Loading...
2004-469 TOWN OF QUEENSBURY FILE 742 Bay Road,Queensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20040469 Date Issued: Wednesday, February 02, 2005 This is to certify that work requested to be done as shown by Permit Number P20040469 has been completed. Tax Map Number: 523400-310-007-0001-001-000-0000 Location: WARREN St Owner: GLENS FALLS LEHIGH CEMENT CO. Applicant: SERVICES UNLIMITED This structure may be occupied as a: By Order of Town Board Storage Building TOWN OF QUEENSBURY Director of Building&Code Enforcement TOWN OF QUEENSBURY 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 Community Development-Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number. P20040469 Application Number: A20040469 Tax Map No: 523400-310-007-0001-001-000-0000 Permission is hereby granted to: SERVICES UNLIMITED For property located at: WARREN St in the Town of Queensbury,to construct or place at the above location in accordance with application together with plot plans and other information hereto filed and approved and in compliance with the NYS Uniform Building Codes and the Queensbury Zoning Ordinance. Type of Construction Val e Owner Address: GLENS FALLS LEHIGH CEMENT ( 313 LOWER WARREN St Storage Building $20,600.00. Total Value $20,000:00 GLENS FALLS,NY 12801 Contractor or Builder's Name /Address Electrical Inspection Agency Plans&Specifications 2004-469 600 SQ FT STORAGE BUILDING $0.00 PERMIT FEE-PAID -THIS PERMIT EXPIRES: Tuesday, October 25, 2005 (If a longer period is required,an application for an extension must be made to the code Enforcement Officer of the Town of Queensbury before the expiration date.) Dated at the Town f Que bury Mo a ber-25, 2004 SIGNED BY for the Town of Queensbury. r .Y Director of Building&Code Enforcement Building Permit Application Town of Queensbuty—Dept of Community Development,742 Bay Road,Queensbury,NY (518)761-8256 A permit must be obtained before beginning construction. Permit File No.0 No inspection will be made until applicant has received a Fee Paid S 4L2 L.. - valid building permit. All applicants"spaces on this Roe.Fee Paid S application mustbe completed and must appear on the Reviewed By: application form. Applicant: �� � l by wTeo Owner: Address: Address: tiUa- -vim Phone#( ).4L- Z3 2— Phone#( )252 - Property Location: Lot Number: / House Number / Subdivision Name: Tax Map Numb -� �New Building: residenc co rcial Estimated Market Value of Construction:$ 4,-6'w o Addition: residence/ commercial If an Addition,what will use of new addition be? G Alteration: residence/ commercial . o No change to exterior size: residence/eom'1 e Other work(describe ) Check OCCUpaIIgyInformation 1' Floor 2° Floor Other floor Total Below sq.it: sq ft. sq.ft. Square Feet o Single family dwelling o Two ftamfly dwelling o .Townhouse o Multifamily dwelling #of units v Office to Me=caatllo . . o . Manufactutin 0 1 car detached PM90 D 2 car detached gars o 0 3 car detached garage 217nj o' 1 car attached Serge OF 01 0 2 car attached Smp (; ' 0 3 car attached 9=90 0• Storage building- commercial o Storage building- residential a er r What is the proposed height of the structure feet inebes Will any second-hand or ungraded lumber be used? If so,for what? 4 iO Type of Heating System: electric/ oil / gas/wood /forced hot air/ baseboard/other: Number of&gelm to be installed Number,of Woodstgvgz to be installed 4— List below the Person(s)responsible for supeivision.of work as regards to building codes: ame - Address Phone Number Builder t&A4 S A)L Plumber Mason Electrician J�. Deolaration please sign below after you have carefully read the statement: To the best of my knowledge the statements contained in this application,together with the plans aad specifications submitted,are a true and complete statement of an proposed work to be done on the described premises and that all Provisions of the Building Code,the Zoning Ordinance and all other laws pertaining to the proposed work shall be complied with,whether specified or noted,and that such work is authorized by the owner. Further,it is understood that I/we shall submit,prior to a Certificato of osqulpancy or Certificate of Compliance being issued,as requested by the Zoning Administrator or D f B din and Codes,.an Al Bunt Survey by a licensed surveyor,drawn to scale,showing actual location of all new o Signature: owner,owner's agent,architect,contractor ENERGY CODE COMPLIANCE APPLICATION TOWN OF QUEENSBURY, WARREN COUNTY 9000 HEATING DEGREE DAYS 0 Compliance Methods:Part 5 -Acceptable Practice Method—1&2 Family Dwellings(onlyRECE J Part 6*-Thermal Rating—Component trade Offs 1&2 Family Dwelling, ED Multi=Family Dwellings(3 Stories or less) SUN 2'2 2004 Part 4*-Design by Component Performance,Commercial Building, Rise Residential BUILD F QUENSgURY *Requires submission of worksheets 11' UEENS U APPLICANT'S NAME: PROPERTY LOCATION: PART 5 METHOD OF COMPLIANCE BY ACCEPTABLE PRACTICE: 1. Gross Floor Area 6®'O square feet 2. Type of heat- Electric . Oil Gas Other 3. is building mechanically cooled? yes_ No 4. Percentage of area of windows and doors Over 17%_Under 17% 5. R-VALUES FOR MULATION GIVEN BELOW MUST CORRESPOND TO R VALUES AS SHOWN ON PLANS SUBMITTED: a: Roof R b. Exterior walls R- e. Glazed areas R d. Exterior doors R•-)T._3 e. Floors over unheated spaces R f. Edge of slab on grade(heated building) R g. Basement/cellar walls(above grade) R h. Basement/cellar walls(below grade) R i. Heating/cooling-ducts-piping in unheated space R 6. Service(domestic)hot water heating devic� es Conforms to minimum efficiency per code No TEMPERATURE CONTROL MAXIMUM SETTING 140—WILL NOT BE EXEEDED Ap li QSizture Date Phone Number INSPECTOR'S REMARKS: } Project Name:l�T Val BP# r Address: VlJ"Act, 1 Building Permit Submission Checklist Multiple Dwelling Commercial Projects All items below must be checked either yes,no or not applicable prior to submission of any budding pemut to the Town of QueensburyBudding Department. If any of the below items are lacking,the pewit will not be accepted until such time as the application is deemed complete for submission. 1. Building Permit Application Completed......... ............................. Vyes Qno Qn/a 2. EnergyForm or Checkl4ate Energy Code Compliance Forms Complete... Qyes Ono Nn a (submit 2 copies) 3. Energy Code Inspector's Report fromdleckmate Program::............. Qyes Ono Wa (submit 2 copies) 4. Septic application completely filled out(if applicable)..................... Ayes Ono Ja 5. Electrical Inspection Form................... ......... .................. ....• Qyes Ono Wa 6. Two(2)sets of plans showing the following:............ ........................ ILAc' Ono Qn/a 6a. Floor plan(s)... .................. ... ... ..................................... Ono Qn/a 6b. Foundation plan............... ......... ............................... yes Ono Qn/a 6c. Cross section(s)........................ ................................. .` yes Ono Qn/a 6d. Elevations ...... ...................... Ono Qn/a 6e. Design-loads including floor,snow load,and wind load...... Ono Qn/a 6f. Seismic design(required after Jan. 1,2003)........................... Ono Qn/a 6g. Plans signed by registered architect or engineer,signed.......... Ono Qn/a and sealed by a registered architect or engineer �f 61L Window and door schedule.................. ..................... ... Qyes *oo Qn/a Window 7. Two(2)site plans showing location of the structure to be built,:........ Qyes . [-]no Qn/a location of well or water lines,location of septic system or sewer line with all setbacks and separation distances shown,and all improvements to the property. S. Solid Fuel Burning or Gas Appliance Form(if applicable)................ Qyes Ono Nofa 9. DrivewayPermit............ .................................................... Qyss ❑ Wplano Date: Staff Initial: L:\SueHenvnnay\BuiBing.Pennit.FORMS\Generic Checklist.doc ]anu:uy28,2003 ^� Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbur , NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 Fire Marshal's Inspection Report -C7 Request SCHEDULE Received: Permit# - INSPECTION ON: /9 Name: � �� � S`=1� ' � `� AM PM ANYTIME Location: r�P�1 r �-�� ��1 -61r APPROVED N/A, YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE , EXIT DISCHARGE MAIN AISLE WIDTH SECONDARY AISLE WIDTH EXIT SIGN-NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING FIRE EXTINGUISHER HUNG / IL FIRE EXTINGUISHER INSPECTION 1 FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION—GAS G ISLAND '" HOOD INSTALLATION INTERIOR FINISHES STORAGE COMPRESSED GAS CLEARANCE TO SPRINKLERS r CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION ,FIRE LANE F.D.SIGNAGE—UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN ,l OK THIS DATE F O NOT OK r INSPECTED BY COMDEV/CHRISJMIORDILETTERS2001/F IREMARSHALINSPECTIONREPORT11022001 WHITE—BUILDING DEPARTMENT COPY YELLOW—OCCUPANT COPY L `14 1_-� Commercial Final 'Inspection Report Office No.: (518) 761-8256 Date Inspection request received: a� Queensbury Building&Code Enforcement Arrive: G /' am/pm Depart: am/pm 742 Bay Road, Quueensbury,NY 12804 Inspector's Initials: NAME: CIT Can PERMIT#: LOCATION: ( r�-G�` T DATE: 0 COMMENTS: Y N NA E Chimney/"B"Vent/Direct Vent Location `. Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent i Interior/Exterior Guardrails 42 in.Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks r,. Stair Handrail 34 in.—38 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 sq. ft. All Doors 36 in.w/Lever Handles/Panic Hardware,if required Exits At Grade Or Platform 36(w)x 44" (1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator(18")Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp.110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockioom/Storage/Receiving/Shipping Room(2 hr.), 1 %doors > 10%> 1000 sq.ft. 3/4 Hour Corridor Doors &Closers Firewalls/Fire Separation,2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft.Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space.Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Sijgna e Public Toilet Room Handicapped,Accessible- Handicapped Service Counters, 34'in., Checkout 36" - Handicapped Ramp/Handrails'Continuous/12 in. Beyond Active Listening System and,S'_ignage Assembly Space Final Electrical ' Site Plan/Variance required" Final Survey,New Structure/Flood Plain certification,if reg. As-built Septic System!L'ayout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20—/—Wixeable Surface 20' wide Okay To Issue Temp. o ermanent /10 Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Commercial Final Inspection Report 3 - 11Am )'� Office No.: (518) 761-8256 Date Inspection request received: 7�_G,��, k Queensbury Building&Code Enforcement Arrive: /r: am/pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: II r ' �n 'mob NAME: G C PERMIT#: �(�L4 `f' LOCATION: DATE: T� _(� �C�l COMMENTS: Y N NA Chimhe /"B"Vent/Direct Vent Location Plumbing Vent Through Roof 6"/Roof Complete Exterior Finish Grade Complete 6"in 10' or Equivalent Interior/Exterior Guardrails 42 in. Platform/Decks Interior/Exterior Ballisters 4 in. Spacing Platform/Decks \, Stair Handrail 34 in.—3 8 in./Step Risers 7"/Treads 11" Vestibules For Exit doors>3000 s . ft. All Doors 36 in.w/Lever Handles/Panic Hardware, if required Exits At Grade Or Platform 36 (w)x 44"(1)/Canopy or Equiv. Gas Valve Shut-off Exposed&Regulator 18")Above Grade Floor Bathroom Watertight/Other Floors Oka Relief Valve,Heat Trap/Water Temp. 110 Degrees Maximum Boiler/Furnace Enclosure 1 hr. or Fire Extinguishing System Fresh Air Supply for Occupancy/Ventilation Combustion Low Water Shut Off For Boilers Gas Furnace Shut Off Within 30 ft. or Within Line Of Site Oil Furnace Shut Off at Entrance to Furnace Area Stockroom/Storage/Receiving/Shipping Room(2 hr.), 1 '/Z doors > 10%> 1000 s . ft. 3/4 Hour Corridor Doors &Closers Firewalls/Fire Separation, 2 Hour, 3 Hour Complete/Fire Dampers/Fire Doors Ceiling Fire Stopping, 3,000 s . ft. Wood Frame Attic Access 30"x 20"x 30"(h),Crawl Space Access 18"x 24" Smoke Vents Or Fan, if required Elevator Operation and Si a e/Shaft Sealed Handicapped Bathroom Grab Bars/Sinks/Toilets Handicapped Bath/Parking Lot Si na e Public Toilet Room Handicapped Accessible Handicapped Service Counters, 34 in., Checkout 36" Handicapped Ramp/Handrails Continuous/12 in. Beyond Active Listening System and Signage Assembly Space Final Electrical 'AM /�ecv'�J ti 9 Site Plan/Variance required Final Survey,New Structure/Flood Plain certification,if reg. As-built Septic System Layout Required or On File Building Number or Tenant Address on Building or Driveway Water Fountain or Cooler Building Access All Sides by 20:/D,xi eaWe Surface 20' wide Okay To Issue Temp. or Perr lean t Okay To Issue C/C Last printed 6/3/2003 9:27 AML:\PamW\Building&Codes\Commercial Final Inspection Report.doc Framing / Firestopping Inspection Report J ( 1 Office No. (518) 761-8256 Date Inspe tion request received: Queensbury Building&Code Enforcement Arrive: 1/ci ain/pm . Depart: am/pm 742 Bay Road, Queensbury, NY 12804 Inspector's Initials: ' � L '/ NAME: PERMIT#: Ll LOCATION: INSPECT ON: TYPE OF STRUCT Y N , N/A COMMENTS F ming Jack Studs/Headers Bracing/Bridging Joist handers _ Jack Posts/Main Beams Exterior sheeting nailed properly 12"O.C. Headroom 6 ft. 8 in. Stairwells 36 in. or more Headroom 6 ft. 8 in. Notches/Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 %z (w) 16 gauge (8) 16D nails each side Draft stopping 1,000 sq. ft. floor trusses Anchor Bolts 6 ft. or less on center Ice and snow shield 24 inches from wall Fire separation 1, 2, 3 hour Fire wall 2, 3, 4 hour Firestopping Penetration sealed 16 inch insulation in cavity min. Garage Fire Separation House side % inch or 5/8 inch Type X Garage side 5/8 inch Type X Ceiling/wall Windows Habitable Space/Bedrooms 24 in. (H) 20 in. (W) 5.7 sf above/below grade 5.0 sf grade L:\SueHemingway\Building.Codes.Inspection.FORMS\Framing Firestopping Inspection Report.doc January 28,2003 16,q Rough Plumbing / Insulation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: 1 ••/,� am/pm Depart: am/pm 742 Bay Road, Queensbury,NY 12804 Inspector's Initials: `D/� NAME: PERMIT #: LOCATION: INSPECT ON: TYPE OF STRUCTURE: Y N N/A PVC: R-1,R-2,R-3,R4 Drain/Vents Cast Iron, Copper Drain/Vent/ Comm. Plumbing Vent/Vents in Place Rough Plumbing/Nail Plates 1 '/Z inch min.Drain Size Washing Machine Drain 2 inch min. Head or Air Supply Test Drain and Vents 5 PSI or 10 feet above highest connection for 15 minutes Cleanout every 100 feet/change of direction Water Supply Piping Cooper Commercial Coo er,CPVC,Pex One and Two-Family Insulation/Residential Check/ Commercial Check Proper