 0.00 2.44 0.00 LS 0.00 4.97 0.00 LS 0.00 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.09 0.04 Page 10 ROOFDES.OUT 3 0.09 0.07 0.04 0.03 4 0.07 0.07 0.03 0.03 5 0.07 0.09 0.03 0.04 6 0.09 0.04 LOAD COMBINATION # 3 : DL +CL +0.75LL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.75 -1.08 -1.18 0.01 -2.83 7.61 3.15 4.28 3 1.03 0.93 -0.83 -0.93 4.28 3.30 -1.16 10.54 2.35 3.23 4 0.98 0.88 -0.88 -0.98 3.23 2.30 -1.67 10.00 2.30 3.23 5 0.93 0.83 -0.93 -1.03 3.23 2.35 -1.16 9.46 3.30 4.28 6 1.18 1.08 -0.75 4.28 3.15 -2.83 12.05 0.01 7 0.03 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.01 4.97 0.00 LS 0.00 0.04 2 RL -1.08 2.44 0.44 RL 3.15 4.97 0.63 RL 0.60 -0.67 3 LL 0.93 2.44 0.38 LL 3.30 4.97 0.66 LL 0.59 -0.13 4 RL -0.88 2.44 0.36 RL 2.30 4.97 0.46 RL 0.34 -0.33 5 RL -0.93 2.44 0.38 RL 3.30 4.97 0.66 RL 0.59 -0.13 6 LL 1.08 2.44 0.44 LL 3.15 4.97 0.63 LL 0.60 -0.67 7 LS 0.03 2.44 0.01 LS 0.01 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.07 0.54 3 1.07 0.81 0.54 0.41 4 0.81 0.81 0.41 0.41 5 0.81 1.07 0.41 0.54 6 1.07 0.54 LOAD COMBINATION # 4 : DL +CL +0.75SL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Page 11 ROOFDES.OUT Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.29 -0.42 -0.46 0.00 -1.10 7.61 1.23 1.67 3 0.40 0.36 -0.32 -0.36 1.67 1.28 -0.45 10.54 0.91 1.26 4 0.38 0.34 -0.34 -0.38 1.26 0.89 -0.65 10.00 0.89 1.26 5 0.36 0.32 -0.36 -0.40 1.26 0.91 -0.45 9.46 1.28 1.67 6 0.46 0.42 -0.29 1.67 1.23 -1.10 12.05 0.00 7 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.02 2 RL -0.42 2.44 0.17 RL 1.23 4.97 0.25 RL 0.09 -0.26 3 LL 0.36 2.44 0.15 LL 1.28 4.97 0.26 LL 0.09 -0.05 4 RL -0.34 2.44 0.14 RL 0.89 4.97 0.18 RL 0.05 -0.13 5 RL -0.36 2.44 0.15 RL 1.28 4.97 0.26 RL 0.09 -0.05 6 LL 0.42 2.44 0.17 LL 1.23 4.97 0.25 LL 0.09 -0.26 7 LS 0.01 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.42 0.21 3 0.42 0.31 0.21 0.16 4 0.31 0.31 0.16 0.16 5 0.31 0.42 0.16 0.21 6 0.42 0.21 LOAD COMBINATION # 5 : 0.6DL +WS1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -0.68 0.96 1.05 -0.01 2.54 7.58 -2.80 -3.81 3 -0.92 -0.83 0.73 0.82 -3.81 -2.94 1.02 10.55 -2.08 -2.86 4 -0.87 -0.78 0.78 0.87 -2.86 -2.04 1.48 10.00 -2.04 -2.86 5 -0.82 -0.73 0.83 0.92 -2.86 -2.08 1.02 9.45 -2.94 -3.81 6 -1.05 -0.96 0.68 -3.81 -2.80 2.54 12.08 -0.01 7 -0.03 0.00 -0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow Page 12 ROOFDES.OUT 1 RS 0.03 2.44 0.01 RS -0.01 4.97 0.00 LS 0.00 -0.04 2 RL 0.96 2.44 0.40 MS 2.54 3.48 0.73 RL 0.48 0.60 3 LL -0.83 2.44 0.34 LL -2.94 4.97 0.59 LL 0.47 0.11 4 RL 0.78 2.44 0.32 MS 1.48 3.48 0.43 RL 0.27 0.30 5 RL 0.83 2.44 0.34 RL -2.94 4.97 0.59 RL 0.47 0.11 6 LL -0.96 2.44 0.40 MS 2.54 3.48 0.73 LL 0.48 0.60 7 LS -0.03 2.44 0.01 LS -0.01 4.97 0.00 LS 0.00 -0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.95 0.48 3 0.95 0.72 0.48 0.36 4 0.72 0.72 0.36 0.36 5 0.72 0.95 0.36 0.48 6 0.95 0.48 DEFLECTION: LOAD COMBINATION # 1 : LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 -0.55 1.31 0.42 3 -0.11 1.33 0.08 4 -0.27 1.33 0.20 5 -0.11 1.33 0.08 6 -0.55 1.31 0.42 7 0.04 LOAD COMBINATION # 2 : SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 1.31 0.00 3 0.00 1.33 0.00 4 0.00 1.33 0.00 5 0.00 1.33 0.00 6 0.00 1.31 0.00 7 0.00 Hayes -D Purlin Report(Surface= 2, Id= 5) 6/22/09 7:26am ROOF PURLIN Surface Id = 2 Page 13 ROOFDES.OUT Purlin Id = 5 offset = 20.07 PURLIN LAYOUT: (Purlin Id= 5) Bay Span Purlin Span - -- Lap(ft) -- Load No. Id Id Part (ft) Left Right width Brace 1 8X25z16 0.33 4.01 0 1 2 8X25216 19.67 1.00 4.01 0 2 3 8x25z16 20.00 1.00 1.00 4.01 0 3 4 8x25216 20.00 1.00 1.00 4.01 0 4 5 8x25216 20.00 1.00 1.00 4.01 0 5 6 8x25216 19.67 1.00 4.01 0 7 8X25216 0.33 4.01 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.67 -0.97 -1.06 0.00 -2.54 7.61 2.82 3.83 3 0.92 0.84 -0.74 -0.83 3.83 2.95 -1.04 10.54 2.11 2.89 4 0.88 0.79 -0.79 -0.88 2.89 2.06 -1.49 10.00 2.06 2.89 5 0.83 0.74 -0.84 -0.92 2.89 2.11 -1.04 9.46 2.95 3.83 6 1.06 0.97 -0.67 3.83 2.82 -2.54 12.05 0.00 7 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.04 2 RL -0.97 2.44 0.40 RL 2.82 4.97 0.57 RL 0.48 -0.60 3 LL 0.84 2.44 0.34 LL 2.95 4.97 0.59 LL 0.47 -0.12 4 RL -0.79 2.44 0.32 RL 2.06 4.97 0.41 RL 0.28 -0.30 5 RL -0.84 2.44 0.34 RL 2.95 4.97 0.59 RL 0.47 -0.12 6 LL 0.97 2.44 0.40 LL 2.82 4.97 0.57 LL 0.48 -0.60 7 LS 0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.96 0.49 3 0.96 0.72 0.49 0.37 4 0.72 0.72 0.37 0.37 Page 14 ROOFDES.OUT 5 0.72 0.96 0.37 0.49 6 0.96 0.49 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 -0.09 -0.10 0.00 -0.23 7.61 0.26 0.35 3 0.08 0.08 -0.07 -0.08 0.35 0.27 -0.09 10.54 0.19 0.26 4 0.08 0.07 -0.07 -0.08 0.26 0.19 -0.14 10.00 0.19 0.26 5 0.08 0.07 -0.08 -0.08 0.26 0.19 -0.09 9.46 0.27 0.35 6 0.10 0.09 -0.06 0.35 0.26 -0.23 12.05 0.00 7 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 2.44 0.00 RS 0.00 4.97 0.00 LS 0.00 0.00 2 RL -0.09 2.44 0.04 RL 0.26 4.97 0.05 RL 0.00 -0.06 3 LL 0.08 2.44 0.03 LL 0.27 4.97 0.05 LL 0.00 -0.01 4 RL -0.07 2.44 0.03 RL 0.19 4.97 0.04 RL 0.00 -0.03 5 RL -0.08 2.44 0.03 RL 0.27 4.97 0.05 RL 0.00 -0.01 6 LL 0.09 2.44 0.04 LL 0.26 4.97 0.05 LL 0.00 -0.06 7 LS 0.00 2.44 0.00 LS 0.00 4.97 0.00 LS 0.00 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.09 0.04 3 0.09 0.07 0.04 0.03 4 0.07 0.07 0.03 0.03 5 0.07 0.09 0.03 0.04 6 0.09 0.04 LOAD COMBINATION # 3 : DL +CL +0.75LL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 15 ROOFDES.OUT 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.75 -1.08 -1.18 0.01 -2.83 7.61 3.15 4.28 3 1.03 0.93 -0.83 -0.93 4.28 3.30 -1.16 10.54 2.35 3.23 4 0.98 0.88 -0.88 -0.98 3.23 2.30 -1.67 10.00 2.30 3.23 5 0.93 0.83 -0.93 -1.03 3.23 2.35 -1.16 9.46 3.30 4.28 6 1.18 1.08 -0.75 4.28 3.15 -2.83 12.05 0.01 7 0.03 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.01 4.97 0.00 LS 0.00 0.04 2 RL -1.08 2.44 0.44 RL 3.15 4.97 0.63 RL 0.60 -0.67 3 LL 0.93 2.44 0.38 LL 3.30 4.97 0.66 LL 0.59 -0.13 4 RL -0.88 2.44 0.36 RL 2.30 4.97 0.46 RL 0.34 -0.33 5 RL -0.93 2.44 0.38 RL 3.30 4.97 0.66 RL 0.59 -0.13 6 LL 1.08 2.44 0.44 LL 3.15 4.97 0.63 LL 0.60 -0.67 7 LS 0.03 2.44 0.01 LS 0.01 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.07 0.54 3 1.07 0.81 0.54 0.41 4 0.81 0.81 0.41 0.41 5 0.81 1.07 0.41 0.54 6 1.07 0.54 LOAD COMBINATION # 4 : DL +CL +0.75SL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.29 -0.42 -0.46 0.00 -1.10 7.61 1.23 1.67 3 0.40 0.36 -0.32 -0.36 1.67 1.28 -0.45 10.54 0.91 1.26 4 0.38 0.34 -0.34 -0.38 1.26 0.89 -0.65 10.00 0.89 1.26 5 0.36 0.32 -0.36 -0.40 1.26 0.91 -0.45 9.46 1.28 1.67 6 0.46 0.42 -0.29 1.67 1.23 -1.10 12.05 0.00 7 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.02 Page 16 ROOFDES.OUT 2 RL -0.42 2.44 0.17 RL 1.23 4.97 0.25 RL 0.09 -0.26 3 LL 0.36 2.44 0.15 LL 1.28 4.97 0.26 LL 0.09 -0.05 4 RL -0.34 2.44 0.14 RL 0.89 4.97 0.18 RL 0.05 -0.13 5 RL -0.36 2.44 0.15 RL 1.28 4.97 0.26 RL 0.09 -0.05 6 LL 0.42 2.44 0.17 LL 1.23 4.97 0.25 LL 0.09 -0.26 