Vent,Attic Vent .f Duct/Hot Water Piping Insulation If required unheated spaces Combustion Air Supply for Furnace Duct work sealed properly/No duct tape COMMENTS: LASueHemingway\Building.Codes.Inspection.FORMS\Rough Plumbing Insulation Repoit.doc November 17,2003 Town of Queensbury Fire Marshal's Office 742 Bay Road Queensbury, NY 12804 Phone (518) 761-8205 Fax(518) 745-4437 1 Fire Marshal's Inspection Report Request _ SCHEDULE Received: Penmit# OQ ��� INSPECTION ON: I e Name;:, � OAM PM ANYTIME Location: h APPROVED N/A YES NO COMMENTS EXIT ACCESS EXIT ENCLOSURE EXIT DISCHARGE MAIN AISLE WIDTH y CA\\. - 1�j SECONDARY AISLE WIDTH I EXIT SIGN—NORMAL EXIT SIGN-BATTERY EMERGENCY LIGHTING FIRE EXTINGUISHER HUNG FIRE EXTINGUISHER INSPECTION FIRE EXTINGUISHER HYDRO FIRE ALARM SYSTEM FIRE ALARM -FAN SHUTDOWN FIRE SPRINKLER SYSTEM FIRE SUPPRESSION-KITCHEN FIRE SUPPRESSION-GAS 1 1.5�-e. �([�`D I V-e t. ISLAND HOOD INSTALLATION I ri INTERIOR FINISHES STORAGE COMPRESSED GAS CLEARANCE TO SPRINKLERS CLEARANCE TO ELECTRICAL ELECTRIC WIRING ENCLOSED .COMBUSTIBLE WASTE VEHICLE IMPACT PROTECTION FIRE LANE F.D.SIGNAGE-UTILITY ROOMS NO SMOKING SIGNS MAXIMUM OCCUPANCY SIGN EMERGENCY EVAC PLAN OK THIS DATE VO FOR CO NOT OK INWItMED BY COMDEV/CHRISJM ORDILETTERS2001/FIREMARSHALINSPECTIONREPORT11022001 WHITE-BUILDING DEPARTMENT COPY YELLOW-OCCUPANT COPY Foundation Inspection Report Office No. (518) 761-8256 Date Inspection request received: Queensbury Building& Code Enforcement Arrive: am/p Depart: am/pm 742 Bay Rd., Queensbury,NY 12804 Inspector's Initials: NAME: _ . r Cc tl�C�ev PERMIT#: ,��- C)o,���'��_� - f (01, LOCATION: _ _ o p,(2-a INSPECT ON: 17Z) 0 TYPE OF STRUCTURE: Comments 1 ------ Y N N/A Footings -- - -- C,v�q� I�- . C. Ch- ►�°ti'Y. Piers � � . �'y Monolithic Slab -- Al Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour e b ��`� Reinforcement in Place Foundation Dampproofing Foundation/Waterproofing Type of Dampproofing/Waterproofing — PO Ule Footing Drain Daylight or Sump ` Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under SIab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. LASucl-lemingway\Building.Codes.Inspection.FORMWoundation Inspection Report.doe January 28,2003 J F RL' Certificate of Design 114 Rosemont Lane Imler, PA 16655 14310 Certificate of Design.NY State.esn.doc Revised 01/10/2003 This Certificate is to confirm that all components of the Steel Building System described below, to be supplied by Corle Building Systems, an AISC Certified Manufacturer, produced at its AISC Approved Facility at Imler, PA, have been or will be designed in accordance with the following standards, loads, and design criteria as specified in the order documents. Components supplied but not produced by Corle Building Systems are indicated below. Project/Building Description CBS Factory Order 14310 Components Supplied but not Produced Number: by Corle Building Systems: Purchaser/Customer Services Unlimited ® None Information: 211-213 Maple Street Open Web Steel Joist Producer(s): Glens Falls,NY 12801 ❑ Canam Steel Corporation ❑ Delta Building Geometry: Width: 307—0" ❑ Vulcraft division of Nucor Corporation Length: 253—0" Steel Deck Producer(s): Eave Height: I V—0" ❑ Roof Deck,Inc. Roof Slope: 1:12 ❑ Vulcraft division of Nucor Corporation ❑ Wheeling Corrugated Company Project Name and Glens Falls Concrete Other: Location: 211-213 Maple Street ❑ Glens Falls,NY 12801 ❑ Design Standards AISC:Specification for the Design of Structural Steel for Buildings,Allowable Stress Design/9"'.Ed. AISI:North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 Ed. AWS D1.1/D1.1M:Structural Welding Code—Steel, 2004 Ed. MBMA:Metal Building Systems Manual,2002 Edition Design Load Criteria Building Code: Building Code of New York State Building Use Category: I Dead Load: 2.25 psf plus primary framing actual weight Collateral Load: 1 psf Roof Live Load: 20 psf with no reduction Snow Load Criteria: Ground Snow Load: 90 psf Snow Exposure: Partially Exposed Wind Load Criteria: Basic Wind Speed(three-second gust): 90 mph Terrain Exposure: B Closure Classification: Enclosed Seismic Criteria: S,: 0.35 SI: 0.11 Certification by Engineer. I,Kenneth F.Mann,P.E., a licensed engineer in the State of New York, certify that I have reviewed the design criteria for the steel building system described above and to the,j best of my knowledge all components have been designed to meet the applicable criteri as specified in the Order Documents. 10 Signature Date �t0 EP V i Z Material Handling * Containment = ' �� •- Introducing a low-profile heavy-duty Drip Pallet for storing IBCs! • 9,000 lb.UDL weight • Large decking surface for capacity—strong enough easy,accurate IBCti I to support any IBC placement e • Low 81/411 profile—easy,to • Removable non-slip load,unload or dispense grate—adds traction on from an IBC grate surface;lifts out for • Large 75-gallon sump easy access to sump capacity with only a 62 V x • Choose from easy- 62h'I footprint—catches inspection translucent IBC leaks and drips,even white or grime-hiding in compact spaces black polyethylene • 4-way forklift entry makes - Optional drain plug— Pallet easy to move— allows you to drain even when fully loaded sump easily PIG'Poly Spill Containment Pallet nvente& Specify color:Black or while•Specify:With drain or without Here! ' drain•Add S15 to price shown for Pallet with Drain ?t-2.' :. 3:6, 7+. t PAK672•4-drum;heavy-duty Sump capacity 75 gal. $389 $379 $373 IBCS sold I 62.5'L x 62.5'W x 8.75H•125lbs.e on page 30$. !NOTE:Call Technical Services for chemical compatibility al p g 1.800-HOT HOG5'(468-4647) i r � This low-profile, steel- :r. r.. „ Self-leveling foot pads compensate for f uneven floors so the unit remains level. framed IBC Containment Lightweight polyethylene sump has 2- t, way forklift entry—can be easily Unit has an easy-to— ' ', moved without an IBC in place. Compact frame allows easy access to ' ""-R i F '„F! I. open sum makes cleanin it a inspect sump. P p— g ! Space between sump and breeze. frame lets you dispense liquids right into a 5-gallon bucket! • 4 adjustable corner pads on frame let you position an IBC (sold separately) } for storage 1J` Frame safely " ��r= . " • Lightweight,tubular steel frame Supports up Ia, i' • Open 385-gallon sump—ideal for t to 8,000 lbs.! " dispensing liquids into buckets • Nestable for shipping ♦ Helps you comply with 40 CFR Pivoting footpad adjusts to 264.175 for containment of haz-waste level unit on uneven surfaces. t 4 M.F. 1-L'i'�-+�,•-.., i,lyr„ kk ll PIG'Inner Frame IBC Spill Containment Unit y'S.(tjAlP15�j� F y t 1,,�f7r SL(t r 1-2 3-6 7+ 1� i.K- 1 s. t�u.,.y L- "t�tiCyf.:lil 3 f�` ' r i 1 f 'vr 1 ✓ PAK411•Sump capacity 385 gal. "+ l $1169 $1109 $1049 77%x77'Wx21'H•191lbs. PAK411 Contents•1-77%x 77'W x 21'H Sump n ii^�>:� t•48'L x 48'W x 24.5'H IBC Inner Frame PAK412•Replacement sump only•Sump capacity 385 gal. $589 $559 $529 vt 5 ((( 77'L x 77'W x 21'H•S5 lbs. PAK413•Inner IBC Frame only Load capacity 8,000lbs. $599 $569 $539 la t`� 48'L x 48'W x 24.5'H•1381bs. "ll kp� NOTE: 800-HOT-HOGS`(4services 8 4647]r chemical compatibilityat 354 Order by phone: 1.800-HOTHOGS® (468-4647) Structural Design Calculations For Services Unlimited Glens Falls Concrete F.O. 14310 Corle Building Systems 114 Rosemont Lane Imler, PA 16655 }dot€�'' �• =f ?� !� s ;® Q29-1 � c� TABLE OF CONTENTS Letter of Certification 1 page MBS Output Design Loads Summary Pages 1 to 9 Framing Summary Pages 1 to 4 Reactions, Anchor Bolts, and Base Plates Pages 1 to 4 Roof Design Pages 1 to 17 Left Endwall Design Pages 1 to 11 Right Endwall Design Pages 1 to 9 Front Sidewall Design Pages 1 to 5 Back Sidewall Design Pages 1 to 5 Rigid Frame 1 Design Pages 1 to 9 Rigid Frame 2 Design Pages 1 to 9 Additional Calculations Design Warning Summary 1 page Engineering Design Checklist 4 pages Roof and Wall Panel Allowable Load Table 1 page Frame Haunch Panel Zone 1 page Purlin Roll 1 page Additional Checks 1 page wRLM Certificate of Design 114 Rosemont Lane Imler, PA 16655 14310 Certificate of Design.NY State.esn.doc Revised 01/10/2003 This Certificate is to confirm that all components of the Steel Building System described below, to be supplied by Corle Building Systems, an AISC Certified Manufacturer, produced at its AISC Approved Facility at Imler, PA, have been or will be designed in accordance with the following standards, loads, and design criteria as specified in the order documents. Components supplied but not produced by Corle Building Systems are indicated below. Project/Building Description CBS Factory Order 14310 Components Supplied but not Produced Number: by Corte Building Systems: Purchaser/Customer Services Unlimited E None Information: 211-213 Maple Street Open Web Steel Joist Producer(s): Glens Falls,NY 12801 ❑ Canam Steel Corporation ❑ Delta Building Geometry: Width: 30'—0" ❑ Vulcraft division of Nucor Corporation Length: 25'—0" Steel Deck Producer(s): Eave Height: 11'—0" ❑ Roof Deck,Inc. Roof Slope: 1:12 ❑ Vulcraft division of Nucor Corporation ❑ Wheeling Corrugated Company Project Name and Glens Falls Concrete Other: Location: 211-213 Maple Street ❑ Glens Falls,NY 12801 ❑ Design Standards AISC: Specification for the Design of Structural Steel for Buildings,Allowable Stress Design/9`j'Ed. AISI:North American Specification for the Design of Cold-Formed Steel Structural Members, 2001 Ed. AWS Dl.1/DLIM:Structural Welding Code—Steel, 2004 Ed. MBMA:Metal Building Systems Manual,2002 Edition Design Load Criteria Building Code: Building Code of New York State Building Use Category: I Dead Load: 2.25 psf plus primary framing actual weight Collateral Load: 1 psf Roof Live Load: 20 psf with no reduction Snow Load Criteria: Ground Snow Load: 90 psf Snow Exposure: Partially Exposed Wind Load Criteria: Basic Wind Speed(three-second gust): 90 mph Terrain Exposure: B Closure Classification: Enclosed Seismic Criteria: Ss: 0.35 SI: 0.11 � Tr Certification by Engineer �..� '' 6 H P \0 I,Kenneth F.Mann,P.E., a licensed engineer in the State of New York,certify that I n����wo have reviewed the design criteria for the steel building system described above and tot: ` '``�r, ,?.. best of my knowledge all components have been designed to meet the applicable criteri as specified in the Order Documents. Ok do Signature �! /—� Date -...-.,.-,,.,. ..b.. Corle Building Systems 114 Rosemont Lane Imler, PA 16655 STRUCTURAL DESIGN CALCULATIONS FOR Services Unlimited Glens Falls Concrete 14310 BUILDING DATA Width (ft) = 30 .0 Length (ft) = 25.0 Eave Height (ft) = 11.0/ 11.0 Roof Slope (rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 3 .4 Live Load (psf ) = 20.0 Collat. Load (psf ) = 1.0 Snow Load (psf ) = 63 .0 Wind Speed(mph ) = 90.0 Wind Code = IBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff (Ss*Fa) = 0.56 Designer = --------------- 12 0 2 0 3 14310 Design Loads For Each Building Component 12/02/03 11:55am FRONT SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 10.8 -11.8 Girt/Header 13.3 -17.8 Panel , 10.8 -11.8 Jamb 16.0 -16.0 Parapet BACK SIDEWALL: --------------- WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long- 10.8 -11.8 Girt/Header 13.3 -17.8 Panel 10.8 -11.8 Jamb 16.0 -16.0 Parapet LEFT ENDWALL: -------------- ___.IC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 3.4 20.0 63 .0 1.0 12.3 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 10.8 -11.8 Column 10.8 -11.8 Girt/Header 10.8 -11.8 Jamb 13.3 -17.8 Panel 16.0 -16.0 Parapet WIND COEFFICIENTS: Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.32 -0.59 0.00 0.00 2 -0.96 -0.59 -0.60 -0.23 -0.96 -0.59 -0.87 0.00 3 -0.59 -0.96 -0.23 -0.60 -0.59 -0.96 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.59 0.32 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace_Wind Column-Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0 3 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0 4 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0 5 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00. 1.30 0.00 0.00 0 9 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 10 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 11 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0 12 0.90 0 .00 0.00 0.00 0.00 0.00 0.00 0 .- -'TER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 I Aux Load Id Dead Collat Snow Left Right Left Right Id 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 3 7 1.00 1.00 0.50 0.00 0.00 0.00 0.00 4 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 2 10 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 12 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 13 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb -- Aux Id Combs Add-Id Coeff 4 1 ElUNB_LL 1 1 1 0.50 2 E1UNB_LL 2 1 4 0.50 3 ElUNB_LL 3 3 1 0.50 2 0.50 3 0.50 4 ElUNB_LL 4 3 2 0.50 3 0.50 4 0.50 ADDITIONAL LOADS: No. Add Surf Load P V M Dx - Conc. Add Id, Id Type I W1 W2 Co Dxl Dx2 - Unif. 4 1 2 D -0.05 -0.05 0.08 0.00 10.03 2 2 D -0.05 -0.05 0.08 10.03 15.05 3 3 D -0.05 -0.05 -0.08 0.00 5.02 4 3 D -0.05 -0.05 -0.08 5.02 15.05 RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 3.4 20.0 63 .0 1.0 12.3 1.0.0 WIND PRESSURE/SUCTION: Wind Wind Press Suct 10.8 -11.8 Column 10.8 -11.8 Girt/Header 10.8 -11.8 Jamb 13 .3 -17.8 Panel 16.0 -16.0 Parapet TiTTTD COEFFICIENTS: rf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface �d Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.32 -0.59 0.00 0.00 2 -0.96 -0.59 -0.60 -0.23 -0.96 -0.59 -0.87 0.00 3 -0.59 -0.96 -0.23 -0.60 -0.59 -0.96 -0.87 0.00 4 -0.00 0.00 0.00 0.00 -0.59 0.32 0.00 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0 3 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0 4 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0 5 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0 8 1.00 0.00 0 .00 0.00 1.30 0.00 0.00 0 9 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 10 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 11 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0 12 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter_Wind_1 Rafter_Wind_2 I Aux Load Id Dead Collat Snow Left Right Left Right Id 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0 6 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0 ROOFDES: BASIC LOADS: ad Live Snow Collateral Basic Wind Load Surface __ad Load Load Load Wind Ratio Friction 3.4 20.0 63.0 1.0 12.3 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 10.0 -13 .3 Purlins 10.0 -24.4 Panels 5.8 -4.2 -8.5 Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 7 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 1.00 1.00 0.65 0.00 0 3 1.00 1.00 0.50 1.30 0.00 0 4 1.00 0.00 0.00 0.00 1.30 0 5 1.00 1.00 0.50 0.00 0.00 0 6 1.00 1.00 0.50 0.00 0.00 1 7 1.00 1.00 0.50 0.00 0.00 1 3 7 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 1.00 1.00 0.65 0.00 0 3 1.00 1.00 0.50 1.30 0.00 0 4 1.00 0.00 0.00 0.00 1.30 0 5 1.00 1.00 0.50 0.00 0.00 0 6 1.00 1.00 0.50 0.00 0.00 1 7 - 1.00 1.00 0.50 0.00 0.00 1 n-CING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 5 1 1.00 1.00 1.00 0.65 0.65 0 2 1.00 1.00 0.50 1.30 1.30 0 3 1.00 1.00 0.20 0.00 0.00 0 4 1.00 0.00 0.00 1.30 1.30 0 5 0 .90 0.00 0.00 0 .00 0.00 0 3 5 1 1.00 1.00 1.00 0.65 0.65 0 2 1.00 1.00 0.50 1.30 1.30 0 3 1.00 1.00 0.20 0.00 0.00 0 4 1.00 0.00 0.00 1.30 1.30 0 5 0.90 0 .00 0.00 0.00 0.00 0 AUXILARY LOADS: No. Aux No. Add -- Comb ##1 -- -- Comb #2 -- -- Comb #3 -- Aux Id Combs Add-Id Coeff Add-Id Coeff Add-Id Coeff 1 1 1 1 0.50 ADDITIONAL LOADS: No. Add Load I P Dx - Concentrated Add Id Type I Wpl Wp2 Dxl Dx2 - Uniform 1 1 D -63.0 -63 .0 0.0 25.0 RIGID FRAME ##1: --------------- BASIC LOADS: Basic Defl Seis Weak_Axis_React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 3 .4 20.0 63.0 1.0 12.3 1.00 0.6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind 1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0.33 -0.62 0.77 -0.17 0.00 2 -0.96 -0.59 -0.60 -0.23 0.00 3 -0.59 -0.96 -0.23 -0.60 0.00 4 -0.62 0.33 -0.17 0.77 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No._Des Load Live/ Live ---Wind-1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 0 6 1.00 1.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 .0.65 0.00 0 12 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 0 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 0 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 23 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 24 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 25 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 26 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 27 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 28 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 29 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0 30 1.00 1.00 0.20 0.00 0.00 0 .00 0.00 0.00 0.00 0 RIGID FRAME #2: IC LOADS: Basic Defl Seis Weak_Axis-React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 3.4 20.0 63 .0 1.0 12.3 1.00 0.6 0.0 0.0 WIND COEFFICIENTS: Surf --Wind_1--- --Wind-2--- Surface Id Left Right Left Right Friction 1 0.33 -0.62 0.77 -0.17 0.00 2 -0.96 -0.59 -0.60 -0.23 0.00 3 -0.59 -0.96 -0.23 -0.60 0.00 4 -0.62 0.33 -0.17 0.77 0.00 DESIGN LOADS: --------------------Load_Coefficients------------------- No._Des Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 30 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 0 6 1.00 1.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0 7 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0 .00 1.30 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0 12 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 0 13 1.00 1.00 0.50 0.00 0.00 0.00 0 .00 1.30 0.00 0 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 15 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 18 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 23 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 24 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 25 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 26 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 27 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 28 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 29 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0 30 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0 14310 Reactions, Anchor Bolts, & Base Plates 12/02/03 11:55am ----- ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick ----- ----- -- ----- ----- -- ----- ----- --- ----- ----- ----- ----- 1 C 8 0 .79 0.13 9 -0.72 0.13 4 0.750 6.00 9.87 0.375 7 0 .00 0.13 1 B 8 0 .79 0.13 9 -0.72 0.13 4 0.750 6.00 9.87 0.375 7 0 .00 0.13 1 D 1 12.40 25.12 2 -3 .21 -4.32 4 0.750 6.00 9.50 0.500 3 12.31 25.69 4 -0.64 -4.96 1 A 5 3 .21 -4.32 6-12.40 25.12 4 0.750 6.00 9.50 0.500 3-12 .31 25.69 5 3.21 -4.32 2 D 1 12.40 25.12 2 -3 .21 -4.32 4 0.750 6.00 9.50 0.500 3 12.31 25.69 4 -0.64 -4.96 2 A 5 3 .21 -4.32 6-12.40 25.12 4 0.750 6.00 9.50 0.500 3-12.31 25.69 5 3.21 -4.32 ------------------------------------------------------------------------------ Load Load Id Combination ---- ------------------------------ 1 DL+CO+LL+0.65WR2 2 DL+1.30WL1 3 DL+CO+LL 4 DL+1.30LnWndL 5 DL+1.30WR1 6 DL+CO+LL+0.65WL2 7 DL+CO+0.20LL 8 DL+1.30WR1+1.30WS 9 DL+1.30WP BRACING/PANEL SHEAR REACTIONS: ------------------------------ -------Bracing(k ) -------- Panel ---Wall-- Col ----Wind---- --Seismic--- Shear Loc Line Line Horz Vert Horz Vert (lb/ft) ---- ---- ----- ----- ----- ----- ----- ------- L_EW 1 Rigid Frame At Endwall v OW A 45.34 n_�W 2 Rigid Frame At Endwall B_SW D 45.34 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 14310 Additional Reactions Report 12/02/03 11:55am Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind_L1-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.73 1.69 0.18 0.38 11.39 23 .62 5.70 5.57 -3 .04 -4.62 1 A -0.73 1.69 -0.18 0.38 -11.39 23 .62 -5.70 18.05 -0.04 -2.55 2 D 0.73 1.69 0 .18 0.38 11.39 23 .62 5.70 5.57 -3 .04 -4.62 2 A -0.73 1.69 -0 .18 0.38 -11.39 23 .62 -5.70 18.05 -0.04 -2.55 ------------------------------------------------------------------------------ Frame Col -Wind_R1-- -Wind_L2-- -Wind_R2-- Seismic_L- Seismic_R- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.04 -2 .55 -2.90 -2.95 0.15 -0.89 -0.56 -0.37 0.56 0.37 1 A 3 .04 -4.62 -0.15 -0.89 2.90 -2.95 -0.56 0.37 0.56 -0.37 2 D 0.04 -2 .55 -2.90 -2.95 0.15 -0.89 -0.56 -0.37 0.56 0.37 2 A 3 .04 -4.62 -0.15 -0.89 2.90 -2.95 -0.56 0.37 0.56 -0.37 ------------------------------------------------------------------------------ Endwall Column Reactions ------------------------- -Out_Of_Plane- Frame Col Dead Collat Live -Brc_Wind_L- -Brc_Wind_R- Wind_P Wind_S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ------ 1 C 0.13 0.00 0.00 0.00 0.00 0.00 0.00 -0.56 0 .61 1 B 0.13 0.00 0.00 0.00 0.00 0.00 0.00 -0.56 0.61 ---------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf_Wind_L- -Raf_Wind_R- --Seismic_L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ 1 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------------------------- Frame Col --Aux- 1-- --Aux- 2-- --Aux 3-- --Aux_ 4-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- ---------------------------------------------------------------------------- Seismic Design Report 12/02/03 11:55am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Building Code =IBC 00 Length = 25.00 Width = 30.00 Left Eave Height = 11.00 Right Eave Height = 11.00 Seismic Shear Force, V = Rho*0.667*Fa*Ss*Ie*W/R Fa*Ss = 0.56 Ie = 1.00 Rho = 2-20/ (RMax*SQRT(W*L) ) Snow = 0.20 Roof Snow = 63 .00 (psf ) Roof Dead = 4.42 (psf ) Frame Dead = 2.00 (psf ) Roof Total = 19.02 (psf ) Force — 14.27 (k ) EW Dead = 2.00 (psf ) Force = 0.70 (k ) F_SW Dead = 2 .00 (psf ) Force = 0.28 (k ) B_SW Dead = 2.00 (psf ) Force = 0.28 (k ) Total = 15.51 (k ) Endwalls Left Force = 0 .10 (k ) Right Force = 0 .10 (k ) Rigid Frames R = 4.00 , Rho = 1.27, RMax = 1.00 Frame 1 Force = 1.12 (k ) Frame 2 Force = 1.12 (k ) End Plates Seismic factor = 3 .00 ,.' L 4, 4Q Corle Building Systems 114 Rosemont Lane Imler, PA 16655 FRAMING SUMMARY FOR Services Unlimited Glens Falls Concrete 14310 BUILDING DATA Width (ft) = 30.0 Length (ft) = 25.0 Eave Height (ft) = 11.0/ 11.0 Roof Slope (rise/12) = 1.00/ 1.00 Dead Load (psf ) = 3 .42 Live Load (psf ) = 20.00 Collat. Load (psf ) = 1.00 Snow Load (psf ) = 63.00 Wind Speed(mph ) = 90.0 Wind Code = IBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.56 Designer --------------- = `P 12/02/03 �A�0 s�7o7Cj.'� ��� ---_---------------------------------------------------------------------------- ---_---------------------------------------------------------------------------- 1, FRAMING SUMMARY: Roof 12/02/03 11:55am PURLIN LAYOUT: Surface Purlin Surf_Ext Stub_Purlin Total Peak Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ----- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 6 0.750 3 ZB 0.00 0.00 N N 6 0.750 . PURLIN & EAVE STRUT SIZE: Surface Bay Purlin -Purlin_Lap- IS_Flg Eave Id Id Size Left Right Strap Strut ------- --- -------- ----- ----- ------ -------- 2 1 12X25Z13 3 12X35E16 3 1 12X25Z13 3 12X35E16 BOLTS AT EAVE STRUT: Wall Frame_Line Lap ------Bolt—Size------ Id Id Type Plate No Type Diam Washer ---- -- ---- ----- -- ----- ----- ------ 1 RF 2 RF 4 2 RF 4 1 RF 14310 FRAMING SUMMARY: Left Endwall 12/02/03 11:55am COLUMNS: Column Column Column Column --Base_Bolts-- ---Top_Bolts-- Id Offset Len+/- Size No Type Diam No Type Diam ------ ------ ------ -------- -- ----- ----- -- ----- ----- 2 10.0 10.7 W10X12 0 2 A325 0.750 3 20.0 10.7 W10X12 0 2 A325 0.750 DOOR JAMBS/HEADERS: -------------Member—Size-------------- Bay ----------Opening_Size---------- Left Right Door Door Id Width Height Sill Offset Jamb Jamb Header Sill --- ------- ------- ------ ------- -------- -------- -------- -------- 2 8.0000 8.0000 0.000 1.0000 8X35C16 8X35C16 8X35C16 G:,nIs: Girt Girt Type Lap ZF 0.000 GIRT LOCATION: ay No. Girt_Location Id Girt 1 --- ---- -------- 1 1 7.4167 2 1 7.4167 3 1 7.4167 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 --- ---- -------- 1 1 8X25Z16 3 1 8X25Z16 GIRT SIZE: (Partial Bay Girts) Bay Girt Girt Id Id Id 1 --- ---- -------- 2 L-J 8X25Z16 J-R 8X25Z16 D FRAMING SUMMARY: Right .Endwall 12/02/.03 11:55am GIRTS: Girt Girt Type Lap ZF 0.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 2 3 - --- ---- -------- -------- -------- 1 3 3 .7500 7.4167 9.5000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 8X25Z13 8X25Z13 8X25Z16 L4310 FRAMING SUMMARY: Front Sidewall 12/02/03 11:55am GIRTS: Girt Girt ype Lap ZB 1.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 2 --- ---- -------- -------- 1 2 3.7500 7.4167 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 8X25Z16 8X25Z16 14310 FRAMING SUMMARY: Back Sidewall 12/02/03 11:55am CTPrVS girt Girt Type Lap ZB 1.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 2 --- ---- -------- -------- 1 2 3.7500 7.4167 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 8X25Z16 8X25Z16 see �f!(,f•\.aw !•••.b�`��yJJJ; /�^ ��$[l ,u EstC3�°3)'w Corle Building Systems 114 Rosemont Lane Imler, PA 16655 REACTIONS, ANCHOR BOLTS, & BASE PLATES FOR Services Unlimited Glens Falls Concrete 14310 BUILDING DATA Width (ft) = 30.0 Length (ft) = 25.0 1 Eave Height (ft) = 11.0/ 11.0 Roof Slope (rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 3 .4 Live Load (psf ) = 20.0 Collat. Load (psf ) = 1.0 Snow Load (psf ) = 63.0 Wind Speed(mph ) = 90.0 Wind Code = IBC 00 Closed/Open = C Exposure = B Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff (Ss*Fa) = 0.56 Designer = ---------------- 12/02/03 f%✓1:=: '���,. ' H' /� �® 0029-1 ��� ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.20 7.75 0.03 RS 0.12 17.02 0.01 RS 0.00 0.18 2 RS -1.98 7.75 0.26 MS -11.08 14.04 0.79 RS 0.07 -1.07 1.81 LS 0.20 7.75 0.03 LS 0.12 17.02 0.01 LS 0.00 0.18 LOAD COMBINATION # 3 : DL+CO+LL+WP -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 1.33 -1.33 0.08 -7.36 11.33 0.08 3 0.13 0.00 0.08 0.00 1.17 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 -0.13 7.75 0.02 RS 0 .08 17.02 0.00 RS 0.00 0.11 2 RS -1.33 7.75 0.17 MS -7.36 14.04 0.52 RS 0.03 -0.69 1.81 3 LS 0.13 7.75 0.02 LS 0.08 17.02 0.00 LS 0.00 0.11 L__- COMBINATION # 4 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.04 0.00 0.00 0.00 -0.02 2 -0.40 0.40 -0.02 2.13 11.33 -0.02 3 -0.04 0.00 -0.02 0.00 1.17 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 0.04 7.75 0.00 RS -0.02 17.02 0.00 RS 0.00 -0.04 2 RS 0.40 7.75 0.05 MS 2.13 14.04 0.15 RS 0.00 0.27 1.81 3 LS -0.04 7.75 0.00 LS -0.02 17.02 0.00 LS 0.00 -0.04 I..^T^ COMBINATION # 5 : DL+CO+LL ---------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.00 -0.10 0.00 0.00 0.00 0.06 0.96 -0.96 0.06 -5.37 11.33 0.06 3 0.10 0.00 0.06 0.00 1.17 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 -0.10 5.81 0.02 RS 0.06 12.76 0 .00 RS 0.00 0.08 2 RS -0.96 5.81 0.16 MS ' -5.37 10.53 0 .51 RS 0.03 -0.48 1.81 3 LS 0.10 5.81 0.02 LS 0.06 12 .76 0.00 LS 0.00 0.08 LOAD COMBINATION # 6 : DL+CO+LL+SP -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.19 0.00 0.00 0.00 0.11 2 1.80 -1.80 0.11 -10.11 11.33 0.11 0.19 0.00 0.11 0.00 1.17 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 -0.19 5.81 0.03 RS 0.11 12.76 0.01 RS 0.00 0.16 2 RS -1.80 5.81 0.31 MS -10.11 10.53 0.96 RS 0.10 -0.97 1.81 3 LS 0.19 5.81 0.03 LS 0.11 12.76 0.01 LS 0.00 0.16 LOAD COMBINATION # 7 : DL+CO+LL+SP -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.19 0.00 0.00 0.00 0 .11 2 1.80 -1.80 0.11 -10.11 11.33 0.11 3 0.19 0.00 0.11 0.00 1.17 0.00 S,��NGTH/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 -0.19 5.81 0.03 RS 0.11 12.76 0.01 RS 0.00 0.16 2 RS -1.80 5.81 0.31 MS -10.11 10.53 0.96 RS 0.10 -0.97 1.81 3 LS 0.19 5.81 0.03 LS 0.11 12.76 0.01 LS 0.00 0.16 7 0 Purlin Design Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ----------------------------- ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 1 12X25Z13 1.17 2.37 5 0 6.9 34.5 1 2 12X25Z13 22.67 2.37 5 3 134.0 669.8 3 12X25Z13 1.17 2.37 5 0 6.9 34.5 Total (lb) = 738.8 Purlin DL= 2.49 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.19 0.00 0.00 0.00 0.11 2 1.80 -1.80 0.11 -10.08 11.33 0.11 3 0.19 0.00 0.11 0.00 1.17 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 -0.19 5.81 0.03 RS 0.11 12 .76 0.01 RS 0 .00 0.16 2 RS -1.80 5.81 0.31 MS -10.08 10.53 0.96 RS 0.10 -0.97 1.81 3 LS 0.19 5.81 0.03 LS 0.11 12.76 0.01 LS 0.00 0.16 LOAD COMBINATION # 2 : DL+CO+LL+WP -------------------------------------------------- PunLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.20 0.00 0.00 0.00 0.12 2 1.98 -1.98 0.12 -11.08 11.33 0.12 3 0.20 0.00 0.12 0.00 1.17 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 -0.20 7.75 0.03 RS 0.12 17.02 0.01 RS 0.00 0.18 2 RS -1.98 7.75 0.26 MS -11.08 14.04 0.79 RS 0.07 -1.07 1.81 3 LS 0.20 7.75 0.03 LS 0.12 17.02 0.01 LS 0.00 0.18 LOAD COMBINATION # 3 : DL+CO+LL+WP -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- ------=MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.13 0.00 0.00 0.00 0.08 2 1.33 -1.33 0.08 -7.36 11.33 0.08 3 0.13 0.00 0.08 0.00 1.17 0.00 KGTH/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 -0.13 7.75 0.02 RS 0.08 17.02 0.00 RS 0.00 0.11 2 RS -1.33 7.75 0.17 MS -7.36 14.04 0.52 RS 0.03 -0.69 1.81 3 LS 0.13 7.75 0.02 LS 0.08 17.02 0.00 LS 0.00 0.11 LOAD COMBINATION # 4 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.04 0.00 0.00 0.00 -0.02 2 -0.40 0.40 -0.02 2 .13 11.33 -0.02 3 -0.04 0.00 -0.02 0.00 1.17 0.00 STRENGTH/DEFLECTION: 1 ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) �u Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.04 7.75 0.00 RS -0.02 17.02 0.00 RS 0.00 -0.04 2 RS 0.40 7.75 0.05 MS 2 .13 14.04 0.15 RS 0.00 0.27 1.81 3 LS -0.04 7.75 0.00 LS -0.02 17.02 0.00 LS 0.00 -0.04 LOAD COMBINATION # 5 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.10 0.00 0.00 0.00 0.06 2 0.96 -0.96 0.06 -5.37 11.33 0.06 3 0.10 0.00 0.06 0.00 1.17 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 -0.10 5.81 0.02 RS 0.06 12.76 0.00 RS 0.00 0.08 2 RS -0.96 5.81 0.16 MS -5.37 10.53 0.51 RS 0.03 -0.48 1.81 3 LS 0.10 5.81 0.02 LS 0.06 12.76 0.00 LS 0.00 0.08 LOAD COMBINATION #$ 6 : DL+CO+LL+SP -------------------------------------------------- L____IN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.19 0.00 0.00 0.00 0.11 2 1.80 -1.80 0.11 -10.11 11.33 0.11 3 0.19 0.00 0.11 0.00 1.17 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 -0.19 5.81 0.03 RS 0.11 12.76 0.01 RS 0.00 0.16 2 RS -1.80 5.81 0.31 MS -10.11 10.53 0.96 RS 0.10 -0.97 1.81 3 LS 0.19 5.81 0.03 LS 0.11 12.76 0.01 LS 0.00 0.16 LOAD COMBINATION #$ 7 : DL+CO+LL+SP -------------------------------------------------- PTTDT IN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.19 0.00 0.00 0.00 0.11 2 1.80 -1.80 0.11 -10.11 11.33 0.11 3 0.19 0.00 0.11 0.00 1.17 0.00 <NGTH/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 -0.19 5.81 0.03 RS 0.11 12.76 0 .01 RS 0.00 0.16 2 RS -1.80 5.81 0.31 MS -10.11 10.53 0.96 RS 0.10 -0.97 1.81 3 LS 0.19 5.81 0.03 LS 0.11 12.76 0.01 LS 0.00 0.16 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Purlin Design Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ----------------------------- ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 3 .00) ----------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight --- ---- -------- ----- ----- ----- ----- --- ----- ------ ------ 1 12X25Z13 1.17 2.37 1 0 6.9 6.9 2 12X25Z13 22.67 2 .37 1 3 134.0 134.0 3 12X25Z13 1.17 2 .37 1 0 6.9 6.9 Total (lb)= 147.8 Purlin DL= 2.49 (psf ) LOAD COMBINATION # 2 : DL+CO+LL+WP -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.21 0.00 0.00 0.00 0.12 2 2.01 -2.01 0.12 -11.28 11.33 0.12 3 0.21 0.00 0.12 0.00 1.17 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) T� Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- RS -0.21 7.75 0.03 RS 0.12 17.02 0.01 RS 0.00 0.18 2 RS -2.01 7.75 0.26 MS -11.28 14.04 0.80 RS 0.07 -1.09 1.81 3 LS 0.21 7.75 0.03 LS 0.12 17.02 0.01 LS 0.00 0.18 LOAD COMBINATION # 3 : DL+CO+LL+WP -------------------------------------------------- IN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 -0.14 0.00 0.00 0.00 0.08 2 1.38 -1.38 0.08 -7.76 11.33 0.08 3 0.14 0.00 0.08 0.00 1.17 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 -0.14 7.75 0.02 RS 0 .08 17.02 0 .00 RS 0.00 0.12 2 RS -1.38 7.75 0.18 MS -7.76 14.04 0.55 RS 0.03 -0.73 1.81 3 LS 0.14 7.75 0.02 LS 0.08 17.02 0.00 LS 0.00 0.12 LOAD COMBINATION # 4 : DL+WS -------------------------------------------------- pTTTar.IN ANALYSIS: --------SHEAR(k ) -------- -------MOMENT(f-k ) ------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ---- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.00 0.05 0.00 0.00 0.00 -0.03 2 -0.48 0.48 -0.03 2.67 11.33 -0.03 3 -0.05 0.00 -0.03 0.00 1.17 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 0.05 7.75 0.01 RS -0.03 17.02 0.00 RS 0.00 -0.05 2 RS 0.48 7.75 0.06 MS 2.67 14.04 0.19 RS 0.00 0.33 1.81 3 LS -0.05 7.75 0.01 LS -0.03 17.02 0.00 LS 0.00 -0.05 14310 Roof Panel Report 12/ 2/03 11 55am ROOF PANEL DATA: -anel: R-26 Type = R Gage = 26.00 ; Yield = 80.0 N1Vmz&TS & DEFLECTIONS: -------- Moment (ft-lb/ft) ---------- Surf Purlin Load Support Midspan -- Deflect (in) -- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio ---- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 2.384 D+L 40.1 135.5 0 .30 -28.9 115.0 0.25 -0.02 0.238 0.09 D+WP 8.1 180.7 0 .05 -5.9 153.3 0.04 0.00 0.238 0.01 D+WS -12.8 153 .3 0 .08 9.2 180.7 0.05 0.01 0.238 0 .04 3 2.384 D+L 40.1 135.5 0 .30 -28.9 115.0 0.25 -0.02 0.238 0 .09 D+WP 8.1 180.7 0 .05 -5.9 153 .3 0.04 0.00 0.238 0 .01 D+WS -12.8 153 .3 0 .08 9.2 180.7 0.05 0.01 0.238 0.04 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Roof Diagonal Bracing Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR: Allow = 64.7 Calc = 30.8 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Sidewall Diagonal Bracing Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR: Wall Id Calc Allow ---- ----- ----- 2 45.3 64.7 4 45.3 64.7 •14310 Eave Strut Report 12/ 2/03 11:55am Wall Bay Eave Bay Axial_Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio ---- --- -------- ----- ------ ------ ----- ----- 2 1 12X35E16 25.00 0.21 0.37 19.43 0.02 4 1 12X35E16 25.00 0.21 0.37 19.43 0.02 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Strut Bolt Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EAVE STRUTS: V Frm_Line ----Bolt_Selected----- ---Bolt_Capacity--- yu Id Type No Type Diam Wshr Calc Allow Ratio ---- -- ---- -- ----- ----- ---- ----- ----- ----- 2 1 RF 2 A325 0.500 0 0.37 5.91 0.06 2 2 RF 2 A325 0.500 0 0.37 5.91 0.06 4 1 RF 2 A325 0.500 0 0.37 5.91 0.06 4 2 RF 2 A325 0.500 0 0.37 5.91 0.06 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Roof Design Weight Summary 12/ 2/03 11:55am Roof Purlins = 1773 .00 Eave Struts = 225.00 Total = 1998.00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Roof Design Warning Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings ------------------------------------------------------------------------------ *14310 Endwall Design Input Echo 12/ 2/03 11:54am * (1)JOBID: (Max: 60 char) '14310' * (2)PROGRAM OPTIONS: * EW Run Run Run Run No_Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff 'L' 'Y' 'Y' 'N' 'Y' 4 1.00 * (3)DESIGN CODE: * *Design ---Steel-Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' ---- ' ' IBC ' 100 ' ' - ' * (4)DESIGN CONSTANTS: Wind * ---------------Steel_Yield(ksi ) -------------- ---Stress Ratio--- Strength * Web Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55..0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.3333 * (5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * nput Column Wall Door Wall Cable * echo Rafter Girt Jamb Panel Brace 'Y' 'Y' 'Y' 'Y' 'Y' 'Y' * (7)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF- ' 'Y ' 14.00 * (8)SURFACE SHAPE: * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 11.0000 8.000 15.0000 12.2500 12.000 ly 30.0000 11.0000 12 .000 30.0000 0.0000 8.000 * (9)BAY SPACING: * Roof Frame I Sets Of Bay No. P� * Bay Recess Bays Width Bays 1.1667 0.3333 1 10.0000 3 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels 2 8.0000 8.0000 1.0000 42 0.0000 0.000 0.000 'C ' 'Y' * (11)PARTIAL WALLS: * Set-Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (12)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 (f t) (in) ' ' - ' 10.00 'RW ' ' - ' 10.00 'RW ' 10.00 'RW ' 10.00 'Y' 38.000 0.000 * (13)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (14)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'RW 1 0.000 'Y' 'N' * (15)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 0 3 1 0 .0000 'M ' * (17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Tvpe Brace Depth Lap Space Rafter Depth/Bay Length ' 'N' 8.000 0.0000 7.4167 'N' 'Y' 0.0000 * (18)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'P' 1 7.4167 * (19)SPECIAL GIRT: * Sets—Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (20)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.750 2.384 6 0.000 3 0.750 2.384 6 0.000 * (21)PANELS: * Wall * Panel 'R-26 ' * (22)WIND FRAMING SELECTION: * -----Order_Of_Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column fWrl IN' IN? INI * �,�IWALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_For_Bracing 64.7 'C ' 0 * (24)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id ' - ' 0.00 0 * WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right ' - ' 0.00 0 * (26)WALL BRACING ATTACHMENT *No_Of Attach --Bay_Id-- No_Of *Attach Id Start End Level Level—Height 0 * (27)EAVE EXTENSION: * *Wall No_Of Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (28)CANOPY: * *Wall No_Of Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 * (29)FACIA/PARAPET * *S #Of Ext Fac Bay_Id ----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext Ext Id Typ 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 * (30)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (32)BASIC LOADS: * Dead Collat Live Snow Basic Wind_Load_Ratio Seismic Torsion—Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 3.4 1.0 20.0 63 .0 12.3 1.00 1.00 0.10 0.00 0.00 k (33)WIND PRESSURE/SUCTION: k * Wind Wind * Press Suct 10.8 -11.8 Column 10.8 -11.8 Girt/Header 10.8 -11.8 Jamb 13 .3 -17.8 Panel 16.0 -16.0 Parapet Girt * (34)WIND COEFFICIENTS: k 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 0.32 -0.59 0.00 0.00 2 -0.96 -0.59 -0.60 -0.23 -0.96 -0 .59 -0 .87 0.00 3 -0.59 -0.96 -0.23 -0.60 -0.59 -0.96 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0.59 0.32 0.00 0.00 * (35)COLUMN & BRACING DESIGN LOADS: *Load Snow/ Rafter_Wind Brace_Wind Long Column Wind I Aux-Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 12 1 1.00 1.00 1.00 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 0.65 0.00 0.00 0.00 0.65 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0.65 0.00 0 0.00 4 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 5 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0 .00 0.00 0 0.00 7 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0 0.00 8 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 0 .90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 * (36)COLUMN & BRACING DESIGN LOADS: Deflection * *Load Snow/ Rafter_Wind Brace_Wind Long Column Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 * ('37)RAFTER DESIGN LOADS: * Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Aux-Load *Load Id Dead Collat Live Left Right Left Right Seis Id Coef 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.30 0.00 0.00 0 .00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0 0.00 6 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 7 1.00 1.00 0.50 0.00 0.00 0.00 0 .00 0.00 4 1.00 8 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 9 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0 .00 0.00 1 -1.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 12 1.00 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 13 1.00 1.00 0.20 0.00 0.00 0.00 0.00 -1.00 0 0.00 * (38)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 I Aux-Load *Load Id Dead Collat Live Left Right Left Right Seis Id Coef 0 * (39)AUXILIARY LOADS: (Max: 80 loads, 20 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 1 'E1UNB LL 1' 1 1 0.50 2 'ElUNB LL 2 ' 1 4 0.50 3 'ElUNB_LL 3 ' 3 1 0.50 2 0.50 3 0.50 4 'ElUNB_LL 4 ' 3 2 0.50 3 0.50 4 0.50 * (40)ADDITIONAL LOADS: * No. Add Surf Basic Load I FX FY M X Y -Conc. * Add Id Id Load Type I W1 W2 Cc DL1 DL2 -Unif. 4 1 2 ' ------ ' 'D ' -0.05 -0.05 0.08 0.00 10 .03 2 2 ' ------ ' 'D ' -0.05 -0.05 0.08 10.03 15.05 3 3 ------ ' 'D ' -0.05 -0.05 -0.08 0.00 5.02 4 3 ------ ' 'D ' -0.05 -0.05 -0.08 5.02 15.05 * (41)GIRT LAPS: * * Data ------Set-1------- ------Set-2------- ------Set 3------- * Opt Sets Left Right Quan Left . Right Quan Left Right Quan , _ I 0 * (42)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan ' - ' 0 * Code file used was C:\MBS\CODE\EW IBC.00 - -------------------------------------------------------------------------- ____0 Endwall Design Code 12/ 2/03 11:55am --------------------------------------------------------=--------------------- ------------------------------------------------------------------------------ STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Column & Rafter Design 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ------ ------ ----------- ----- ----- ----- ----- ------ ------ Col-1 0.7 W10X12 9.45 0.190 3,96 0.210 9.9 118.6 Col-2 10.0 W10X12 9.45 0.190 3 .96 0.210 10.7 128.0 Col-3 20.0 W10X12 9.45 0.190 3.96 0.210 10 .7 128.0 ^ol-4 29.3 W10X12 9.45 0.190 3.96 0.210 9.9 118.6 of-1 W8X10 7.48 0 .170 3 .94 0.205 15.1 0.0 oaf-2 W8X10 7.48 0.170 3 .94 0.205 15.1 0.0 Total= 493 .14 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi ) ----- Shear (k ,ksi ) ---Moment (f-k ,ksi ) - Mem Load Design Calc Allow Design Calc Allow Design Calc Allow d Id Load Stress Stress Load Stress Stress Load Stress Stress ---- ---- ------ ------ ------ ------ ------ ------ ------ ------ ------ Col-1 1 0.12 0.03 11.62 0.00 0.00 20.00 0.00 0.00 19.29 Col-1 2 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 3 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 4 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 5 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 6 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 7 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0 .00 25.72 Col-1 8 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 9 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-1 10 0.12 0.03 15.49 0.00 0 .00 26.67 0.00 0.00 25.72 Col-1 11 0.11 0.03 15.49 0.00 0.00 26.67 0.00 0 .00 25.72 Col-1 12 0.11 0.03 15..49 0.00 0.00 26.67 0.00 0 .00 25.72 Col-2 1 0.13 0.04 11.62 0.00 0.00 20.00 0.00 0.00 19.29 Col-2 2 0.13 0.04 15.49 -0.40 0.22 26.67 1.05 -1.16 25.72 Col-2 3 0.13 0.04 15.49 -0.40 0.22 26.67 1.05 -1.16 25.72 Col-2 4 0.13 0.04 15.49 -0.79 0.44 26.67 2 .11 -2.32 25.72 Col-2 5 0.13 0.04 15.49 -0.79 0.44 26.67 2.11 -2.32 25.72 Col-2 6 0.13 0.04 15.49 0.72 0.40 26.67 -1.93 -2:12 25.72 Col-2 7 0.13 0.04 15 .49 -0.79 0.44 26.67 2 .11 -2 .32 25.72 Col-2 8 0.13 0.04 15.49 -0.79 0.44 26.67 2 .11 -2 .32 25.72 Col-2 9 0.13 0.04 15.49 0.00 0.00 26.67 0.00 0 .00 25.72 Col-2 10 0.13 0.04 15.49 0.00 0.00 26.67 0 .00 0.00 25.72 Col-2 11 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-2 12 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-3 1 0.13 0.04 11.62 0.00 0.00 20.00 0.00 0.00 19.29 C''nl-3 2 0.13 0.04 15.49 -0.40 0.22 26.67 1.05 -1.16 25.72 1-3 3 0.13 0.04 15.49 -0.40 0.22 26.67 1.05 -1.16 25.72 __l-3 4 0.13 0.04 15.49 -0.79 0.44 26.67 2.11 -2.32 25.72 Col-3 5 0.13 0.04 15.49 -0.79 0.44 26.67 2.11 -2.32 25.72 Col-3 6 0.13 0.04 15.49 0.72 0.40 26.67 -1.93 -2.12 25.72 Col-3 7 0.13 0.04 15.49 -0.79 0.44 26.67 2 .11 -2 .32 25.72 Col-3 8 0.13 0.04 15.49 -0.79 0.44 26.67 2 .11 -2 .32 25.72 Col-3 9 0.13 0.04 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-3 10 0.13 0.04 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-3 11 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-3 12 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 1 0.12 0.03 11.62 0.00 0.00 20.00 0.00 0.00 19.29 Col-4 2 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 3 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 4 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 5 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 6 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 7 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 8 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 9 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 10 0.12 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 11 0.11 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Col-4 12 0.11 0.03 15.49 0.00 0.00 26.67 0.00 0.00 25.72 Raf-1 1 0.00 0.00 26.19 0.00 0.00 20.00 0.00 0.00 32.70 Raf-1 2 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 3 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 4 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 5 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 D-f-1 6 0.01 0.00 26.19 -0.15 0.11 20.00 0.27 -0.42 25.17 f-1 7 0.01 0.00 26.19 0.11 0.08 20.00 0.10 -0 .15 13 .19 naf-1 8 -0.01 0.00 30.00 -0.13 0.10 20 .00 -0.21 -0.32 32.70 Raf-1 9 0.00 0.00 26.53 -0.02 0.01 20 .00 0.05 -0.08 32.70 Raf-1 10 0.01 0.00 11.14 0.13 0.10 20.00 0.21 -0.32 17.52 Raf-1 11 0.00 0.00 30.00 0.02 0.01 20.00 0.04 -0.06 13 .19 Raf-1 12 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 13 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 1 0.00 0.00 26.19 0.00 0.00 20.00 0.00 0.00 32.70 Raf-2 2 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 3 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 -f-2 4 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 f-2 5 0 .00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 6 0.01 0.00 26.19 -0.11 0.08 20.00 0.10 -0.15 13 .19 Raf-2 7 0.01 0.00 26.19 0.15 0.11 20.00 0.27 -0.42 25.17 Raf-2 8 0.00 0.00 30.00 0.02 0.01 20.00 0 .05 -0.08 32.70 Raf-2 9 -0.01 0.00 30.00 0.13 0.10 20.00 -0.21 -0.32 32 .70 Raf-2 10 0 .00 0.00 26.19 -0.02 0.01 20.00 0.04 -0.