7 LS 0.01 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.42 0.21 3 0.42 0.31 0.21 0.16 4 0.31 0.31 0.16 0.16 5 0.31 0.42 0.16 0.21 6 0.42 0.21 LOAD COMBINATION # 5 : 0.6DL +WS1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -0.64 0.86 0.93 -0.01 2.29 7.54 -2.50 -3.39 3 -0.81 -0.73 0.65 0.72 -3.39 -2.62 0.89 10.57 -1.83 -2.52 4 -0.77 -0.69 0.69 0.77 -2.52 -1.79 1.32 10.00 -1.79 -2.52 5 -0.72 -0.65 0.73 0.81 -2.52 -1.83 0.89 9.43 -2.62 -3.39 6 -0.93 -0.86 0.64 -3.39 -2.50 2.29 12.13 -0.01 7 -0.03 0.00 -0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.44 0.01 RS -0.01 4.97 0.00 LS 0.00 -0.04 2 RL 0.86 2.44 0.35 MS 2.29 3.48 0.66 RL 0.38 0.55 3 LL -0.73 2.44 0.30 LL -2.62 4.97 0.53 LL 0.37 0.10 4 RL 0.69 2.44 0.28 MS 1.32 3.48 0.38 RL 0.21 0.26 5 RL 0.73 2.44 0.30 RL -2.62 4.97 0.53 RL 0.37 0.10 6 LL -0.86 2.44 0.35 MS 2.29 3.48 0.66 LL 0.38 0.55 7 LS -0.03 2.44 0.01 LS -0.01 4.97 0.00 LS 0.00 -0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right Page 17 ROOFDES.OUT 2 0.85 0.43 3 0.85 0.63 0.43 0.32 4 0.63 0.63 0.32 0.32 5 0.63 0.85 0.32 0.43 6 0.85 0.43 DEFLECTION: LOAD COMBINATION # 1 : LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 -0.55 1.31 0.42 3 -0.11 1.33 0.08 4 -0.27 1.33 0.20 5 -0.11 1.33 0.08 6 -0.55 1.31 0.42 7 0.04 LOAD COMBINATION # 2 : SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 1.31 0.00 3 0.00 1.33 0.00 4 0.00 1.33 0.00 5 0.00 1.33 0.00 6 0.00 1.31 0.00 7 0.00 Hayes -D Purlin Layout Report(Surface= 3) 6/22/09 7:26am SURFACE LAYOUT: Surface No. Peak Id Length Row Space 3 25.087 6 1.000 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset space width Load wind Report 1 1.000 1.000 3.007 1.00 2 5.014 4.014 4.014 0.75 3 9.029 4.014 4.014 0.75 4 13.043 4.014 4.014 0.75 5 17.058 4.014 4.014 0.75 Y 6 21.072 4.014 4.014 0.75 Y Y 25.087 4.014 Page 18 ROOFDES.OUT Average= 0.78 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) -- No. Unit Total Id Id Part (ft) Left Right Brace weight weight 1 8x25z16 0.33 0 0.9 5.6 1 2 8X25216 19.67 1.00 0 57.7 346.0 2 3 8x25z16 20.00 1.00 1.00 0 61.4 368.3 3 4 8x25216 20.00 1.00 1.00 0 61.4 368.3 4 5 8X25216 20.00 1.00 1.00 0 61.4 368.3 5 6 8x25z16 19.67 1.00 0 57.7 346.0 7 8x25z16 0.33 0 0.9 5.6 Total(lb)= 301.3 1807.9 SPECIAL LOADS: Load Location Start End Load_Type 20.287 25.087 Edge zone wind Hayes -D Purlin Report(Surface= 3, Id= 5) 6/22/09 7:26am ROOF PURLIN Surface Id = 3 Purlin Id = 5 offset = 17.06 PURLIN LAYOUT: (Purlin Id= 5) Bay Span Purlin span - -- Lap(ft) -- Load No. Id Id Part (ft) Left Right width Brace 1 8x25z16 0.33 4.01 0 1 2 8X25216 19.67 1.00 4.01 0 2 3 8x25z16 20.00 1.00 1.00 4.01 0 3 4 8x25z16 20.00 1.00 1.00 4.01 0 4 5 8X25z16 20.00 1.00 1.00 4.01 0 5 6 8x25z16 19.67 1.00 4.01 0 7 8x25z16 0.33 4.01 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: shear(k ) Moment(f -k ) Span Left Left Right Right Left Left Midspan Right Right Id sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 19 ROOFDES.OUT 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.67 -0.97 -1.06 0.00 -2.54 7.61 2.82 3.83 3 0.92 0.84 -0.74 -0.83 3.83 2.95 -1.04 10.54 2.11 2.89 4 0.88 0.79 -0.79 -0.88 2.89 2.06 -1.49 10.00 2.06 2.89 5 0.83 0.74 -0.84 -0.92 2.89 2.11 -1.04 9.46 2.95 3.83 6 1.06 0.97 -0.67 3.83 2.82 -2.54 12.05 0.00 7 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.04 2 RL -0.97 2.44 0.40 RL 2.82 4.97 0.57 RL 0.48 -0.60 3 LL 0.84 2.44 0.34 LL 2.95 4.97 0.59 LL 0.47 -0.12 4 RL -0.79 2.44 0.32 RL 2.06 4.97 0.41 RL 0.28 -0.30 5 RL -0.84 2.44 0.34 RL 2.95 4.97 0.59 RL 0.47 -0.12 6 LL 0.97 2.44 0.40 LL 2.82 4.97 0.57 LL 0.48 -0.60 7 Ls 0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.96 0.49 3 0.96 0.72 0.49 0.37 4 0.72 0.72 0.37 0.37 5 0.72 0.96 0.37 0.49 6 0.96 0.49 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 -0.09 -0.10 0.00 -0.23 7.61 0.26 0.35 3 0.08 0.08 -0.07 -0.08 0.35 0.27 -0.09 10.54 0.19 0.26 4 0.08 0.07 -0.07 -0.08 0.26 0.19 -0.14 10.00 0.19 0.26 5 0.08 0.07 -0.08 -0.08 0.26 0.19 -0.09 9.46 0.27 0.35 6 0.10 0.09 -0.06 0.35 0.26 -0.23 12.05 0.00 7 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow Page 20 ROOFDES.OUT 1 RS 0.00 2.44 0.00 RS 0.00 4.97 0.00 LS 0.00 0.00 2 RL -0.09 2.44 0.04 RL 0.26 4.97 0.05 RL 0.00 -0.06 3 LL 0.08 2.44 0.03 LL 0.27 4.97 0.05 LL 0.00 -0.01 4 RL -0.07 2.44 0.03 RL 0.19 4.97 0.04 RL 0.00 -0.03 5 RL -0.08 2.44 0.03 RL 0.27 4.97 0.05 RL 0.00 -0.01 6 LL 0.09 2.44 0.04 LL 0.26 4.97 0.05 LL 0.00 -0.06 7 LS 0.00 2.44 0.00 LS 0.00 4.97 0.00 LS 0.00 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.09 0.04 3 0.09 0.07 0.04 0.03 4 0.07 0.07 0.03 0.03 5 0.07 0.09 0.03 0.04 6 0.09 0.04 LOAD COMBINATION # 3 : DL +CL +0.75LL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.75 -1.08 -1.18 0.01 -2.83 7.61 3.15 4.28 3 1.03 0.93 -0.83 -0.93 4.28 3.30 -1.16 10.54 2.35 3.23 4 0.98 0.88 -0.88 -0.98 3.23 2.30 -1.67 10.00 2.30 3.23 5 0.93 0.83 -0.93 -1.03 3.23 2.35 -1.16 9.46 3.30 4.28 6 1.18 1.08 -0.75 4.28 3.15 -2.83 12.05 0.01 7 0.03 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.01 4.97 0.00 LS 0.00 0.04 2 RL -1.08 2.44 0.44 RL 3.15 4.97 0.63 RL 0.60 -0.67 3 LL 0.93 2.44 0.38 LL 3.30 4.97 0.66 LL 0.59 -0.13 4 RL -0.88 2.44 0.36 RL 2.30 4.97 0.46 RL 0.34 -0.33 5 RL -0.93 2.44 0.38 RL 3.30 4.97 0.66 RL 0.59 -0.13 6 LL 1.08 2.44 0.44 LL 3.15 4.97 0.63 LL 0.60 -0.67 7 LS 0.03 2.44 0.01 LS 0.01 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right Page 21 ROOFDES.OUT 2 1.07 0.54 3 1.07 0.81 0.54 0.41 4 0.81 0.81 0.41 0.41 5 0.81 1.07 0.41 0.54 6 1.07 0.54 LOAD COMBINATION # 4 : DL +CL +0.75SL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.29 -0.42 -0.46 0.00 -1.10 7.61 1.23 1.67 3 0.40 0.36 -0.32 -0.36 1.67 1.28 -0.45 10.54 0.91 1.26 4 0.38 0.34 -0.34 -0.38 1.26 0.89 -0.65 10.00 0.89 1.26 5 0.36 0.32 -0.36 -0.40 1.26 0.91 -0.45 9.46 1.28 1.67 6 0.46 0.42 -0.29 1.67 1.23 -1.10 12.05 0.00 7 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow uc Loc uC Calc Allow 1 RS -0.01 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.02 2 RL -0.42 2.44 0.17 RL 1.23 4.97 0.25 RL 0.09 -0.26 3 LL 0.36 2.44 0.15 LL 1.28 4.97 0.26 LL 0.09 -0.05 4 RL -0.34 2.44 0.14 RL 0.89 4.97 0.18 RL 0.05 -0.13 5 RL -0.36 2.44 0.15 RL 1.28 4.97 0.26 RL 0.09 -0.05 6 LL 0.42 2.44 0.17 LL 1.23 4.97 0.25 LL 0.09 -0.26 7 LS 0.01 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.42 0.21 3 0.42 0.31 0.21 0.16 4 0.31 0.31 0.16 0.16 5 0.31 0.42 0.16 0.21 6 0.42 0.21 LOAD COMBINATION # 5 : 0.6DL +WS1 PURLIN ANALYSIS: Page 22 ROOFDES.OUT shear(k ) Moment(f -k ) span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -0.64 0.86 0.93 -0.01 2.29 7.54 -2.50 -3.39 3 -0.81 -0.73 0.65 0.72 -3.39 -2.62 0.89 10.57 -1.83 -2.52 4 -0.77 -0.69 0.69 0.77 -2.52 -1.79 1.32 10.00 -1.79 -2.52 5 -0.72 -0.65 0.73 0.81 -2.52 -1.83 0.89 9.43 -2.62 -3.39 6 -0.93 -0.86 0.64 -3.39 -2.50 2.29 12.13 -0.01 7 -0.03 0.00 -0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: span shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.44 