-06 13 .19 Raf-2 11 0 .01 0.00 11.13 -0.13 0.10 20.00 0.21 -0.32 17.52 Raf-2 12 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 13 0.00 0.00 34.92 0.00 0.00 26.67 0.00 0.00 43 .61 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- ---- ----- ----- ------ ------- -------' Col-1 1 0.00 0.00 0.00 0.00 Col-1 2 0.00 0.00 0.00 0.00 Col-1 3 0.00 0.00 0.00 0.00 Col-1 4 0.00 0.00 0.00 0.00 Col-1 5 0.00 0.00 0.00 0.00 Col-1 6 0.00 0.00 0.00 0 .00 Col-1 7 0.00 0.00 0.00 0.00 Col-1 8 0.00 0.00 0.00 0.00 Col-1 9 0.00 0.00 0.00 0.00 Col-1 10 0.00 0.00 0.00 0.00 Col-1 11 0.00 0.00 0.00 0.00 01-1 12 0.00 0.00 0.00 0.00 _ol-2 1 0.00 0.00 0.00 0.00 Col-2 2 0.00 0.01 0.05 0.05 Col-2 3 0.00 0.01 0.05 0.05 Col-2 4 0.00 0.02 0.09 0.09 Col-2 5 0.00 0.02 0.09 0.09 Col-2 6 0.00 0.02 0.08 0.08 Col-2 7 0.00 0.02 0.09 0.09 Col-2 8 0.00 0'.02 0.09 0.09 Col-2 9 0.00 0.00 0.00 0.00 Col-2 10 0.00 0.00 0.00 0.00 Col-2 11 0.00 0.00 0.00 0.00 Col-2 12 0.00 0.00 0.00 0.00 Col-3 1 0.00 0.00 0.00 0.00 Col-3 2 0.00 0.01 0.05 0.05 Col-3 3 0.00 0.01 0.05 0.05 Col-3 4 0.00 0.02 0.09 0.09 Col-3 5 0.00 0.02 0.09 0.09 Col-3 6 0.00 0.02 0.08 0.08 Col-3 7 0.00 0.02 0.09 0.09 Col-3 8 0.00 0.02 0.09 0.09 Col-3 9 0.00 0.00 0.00 0.00 Col-3 10 0.00 0.00 0.00 0.00 Col-3 11 0.00 0.00 0.00 0.00 Col-3 12 0.00 0.00 0.00 0.00 Col-4 1 0.00 0.00 0.00 0.00 Col-4 2 0.00 0.00 0.00 0.00 rol-4 3 0.00 0.00 0.00 0.00 of-4 4 0.00 0.00 0.00 0.00 -ol-4 5 0.00 0.00 0.00 0.00 Col-4 6 0.00 0.00 0.00 0.00 Col-4 7 0.00 0.00 0.00 0.00 Col-4 8 0.00 0.00 0.00 0.00 Col-4 9 0.00 0.00 0.00 0.00 Col-4 10 0.00 0.00 0.00 0.00 �..�...,�..,... .asp Col-4 11 0.00 0.00 0.00 0.00 Col-4 12 0.00 0.00 0.00 0.00 Raf-1 1 0.00 0.00 0.00 0.00 laf-1 2 0.00 0 .00 0.00 0.00 'Af-1 3 0.00 0.00 0.00 0.00 Raf-1 4 0.00 0.00 0.00 0.00 Raf-1 5 0.00 0.00 0.00 0.00 Raf-1 6 0.00 0.01 0.02 0.02 Raf-1 7 0.00 0.00 0.01 0.01 Raf-1 8 0.00 0 .01 0.01 0.01 Raf-1 9 0.00 0.00 0.00 0.00 Raf-1 10 0.00 0.01 0.02 0.02 Raf-1 11 0.00 0.00 0.00 0.00 Raf-1 12 0.00 0.00 0.00 0.00 Raf-1 13 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.00 0.00 0.00 Raf-2 2 0.00 0.00 0.00 0.00 Raf-2 3 0.00 0.00 0.00 0.00 Raf-2 4 0.00 0.00 0.00 0.00 Raf-2 5 0.00 0.00 0.00 0.00 Raf-2 6 0.00 0.00 0.01 0.01 Raf-2 7 0.00 0.01 0.02 0.02 Raf-2 8 0.00 0.00 0.00 0.00 Raf-2 9 0.00 0 .01 0.01 0.01 Raf-2 10 0.00 0.00 0.00 0.00 Raf-2 11 0.00 0.01 0.02 0.02 Raf-2 12 0.00 0.00 0.00 0.00 Raf-2 13 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz (OP) Vert Horz (IP) ----- ---- ------ ------ ------- ----- ------- Col-1 1 0.00 0.99 0.00 0.12 0.00 Col-1 2 0.00 0.99 0.00 0.12 0.00 Col-1 3 0.00 0.99 0.00 0.12 0.00 Col-1 4 0.00 0.99 0.00 0.12 0.00 Col-1 5 0.00 0.99 0.00 0.12 0.00 Col-1 6 0.00 0.99 0.00 0.12 0.00 Col-1 7 0.00 0.99 0.00 0.12 0.00 Col-1 8 0.00 0.99 0.00 0.12 0.00 Col-1 9 0.00 0.99 0.00 0.12 0.00 Col-1 10 0.00 0.99 0.00 0.12 0.00 Col-1 11 0.00 0.99 0.00 0.11 0.00 Col-1 12 0.00 0.99 0.00 0.11 0.00 Col-2 1 0.00 1.07 0.00 0.13 0.00 Col-2 2 0.01 1.07 0.40 0.13 0.00 Col-2 3 0.01 1.07 0.40 0.13 0.00 Col-2 4 0.03 1.07 0.79 0.13 0.00 Col-2 5 0.03 1.07 0.79 0.13 0.00 Col-2 6 -0.03 1.07 -0.72 0.13 0.00 Col-2 7 0.03 1.07 0.79 0.13 0.00 Col-2 8 0.03 1.07 0.79 0.13 0.00 Col-2 9 0.00 1.07 0.00 0.13 0.00 Col-2 10 0.00 1.07 0.00 0.13 0.00 Col-2 11 0.00 1.07 0.00 0.12 0.00 1ol-2 12 0.00 1.07 0.00 0.12 0.00 of-3 1 0.00 1.07 0.00 0.13 0.00 ,!01-3 2 0.01 1.07 0.40 0.13 0.00 Col-3 3 0.01 1.07 0.40 0.13 0.00 Col-3 4 0.03 1.07 0.79 0.13 0.00 Col-3 5 0.03 1.07 0.79 0.13 0.00 Col-3 6 -0.03 1.07 -0.72 0.13 0.00 Col-3 7 0.03 1.07 0.79 0.13 0.00 Col-3 8 0.03 1.07 0.79 0.13 0.00 Col-3 9 0.00 1.07 0.00 0.13 0.00 Col-3 10 0.00 1.07 0.00 0.13 0.00 of-3 11 0.00 1.07 0.00 0.12 0.00 .ol-3 12 0.00 1.07 0.00 0.12 0.00 Col-4 1 0.00 0.99 0.00 0.12 0.00 Col-4 2 0.00 0.99 0.00 0.12 0.00 Col-4 3 0.00 0 .99 0.00 0.12 0.00 Col-4 4 0.00 0.99 0.00 0.12 0.00 Col-4 5 0.00 0.99 0.00 0.12 0.00 Col-4 6 0.00 0.99 0.00 0.12 0.00 Col-4 7 0.00 0.99 0.00 0.12 0.00 Col-4 8 0.00 0.99 0.00 0.12 0.00 Col-4 9 0.00 0.99 0.00 0.12 0.00 Col-4 10 0.00 0.99 0.00 0.12 0.00 Col-4 11 0.00 0.99 0.00 0 .11 0.00 Col-4 12 0.00 0.99 0.00 0.11 0.00 Raf-1 1 0.00 0.67 Raf-1 2 0.00 0.67 Raf-1 3 0.00 0.67 Raf-1 4 0.00 0.67 Raf-1 5 0.00 0.67 Raf-1 6 0.00 0.67 Raf-1 7 0.00 0.67 Raf-1 8 0.00 0.67 Raf-1 9 0.00 0.67 Raf-1 10 0.00 0.67 Raf-1 11 0.00 0.67 Raf-1 12 0.00 0.67 Raf-1 13 0.00 0.67 Raf-2 1 0.00 0.67 of-2 2 0.00 0.67 __af-2 3 0.00 0.67 Raf-2 4 0.00 0.67 Raf-2 5 0.00 0.67 Raf-2 6 0.00 0.67 Raf-2 7 0.00 0.67 Raf-2 8 0.00 0.67 Raf-2 9 0.00 0.67 Raf-2 10 0.00 0.67 Raf-2 11 0.00 0.67 Raf-2 12 0.00 0.67 Raf-2 13 0.00 0.67 14310 Rafter Splice Report 12/ 2/03 11:55am 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 0.375 9 0.0 0.0 0.1 2 0.500 3 .00 3 .00 6 0.0 0.0 -0.1 2 0.500 3 .00 3 .00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ]^"0 Base Plate & Anchor Bolt Design 12/ 2/03 11:55am - -------------------------------------------------------------------------- - Column Base Max_Reactions (k ) --Plate_Size(in) -- -Bolts(A36 ) - Id Depth Comp Tens Shear Width Length Thick Row Diam Gage ----- ----- ----- ----- ----- ----- ------ ----- --- ----- ---- Col-- 9.9 0.1 0.0 0.0 0 0.000 0.00 Col-2 9.9 0.1 0.0 0.6 6.0 9.9 0.375 2 0.750 4.00 Col-3 9.9 0.1 0.0 0.6 6.0 9.9 0.375 2 0.750 4.00 Col-4 9.9 0.1 0.0 0.0 0 0.000 0.00 14310 Flush Girt Design Report 12/ 2/03 11:55am GIRT LOCATION: Bay No. Girt Id Id Girt 1 --- ---- -------- 1 1 7.417 2 1 7.417 3 1 7.417 GIRT SPAN: Bay No. Girt Id Id Girt 1 --- ---- -------- 1 1 9.043 2 1 0.335 3 1 9.043 GIRT SIZE: Bay No. Girt Id Id Girt 1 --- ---- -------- 1 1 8X25Z16 2 1 8X25Z16 1 8X25Z16 GIRT ACTIONS: Bay Girt Ld --Shear(k ) --- --Moment(f-k ) -- ---Deflect (in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.27 3.62 0.08 -0.62 5.93 0.10 -0.04 0.90 0.04 WS 0.30 3 .62 0.08 0.68 3 .p9 0.22 0.04 0.90 0.05 2 1 WP -0.01 3 .62 0.00 0.00 5.93 0.00 0.00 0.03 0.00 WS 0.01 3.62 0.00 0.00 5.93 0.00 0.00 0.03 0.00 3 1 WP -0.27 3.62 0.08 -0.62 5.93 0.10 -0.04 0.90 0.04 WS 0.30 3.62 0.08 0.68 3.09 0.22 0.04 0.90 0.05 ---------------------- 14310 Door Jamb & Header Summary 12/ 2/03 11:55am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ -------- ------ ------ 2 Jamb-L 8X35C16 10.24 36.8 Jamb-R 8X35C16 10.24 36.8 Header 8X35C16 8.00 28.7 STRENGTH/DEFLECTION: Bay Member Ld ----Shear(k ) ---- ---Moment (f-k ) -- ---Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ------ -- ----- ------ ---- ----- ------ ---- ----- ------ ---- 2 Jamb-L WP -0.25 3 .62 0.07 -0.64 6.81 0.09 -0.04 1.02 0.04 WS 0.27 3 .62 0.08 0.70 6.44 0.11 0.05 1.02 0.04 Jamb-R WP -0.25 3 .62 0.07 -0.64 6.81 0.09 -0.04 1.02 0.04 WS 0.27 3 .62 0 .08 0.70 6.44 0.11 0.05 1.02 0.04 Header WP -0.09 3 .62 0.02 -0.17 6.81 0.03 -0.01 0.80 0.01 WS 0.10 3 .62 0.03 0.19 6.29 0.03 0.01 0.80 0.01 14310 Wall Panel Report 12/ 2/03 11:55am PANEL DATA: Bay= 1 Panel: R-26 Type = R Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft) --------- Span Span LD Support Midspan ---Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 7.42 WP 68.6 180.7 0.38 -60.4 153 .3 0.39 -0.49 0.74 0.67 WS -91.8 153 .3 0.60 80.8 180.7 0.45 0.66 0.74 0.89 2 3 .84 WP 68.6 180.7 0 .38 -2.2 153.3 0.01 0.04 0.38 0.11 WS -91.8 153 .3 0.60 3 .0 180.7 0.02 -0.06 0.38 0.15 Endwall Design Warning Report 12/ 2/03 11:55am No Warnings 14310 Endwall Weight Summary 12/ 2/03 11:55am FORCED SPACING: Total Column Weight = 493 .14 Total Rafter Weight = 0.00 Total Girt Weight = 57.66 Total Door Jamb Weight = 102.27 Total Bracing Weight = 0.00 Total Clips Weight = 13 .20 Total Endwall Weight = 666.27 __.__._..... ........�....,... .asp. *14310 Endwall Design Input Echo 12/ 2/03 11:55am * (1)JOBID: (Max: 60 char) '14310' * (2)PROGRAM OPTIONS: * EW Run Run Run Run No_Des Lap * Id Col/Raf Girt Brace Panel Cycles Stiff 'R' 'Y' 'Y' 'N' 'Y' 4 1.00 * (3)DESIGN CODE: * *Design ---Steel-Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' ---- ' 'IBC ' 100 ' ' - ' * (4)DESIGN CONSTANTS: Wind * ---------------Steel_Yield(ksi ) -------------- ---Stress Ratio--- Strength * Web \ Flg C-Sec W-Sec R-Sec U-Sec EP Panel Col/Raf Girt Panel Factor 50.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.3333 * (5)DEFLECTION LIMITS: * -----Rafter----- ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * nput Column Wall Door Wall Cable * -'cho Rafter Girt Jamb Panel Brace 'Y' 'Y' 'Y' 'Y' 'Y' 'Y' * (7)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF- ' 'Y ' 14.00 * (8) SURFACE SHAPE: * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 11.0000 8.000 15.0000 12.2500 12.000P 30.0000 11.0000 12.000 `� 6 30.0000 0.0000 8.000 * (9)BAY SPACING: * Roof Frame Sets Of Bay No. 7 ✓ `'`<,111} * Bay Recess Bays Width Bays 1.1667 0.3333 1 30.0000 1 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panels * i-L-LIPARTIAL WALLS: * Set-Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (12)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) ' ' - ' 10.00 'RW ' ' - ' 10.00 'RW ' 10.00 'RW ' 10 .00 'Y' 38.000 0.000 * (13)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (14)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'RW ' 0.000 'Y' 'N' * (15)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (16)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 0 3 1 0.0000 'M ' * (17)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'N' 8.000 0.0000 7.4167 'N' 'Y' 0.0000 * �_-;ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'P' 1 7.4167 * (19)SPECIAL GIRT: * Sets Of --Bay Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (20)ROOF PURLINS: *_ Surf Peak Purl No. Surf * Id Space Space Purlin Ext 3 0.750 2.384 6 0.000 2 0.750 2.384 6 0.000 k (21) PANELS: k Wall k Panel 'R-26 ' k (22)WIND FRAMING SELECTION: k -----Order_Of_Selection------ k Panel Diagonal Wind Wind k Shear Bracing Bent Column 'N' 'N' 'N' 'N' kl WALL BRACING: k mind Brace No. Bays Specified k Shear Type Specified Bays_For_Bracing 64.7 'C ' 0 k (24)WIND BENTS: k --Member-- No Of _ ._ ._ ... .4811 * Type Depth Bays Bay_Id '- ' 0.00 0 * WIND COLUMNS: * [ember-- No Of Left/ * Type Depth Bays Bay_Id Right ' - ' 0.00 0 * (26)WALL BRACING ATTACHMENT *No_Of Attach --Bay_Id-- No_Of *Attach Id Start End Level Level—Height 0 * (27)EAVE EXTENSION: * *Wall No_Of Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (28)CANOPY: * *Wall No_Of Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 * (29) FACIA/PARAPET * *Wall #Of Ext Fac Bay_Id ----Attach_Beam--- ---Facia/Parapet--- Edge_Extend Ext * Ext Id Typ 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 * (30)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (31)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, AND PARAPET: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (32)BASIC LOADS: * Dead Collat Live Snow Basic Wind_Load_Ratio Seismic Torsion—Forces * Load Load Load Load Wind Deflect Factor Load Wind Seismic 3 .4 1.0 20.0 63 .0 12.3 1.00 1.00 0.10 0.00 0.00 * (33)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 10.8 -11.8 Column 10.8 -11.8 Girt/Header 10.8 -11.8 Jamb 13 .3 -17.8 Panel 16.0 -16.0 Parapet Girt * (34)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 0.32 -0.59 0.00 0.00 2 -0.96 -0.59 -0.60 -0.23 -0.96 -0.59 -0.87 0.00 3 -0.59 -0.96 -0.23 -0.60 -0.59 -0.96 -0.87 0.00 4 0.00 0.00 0.00 0.00 -0 .59 0.32 0.00 0.00 * (35)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter_Wind Brace_Wind Long Column Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 12 1 1.00 1.00 1.00 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 .65 0.00 0 .00 0.00 0.65 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0 .65 0.00 0 0.00 4 1.00 1.00 0.50 0.00 0.00 1.30 0 .00 0.00 0.00 1.30 0.00 0 0 .00 5 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 1.30 0.00 0 0 .00 6 1.00 0 .00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 7 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0 .00 0.00 1.30 0.00 0 0.00 8 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0 .00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0 .00 10 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0 .00 11 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 0.90 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 0.00 0.00 -1.00 0 0.00 * (36)COLUMN & BRACING DESIGN LOADS: Deflection * *Load Snow/ Rafter_Wind Brace_Wind Long Column Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seisl Id Coef 0 * (37)RAFTER DESIGN LOADS: * * Load Snow/ Rafter_Wind_1 Rafter_Wind_2 i Aux-Load Id Dead Collat Live Left Right Left Right Seis l Id Coef 7 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0 0.00 6 1.00 1.00 0.20 0.00 0.00 0.00 0.00 1.00 0 0.00 7 1.00 1.00 0.20 0.00 0.00 0.00 0.00 -1.00 0 0.00 * (38)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 l Aux-Load *Load Id Dead Collat Live Left Right Left Right Seis l Id Coef 0 * (39)AUXILIARY LOADS: (Max: 80 loads, 20 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 * (40)ADDITIONAL LOADS: * No. Add Surf Basic Load l FX FY M X Y -Conc. * Add Id Id Load Type l W1 W2 Cc DL1 DL2 -Unif. 0 * GIRT LAPS: * * Data ------Set-1------- ------Set-2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' - ' 0 * (42)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 * Code file used was C:\MBS\CODE\EW-IBC.00 ------------------------------------------------------------------------------ 14310 Endwall Design Code 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - 14310 Column & Rafter Design 12/ 2/03 11:55am MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight ----- ------ ----------- ----- ----- ----- ----- ------ ------ --01-1 0.7 W10X12 9.45 0.190 3 .96 0.210 9.9 118.6 Col-2 29.3 W10X12 9.45 0.190 3 .96 0.210 9.9 118.6 Raf-1 W8X10 7.48 0.170 3 .94 0.205 15.1 0.0 Raf-2 W8X10 7.48 0.170 3.94 0.205 15.1 0.0 Total= 237.24 DESIGN ACTIONS/STRESSES: . (W/R/U-Section) --- Axial (k ,ksi ) ----- Shear (k ,ksi ) ---Moment (f-k ,ksi ) - Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress ----- ---- ------ ------ ------ ------ ------ ------ ------ ------ ------ Col-1 1 0.12 0.03 23 .17 0.00 0.00 20.00 0.00 0.00 29.74 Col-1 2 0.12 0.03 . 