0.01 RS -0.01 4.97 0.00 LS 0.00 -0.04 2 RL 0.86 2.44 0.35 MS 2.29 3.48 0.66 RL 0.38 0.55 3 LL -0.73 2.44 0.30 LL -2.62 4.97 0.53 LL 0.37 0.10 4 RL 0.69 2.44 0.28 MS 1.32 3.48 0.38 RL 0.21 0.26 5 RL 0.73 2.44 0.30 RL -2.62 4.97 0.53 RL 0.37 0.10 6 LL -0.86 2.44 0.35 MS 2.29 3.48 0.66 LL 0.38 0.55 7 LS -0.03 2.44 0.01 LS -0.01 4.97 0.00 LS 0.00 -0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.85 0.43 3 0.85 0.63 0.43 0.32 4 0.63 0.63 0.32 0.32 5 0.63 0.85 0.32 0.43 6 0.85 0.43 DEFLECTION: LOAD COMBINATION # 1 : LL Span DEFLECTION(in) Id talc Allow Ratio 1 0.04 2 -0.55 1.31 0.42 3 -0.11 1.33 0.08 4 -0.27 1.33 0.20 5 -0.11 1.33 0.08 6 -0.55 1.31 0.42 7 0.04 LOAD COMBINATION # 2 : SL Span DEFLECTION(in) Id talc Allow Ratio Page 23 ROOFDES.OUT 1 0.00 2 0.00 1.31 0.00 3 0.00 1.33 0.00 4 0.00 1.33 0.00 5 0.00 1.33 0.00 6 0.00 1.31 0.00 7 0.00 Hayes -D Purlin Report(Surface= 3, Id= 6) 6/22/09 7:26am ROOF PURLIN Surface Id = 3 Purlin Id = 6 Offset = 21.07 Edge Strip = 4.80 PURLIN LAYOUT: (Purlin id= 6) Bay Span Purlin Span - -- Lap(ft) -- Load No. Id Id Part (ft) Left Right Width Brace 1 8X25216 0.33 4.01 0 1 2 8X25216 19.67 1.00 4.01 0 2 3 8X25216 20.00 1.00 1.00 4.01 0 3 4 8x25216 20.00 1.00 1.00 4.01 0 4 5 8x25216 20.00 1.00 1.00 4.01 0 5 6 8x25216 19.67 1.00 4.01 0 7 8x25216 0.33 4.01 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.00 2 0.67 -0.97 -1.06 0.00 -2.54 7.61 2.82 3.83 3 0.92 0.84 -0.74 -0.83 3.83 2.95 -1.04 10.54 2.11 2.89 4 0.88 0.79 -0.79 -0.88 2.89 2.06 -1.49 10.00 2.06 2.89 5 0.83 0.74 -0.84 -0.92 2.89 2.11 -1.04 9.46 2.95 3.83 6 1.06 0.97 -0.67 3.83 2.82 -2.54 12.05 0.00 7 0.03 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.04 Page 24 ROOFDES.OUT 2 RL -0.97 2.44 0.40 RL 2.82 4.97 0.57 RL 0.48 -0.60 3 LL 0.84 2.44 0.34 LL 2.95 4.97 0.59 LL 0.47 -0.12 4 RL -0.79 2.44 0.32 RL 2.06 4.97 0.41 RL 0.28 -0.30 5 RL -0.84 2.44 0.34 RL 2.95 4.97 0.59 RL 0.47 -0.12 6 LL 0.97 2.44 0.40 LL 2.82 4.97 0.57 LL 0.48 -0.60 7 LS 0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.96 0.49 3 0.96 0.72 0.49 0.37 4 0.72 0.72 0.37 0.37 5 0.72 0.96 0.37 0.49 6 0.96 0.49 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.00 0.00 0.00 0.00 2 0.06 -0.09 -0.10 0.00 -0.23 7.61 0.26 0.35 3 0.08 0.08 -0.07 -0.08 0.35 0.27 -0.09 10.54 0.19 0.26 4 0.08 0.07 -0.07 -0.08 0.26 0.19 -0.14 10.00 0.19 0.26 5 0.08 0.07 -0.08 -0.08 0.26 0.19 -0.09 9.46 0.27 0.35 6 0.10 0.09 -0.06 0.35 0.26 -0.23 12.05 0.00 7 0.00 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.00 2.44 0.00 RS 0.00 4.97 0.00 LS 0.00 0.00 2 RL -0.09 2.44 0.04 RL 0.26 4.97 0.05 RL 0.00 -0.06 3 LL 0.08 2.44 0.03 LL 0.27 4.97 0.05 LL 0.00 -0.01 4 RL -0.07 2.44 0.03 RL 0.19 4.97 0.04 RL 0.00 -0.03 5 RL -0.08 2.44 0.03 RL 0.27 4.97 0.05 RL 0.00 -0.01 6 LL 0.09 2.44 0.04 LL 0.26 4.97 0.05 LL 0.00 -0.06 7 LS 0.00 2.44 0.00 LS 0.00 4.97 0.00 LS 0.00 0.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right Page 25 ROOFDES.OUT 2 0.09 0.04 3 0.09 0.07 0.04 0.03 4 0.07 0.07 0.03 0.03 5 0.07 0.09 0.03 0.04 6 0.09 0.04 LOAD COMBINATION # 3 : DL +CL +0.75LL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup sup Lap Mom Loc Lap Sup 1 0.00 -0.03 0.00 0.00 0.00 0.01 2 0.75 -1.08 -1.18 0.01 -2.83 7.61 3.15 4.28 3 1.03 0.93 -0.83 -0.93 4.28 3.30 -1.16 10.54 2.35 3.23 4 0.98 0.88 -0.88 -0.98 3.23 2.30 -1.67 10.00 2.30 3.23 5 0.93 0.83 -0.93 -1.03 3.23 2.35 -1.16 9.46 3.30 4.28 6 1.18 1.08 -0.75 4.28 3.15 -2.83 12.05 0.01 7 0.03 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 Rs -0.03 2.44 0.01 RS 0.01 4.97 0.00 LS 0.00 0.04 2 RL -1.08 2.44 0.44 RL 3.15 4.97 0.63 RL 0.60 -0.67 3 LL 0.93 2.44 0.38 LL 3.30 4.97 0.66 LL 0.59 -0.13 4 RL -0.88 2.44 0.36 RL 2.30 4.97 0.46 RL 0.34 -0.33 5 RL -0.93 2.44 0.38 RL 3.30 4.97 0.66 RL 0.59 -0.13 6 LL 1.08 2.44 0.44 LL 3.15 4.97 0.63 LL 0.60 -0.67 7 LS 0.03 2.44 0.01 LS 0.01 4.97 0.00 LS 0.00 0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 1.07 0.54 3 1.07 0.81 0.54 0.41 4 0.81 0.81 0.41 0.41 5 0.81 1.07 0.41 0.54 6 1.07 0.54 LOAD COMBINATION # 4 : DL +CL +0.75SL +0.75WP1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) Page 26 ROOFDES.OUT Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.01 0.00 0.00 0.00 0.00 2 0.29 -0.42 -0.46 0.00 -1.10 7.61 1.23 1.67 3 0.40 0.36 -0.32 -0.36 1.67 1.28 -0.45 10.54 0.91 1.26 4 0.38 0.34 -0.34 -0.38 1.26 0.89 -0.65 10.00 0.89 1.26 5 0.36 0.32 -0.36 -0.40 1.26 0.91 -0.45 9.46 1.28 1.67 6 0.46 0.42 -0.29 1.67 1.23 -1.10 12.05 0.00 7 0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.01 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.02 2 RL -0.42 2.44 0.17 RL 1.23 4.97 0.25 RL 0.09 -0.26 3 LL 0.36 2.44 0.15 LL 1.28 4.97 0.26 LL 0.09 -0.05 4 RL -0.34 2.44 0.14 RL 0.89 4.97 0.18 RL 0.05 -0.13 5 RL -0.36 2.44 0.15 RL 1.28 4.97 0.26 RL 0.09 -0.05 6 LL 0.42 2.44 0.17 LL 1.23 4.97 0.25 LL 0.09 -0.26 7 LS 0.01 2.44 0.01 Ls 0.00 4.97 0.00 LS 0.00 0.02 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.42 0.21 3 0.42 0.31 0.21 0.16 4 0.31 0.31 0.16 0.16 5 0.31 0.42 0.16 0.21 6 0.42 0.21 LOAD COMBINATION # 5 : 0.6DL +WS1 PURLIN ANALYSIS: Shear(k ) Moment(f -k ) span Left Left Right Right Left Left Midspan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.03 0.00 0.00 0.00 -0.01 2 -0.68 0.96 1.05 -0.01 2.54 7.58 -2.80 -3.81 3 -0.92 -0.83 0.73 0.82 -3.81 -2.94 1.02 10.55 -2.08 -2.86 4 -0.87 -0.78 0.78 0.87 -2.86 -2.04 1.48 10.00 -2.04 -2.86 5 -0.82 -0.73 0.83 0.92 -2.86 -2.08 1.02 9.45 -2.94 -3.81 6 -1.05 -0.96 0.68 -3.81 -2.80 2.54 12.08 -0.01 7 -0.03 0.00 -0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Page 27 ROOFDES.OUT Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.44 0.01 RS -0.01 4.97 0.00 LS 0.00 -0.04 2 RL 0.96 2.44 0.40 MS 2.54 3.48 0.73 RL 0.48 0.60 3 LL -0.83 2.44 0.34 LL -2.94 4.97 0.59 LL 0.47 0.11 4 RL 0.78 2.44 0.32 MS 1.48 3.48 0.43 RL 0.27 0.30 5 RL 0.83 2.44 0.34 RL -2.94 4.97 0.59 RL 0.47 0.11 6 LL -0.96 2.44 0.40 MS 2.54 3.48 0.73 LL 0.48 0.60 7 LS -0.03 2.44 0.01 LS -0.01 4.97 0.00 LS 0.00 -0.04 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear_Ratio Id Left Right Left Right 2 0.95 0.48 3 0.95 0.72 0.48 0.36 4 0.72 0.72 0.36 0.36 5 0.72 0.95 0.36 0.48 6 0.95 0.48 DEFLECTION: LOAD COMBINATION # 1 : LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 -0.55 1.31 0.42 3 -0.11 1.33 0.08 4 -0.27 1.33 0.20 5 -0.11 1.33 0.08 6 -0.55 1.31 0.42 7 0.04 LOAD COMBINATION # 2 : SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 1.31 0.00 3 0.00 1.33 0.00 4 0.00 1.33 0.00 5 0.00 1.33 0.00 6 0.00 1.31 0.00 7 0.00 Hayes -D Roof Panel Summary 6/22/09 7:26am PANEL LAYOUT: Page 28 ROOFDES.OUT Surf Surface No. Max Id Part Type Gage Yield Length Purlin Space 2 SSPAN-X6 Sx 26.00 80.0 25.09 6 4.014 3 SSPAN-X6 Sx 26.00 80.0 25.09 6 4.014 PANEL STRENGTH: Surf Load Support_Moment(ft- lb /ft) Midspan_Moment(ft- lb /ft) Id Area Id Offset Calc Mn /sf Ratio Offset Calc Mn /sf Ratio 2 Left 1 4.0 37.2 147.2 0.25 1.6 -27.4 110.2 0.25 2 4.0 20.4 147.2 0.14 1.6 -15.0 110.2 0.14 3 4.0 -82.3 110.2 0.75 1.6 71.4 147.2 0.48 2 Center 1 4.0 37.2 147.2 0.25 1.6 -27.4 110.2 0.25 2 4.0 20.4 147.2 0.14 1.6 -15.0 110.2 0.14 3 4.0 -52.2 110.2 0.47 1.6 47.1 147.2 0.32 2 Right 1 4.0 37.2 147.2 0.25 1.6 -27.4 110.2 0.25 2 4.0 20.4 147.2 0.14 1.6 -15.0 110.2 0.14 3 4.0 -82.3 110.2 0.75 1.6 71.4 147.2 0.48 3 Left 1 21.1 37.2 147.2 0.25 23.5 -27.4 110.2 0.25 2 21.1 20.4 147.2 0.14 23.5 -15.0 110.2 0.14 3 21.1 -82.3 110.2 0.75 23.5 71.4 147.2 0.48 3 Center 1 21.1 37.2 147.2 0.25 23.5 -27.4 110.2 0.25 2 21.1 20.4 147.2 0.14 23.5 -15.0 110.2 0.14 3 21.1 -52.2 110.2 0.47 23.4 47.1 147.2 0.32 3 Right 1 21.1 37.2 147.2 0.25 23.5 -27.4 110.2 0.25 2 21.1 20.4 147.2 0.14 23.5 -15.0 110.2 0.14 3 21.1 -82.3 110.2 0.75 23.5 71.4 147.2 0.48 PANEL DEFLECTION: Surf Load Deflection(in) Id Area Id Offset Calc Limit Ratio 2 Left 4 2.0 -0.05 0.27 0.20 5 2.0 -0.03 0.40 0.07 6 2.0 0.17 0.40 0.41 2 Center 4 2.0 -0.05 0.27 0.20 5 2.0 -0.03 0.40 0.07 6 2.0 0.11 0.40 0.28 2 Right 4 2.0 -0.05 0.27 0.20 5 2.0 -0.03 0.40 0.07 6 2.0 0.17 0.40 0.41 3 Left 4 23.1 -0.05 0.27 0.20 5 23.1 -0.03 0.40 0.07 6 23.1 0.17 0.40 0.41 3 center 4 23.1 -0.05 0.27 0.20 5 23.1 -0.03 0.40 0.07 6 23.1 0.11 0.40 0.28 3 Right 4 23.1 -0.05 0.27 0.20 5 23.1 -0.03 0.40 0.07 6 23.1 0.17 0.40 0.41 LOAD COMBINATION: Load Id Description 1 DL +CL +LL 2 DL +CL +WP1 3 DL +WS1 Page 29 ROOFDES.OUT 4 LL 5 WP1 6 wS1 Hayes -D Roof Diagonal Bracing Report 6/22/09 7:26am PANEL SHEAR: Vn /sf = 0.0 Calc wind = 15.2 Seismic = 0.0 DIAGONAL BRACING: Brace_Tension(k ) Bay Brace_Loc. Diag_Brace - - -- wind - - -- - -- seismic -- Max Id Start End Type Size Part Calc Pn /sf Calc Pn /sf uC KL /R 1 0.00 16.00 C 0.250 0.25_CBL 1.95 2.50 0.00 2.50 0.78 16.00 34.00 C 0.250 0.25_CBL 0.31 2.50 0.00 2.50 0.12 34.00 50.00 C 0.250 0.25_CBL 1.70 2.50 0.00 2.50 0.68 Hayes -D Sidewall Diagonal Bracing Report 6/22/09 7:26am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn /sf 2 40.0 62.5 0.0 75.0 4 48.0 52.0 0.0 75.0 DIAGONAL BRACING: Brace_Tension(k ) wall Bay Brace_Loc Diag_Brace - - -- ----Wind--- -- Seismic -- Max KL /I Id Bot Top Type Size Part Calc Pn /sf Calc Pn /sf UC 2 2 0.0 12.0 C 0.313 0.31_CBL 2.77 4.20 0.00 4.20 0.66 BASE REACTIONS: wall Bay Col Wind_Max Seismic_Max Id Id Id Horz Vert( + / -) Horz Vert( + / -) 2 2 2 -2.50 1.21 0.00 0.00 2 2 3 2.50 1.21 0.00 0.00 Page 30 ROOFDES.OUT Hayes -D wind Column Report 6/22/09 7:26am DESIGN FOR WIND COLUMN #: 1 LOCATION: Wall : 4 Bay 3 side : R MEMBER SELECTED: - -- -web - -- Flange - -- unbraced_Length Part Depth Thick Width Thick Height weight Minor cb Yield w12541 11.50 0.134 5.00 0.250 10.00 152.2 0.00 1.00 55.0 ACTIONS: Design Deflect Member Load Force Moment Limit Column Wind 2.49 24.95 60.0 Seis 0.00 0.00 50.0 STRENGTH, DEFLECTION: --- Moment(f -k ) - - -- ---Deflection(in)--- Member Load Calc Mn /sf uc Calc Allow uc Column wind 24.95 49.57 0.50 0.47 2.00 0.24 Seis 0.00 49.57 0.00 0.00 2.40 0.00 CONNECTIONS: Plate_Size --- Bolts(A307 ) -- Location Thick width Length Quan Dia Gage Load Moment vert Base 0.625 8.00 7.00 4 0.750 4.00 wind 24.95 24.95 Seis 0.00 0.00 Hayes -D Braced Purlin Report 6/22/09 7:26am Surf Brace Purl Bay Purlin Load - - -- Axial(k ) - -- -- Moment(f -k ) -- Axl +Mom Id Locate Id Id Part Id Calc Allow uC Calc Allow uc uC 2 16.0 4 1 8x25z16 1 1.13 6.42 0.18 1.27 3.48 0.36 0.50 2 1.13 6.42 0.18 1.36 3.48 0.39 0.53 3 0.00 6.42 0.00 0.26 4.97 0.05 0.04 4 0.00 6.42 0.00 2.18 4.97 0.44 0.37 5 0.00 6.42 0.00 0.26 4.97 0.05 0.04 6 0.00 6.42 0.00 0.15 4.97 0.03 0.03 2 16.0 4 2 8x25z16 1 0.87 6.42 0.13 -1.47 4.97 0.30 0.40 2 0.87 6.42 0.13 -1.58 4.97 0.32 0.42 3 0.00 6.42 0.00 0.27 4.97 0.05 0.05 4 0.00 6.42 0.00 2.28 4.97 0.46 0.39 5 0.00 6.42 0.00 0.27 4.97 0.05 0.05 6 0.00 6.42 0.00 0.16 3.53 0.05 0.04 Page 31 ROOFDES.OUT 2 16.0 4 3 8x25z16 1 0.87 6.42 0.13 0.75 3.48 0.21 0.32 2 0.87 6.42 0.13 0.80 3.48 0.23 0.34 3 0.00 6.42 0.00 0.19 4.97 0.04 0.03 4 0.00 6.42 0.00 1.59 4.97 0.32 0.27 5 0.00 6.42 0.00 0.19 4.97 0.04 0.03 6 0.00 6.42 0.00 0.11 3.76 0.03 0.03 2 16.0 4 4 8x25z16 1 0.87 6.42 0.13 -1.47 4.97 0.30 0.40 2 0.87 6.42 0.13 -1.58 4.97 0.32 0.42 3 0.00 6.42 0.00 0.27 4.97 0.05 0.05 4 0.00 6.42 0.00 2.28 4.97 0.46 0.39 5 0.00 6.42 0.00 0.27 4.97 0.05 0.05 6 0.00 6.42 0.00 0.16 3.53 0.05 0.04 2 16.0 4 5 8x25z16 1 0.87 6.42 0.13 1.27 3.48 0.36 0.46 2 0.87 6.42 0.13 1.36 3.48 0.39 0.48 3 0.00 6.42 0.00 0.26 4.97 0.05 0.04 4 0.00 6.42 0.00 2.18 4.97 0.44 0.37 5 0.00 6.42 0.00 0.26 4.97 0.05 0.04 6 0.00 6.42 0.00 0.15 4.97 0.03 0.03 surf Brace Purl Bay Purlin Load - - -- Axial(k ) - -- -- Moment(f -k ) -- Axl +Mom Id Locate Id Id Part Id Calc Allow uC Calc Allow uC uC 3 34.0 3 1 8x25z16 1 1.03 6.42 0.16 1.27 3.48 0.36 0.49 2 1.03 6.42 0.16 1.36 3.48 0.39 0.51 3 0.00 6.42 0.00 0.26 4.97 0.05 0.04 4 0.00 6.42 0.00 2.18 4.97 0.44 0.37 5 0.00 6.42 0.00 0.26 4.97 0.05 0.04 6 0.00 6.42 0.00 0.15 4.97 0.03 0.03 3 34.0 3 2 8x25z16 1 0.87 6.42 0.13 -1.47 4.97 0.30 0.40 2 0.87 6.42 0.13 -1.58 4.97 0.32 0.42 3 0.00 6.42 0.00 0.27 4.97 0.05 0.05 4 0.00 6.42 0.00 2.28 4.97 0.46 0.39 5 0.00 6.42 0.00 0.27 4.97 0.05 0.05 6 0.00 6.42 0.00 0.16 3.53 0.05 0.04 3 34.0 3 3 8x25z16 1 0.87 6.42 0.13 0.75 3.48 0.21 0.32 2 0.87 6.42 0.13 0.80 3.48 0.23 0.34 3 0.00 6.42 0.00 0.19 4.97 0.04 0.03 4 0.00 6.42 0.00 1.59 4.97 0.32 0.27 5 0.00 6.42 0.00 0.19 4.97 0.04 0.03 6 0.00 6.42 0.00 0.11 3.76 0.03 0.03 3 34.0 3 4 8x25z16 1 0.87 6.42 0.13 -1.47 4.97 0.30 0.40 2 0.87 6.42 0.13 -1.58 4.97 0.32 0.42 3 0.00 6.42 0.00 0.27 4.97 0.05 0.05 4 0.00 6.42 0.00 2.28 4.97 0.46 0.39 5 0.00 6.42 0.00 0.27 4.97 0.05 0.05 6 0.00 6.42 0.00 0.16 3.53 0.05 0.04 3 34.0 3 5 8x25z16 1 0.87 6.42 0.13 1.27 3.48 0.36 0.46 2 0.87 6.42 0.13 1.36 3.48 0.39 0.48 3 0.00 6.42 0.00 0.26 4.97 0.05 0.04 4 0.00 6.42 0.00 2.18 4.97 0.44 0.37 5 0.00 6.42 0.00 0.26 4.97 0.05 0.04 6 0.00 6.42 0.00 0.15 4.97 0.03 0.03 Hayes -D Eave Strut Report(wall= 2) 6/22/09 7:26am wall Bay Eave Bay Axial_Calc Axial Axial Id Id Part width wind leis Allow Ratio Page 32 ROOFDES.OUT 2 1 8E14 20.00 2.08 0.00 9.66 0.22 2 2 8E14 20.00 2.08 0.00 9.66 0.22 2 3 8E14 20.00 0.59 0.00 9.66 0.06 2 4 8E14 20.00 0.59 0.00 9.66 0.06 2 5 8E14 20.00 0.59 0.00 9.66 0.06 Hayes -D Eave Strut Report(Wall= 4) 6/22/09 7:26am wall Bay Eave Bay Axial_Calc Axial Axial Id Id Part width wind Seis Allow Ratio 4 5 8E14 20.00 2.08 0.00 9.66 0.21 4 4 8E14 20.00 2.08 0.00 9.66 0.21 4 3 8E14 20.00 2.08 0.00 9.66 0.21 4 2 8E14 20.00 0.59 0.00 9.66 0.06 4 1 8E14 20.00 0.59 0.00 9.66 0.06 Hayes -D Strut Bolt Report 6/22/09 7:26am RAFTER CONNECTION: Location Purlin Eave Strut Left EW welded Clip Direct Bolt RF welded Clip Direct Bolt Right EW welded Clip Direct Bolt EAVE STRUTS: Wall Frm_Line - - -- Bolt_Selected - -- Bolt_Capacity Id Id Type No. Type Dia wshr Calc Shear Bear Ratio 2 1 EW 2 A325 0.500 0 2.08 8.84 5.07 0.41 2 2 RF 2 A325 0.500 0 2.08 8.84 5.07 0.41 2 3 RF 2 A325 0.500 0 2.08 8.84 5.07 0.41 2 4 RF 2 A325 0.500 0 0.59 8.84 5.07 0.12 2 5 RF 2 A325 0.500 0 0.59 8.84 5.07 0.12 2 6 EW 2 A325 0.500 0 0.59 8.84 5.07 0.12 4 1 EW 2 A325 0.500 0 2.08 8.84 5.07 0.41 4 2 RF 2 A325 0.500 0 2.08 8.84 5.07 0.41 4 3 RF 2 A325 0.500 0 2.08 8.84 5.07 0.41 4 4 RF 2 A325 0.500 0 2.08 8.84 5.07 0.41 4 5 RF 2 A325 0.500 0 0.59 8.84 5.07 0.12 4 6 EW 2 A325 0.500 0 0.59 8.84 5.07 0.12 PURLINS: Page 33 ROOFDES.OUT Bolt_Capacity Surf Frm_Line Brace - - -- Bolt_Selected - -- - -- Shear - -- --Bearing-- Id Id Type Loc No. Type Dia Wshr Calc Allow Calc Allow Ratio 2 1 EW 16.00 2 A307 0.500 0 1.75 4.42 1.13 3.93 0.40 2 2 RF 16.00 2 A307 0.500 0 1.75 4.42 1.13 3.93 0.40 2 3 RF 16.00 2 A307 0.500 0 1.13 4.42 1.13 3.93 0.29 2 4 RF 16.00 2 A307 0.500 0 1.13 4.42 1.13 3.93 0.29 2 5 RF 16.00 2 A307 0.500 0 1.13 4.42 1.13 3.93 0.29 2 6 EW 16.00 2 A307 0.500 0 1.13 4.42 1.13 3.93 0.29 3 1 EW 34.00 2 A307 0.500 0 1.26 4.42 0.64 3.93 0.28 3 2 RF 34.00 2 A307 0.500 0 1.26 4.42 0.64 3.93 0.28 3 3 RF 34.00 2 A307 0.500 0 0.62 4.42 0.62 3.93 0.16 3 4 RF 34.00 2 A307 0.500 0 0.62 4.42 0.62 3.93 0.16 3 5 RF 34.00 2 A307 0.500 0 0.62 4.42 0.62 3.93 0.16 3 6 EW 34.00 2 A307 0.500 0 0.62 4.42 0.62 3.93 0.16 Hayes -D Roof Design weight Summary 6/22/09 7:26am Roof Purlins = 3615.84 Eave Struts = 796.00 Roof Bracing = 18.92 wall Bracing = 9.11 wind Columns = 152.22 Total = 4592.10 Hayes -D Roof Design Warning Report 6/22/09 7:26am .. No Warnings Page 34 SWDES -B.OUT Hayes -D sidewall Design Input 6/22/09 7:24am * *( 1)JOBID: 'Hayes -D' *( 2)PROGRAM OPTIONS: * sidewall Run Run Lap • Id Girt Panel Stiff 'B' 'Y' ' Y ' 1.00 *( 3)DESIGN CODE: *Design - -- Steel_Code - -- - -- Build - -- Code Seismic * code Cold Hot Country Code Year Label zone 'WS' 'NAUS01' 'AISCO5' ' - - - -' 'IBC ' '06' 'FBC 07 "A ' *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * Stress_Ratio --- Seismic - -- * Girt Panel Wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTION LIMITS: * - -- Girt - -- -- Panel - -- Part • wall Facia wall Facia wall 120. 120. 120. 120. 120. *( 7)REPORTS: • Input wall Door wall • Echo Girt Jamb Panel 'I' ' Y ' ' Y ' ' Y ' *( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type use offset use Offset 'FF -' 'N ' 16.000 'N ' 16.000 *( 9)SURFACE SHAPE: • No. x_Coord Y_Coord offset * Surf (ft) (ft) (in) 4 0.0000 12.0000 0.250 25.0000 14.0833 8.250 50.0000 12.0000 8.250 50.0000 0.0000 0.250 *(10)SIDEWALL BAY SPACING: * Sets_of Bay No. • Bays width Bays 1 20.0000 5 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *open Id Id width Height offset Type Height Elev Depth Select Panel 3 7 1 16.0000 9.0000 2.0000 52 0.0000 0.000 0.000 'cu' 'Y' 8 2 18.0000 9.0000 1.0000 52 0.0000 0.000 0.000 'cu' 'Y' 9 4 18.0000 9.0000 1.0000 52 0.0000 0.000 0.000 'CU' 'Y' *(12)PARTIAL WALLS: Page 1 SWDES -B.OUT • Set_Of -- Bay_Id -- Top Full_Load Panel • Bays Id Use Start End Height Type Girt Col Part 0 *(13)GIRT DESIGN: * Girt Flg_Brace Set Set Max Max_Unbr * Type Out In Depth Lap Space Length 'zB' 'C' 'N' 0.000 0.0000 7.3333 8.0000 *(14)GIRT LOCATION: • Set No. Girt • Loc Girt Location ' P ' 2 2.5000 7.3333 *(15)SPECIAL GIRT: • Sets_Of -- Bay_Id -- Girt Girt Girt • Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS /GUTTERS: * Wall Gutter Insulation * Panel Use Type width use Thick 'SSPAN -X6' ' -' 'Y' 0.000 'N' 3.000 *(17)FACIA /PARAPET: Location Edge_Extend • No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA /PARAPET GIRTS: *Ext - - -- Top - - -- -- Interior- - -- Gutter -- --- Back_Panel - -- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * - -- Deflection - -- wind * Basic Load_Ratio Load --- Seismic - -- * wind Snow wind Seis Factor Dead coeff 18.8 1.00 1.00 1.00 1.00 2.00 0.0000 *(20)EDGE ZONE: * Zone Col/ * width Girt Panel Jamb 4.800 1.06 1.00 1.06 *(21)WIND PRESSURE /SUCTION: wind wind • Pressure Suction 16.4 -17.9 .. Girt /Header 20.3 -27.0 .. Panel 16.4 -17.9 .. Jamb 28.2 - 18.8 .. Parapet Girt *(22)GIRT LAPS: Data Set_1 Set_2 Set_3 * opt sets Left Right Quan Left Right Quan Left Right Quan 0 *(23)GIRT STRAPS: * Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- --- Set_4 - -- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' Page 2 , SWDES -B.OUT *(24)EXPANSION JOINTS: • NO. *Exp Expansion_Location 0 * Code files used: • FL_FBC.07 * EW_FL_FBC.07 Version 3.0 Hayes -D Sidewall Design Code 6/22/09 7:24am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Hayes -D Girt Design Report (Level= 1; Span= 1) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size Width Left Right Location width Brace Weight 1 8x25216 1.63 2.5000 3.7 0 4.5 4.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.05 -0.05 0.00 -0.02 0.81 0.00 STRENGTH /DEFLECTION: Page 3 SWDES -B.OUT span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.05 2.44 0.02 MS -0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.06 0.06 0.00 0.02 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.06 2.44 0.02 MS 0.02 4.97 0.00 LS 0.00 0.00 0.16 Hayes -D Girt Design Report (Level= 1; Span= 2) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight 1 8x25216 1.63 2.5000 3.7 0 4.5 2 8x25216 0.63 2.5000 3.7 0 1.7 6.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.04 -0.06 0.00 -0.01 0.66 0.02 2 0.04 0.01 0.02 0.00 0.31 0.00 Page 4 SWDES -B.OUT STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 2.44 0.02 RS 0.02 4.97 0.00 LS 0.00 0.00 0.16 2 LS 0.04 2.44 0.02 LS 0.02 4.97 0.00 LS 0.00 0.00 0.10 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.04 0.06 0.00 0.01 0.66 -0.02 2 -0.05 -0.01 -0.02 -0.01 0.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.06 2.44 0.03 RS -0.02 4.97 0.00 LS 0.00 0.00 0.16 2 LS -0.05 2.44 0.02 LS -0.02 4.97 0.00 LS 0.00 0.00 0.10 Hayes -D Girt Design Report (Level= 1; Span= 3) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight 2 8X25216 0.63 2.5000 3.7 0 1.7 3 8x25z16 20.00 2.5000 3.7 0 55.8 4 8X25216 0.63 2.5000 3.7 0 1.7 59.3 WIND PRESSURE : GIRT ANALYSIS: Page 5 SWDES -B.OUT Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -1.03 -1.07 0.00 0.32 0.31 0.65 3 0.60 -0.60 0.65 -2.37 10.03 0.62 4 1.01 0.97 0.62 0.31 0.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -1.07 2.44 0.44 RS 0.65 4.97 0.13 RS 0.21 0.06 3 LS 0.60 2.44 0.25 MS -2.37 4.97 0.48 RL 0.12 -0.72 2.00 4 LS 1.01 2.44 0.41 LS 0.62 4.97 0.12 LS 0.19 0.07 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 1.00 1.04 0.00 -0.32 0.31 -0.64 3 -0.65 0.66 -0.64 2.63 9.97 -0.67 4 -1.10 -1.06 -0.67 -0.33 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc uC Calc Allow 2 RS 1.04 2.44 0.43 RS -0.64 4.97 0.13 RS 0.20 -0.07 3 RS 0.66 2.44 0.27 MS 2.63 3.48 0.76 LL 0.15 0.80 2.00 4 LS -1.10 2.44 0.45 LS -0.67 4.97 0.14 LS 0.22 -0.07 Hayes -D Girt Design Report (Level= 1; Span= 4) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id size width Left Right Location width Brace weight 4 8x25216 0.63 2.5000 3.7 0 1.7 Page 6 SWDES -B.OUT 5 8X25216 20.00 2.5000 3.7 0 55.8 57.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -1.09 -1.12 0.00 0.34 0.31 0.69 5 0.64 -0.57 0.69 -2.67 10.57 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -1.12 2.44 0.46 RS 0.69 4.97 0.14 RS 0.23 0.07 5 LS 0.64 2.44 0.26 MS -2.67 4.97 0.54 RL 0.19 -0.83 2.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 1.19 1.23 0.00 -0.37 0.31 -0.76 5 -0.70 0.64 -0.76 2.94 10.46 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 1.23 2.44 0.51 RS -0.76 4.97 0.15 RS 0.28 -0.08 5 LS -0.70 2.44 0.29 MS 2.94 3.48 0.85 RL 0.23 0.92 2.00 Hayes -D Girt Design Report (Level= 2; Span= 1) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 1 Page 7 SWDES -B.OUT GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace weight 1 8x25216 1.63 7.3333 4.4 0 4.5 4.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.06 -0.06 0.00 -0.02 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.06 2.44 0.02 MS -0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.07 0.07 0.00 0.03 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.07 2.44 0.03 MS 0.03 4.97 0.01 LS 0.00 0.00 0.16 Hayes -D Girt Design Report (Level= 2; Span= 2) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 2 Page 8 SWDES -B.OUT GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace weight 1 8X25216 1.63 7.3333 4.4 0 4.5 2 8x25216 0.63 7.3333 4.4 0 1.7 6.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.05 -0.07 0.00 -0.02 0.66 0.02 2 0.05 0.01 0.02 0.01 0.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 2.44 0.03 RS 0.02 4.97 0.00 LS 0.00 0.00 0.16 2 LS 0.05 2.44 0.02 LS 0.02 4.97 0.00 LS 0.00 0.00 0.10 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.05 0.08 0.00 0.02 0.66 -0.02 2 -0.06 -0.01 -0.02 -0.01 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.08 2.44 0.03 RS -0.02 4.97 0.00 LS 0.00 0.00 0.16 2 LS -0.06 2.44 0.02 LS -0.02 4.97 0.00 LS 0.00 0.00 0.10 Hayes -D Girt Design Report (Level= 2; Span= 3) 6/22/09 7:24am Page 9 SWDES -B.OUT GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace weight 2 8x25z16 0.63 7.3333 4.4 0 1.7 3 8x25z16 20.00 7.3333 4.4 0 55.8 4 8x25216 0.63 7.3333 4.4 0 1.7 59.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -1.10 -1.15 0.00 0.35 0.31 0.70 3 0.73 -0.72 0.70 -2.94 10.03 0.66 4 1.09 1.04 0.66 0.33 0.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS -1.15 2.44 0.47 RS 0.70 4.97 0.14 RS 0.24 0.08 3 LS 0.73 2.44 0.30 MS -2.94 4.97 0.59 RL 0.19 -0.90 2.00 4 LS 1.09 2.44 0.45 LS 0.66 4.97 0.13 LS 0.22 0.08 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 1.07 1.12 0.00 -0.34 0.31 -0.69 3 -0.79 0.79 -0.69 3.25 9.97 -0.73 4 -1.19 -1.14 -0.73 -0.36 0.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Page 10 SWDES -B.OUT Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RS 1.12 2.44 0.46 RS -0.69 4.97 0.14 RS 0.23 -0.09 3 RS 0.79 2.44 0.33 MS 3.25 3.48 0.93 LL 0.23 1.00 2.00 4 LS -1.19 2.44 0.49 LS -0.73 4.97 0.15 LS 0.26 -0.09 Hayes -D Girt Design Report (Level= 2; Span= 4) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace weight 4 8x25214 0.63 7.3333 4.4 0 2.1 5 8x25214 20.00 7.3333 4.4 0 67.0 69.1 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -1.10 -1.14 0.00 0.35 0.31 0.70 5 0.76 -0.69 0.70 -3.28 10.48 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -1.14 4.26 0.27 RS 0.70 6.18 0.11 RS 0.08 0.08 5 LS 0.76 4.26 0.18 MS -3.28 6.18 0.53 RL 0.18 -0.86 2.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 11 SWDES -B.OUT 4 1.20 1.25 0.00 -0.38 0.31 -0.77 5 -0.83 0.77 -0.77 3.61 10.37 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc talc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 1.25 4.26 0.29 RS -0.77 6.18 0.12 RS 0.10 -0.09 5 LS -0.83 4.26 0.20 MS 3.61 4.33 0.83 RL 0.21 0.95 2.00 Hayes -D Sidewall Jamb /Header Summary 6/22/09 7:24am JAMB /HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length weight 1 1 Jamb -L 8x35C14 11.33 43.2 Jamb -R 8x35c14 11.33 43.2 Header 8X35C14 16.00 61.0 2 2 Jamb -L 8X35C14 11.33 43.2 Jamb -R 8x35C14 11.33 43.2 Header 8X35C14 18.00 68.6 3 4 Jamb -L 8x35c14 11.33 43.2 Jamb -R 8X35C14 11.33 43.2 Header 8x35C14 18.00 68.6 STRENGTH /DEFLECTION: open Member Ld ---- Shear(k ) --- Moment(f -k ) -- Mom+ Deflect(in) Id Locate Id Calc vn /sf UC Calc Mn /sf UC Shear Calc Allow 1 Jamb -L WP 0.82 5.23 0.16 -2.28 7.05 0.32 0.11 -0.15 1.13 ws -0.91 5.23 0.17 2.55 7.05 0.36 0.13 0.17 1.13 Jamb -R WP -0.43 5.23 0.08 -0.98 7.05 0.14 0.00 -0.06 1.13 WS 0.47 5.23 0.09 1.06 7.05 0.15 0.00 0.06 1.13 Header WP 0.15 5.23 0.03 -0.61 7.05 0.09 0.00 -0.08 1.60 ws -0.17 5.23 0.03 0.68 4.58 0.15 0.00 0.09 1.60 2 Jamb -L WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 WS -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Jamb -R WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 WS -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Header wP 0.17 5.23 0.03 -0.77 7.05 0.11 0.00 -0.13 1.80 ws -0.19 5.23 0.04 0.85 4.58 0.18 0.00 0.14 1.80 3 Jamb -L wP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 WS -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Jamb -R WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 wS -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Header WP 0.17 5.23 0.03 -0.77 7.05 0.11 0.00 -0.13 1.80 ws -0.19 5.23 0.04 0.85 4.58 0.18 0.00 0.14 1.80 Hayes -D Wall Panel Report 6/22/09 7:24am Page 12 SWDES -B.OUT PANEL DATA: Bay Part Type Gage Yield 1 SSPAN -X6 Sx 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- 1b /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 2.50 WP 30.5 147.2 0.21 -4.3 110.2 0.04 0.00 0.25 0.01 ws -40.5 110.2 0.37 5.7 147.2 0.04 0.00 0.25 0.01 2 4.83 WP 42.5 147.2 0.29 -23.0 110.2 0.21 -0.06 0.48 0.13 WS -56.5 110.2 0.51 30.5 147.2 0.21 0.08 0.48 0.17 3 4.00 WP 42.5 147.2 0.29 -22.1 110.2 0.20 -0.04 0.40 0.10 WS -56.5 110.2 0.51 29.4 147.2 0.20 0.05 0.40 0.13 Hayes -D weight Summary 6/22/09 7:24am Girts = 266.83 Frame Openings = 457.20 724.04 Hayes -D Sidewall Design Warning Report 6/22/09 7:24am Page 13 SWDES -F.OUT `Hayes -D Sidewall Design Input 6/22/09 7:24am *( 1)J0BID: 'Hayes -D' *( 2)PR0GRAM OPTIONS: * Sidewall Run Run Lap • Id Girt Panel Stiff 'F' ' Y ' ' Y ' 1.00 *( 3)DESIGN CODE: *Design --- Steel_Code - -- - -- Build - -- Code Seismic • Code Cold Hot Country Code Year Label zone 'WS' 'NAUS01' 'AISCO5' ' - - - -' 'IBC ' '06' 'FBC 07 "A ' *( 4)DESIGN CONSTANTS: * ---Strength_Factors-- * Stress_Ratio --- Seismic - -- * Girt Panel Wind Frame Brace 1.00 1.00 1.0000 1.0000 1.0000 *( 5)STEEL YIELDS: * Web Flg C_Sec W_Sec R_Sec P_Sec T_Sec U_Sec EP BP 46.0 55.0 57.0 55.0 50.0 50.0 36.0 50.0 55.0 55.0 *( 6)DEFLECTI0N LIMITS: * - -- Girt - -- -- Panel - -- Part * wall Facia Wall Facia wall 120. 120. 120. 120. 120. *( 7)REPORTS: • Input Wall Door Wall • Echo Girt Jamb Panel 'I' ' Y ' ' Y ' 1 y 1 *( 8)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW • Type use Offset use Offset 'FF -' 'N ' 16.000 'N ' 16.000 *( 9)SURFACE SHAPE: * No. x_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 12.0000 0.250 25.0000 14.0833 8.250 50.0000 12.0000 8.250 50.0000 0.0000 0.250 *(10)SIDEWALL BAY SPACING: * Sets_Of Bay No. • Bays Width Bays 1 20.0000 5 *(11)FRAMED OPENINGS: * No. Open Bay Open Open Open Open Sill Base Set Member Remove *open Id Id Width Height offset Type Height Elev Depth Select Panel 4 2 1 8.0000 7.5000 6.0000 52 3.5000 0.000 0.000 'CU' 'F' 3 3 18.0000 9.0000 1.0000 52 0.0000 0.000 0.000 'CU' 'Y' 4 4 18.0000 9.0000 1.0000 52 0.0000 0.000 0.000 'CU' 'Y' 5 5 16.0000 9.0000 2.0000 52 0.0000 0.000 0.000 'CU' 'Y' Page 1 SWDES -F.OUT *(12)PARTIAL WALLS: * set_of -- Bay_Id -- Top Full_Load Panel • Bays Id Use Start End Height Type Girt Col Part *(13)GIRT DESIGN: * Girt Flg_Brace Set Set Max Max_Unbr * Type Out In Depth Lap Space Length 'ZB' 'C' 'N' 0.000 0.0000 7.3333 8.0000 *(14)GIRT LOCATION: * Set No. Girt • Loc Girt Location ' P ' 2 2.5000 7.3333 *(15)SPECIAL GIRT: * Sets_Of -- Bay_Id -- Girt Girt Girt * Girts Start End Height Type Rotate Use 0 *(16)WALL PANELS /GUTTERS: * Wall Gutter Insulation * Panel Use Type width Use Thick 'SSPAN -X6' ' -' 'Y' 0.000 'N' 3.000 *(17)FACIA /PARAPET: * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 *(18)FACIA /PARAPET GIRTS: *Ext - - -- Top - - -- -- Interior- - -- Gutter -- --- Back_Panel - -- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing *(19)BASIC LOADS: * - -- Deflection - -- wind • Basic Load_Ratio Load --- Seismic - -- • wind snow wind Seis Factor Dead Coeff 18.8 1.00 1.00 1.00 1.00 2.00 0.0000 *(20)EDGE ZONE: • Zone Col/ * width Girt Panel Jamb 4.800 1.06 1.00 1.06 *(21)WIND PRESSURE /SUCTION: * wind wind * Pressure Suction 16.4 -17.9 .. Girt /Header 20.3 -27.0 .. Panel 16.4 -17.9 .. Jamb 28.2 -18.8 .. Parapet Girt *(22)GIRT LAPS: * Data Set_1 Set_2 Set_3 * opt Sets Left Right Quan Left Right Quan Left Right Quan *(23)GIRT STRAPS: * Data --- Set_1 - -- --- Set_2 - -- --- Set_3 - -- --- Set_4 - -- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 Page 2 SWDES -F.OUT *(24)EXPANSION JOINTS: * No. *Exp Expansion_Location 0 * Code files used: • FL_FBC.07 • EW_FL_FBC.07 Version 3.0 Hayes -D Sidewall Design Code 6/22/09 7:24am STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISCO5 Cold Formed Steel : NAUS01 BUILDING CODE: wind Code : FBC 07 (IBC 06) Seismic Zone : A MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) Hayes -D Girt Design Report (Level= 1; Span= 1) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace weight 1 8x25216 5.63 2.5000 3.7 0 15.7 15.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.17 -0.17 0.00 -0.24 2.81 0.00 Page 3 SWDES -F.OUT STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.17 2.44 0.07 MS -0.24 4.97 0.05 RL 0.00 -0.01 0.56 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.20 0.19 0.00 0.27 2.83 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.20 2.44 0.08 MS 0.27 4.39 0.06 RL 0.00 0.01 0.56 Hayes -D Girt Design Report (Level= 1; Span= 2) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace Weight 1 8X25216 7.75 2.5000 3.7 0 21.6 21.6 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.23 -0.23 0.00 -0.45 3.87 0.00 Page 4 SWDES -F.OUT STRENGTH /DEFLECTION: span Shear(k ) Moment(f-k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC talc Allow 1 LS 0.23 2.44 0.10 MS -0.45 4.97 0.09 LL 0.01 -0.02 0.77 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.25 0.25 0.00 0.49 3.87 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f-k ) - - -- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC talc Allow 1 LS -0.25 2.44 0.10 MS 0.49 3.31 0.15 LL 0.01 0.02 0.77 Hayes -D Girt Design Report (Level= 1; Span= 3) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight 1 8x25216 5.63 1.00 2.5000 3.7 0 18.5 2 8x25216 20.00 1.00 2.5000 3.7 0 58.6 3 8x25216 0.63 2.5000 3.7 0 1.7 78.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f-k ) Bay Left Left Right Right Left Left Mid - Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Page 5 SWDES -F.OUT 1 -0.06 -0.34 -0.40 0.00 0.41 2.81 0.93 1.30 2 0.64 0.58 -0.57 1.30 0.69 -2.07 10.58 0.60 3 0.98 0.94 0.60 0.30 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.34 2.44 0.14 RL 0.93 4.97 0.19 RL 0.05 0.36 2 LL 0.58 2.44 0.24 MS -2.07 4.97 0.42 RL 0.10 -0.60 2.00 3 LS 0.98 2.44 0.40 LS 0.60 4.97 0.12 LS 0.18 0.06 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.06 0.36 0.43 0.00 -0.43 2.81 -0.98 -1.37 2 -0.70 -0.63 0.62 -1.37 -0.71 2.32 10.61 -0.57 3 -0.94 -0.89 -0.57 -0.28 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.36 2.44 0.15 RL -0.98 4.97 0.20 RL 0.06 -0.42 2 LL -0.63 2.44 0.26 MS 2.32 3.48 0.67 RL 0.13 0.68 2.00 3 LS -0.94 2.44 0.38 LS -0.57 4.97 0.12 LS 0.16 -0.06 Hayes -D Girt Design Report (Level= 1; Span= 4) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location Width Brace Weight 3 8X25216 0.63 2.5000 3.7 0 1.7 4 8x25216 0.63 2.5000 3.7 0 1.7 3.5 Page 6 SWDES -F.OUT WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.01 -0.02 0.00 0.00 0.23 0.00 4 0.02 -0.01 0.00 0.00 0.39 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RS -0.02 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.00 0.10 4 LS 0.02 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.00 0.10 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 -0.02 0.03 0.00 0.00 0.23 0.00 4 -0.03 0.02 0.00 0.00 0.39 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RS 0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.00 0.10 4 LS -0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.00 0.10 Hayes -D Girt Design Report (Level= 1; Span= 5) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight Page 7 SWDES -F.OUT 4 8x25z16 0.63 2.5000 3.7 0 1.7 5 8x25216 1.63 2.5000 3.7 0 4.5 6.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.01 -0.04 0.00 0.00 0.31 0.02 5 0.06 -0.04 0.02 -0.01 0.97 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow UC Loc uC Calc Allow 4 RS -0.04 2.44 0.02 RS 0.02 4.97 0.00 LS 0.00 0.00 0.10 5 LS 0.06 2.44 0.02 LS 0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.01 0.05 0.00 -0.01 0.31 -0.02 5 -0.06 0.04 -0.02 0.01 0.97 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.05 2.44 0.02 RS -0.02 4.97 0.00 LS 0.00 0.00 0.10 5 LS -0.06 2.44 0.03 LS -0.02 4.97 0.00 LS 0.00 0.00 0.16 Hayes -D Girt Design Report (Level= 1; span= 6) 6/22/09 7:24am GIRT: LEVEL # 1 ; SPAN # 6 Page 8 SWDES -F.OUT GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight 5 8X25216 1.63 2.5000 3.7 0 4.5 4.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 0.05 -0.05 0.00 -0.02 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 5 LS 0.05 2.44 0.02 MS -0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.06 0.06 0.00 0.02 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 5 LS -0.06 2.44 0.02 MS 0.02 4.97 0.00 LS 0.00 0.00 0.16 Hayes -D Girt Design Report (Level= 2; Span= 1) 6/22/09 7:24am Page 9 SWDES -F.OUT GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace Weight 1 8x25216 5.63 7.3333 4.4 0 15.7 15.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.20 -0.20 0.00 -0.29 2.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow uC Loc uC Calc Allow 1 LS 0.20 2.44 0.08 MS -0.29 4.97 0.06 LL 0.00 -0.01 0.56 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.24 0.23 0.00 0.33 2.83 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.24 2.44 0.10 MS 0.33 4.39 0.08 RL 0.00 0.01 0.56 Hayes -D Girt Design Report (Level= 2; span= 2) 6/22/09 7:24am Page 10 SWDES -F.OUT GIRT: LEVEL # 2 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size Width Left Right Location width Brace weight 1 8x25216 5.63 1.00 7.3333 4.4 0 18.5 2 8x25216 20.00 1.00 7.3333 4.4 0 58.6 3 8x25216 0.63 7.3333 4.4 0 1.7 78.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.23 -0.57 -0.64 0.00 0.94 2.81 1.84 2.45 2 0.81 0.74 -0.63 2.45 1.67 -2.14 11.25 0.63 3 1.04 0.99 0.63 0.31 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.57 2.44 0.23 RL 1.84 4.97 0.37 RL 0.19 0.16 2 LL 0.74 2.44 0.30 MS -2.14 4.97 0.43 LL 0.21 -0.57 2.00 3 LS 1.04 2.44 0.43 LS 0.63 4.97 0.13 LS 0.20 0.06 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap sup Sup Lap Mom Loc Lap Sup 1 0.22 0.59 0.67 0.00 -0.94 2.81 -1.88 -2.51 2 -0.89 -0.81 0.70 -2.51 -1.67 2.45 11.21 -0.61 3 -1.00 -0.95 -0.61 -0.30 0.31 0.00 STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow uc Loc Calc Allow UC Loc uC Calc Allow 1 RL 0.59 2.44 0.24 RL -1.88 4.97 0.38 RL 0.20 -0.24 Page 11 SWDES -F.OUT 2 LL -0.81 2.44 0.33 MS 2.45 3.48 0.70 LL 0.22 0.67 2.00 3 LS -1.00 2.44 0.41 LS -0.61 4.97 0.12 LS 0.18 -0.07 Hayes -D Girt Design Report (Level= 2; Span= 3) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size Width Left Right Location width Brace weight 3 8x25216 0.63 7.3333 4.4 0 1.7 4 8x25216 0.63 7.3333 4.4 0 1.7 3.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.02 -0.03 0.00 0.00 0.23 0.00 4 0.03 -0.02 0.00 0.00 0.39 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RS -0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.00 0.10 4 LS 0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.00 0.10 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap sup 3 -0.02 0.03 0.00 0.00 0.23 0.00 4 -0.03 0.02 0.00 0.00 0.39 0.00 Page 12 SWDES -F.OUT STRENGTH /DEFLECTION: span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RS 0.03 2.44 0.01 RS 0.00 4.97 0.00 LS 0.00 0.00 0.10 4 LS -0.03 2.44 0.01 LS 0.00 4.97 0.00 LS 0.00 0.00 0.10 Hayes -D Girt Design Report (Level= 2; Span= 4) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size width Left Right Location width Brace weight 4 8x25216 0.63 7.3333 4.4 0 1.7 5 8x25216 1.63 7.3333 4.4 0 4.5 6.3 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.01 -0.05 0.00 0.01 0.31 0.02 5 0.07 -0.05 0.02 -0.02 0.97 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS -0.05 2.44 0.02 RS 0.02 4.97 0.00 LS 0.00 0.00 0.10 5 LS 0.07 2.44 0.03 LS 0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Page 13 SWDES -F.OUT Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap Sup sup Lap Mom Loc Lap Sup 4 0.01 0.06 0.00 -0.01 0.31 -0.02 5 -0.08 0.05 -0.02 0.02 0.97 0.00 STRENGTH /DEFLECTION: Span shear(k ) Moment(f -k ) - - -- Mom +shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 4 RS 0.06 2.44 0.02 RS -0.02 4.97 0.00 LS 0.00 0.00 0.10 5 LS -0.08 2.44 0.03 LS -0.02 4.97 0.00 LS 0.00 0.00 0.16 Hayes -D Girt Design Report (Level= 2; Span= 5) 6/22/09 7:24am GIRT: LEVEL # 2 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt Load No. Girt Id Size Width Left Right Location width Brace weight 5 8x25z16 1.63 7.3333 4.4 0 4.5 4.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id sup Lap Lap sup Sup Lap Mom Loc Lap Sup 5 0.06 -0.06 0.00 -0.02 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 5 LS 0.06 2.44 0.02 MS -0.02 4.97 0.00 LS 0.00 0.00 0.16 WIND SUCTION Page 14 SWDES -F.OUT GIRT ANALYSIS: Shear(k ) Moment(f -k ) Bay Left Left Right Right Left Left Mid -span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 5 -0.07 0.07 0.00 0.03 0.81 0.00 STRENGTH /DEFLECTION: Span Shear(k ) Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow uC Loc Calc Allow uC Loc uC Calc Allow 5 LS -0.07 2.44 0.03 MS 0.03 4.97 0.01 LS 0.00 0.00 0.16 Hayes -D Sidewall Jamb /Header Summary 6/22/09 7:24am JAMB /HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length weight 1 1 Jamb -L 8X35C14 11.33 43.2 Jamb -R 8x35C14 11.33 43.2 Header 8x35014 8.00 30.5 Sill 8X35014 8.00 30.5 2 3 Jamb -L 8x35C14 11.33 43.2 Jamb -R 8x35C14 11.33 43.2 Header 8X35C14 18.00 68.6 3 4 Jamb -L 8X35014 11.33 43.2 Jamb -R 8x35c14 11.33 43.2 Header 8x35C14 18.00 68.6 4 5 Jamb -L 8x35c14 11.33 43.2 Jamb -R 8x35014 11.33 43.2 Header 8X35C14 16.00 61.0 STRENGTH /DEFLECTION: open Member Ld ---- Shear(k ) --- Moment(f -k ) -- Mom+ Deflect(in) Id Locate Id Calc Vn /sf uC Calc Mn /sf uC Shear Calc Allow 1 Jamb -L WP 0.68 5.23 0.13 -1.83 7.05 0.26 0.03 -0.12 1.13 wS -0.75 5.23 0.14 2.02 7.05 0.29 0.03 0.14 1.13 Jamb -R wP 0.25 5.23 0.05 -0.57 7.05 0.08 0.00 -0.03 1.13 WS -0.27 5.23 0.05 0.63 7.05 0.09 0.00 0.04 1.13 Header WP 0.13 5.23 0.02 -0.25 7.05 0.04 0.00 -0.01 0.80 WS -0.14 5.23 0.03 0.27 6.32 0.04 0.00 0.01 0.80 sill wP 0.03 5.23 0.01 -0.07 7.05 0.01 0.00 0.00 0.80 ws -0.04 5.23 0.01 0.07 6.32 0.01 0.00 0.00 0.80 2 Jamb -L WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 ws -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Jamb -R wP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 wS -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Header wP 0.17 5.23 0.03 -0.77 7.05 0.11 0.00 -0.13 1.80 ws -0.19 5.23 0.04 0.85 4.58 0.18 0.00 0.14 1.80 3 Jamb -L WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 ws -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Page 15 SWDES -F.OUT Jamb -R WP 0.18 5.23 0.04 -0.12 7.05 0.02 0.00 0.00 0.25 ws -0.20 5.23 0.04 0.13 7.05 0.02 0.00 0.00 0.25 Header WP 0.17 5.23 0.03 -0.77 7.05 0.11 0.00 -0.13 1.80 ws -0.19 5.23 0.04 0.85 4.58 0.18 0.00 0.14 1.80 4 Jamb -L WP 0.43 5.23 0.08 -0.98 7.05 0.14 0.00 -0.06 1.13 WS 0.47 5.23 0.09 1.06 7.05 0.15 0.00 0.06 1.13 Jamb -R WP 0.82 5.23 0.16 -2.28 7.05 0.32 0.11 -0.15 1.13 ws -0.91 5.23 0.17 2.55 7.05 0.36 0.13 0.17 1.13 Header WP 0.15 5.23 0.03 -0.61 7.05 0.09 0.00 -0.08 1.60 ws -0.17 5.23 0.03 0.68 4.58 0.15 0.00 0.09 1.60 Hayes -D Wall Panel Report 6/22/09 7:24am PANEL DATA: Bay Part Type Gage Yield 1 SSPAN-X6 sx 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) Span Span LD Support Midspan --- Deflect(in) -- Id (ft) Id Calc Mn /sf uC Calc Mn /sf UC Calc Allow uC 1 2.50 WP 30.5 147.2 0.21 -4.3 110.2 0.04 0.00 0.25 0.01 WS -40.5 110.2 0.37 5.7 147.2 0.04 0.00 0.25 0.01 2 4.83 WP 42.5 147.2 0.29 -23.0 110.2 0.21 -0.06 0.48 0.13 ws -56.5 110.2 0.51 30.5 147.2 0.21 0.08 0.48 0.17 3 4.00 WP 42.5 147.2 0.29 -22.1 110.2 0.20 -0.04 0.40 0.10 ws -56.5 110.2 0.51 29.4 147.2 0.20 0.05 0.40 0.13 Hayes -D weight Summary 6/22/09 7:24am Girts = 239.24 Frame Openings = 604.52 843.76 Hayes -D sidewall Design Warning Report 6/22/09 7:24am Page 16