30 .89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 3 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 4 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 5 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 6 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 7 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 8 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 9 0.12 0.03 30 .89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 10 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 11 0.11 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-1 12 0.11 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 ^-1-2 1 0.12 0.03 23 .17 0.00 0.00 20.00 0.00 0.00 29.74 1-2 2 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 ,-ul-2 3 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 4 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 5 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 6 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 7 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 8 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 Col-2 9 0.12 0 .03 30.89 0.00 0.00 26.67 0.00 0 .00 39.66 Col-2 10 0.12 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66, Col-2 11 0.11 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 1-2 12 0.11 0.03 30.89 0.00 0.00 26.67 0.00 0.00 39.66 f-1 1 0.00 0.00 12.99 0.00 0.00 20.00 0.00 0.00 32 .70 Raf-1 2 0.00 0.00 17.32 0.00 0.00 26.67 0 .00 0.00 43 .61 Raf-1 3 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 4 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0 .00 43 .61 Raf-1 5 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 6 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-1 7 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 1 0.00 0.00 12.99 0.00 0.00 20.00 0.00 0.00 32.70 Raf-2 2 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 3 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 4 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 5 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0.00 43 .61 Raf-2 6 0 .00 0.00 17.32 0.00 0.00 26.67 0 .00 0.00 43 .61 Raf-2 7 0.00 0.00 17.32 0.00 0.00 26.67 0.00 0 .00 43 .61 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- ---- ----- ----- ------ ------- ------- Col-1 1 0.00 0.00 0.00 0.00 Col-1 2 0.00 0.00 0.00 0.00 Col-1 3 0.00 0.00 0.00 0.00 Col-1 4 0.00 0 .00 0.00 0.00 Col-1 5 0.00 0.00 0.00 0.00 r01-1 6 0.00 0.00 0.00 0.00 01-1 7 0.00 0.00 0.00 0.00 _01-1 8 0.00 0 .00 0.00 0.00 Col-1 9 0.00 0.00 0.00 0.00 Col-1 10 0.00 0.00 0.00 0.00 Col-1 11 0.00 0.00 0.00 0.00 Col-1 12 0.00 0.00 0.00 0.00 Col-2 1 0.00 0.00 0.00 0.00 Col-2 2 0.00 0.00 0.00 0.00 Col-2 3 0.00 0.00 0.00 0.00 Col-2 4 0.00 0.00 0.00 0.00 Col-2 5 0.00 0.00 0.00 0.00 Col-2 6 0.00 0.00 0.00 0.00 Col-2 7 0.00 0.00 0.00 0.00 Col-2 8 0.00 0.00 0.00 0.00 Col-2 9 0.00 0.00 0.00 0.00 Col-2 10 0.00 0.00 0.00 0.00 Col-2 11 0.00 0.00 0.00 0.00 Col-2 12 0.00 0 .00 0.00 0.00 Raf-1 1 0.00 0.00 0.00 0.00 Raf-1 2 0.00 0.00 0.00 0.00 Raf-1 3 0.00 0.00 0.00 0.00 Raf-1 4 0.00 0.00 0.00 0.00 Raf-1 5 0.00 0.00 0.00 0.00 Raf-1 6 0.00 0.00 0.00 0.00 Raf-1 7 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.00 0.00 0.00 Raf-2 2 0.00 0.00 0.00 0.00 17'af-2 3 0.00 0.00 0.00 0.00 of-2 4 0.00 0.00 0.00 0.00 naf-2 5 0.00 0.00 0.00 0.00 Raf-2 6 0.00 0.00 0.00 0.00 Raf-2 7 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz (OP) Vert Horz (IP) ---- ---- ------ ------ ------- ----- ------- !01-1 1 0.00 0.99 0.00 0.12 0.00 Col-1 2 0.00 0.99 0.00 0.12 0.00 Col-1 3 0.00 0.99 0.00 0.12 0.00 Col-1 4 0.00 0.99 0.00 0.12 0.00 Col-1 5 0.00 0.99 0 .00 0.12 0.00 Col-1 6 0.00 0.99 0.00 0.12 0.00 Col-1 7 0.00 0.99 0.00 0.12 0.00 Col-1 8 0.00 0.99 0.00 0.12 0.00 Col-1 9 0.00 0.99 0.00 0.12 0.00 Col-1 10 0.00 0.99 0.00 0.12 0.00 Col-1 11 0.00 0.99 0.00 0.11 0.00 Col-1 12 0.00 0.99 0.00 0.11 0.00 Col-2 1 0.00 0.99 0.00 0.12 0.00 Col-2 2 0.00 0.99 0.00 0.12 0.00 Col-2 3 0.00 0.99 0.00 0.12 0.00 Col-2 4 0.00 0.99 0.00 0.12 0.00 Col-2 5 0.00 0.99 0.00 0.12 0.00 Col-2 6 0.00 0.99 0.00 0.12 0.00 Col-2 7 0.00 0.99 0.00 0.12 0.00 Col-2 8 0.00 0.99 0.00 0.12 0.00 Col-2 9 0.00 0.99 0.00 0.12 0.00 Col-2 10 0.00 0.99 0.00 0.12 0.00 Col-2 11 0.00 0.99 0.00 0.11 0.00 Col-2 12 0.00 0.99 0.00 0.11 0.00 Raf-1 1 0.00 2.00 Raf-1 2 0.00 2 .00 R,af-1 3 0.00 2.00 of-1 4 0.00 2.00 __af-1 5 0.00 2.00 Raf-1 6 0.00 2.00 Raf-1 7 0.00 2.00 Raf-2 1 0.00 2.00 Raf-2 2 0.00 2 .00 Raf-2 3 0.00 2.00 Raf-2 4 0.00 2.00 Raf-2 5 0.00 2.00 Raf-2 6 0.00 2.00 Raf-2 7 0.00 2.00 14310 Rafter Splice Report 12/ 2/03 11:55am --------------------- 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 0.375 0 0.0 0.0 0 .0 2 0.500 3 .00 3 .00 0 0.0 0.0 0.0 2 0.500 3.00 3 .00 14310 Base Plate & Anchor Bolt Design 12/ 2/03 11:55am Column Base Max_Reactions (k ) --Plate_Size(in) -- -Bolts(A36 ) - Id Depth Comp Tens Shear Width Length Thick Row Diam Gage ----- ----- ----- ----- ----- ----- ------ ----- --- ----- ---- Col-1 9.9 0.1 0.0 0.0 0 0.000 0.00 Col-2 9.9 0.1 0.0 0.0 0 0.000 0.00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ .0 Flush Girt Design Report 12/ 2/03 11:55am GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 3 .750 7.417 9.500 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 28.667 28.667 28.667 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 8X25Z13 8X25Z13 8X25Z16 GIRT ACTIONS: Bay Girt Ld --Shear(k ) --- --Moment (f-k ) -- ---Deflect(in) -- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ---- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 1 WP -0.57 11.91 0.05 -4.11 9.45 0.44 -1.79 2.87 0.62 WS 0.63 11.91 0.05 4.49 4.72 0.95 1.96 2 .87 0.68 2 WP -0.45 11.91 0.04 -3 .19 9.45 0.34 -1.39 2.87 0.48 WS 0.49 11.91 0.04 3 .48 4.72 0.74 1.52 2 .87 0.53 1 3 WP -0.33 3 .62 0.09 -2.35 5.93 0.40 -1.49 2 .87 0.52 WS 0.36 3.62 0.10 2.57 2.97 0.87 1.63 2.87 0.57 14310 Wall Panel Report 12/ 2/03 11:55am PANEL DATA: Bay= 1 Panel: R-26 Type = R Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: ---------Moment(ft-lb/ft) --------- Span Span LD Support Midspan ---Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3.75 WP 20.6 180.7 0.11 -14.2 153 .3 0.09 -0.03 0.38 0.07 a WS -27.5 153 .3 0.18 19.0 180.7 0.11 0.04 0.38 0.10 2 3 .67 WP 20.6 180.7 0.11 -7.7 153 .3 0.05 -0.01 0.37 0.03 WS -27.5 153 .3 0.18 10.4 180.7 0.06 0.01 0.37 0.04 3 2.08 WP 9.4 180.7 0.05 -0.1 153 .3 0.00 0.00 0.21 0.01 WS -12.5 153.3 0.08 0.1 180.7 0.00 0.00 0.21 0.01 2.16 WP 5.2 180.7 0.03 -5.4 153 .3 0.04 0.00 0.22 0.02 WS -7.0 153 .3 0.05 7.2 180.7 0.04 0.01 0.22 0.02 14310 Endwall Design Warning Report 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Endwall Weight Summary 12/ 2/03 11:55am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 237.24 Total Rafter Weight = 0.00 Total Girt Weight = 352.31 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 9.90 Total Endwall Weight = 599.45 *14310 Sidewall Design Input File 12/ 2/03 11:54am --------------------------- * (1)JOBID: '14310' * (2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'F' 'Y' 'Y' 1.00 * (3)DESIGN CODE: * *Design ---Steel—Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'AISI96' 'AISC89' ' ---- ' 'IBC ' 100 ' ' - ' * (4)DESIGN CONSTANTS: * Wind * ---Steel_Yield(ksi ) -- Stress Ratio Strength * C-Sec W-Sec R-Sec Panel Girt Panel Factor 55.0 50.0 50.0 80.0 1.00 1.00 1.3333 * (5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 120. 0. 120. 0. 120. REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'Y' 'Y' 'Y' 'Y' * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF- ' 'Y ' 14.000 'Y ' 14.000 * (8)BUILDING SHAPE: * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 11.0000 8.000 15.0000 12.2500 12.000 30.0000 11.0000 12.000 30.0000 0.0000 8.000 * (9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets_Of Bay No. * Bays Width Bays 1 25.0000 1 * (10)FRAMED OPENINGS: * T`T^. Bay Open Open Open Open Sill Base Set Member Remove * n Id Width Height Offset Type Height Elev Depth Select Panels * (11)PARTIAL WALLS: * Set—Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (12)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * e Brace Depth Lap Space Length - ' 'N' 8.000 0.0000 7.4167 0.0000 * (13)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'P' 1 7.4167 * (14)SPECIAL GIRT: * Sets_Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (15)WALL PANELS/GUTTERS: * Wall -----Gutter----- * Panel Use Type Width 'R-26 ' ' - ' 'N' 0.000 * (16)FACIA/PARAPET: * * No_Of -Location Edge_Extend * Diff Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 * (17)FACIA/PARAPET GIRTS: * *F?tt ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *: Type Rotate Type Rotate Type Rotate Part Rotate Spacing * (18)BASIC LOADS: * Basic Wind_Load_Ratio * Wind Deflect Factor 12.3 1.00 1.00 * (19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 10.8 -11.8 Girt/Header 13 .3 -17.8 Panel 10.8 -11.8 Jamb 16.0 -16.0 Parapet Girt * (20)GIRT LAPS: * * Data ------Set 1------- ------Set-2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' - ' 0 * (21)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 0 ------------------------------------------------------------------------------ 0 Sidewall Design Code 12/02/03 11:54am ------------------------------------------------------------------------------ STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 UILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 14310 Girt Design Report 12/02/03 11:54am -------------------------- GIRT: LEVEL ## 1 ; SPAN ## 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- -------- ----- ------ 1 8X25Z16 22.67 3 .7500 0 70.9 70.9 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 0.45 -0.45 0.00 -2.57 11.33 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 -0.45 3 .62 0.13 MS -2.57 5.93 0.43 RS 0.02 -1.02 2.27 WIND SUCTION : ---------------- CTn' ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Day Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.50 0.50 0.00 2.81 11.33 0.00 STRENGTH/DEFLECTION: n ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.50 3 .62 0.14 MS 2.81 2.97 0.95. LS 0.02 1.11 2.27 14310 Girt Design Report 12/02/03 11:54am -------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- -------- ----- ------ 1 8X25Z16 22.67 7.4167 0 70.9 70.9 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 0.40 -0.40 0.00 -2.28 11.33 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 -0.40 3 .62 0.11 MS -2.28 5.93 0.38 RS 0.01 -0.91 2.27 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right ra Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- i -0.44 0.44 0.00 2.49 11.33 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 LS -0.44 3 .62 0.12 MS 2 .49 2.97 0.84 LS 0.01 0.99 2 .27 14310 Wall Panel Report 12/02/03 11:54am PANEL REACTIONS: (Front Sidwall, Bay= 1) Panel: R-26 Type = R Gage = 26.00 Yield = 80 MOMENTS & DEFLECTION: ---------Moment(ft-lb/ft) --------- Span Span LD Support Midspan ---Deflect (in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3 .75 WP 19.6 180.7 0.11 -14.6 153 .3 0.10 -0.03 0.38 0.08 WS -26.2 153 .3 0.17 19.6 180.7 0.11 0.04 0.38 0.10 2 3.67 WP 19.6 180.7 0.11 -6.0 153 .3 0.04 -0.01 0.37 0.02 WS -26.2 153 .3 0.17 8.1 180 .7 0.04 0.01 0.37 0.02 3 2.92 WP 13 .3 180.7 0.07 -8.3 153 .3 0.05 -0.01 0.29 0.03 WS -17.7 153 .3 0.12 11.1 180.7 0.06 0.01 0.29 0.04 0 Weight Summary 12/02/03 11:54am Girts = 141.89 Frame Openings = 0.00 141.89 14310 Sidewall Design Warning Report 12/02/03 11:54am No Warnings �` , fy �� *14310 Sidewall Design Input File 12/ 2/03 11:54am * (1)JOBID: '14310 ' * (2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 1.00 * (3)DESIGN CODE: * *Design ---Steel—Code--- ---Build--- Seismic * Code Cold Hot Country Code Year ' Zone 'WS' 'AISI96' 'AISC89' ' ---- ' 'IBC ' 100 ' ' - * (4)DESIGN CONSTANTS: * Wind * ---Steel_Yield(ksi ) -- Stress Ratio Strength * C-Sec W-Sec R-Sec Panel Girt Panel Factor 55.0 50.0 50.0 80.0 1.00 1.00 1.3333 * (5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall i?n. 0. 120. 0. 120. * REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'Y' 'Y' 'Y' 'Y'. * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF- ' 'Y ' 14.000 'Y ' 14.000 * (8)BUILDING SHAPE: * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) '" 4 0.0000 11.0000 8.000 15.0000 12.2500 12.000 30.0000 11.0000 12 .000 30.0000 0.0000 8.000 * (9)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets_Of Bay No. Bays Width Bays � SEflP� +t' 1 25.0000 1 * (10)FRAMED OPENINGS: * �T_. Bay Open Open Open Open Sill Base Set Member Remove * n Id Width Height Offset Type Height Elev Depth Select Panels * (11)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (12)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * le Brace Depth Lap Space Length 'N' 8.000 0 .0000 7.4167 0 .0000 * (13)GIRT LOCATION- * Set No. Girt * Loc Girt Location 'P' 1 7.4167 * (14)SPECIAL GIRT: * Sets_Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (15)WALL PANELS/GUTTERS: * Wall -----Gutter----- * Panel Use Type Width 'R-26 ' ' - ' 'N' 0.000 * (16)FACIA/PARAPET: * * No_Of -Location Edge_Extend * Diff Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 * (17)FACIA/PARAPET GIRTS: * *Fw ----Top---- --Interior- ---Gutter-- ---Back Panel--- Angle *: Type Rotate Type Rotate Type Rotate Part Rotate Spacing * (18)BASIC LOADS: * Basic Wind_Load_Ratio * Wind Deflect Factor 12.3 1.00 1.00 * (19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 10.8 -11.8 Girt/Header 13 .3 -17.8 Panel 10.8 -11.8 Jamb 16.0 -16.0 Parapet Girt * (20)GIRT LAPS: * * Data ------Set-1------- ------Set-2------- ------Set 3------- * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' - ' 0 * (21)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 ------------------------------------------------------------------------------ - -------------------------------------------------------------------------- 7 D Sidewall Design Code 12/02/03 11:54am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 UILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - MODULUS OF ELASTICITY Hot Rolled Steel - 29000 Cold Formed Steel - 29500 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Girt Design Report 12/02/03 11:54am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------------------------- GIRT: LEVEL # 1 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- -------- ----- ------ 1 8X25Z16 22.67 3.7500 0 70.9 70.9 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Day Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.45 -0.45 0.00 -2.57 11.33 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 -0.45 3.62 0.13 MS -2 .57 5.93 0.43 RS 0.02 -1.02 2.27 WIND SUCTION : ---------------- C"' 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 -0.50 0.50 0.00 2.81 11.33 0.00 STRENGTH/DEFLECTION: n ------SHEAR(k ) ------ -----MOMENT(f-k ) ---- Mom+Shr DEFLECTION(in) Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.50 3 .62 0.14 MS 2.81 2.97 0.95 LS 0.02 1.11 2.27 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 14310 Girt Design Report 12/02/03 11:54am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -------------------------- GIRT: LEVEL # 2 ; SPAN # 1 -------------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt No. Girt Id Size Width Left Right Location Brace Weight --- -------- ----- ---- ----- -------- ----- ------ 1 8X25Z16 22.67 7.4167 0 70.9 70.9 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 0.40 -0.40 0.00 -2.28 11.33 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 -0.40 3.62 0.11 MS -2.28 5.93 0.38 RS 0.01 -0.91 2.27 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k ) -------- --------------MOMENT(f-k ) -------------- Bay Left Left Right Right Left Left Mid-Span Right Right ra Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -0.44 0.44 0.00 2.49 11.33 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 LS -0.44 3 .62 0.12 MS 2 .49 2.97 0 .84 LS 0.01 0.99 2 .27 - -------------------------------------------------------------------------- - --------------------------------------------------------------------------- 14310 Wall Panel Report 12/02/03 11:54am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: R-26 ; Type = R Gage = 26.00 Yield = 80 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft) --------- Span Span LD Support Midspan ---Deflect(in) -- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- ----- ----- ---- 1 3 .75 WP 19.6 180.7 0.11 -14.6 153 .3 0.10 -0.03 0.38 0.08 WS -26.2 153 .3 0.17 19.6 180.7 0.11 0.04 0.38 0.10 2 3 .67 WP 19.6 180.7 0.11 -6.0 153 .3 0.04 -0.01 0.37 0.02 WS -26.2 153 .3 0.17 8.1 180.7 0.04 0.01 0.37 0.02 3 2.92 WP 13.3 180.7 0.07 -8.3 153 .3 0.05 -0.01 0.29 0.03 WS -17.7 153 .3 0.12 11.1 180.7 0.06 0.01 0.29 0.04 } 0 Weight Summary 12/02/03 11:54am Girts = 141.89 Frame Openings = 0.00 141.89 14310 Sidewall Design Warning Report 12/02/03 11:54am No Warnings *] 0 Rigid Frame Design Input Echo 12/ 1/03 10:11am * (1)JOBID: '14310 ' * (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 'RFE' 5.00 25.00 7 'P' 'P' 1.00 ' - ' 1 ' * (3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt (in) Rafter_Dep_Opt(in) Web Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'S' IT ' 9.00 68.00 IT ' 10.00 68.00 'N' 0.00 'Y ' 'S' * (4)DESIGN CODE: * *Design ---Steel-Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'AISI96' 'AISC89 ' ' ---- ' 'IBC ' 100' ' - ' * (5)DESIGN CONSTANTS: Wind * -----------Steel_Yield(ksi ) ----------- ----Stress_Ratio---- Strength * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Factor 50.0 55.0 50.0 42.0 46.0 55.0 55.0 1.00 1.00 1.00 1.00 1.3333 * I EFLECTION LIMITS: * Total Weak * Horz Vert Vert Axis 60.0 180.0 120.0 60.0 * (7)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 'I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'Y' 'N' 'N' 'N' 'N' * (8)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 11.0000 8.000 15.0000 12.2500 12 .000 30.0000 11.0000 12 .000 30.0000 0.0000 8.000 k (9)MEMBER DEPTHS: k Surf Member --Depth(in) -- No. Interior_Depths k Id Size Start End Dep Loc. (ft) Depth(in) 1 ' -------- 9.000 26.000 0 2 ' -------- ' 19.000 10.000 0 3 ' -------- ' 10.000 19.000, 0 4 ' -------- ' 26.000 9.000 0 k ('^I MRMBER SPLICES: k irf No. Splice Splice k Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 ' -EE' 4 1 0.0000 'PEE' * (11)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.0000 5.00 0.1490 0 .2500 0.2500 2 1 2 0.0000 5.00 0.1875 0.2500 0.2500 3 1 3 0.0000 5.00 0.1875 0.2500 0.2500 4 1 4 0.0000 5.00 0.1490 0.2500 0.2500 * (12) INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (13)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 * (14)BASE ELEVATION: * Elev 0.00 Left Column 0.00 Right Column * (15)WALL GIRTS: *Surf Girt Girt Girt Girt No. * Id Type Depth Project Lap Girt Location(ft) 1 'ZB' 8.00 0.00 1.000 2 3 .750 7.417 4 'ZB' 8.00 0.00 1.000 2 3 .750 7.417 * ,__,ROOF PURLINS: *Surf Purl Purl Purl Purl No. Peak Set_Of -Set_Space- * Id Type Depth Project Lap Purlin Space Space Space No. 2 1ZB' 12.00 0.00 0.000 6 0.750 0 3 1ZB' 12.00 0.00 0.000 6 0.750 0 * (17)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 * (18)SIDEWALL EXTENSIONS: *Surf No Ext -------Extension-Size------- ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 * (19)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right * (20)BASIC LOADS: * Basic Wind * n-d Live Snow Collat Wind Load * psf psf psf psf Ratio ­2 20.00 63.00 1.00 12.34 1.00 * (21)BASIC LOADS AT EAVE: * -Seismic- --Weak Axis- --Torsion-- -EW_Brace-- * Load Coef L_Col R_Col Wind Seis Wind Seis * k k k k k k k 0.56 0.56 0.00 0.00 0.00 0.00 0.00 0.00 * (22)WIND COEFFICIENTS: * -f --Wind_1--- --Wind_2--- Long_Wind_l Surface I Left Right Left Right Lt Rt Friction 1 0.33 -0.62 0.77 -0.17 -0.66 -0.66 0 .00 2 -0.96 -0.59 -0 .60 -0.23 -1.25 -0.71 0.00 3 -0.59 -0.96 -0 .23 -0.60 -0.71 -1.25 0.00 4 -0.62 0.33 -0.17 0.77 -0.66 -0.66 0.00 * (23)LONGITUDINAL BRACING LOADS: * * ----Wind----- ---Seismic--- * Horiz Vert Horiz Vert 0.00 0.00 0.00 0.00 Left Column 0.00 0.00 0.00 0.00 Right Column * (24)DESIGN LOADS: * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind 1- -Wind 2- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 30 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 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0 .00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0 .00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0 .00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0 .00 0.00 0.00 0.00 0.00 0 0.00 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0 0.00 _2 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 .00 1.30 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0 .00 0.00 0.00 0.00 0 .00 -1.30 0.00 0.00 0.00 0 0.00 16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0 0.00 17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -0.65 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.30 0.00 0.00 0.00 0 0.00 20 0.00 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 21 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 0.00 22 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 0.00 23 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 24 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 25 0.90 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 26 0.90 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 27 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 28 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 29 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 30 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 * (25)DESIGN LOADS: * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind 1- -Wind_2- Long_Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 0 * AUXILARY LOADS: Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff . 0 * (27)ADDITIONAL LOADS: (F-k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Cc D11 D12 -Dist 0 * FLOOR BEAMS: * y No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (29)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 * (30)CRANE BRACKET: *Crane BayId Crane Crane Beam ----Offset---- ---Bracket---- Col_Sup Load *No Id Lt Rt Type Height Depth Left Right Type Select L R (k ) 0 * (31)FRAME LINES: * No *Line Frame_Line—id 1 1 * (32)DESIGN PLATES: *No. ---Plate'- --Plate Size- Bolt Bolt ---Top---- -Bottom-- *Pit Type Id Width Thick Dia Gage Row Space Row Space 0 * (33)SPECIAL FAB DATA * No. Piece Piece *PiRce Id Key 14310 Rigid Frame Design Code 12/ 2/03 11:55am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - Seismic Coef - 0.56 14310 Base Plate and Anchor Bolt Design 12/ 2/03 11:55am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Weak --Column_Base-- Max_Reactions(k ) Axis --Plate_Size(in) -- --Bolts (A36 ) - Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- --- ----- ----- ----- ----- ---- ----- ------ ----- --- ----- ---- T-9* P. 9.5 25.7 -3 .7 -12.3 0.0 6.0 9.50 0.500 2 0.750 4.00 1 t P 9.5 25.7 -3 .2 12 .3 0.0 6.0 9.50 0.500 2 0.750 4.00 WELDS: ----Outside—Flange--- ----Inside—Flange---- ---------Web--------- Base Shear(k/in ) Shear(k/in ) Shear(k/in ) -�_.._...-_ ..b.... Id. Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 F1 0.37 2.78 0.188 F1 0.37 2.78 0.188 ' F 0.68 2.78 it 0.188 F1 0.32 2 .78 0.188 F1 0.32 2 .78 0.188 F 0.68 2 .78 14310 Bolted-End-Plate Design 12/ 2/03 11:55am 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 PEE 1- 2 19.00 6.0 0.500 Top 1 14 20 78 2 0.750 3 .00 3.00 Bot 2x -2 -4 18 2 0.750 3 .00 3 .00 2 -EE 2- 3 10.03 6.0 0.500 Top 14x -4 1 5 2 0.750 3 .00 3 .00 Bot 1 12 0 35 2 0.750 3 .00 3 .00 3 PEE 3- 4 19.00 6.0 0.500 Top 1 14 -20 78 2 0.750 3 .00 3.00 Dot 3x -2 4 18 2 0.750 3 .00 3 .00 x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: ----Outside-Flange--- ----Inside-Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- L 0.250 F 3 .60 3 .71 0.250 F 0.58 3 .71 0.188 F 0.52 2.78 R 0.250 F 3 .37 3.71 0.250 F 0.58 3 .71 0.188 F 0.52 2.78 2 L 0.250 F 0.33 -3.71 0.250 F 3.35 3 .71 0.188 F 0.03 2.78 2 R 0.250 F 0.33 3 .71 0.250 F 3 .35 3 .71 0.188 F 0.03 2.78 3 L 0.250 F 3 .37 3 .71 0.250 F 0.58 3 .71 0.188 F 0.52 2.78 3 R 0.250 F 3 .60 3 .71 0.250 F 0.58 3 .71 0.188 F 0.52 2.78 14310 Stiffener Report 12/ 2/03 11:55am Stiff -Plate Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.250 26.00 1 61.2 65.5 0.93 Right Col 1 3.00 0.250 26.00 1 61.2 65.5 0.93 Stiffener Yield = 55.0 ksi ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 14310 Flange Brace Report 12/ 2/03 11:55am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Flange Brace Yield= 36.0 ksi I" -nge Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange Braces ---- ----- ------------- 1 0 2 2 Locate: 4 6 Sides : 1 1 Part L15X1/8 L15X1/8 WebDep: 13 .94 10.44 BrcDst: 12 .00 12 .00 Force 0.09 0.10 BrcUC 0.09 0.11 ConUC 0.05 0.05 3 2 Locate: 1 3 Sides 1 1 Part L15X1/8 L15X1/8 WebDep: 10.44 13 .94 BrcDst: 12 .00 12 .00 Force 0.08 0.07 BrcUC 0.08 0.07 ConUC 0 .04 0 .04 4 0 14310 Weld Report: Web To Flange 12/ 2/03 11:55am ----Max_Weld_Shear----- -------Weld_Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- ------- ------ ------- ----- ------- ---- ---- 1 1 1 1 0.95 0.188 2.78 F 1 2 4 1 0.69 0.188 2 .78 F 1 3 3 11 1 0.69 0.188 2.78 F 1 4 4 14 1 0.95 0.188 2.78 F 1 14310 Special Segment Report 12/ 2/03 11:55am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.149 ( 0.149) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.149 ( 0.149) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) lY��J Design Summary Report 12/ 2/03 11:55am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRAME: Id = 1 Type = RF Line Id= 1 MEMBERS: P Segl Flange lWeb_Depthl Plate_Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 10.0 5.0 9.0 26.0 0.149 0.250 0.250 3 1 0.98 3 1 0.52 3 1 1.00 2 2 12.3 5.0 19.0 10.0 0.188 0.250 0.250 4 1 0.68 7 1 0.85 4 1 0.92 3 3 12.3 5.0 10.0 19.0 0.188 0.250 0.250 11 1 0.68 8 1 0.85 11 1 0.92 4 4 10.0 5.0 26.0 9.0 0.149 0.250 0.250 12 1 0.98 12 1 0.52 12 1 1.00 LOAD COMBINATIONS: 1 - DL+CO+LL WEIGHTS: Member 1 2 3 4 ---------- ---- ---- ---- ---- Weight (lb) 187 218 218 187 Total Weight (lb) : Frame Members = 810 Interior Col. = 0 Conn. Plates = ill Base Plates = 16 Trans Stiff = 0 938 11 TIONS: (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 12.31 25.69 0.00 0.00 -12.31 25.69 0.00 0.00 2 -3 .21 -4.32 0 .00 0.00 -0.79 -1.62 0.00 0.00 3 0.79 -1.62 0.00 0.00 3 .21 -4.32 0.00 0.00 4 10.33 22.69 0.00 0.00 -12.34 24.04 0.00 0.00 5 12.34 24.04 0.00 0.00 -10.33 22.69 0.00 0.00 6 2.66 7.87 0.00 0.00 -6.67 10.57 0.00 0.00 7 6.67 10.57 0.00 0.00 -2.66 7.87 0.00 0.00 8 -3 .04 -2.14 0.00 0.00 -0.92 0.54 0.00 0.00 9 0.92 0.54 0.00 0.00 3 .04 -2.14 0.00 0.00 10 10.42 23 .78 0.00 0.00 -12 .40 25.12 0.00 0.00 11 12.40 25.12 0.00 0.00 -10.42 23 .78 0.00 0.00 12 2.84 10.04 0.00 0.00 -6.80 12.72 0.00 0.00 13 - 6.80 12 .72 0.00 0.00 -2.84 10.04 0.00 0.00 14 -0.64 -4.96 0.00 0.00 0.91 -3 .44 0.00 0.00 15 -0.64 -4.96 0.00 0.00 0.91 -3.44 0.00 0.00 16 11.62 22.37 0.00 0.00 -11.48 23 .13 0.00 0.00 17 11.62 22.37 0.00 0.00 -11.48 23 .13 0.00 0.00 18 5.23 7.22 0.00 0.00 -4.96 8.75 0.00 0.00 19 5.23 7.22 0.00 0.00 -4.96 8.75 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 -0.56 -0.37 0.00 0.00 -0.56 0.37 0.00 0.00 22 0.56 0.37 0.00 0.00 0.56 -0.37 0.00 0.00 23 0.14 1.23 0.00 0.00 -1.26 1.98 0.00 0.00 24 1.26 1.98 0.00 0.00 -0.14 1.23 0.00 0 .00 25 0.66 1.52 0.00 0.00 -0.66 1.52 0.00 0.00 26 0.66 1.52 0.00 0.00 -0.66 1.52 0.00 0.00 27 2.67 6.50 0.00 0.00 -3 .79 7.25 0.00 0.00 28 3 .79 7.25 0.00 0.00 -2 .67 6.50 0.00 0.00 29 3 .19 6.79 0.00 0.00 -3 .19 6.79 0.00 0.00 30 3.19 6.79 0.00 0.00- -3 .19 6.79 0.00 0 .00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.08 0.08 -0.82 2 0.13 0.11 0 .10 3 -0.11 -0.13 0.10 4 -0 .01 0.13 -0.75 5 -0.13 0.01 -0.75 6 0.09 0.15 -0.30 7 -0.15 -0.09 -0.30 8 0.12 0.11 0.05 9 -0.11 -0.12 0.05 10 -0.01 0.13 -0 .78 11 -0.13 0.01 -0.78 12 0.09 0.15 -0.35 13 -0.15 -0.09 -0.35 14 -0.04 -0.06 0.12 15 -0.04 -0.06 0.12 16 -0.09 0.05 -0.74 17 -0.09 0.05 -0.74 18 -0.08 -0.02 -0.28 19 -0.08 -0.02 -0 .28 20 0.00 0.00 0.00 21 0.06 0.06 -0.01 22 -0.06 -0.06 0.01 23 0.06 0.07 -0.05 -0.07 -0.06 -0.05 0.00 0.00 -0.04 26 0.00 0.00 -0.04 27 0.04 0.08 -0.22 28 -0.08 -0.04 -0.22 29 -0.02 0.02 -0.21 30 -0.02 0.02 -0.21 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 1578 1578 438 2 945 1083 3585 3 1083 945 3585 4 11630 929 480 5 929 11630 480 6 1324 815 1211 7 815 1324 1211 8 983 1066 6908 9 1066 983 6908 10 9361 922 464 11 922 9361 464 12 1401 806 1027 in 806 1401 1027 2929 2081 2961 2929 2081 2961 16 1272 2668 487 17 1272 2668 487 18 1552 5631 1298 19 1552 5631 1298 20 99999 99999 30000 21 1862 1862 31349 22 1862 1862 31349 23 1993 1746 6819 1747 1993 6819 29848 29848 8267 26 29848 29848 8267 27 2693 1422 1671 28 1422 2693 1671 29 6098 6098 1694 30 6098 6098 1694 Max Live Vertical = -0.76, Span/Deflection = 474. (Limit= 180. ) Max Total Vertical = -0.82, Span/Deflection = 439. (Limit= 120. ) Max Horizontal Drift= 0.15, Eave Height/Drift= 806. (Limit= 60. ) P-DELTA CHECK: -------------- ---------Design_Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ---- ------ ------- ------- ---- ----- ----- Left Column: 23 1.08 0.46 0.060 4.00 0.003 0.100 Right Column: 24 1.08 -0.46 -0.060 4.00 0.003 0.100 1 0 Rigid Frame Clearances 12/ 2/03 11:55am ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 8107-05" (X= 2110-0911, Y= 8'07-0511) Right Col 8107-05" (X= 27101-0711, Y= 8'07-0511) Midspan 10104-07" (X= 15100-0011, Y= 10' 04-07") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 24102-14" (X1= 2110-0911, X2= 27'01-07") 14310 Rigid Frame Design Warnings 12 2 03 11:55af11 � No Warnings=====_________________________________====�a`� �r��' „��, � gq *; 0 Rigid Frame Design Input Echo 12/ 1/03 10:06am * (1)JOBID: '14310 ' * (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 2 'RFE' 5.00 25.00 7 'P' 'P' 1.00 * (3)ANALYSIS OPTIONS: *Plate Depth Frame Column_Dep_Opt(in) Rafter_Dep_Opt (in) Web-Stiffener P * Opt Opt Sym Typ Min Max Typ Min Max Use Ratio Side Delta 'N' 'N' 'S' IT ' 9.00 68 .00 IT ' 10.00 68.00 'N' 0.00 'Y ' 'S' * (4)DESIGN CODE: * *Design ---Steel-Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS ' 'AISI96' 'AISC89 ' ' ---- ' 'IBC ' 100 ' ' - ' * (5)DESIGN CONSTANTS: Wind * -----------Steel_Yield(ksi ) ----------- ----Stress_Ratio---- Strength * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Factor 50.0 55.0 50.0 42.0 46.0 55.0 55.0 1.00 1.00 1.00 1.00 1.3333 * EFLECTION LIMITS: * Total Weak * Horz Vert Vert Axis 60.0 180.0 120.0 60.0 * (7)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 III IYI iYi lyl TY1 IN' IN' TY1 iNi IN' INI IN' * (8)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 11.0000 8.000 15.0000 12.2500 12.000 30.0000 11.0000 12.000 30.0000 0.0000 8.000 * (9)MEMBER DEPTHS: * Surf Member --Depth(in) -- No. Interior_Depths o � * Id Size Start End Dep Loc. (ft) Depth(in) 1 9.000 26.000 0 j'G y � t� 2 ' -------- ' 19.000 10.000 0 17.11, 14 3 ' -------- ' 10.000 19.000 0 4 ' -------- ' 26.000 9.000 0 * ""MEMBER SPLICES: * urf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 ' -EE' 4 1 0.0000 'PEE' * (11)SEGMENT PLATES: * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I .S.Flg 1 1 1 0.0000 5.00 0.1490 0.2500 0.2500 2 1 2 0.0000 5.00 0.1875 0.2500 0.2500 3 1 3 0.0000 5.00 0.1875 0.2500 0.2500 4 1 4 0.0000 5.00 0.1490 0.2500 0.2500 * (12) INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 * (13)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 * (14)BASE ELEVATION: * Elev 0.00 Left Column 0.00 Right Column * (15)WALL GIRTS: *Surf Girt Girt Girt Girt No. * Id Type Depth Project Lap Girt Location(ft) 1 1ZB' 8.00 0.00 1.000 ' 2 3 .750 7.417 A 1ZB' 8.00 0.00 1.000 2 3.750 7.417 * ,__,ROOF PURLINS: *Surf Purl Purl Purl Purl No. Peak Set_Of -Set_Space- * Id Type Depth Project Lap Purlin Space Space Space No. 2 'ZB' 12.00 0.00 0.000 6 0.750 0 3 'ZB' 12.00 0.00 0.000 6 0.750 0 * (17)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 * (18)SIDEWALL EXTENSIONS: *Surf No Ext -------Extension-Size------- ----Facia Size---- Load * Id Ext Id Type Elev Width Slope Elev Height Slope Width 1 0 4 0 * (19)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia-Wind *Id psf psf psf Left Right Left Right Left Right * (20)BASIC LOADS: * Basic Wind * ^--d Live Snow Collat Wind Load * psf psf psf psf Ratio o .Y2 20.00 63 .00 1.00 12.34 1.00 * (21)BASIC LOADS AT EAVE: * -Seismic- --Weak Axis- --Torsion-- -EW_Brace-- * Load Coef L_Col R_Col Wind Seis Wind Seis * k k k k k k k 0.56 0.56 0.0.0 0.00 0.00 0.00 0.00 0.00 * (22)WIND COEFFICIENTS: * f --Wind_1--- --Wind_2--- Long_Wind_1 Surface * _ Left Right Left Right Lt Rt Friction 1 0.33 -0.62 0.77 -0.17 -0.66 -0.66 0.00 2 -0.96 -0.59 -0.60 -0.23 -1.25 -0.71 0.00 3 -0.59 -0.96 -0.23 -0.60 -0 .71 -1.25 0.00 4 -0 .62 0.33 -0.17 0.77 -0.66 -0.66 0.00 * (23)LONGITUDINAL BRACING LOADS: * * ----Wind----- ---Seismic--- * Horiz Vert Horiz Vert 0.00 0.00 0.00 0.00 Left Column 0.00 0.00 0.00 0.00 Right Column * (24)DESIGN LOADS: * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind 1- -Wind-2- Long-Wind -Seismic-- Aux Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 30 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 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 .00 0 .00 0.00 0 0.00 3 1.00 0.00 0.00 0 .00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 6 1.00 1.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 1.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0 .00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 0.00 1-0 1.00 1.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0 0.00 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0 0.00 _2 1.00 1.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0 0.00 14 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 0.00 15 1.00 0.00 0.00 0 .00 0.00 0.00 0.00 0.00 -1.30 0.00 0,.00 0.00 0 0.00 16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0 0.00 17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -0.65 0.00 0.00 0.00 0 0.00 18 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 -1.30 0.00 0.00 0.00 0 0.00 20 0.00 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 21 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 0.00 22 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 0.00 23 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 24 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 25 0.90 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 26 0.90 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 27 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 28 1.05 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 29 1.00 1.00 0.20 0.00 0.00, 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 30 1.00 1.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0.00 0 0.00 * (25)DESIGN LOADS: * --------------------Load_Coefficients------------------- *Load Live/ Live -Wind 1- -Wind_2- Long_Wind -Seismic-- Aux_Load *No Id Dead Coll Snow Right Lt Rt Lt Rt Lt Rt Long Tran Id Coeff 0 * 1 kUXILARY LOADS: *ham. Aux Aux No._Add Add-Comb *Aux Id Name Loads Id Coeff 0 * (27)ADDITIONAL LOADS: (F-k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Cc D11 D12 -Dist 0 * FLOOR BEAMS: * y No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 * (29)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 * (30)CRANE BRACKET: *Crane BayId Crane Crane Beam ----Offset---- ---Bracket---- Col_Sup Load *No Id Lt Rt Type Height Depth Left Right Type Select L R (k ) 0 * (31)FRAME LINES: * No *Line Frame_Line—Id 1 2 * (32)DESIGN PLATES: *No. ---Plate-- --Plate Size- Bolt Bolt ---Top-----" -Bottom-- *Pit Type Id Width Thick Dia Gage Row Space Row Space 0 * (33)SPECIAL FAB DATA * No. Piece Piece *Piece Id Key 14310 Rigid Frame Design Code 12/ 2/03 11:55am STRUCTURAL CODE: Design Basis - WS Hot Rolled Steel - AISC89 Cold Formed Steel - AISI96 BUILDING CODE: Wind Code - IBC Year - 00 Seismic Zone - - Seismic Coef - 0.56 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 14310 Base Plate and Anchor Bolt Design 12/ 2/03 11:55am Weak --Column_Base-- Max_Reactions(k ) Axis --Plate_Size(in) -- --Bolts(A36 ) - Loc. Typ Depth Comp Tens Shear Tens Width Length Thick Row Diam Gage ----- --- ----- ----- ----- ----- ---- ----- ------ ----- --- ----- ---- I^F} P 9.5 25.7 -3 .7 -12.3 0.0 6.0 9.50 0.500 2 0.750 4.00 F P 9.5 25.7 -3 .2 12.3 0.0 6.0 9.50 0.500 2 0.750 4.00 WELDS: ----Outside_Flange--- ----Inside—Flange---- ---------Web--------- Base Shear(k/in ) Shear(k/in ) Shear(k/in ) Id Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow ----- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- Left 0.188 F1 0.37 2.78 0.188 F1 0.37 2.78 0.188 F 0.68 2.78 it 0.188 F1 0.32 2.78 0.188 F1 0.32 2.78 0.188 F 0.68 2.78 14310 Bolted-End-Plate Design 12/ 2/03 11:55am 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 PEE 1- 2 19.00 6.0 0.500 Top 1 14 20 78 2 0.750 3 .00 3 .00 Bot 2x -2 -4 18 2 0.750 3 .00 3 .00 2 -EE 2- 3 10.03 6.0 0.500 Top 14x -4 1 5 2 0.750 3 .00 3.00 Bot 1 12 0 35 2 0.750 3.00 3 .00 3 PEE 3- 4 19.00 6.0 0.500 Top 1 14 -20 78 2 0.750 3 .00 3 .00 Bot 3x -2 4 18 2 0.750 3 .00 3 .00 x Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: ----Outside-Flange--- ----Inside-Flange---- ---------Web--------- Splice Shear(k/in ) Shear(k/in ) Shear(k/iri ) Id Side Size Typ Calc Allow Size Typ Calc Allow Size Typ Calc Allow -- ---- ----- --- ----- ----- ----- --- ----- ----- ----- --- ----- ----- L 0.250 F 3 .60 3 .71 0.250 F 0.58 3 .71 0 .188 F 0.52 2.78 R 0.250 F 3 .37 3 .71 0.250 F 0.58 3 .71 0.188 F 0.52 2 .78 2 L 0.250 F 0.33 3 .71 0.250 F' 3 .35 3 .71 0.188 F 0.03 2.78 2 R 0.250 F 0.33 3 .71 0.250 F 3 .35 3 .71 0.188 F 0.03 2.78 3 L 0 .250 F 3.37 3 .71 0.250 F 0.58 3 .71 0 .188 F 0.52 2.78 3 R 0.250 F 3 .60 3 .71 0.250 F 0.58 3 .71 0.188 F 0.52 2 .78 14310 Stiffener Report 12/ 2/03 11:55am Stiff -Plate Size- Web Load -----Force(k ) ---- Location No. Width Thick Length Id Calc Allow UC ---------- --- ----- ----- ------ ---- ----- ----- ---- Left Col 1 3.00 0.250 26.00 1 61.2 65.5 0.93 Right Col 1 3 .00 0.250 26.00 1 61.2 65.5 0.93 Stiffener Yield = 55.0 ksi 14310 Flange Brace Report 12/ 2/03 11:55am Flange Brace Yield= 36.0 ksi �' -nge Brace Bolt = 0.500 (A307 ) Surf No. Id Brace Flange-Braces ---- ----- ------------- 1 0 2 2 Locate: 4 6 Sides : 1 1 Part L15X1/8 L15X1/8 WebDep: 13 .94 10.44 BrcDst: 12 .00 12 .00 Force 0.09 0.10 BrcUC 0.09 0.11 ConUC : 0.05 0.05 3 2 Locate: 1 3 Sides : 1 1 Part L15X1/8 L15X1/8 WebDep: 10.44 13 .94 BrcDst: 12.00 12.00 Force 0.08 0.07 BrcUC 0.08 0.07 ConUC 0.04 0.04 4 0 14310 Weld Report: Web To Flange 12/ 2/03 11:55am ----Max_Weld_Shear----- -------Weld_Provided------ Member Segment Section Load Shear Size Shear No. Id Id Id Id (k/in ) (in) (k/in ) Type Side ------ ------- ------- ------ ------- ----- ------- ---- ---- 1 1 1 1 0.95 0.188 2.78 F 1 2 2 4 1 0.69 0.188 2.78 F 1 3 3 11 1 0.69 0.188 2.78 F 1 4 4 14 1 0.95 0.188 2 .78 F 1 14310 Special Segment Report 12/ 2/03 11:55am TOP OF LEFT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.149 ( 0.149) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) TOP OF RIGHT COLUMN: ----------------------------- Reqd Initial Web Thick= 0.149 ( 0.149) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) its10 Design Summary Report 12/ 2/03 11:55am ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRAME: Id = 2 Type = RF Line Id= 2 MEMBERS: ] Segj Flange 1Web_Depthl Plate_Thickness I Max_UCV I Max_UCO Max_UCI Id Id I Len WidjStrt Endl Web O-flg I-flgjId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ----- ----- ----- -- -- ---- -- -- ---- -- -- ---- 1 1 10 .0 5.0 9.0 26.0 0.149 0.250 0.250 3 1 0.98 3 1 0.52 3 1 1.00 2 2 12.3 5.0 19.0 10.0 0.188 0.250 0.250 4 1 0.68 7 1 0.85 4 1 0.92 3 3 12.3 5.0 10.0 19.0 0.188 0.250 0.250 11 1 0 .68 8 1 0.85 11 1 0.92 4 4 10.0 5.0 26.0 9.0 0 .149 0.250 0.250 12 1 0.98 12 1 0.52 12 1 1.00 LOAD COMBINATIONS: 1 - DL+CO+LL WEIGHTS: Member 1 2 3 4 ---------- ---- ---- ---- ---- Weight (lb) 187 218 218 187 Total Weight (lb) : Frame Members = 810 Interior Col. = 0 Conn. Plates = ill Base Plates = 16 Trans Stiff = 0 938 F TIONS: (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 12.31 25.69 0.00 0.00 -12.31 25.69 0.00 0.00 2 -3 .21 -4.32 0.00 0.00 -0.79 -1.62 0.00 0.00 3 0.79 -1.62 0 .00 0.00 3.21 -4.32 0.00 0.00 4 10.33 22.69 0.00 0.00 -12.34 24.04 0.00 0.00 5 12.34 24.04 0.00 0.00 -10.33 22.69 0.00 0.00 6 2.66 7.87 0.00 0.00 -6.67 10.57 0.00 0.00 7 6.67 10.57 0.00 0.00 -2.66 7.87 0.00 0.00 8 -3.04 -2.14 0.00 0.00 -0.92 0 .54 0.00 0.00 9 0.92 0.54 0.00 0.00 3 .04 -2.14 0.00 0.00 10 10.42 23 .78 0.00 0.00 -12.40 25.12 0.00 0.00 11 12.40 25.12 0.00 0.00 -10.42 23 .78 0.00 0.00 12 2.84 10.04 0.00 0.00 -6.80 12 .72 0.00 0.00 13 6.80 12.72 0.00 0.00 -2.84 10 .04 0.00 0.00 14 -0.64 -4.96 0.00 0.00 0.91 -3 .44 0.00 0.00 15 -0.64 -4.96 0.00 0.00 0.91 -3 .44 0.00 0.00 16 11.62 22.37 0.00 0.00 -11.48 23 .13 0.00 0.00 17 11.62 22.37 0.00 0.00 -11.48 23 .13 0.00 0.00 18 5.23 7.22 0.00 0.00 -4.96 8.75 0.00 0.00 19 5.23 7.22 0 .100 0.00 -4.96 8.75 0.00 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 -0.56 -0.37 0.00 0.00 -0.56 0 .37 0.00 0.00 22 0.56 0.37 0.00 0.00 0.56 -0 .37 0.00 0.00 23 0.14 1.23 0.00 0.00 -1.26 1.98 0.00 0.00 24 1.26 1.98 0 .00 0.00 -0.14 1.23 0.00 0.00 25 0.66 1.52 0 .00 0.00 -0.66 1.52 0.00 0.00 26 0.66 1.52 0.00 0.00 -0.66 1.52 0 .00 0.00 27 2.67 6.50 0.00 0.00 -3 .79 7.25 0.00 0.00 28 3 .79 7.25 0.00 0.00 -2.67 6.50 0.00 0.00 29 3.19 6.79 0.00 0.00 -3 .19 6.79 0.00 0.00 30 3 .19 6.79 0.00 0.00 -3.19 6.79 0.00 0.00 _... _. rugs o DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.08 0.08 -0.82 2 0.13 0.11 0.10 3 -0.11 -0.13 0.10 4 -0.01 0.13 -0.75 5 -0.13 0.01 -0.75 6 0.09 0.15 -0.30 7 -0.15 -0.09 -0.30 8 0.12 0.11 0.05 9 -0.11 -0 .12 0.05 10 -0.01 0.13 -0.78 11 -0.13 0.01 -0.78 12 0.09 0.15 -0.35 13 -0.15 -0.09 -0.35 14 -0.04 -0.06 0.12 15 -0.04 -0.06 0.12 16 -0.09 0.05 -0.74 17 -0.09 0.05 -0.74 18 -0.08 -0.02 -0.28 19 -0.08 -0.02 -0.28 20 0.00 0.00 0.00 21 0.06 0.06 -0.01 22 -0.06 -0.06 0.01 23 0.06 0.07 -0.05 -0.07 -0.06 -0.05 0.00 0.00 -0.04 26 0.00 0.00 -0.04 27 0.04 0.08 -0.22 28 -0.08 -0.04 -0.22 29 -0.02 0.02 -0.21 30 -0.02 0.02 -0.21 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 1578 1578 438 2 945 1083 3585 3 1083 945 3585 4 11630 929 480 5 929 11630 480 6 1324 815 1211 7 815 1324 1211 8 983 1066 6908 9 1066 983 6908 10 9361 922 464 11 922 9361 464 12 1401 806 1027 10 806 1401 1027 2929 2081 2961 -LZ) 2929 2081 2961 16 1272 2668 487 17 1272 2668 487 18 1552 5631 1298 19 1552 5631 1298 20 99999 99999 30000 21 1862 1862 31349 22 1862 1862 31349 23 1993 1746 6819 1747 1993 6819 29848 29848 8267 26 29848 29848 8267 27 2693 1422 1671 28 1422 2693 1671 29 6098 6098 1694 30 6098 6098 1694 Max Live Vertical = -0.76, Span/Deflection = 474. . (Limit= 180. ) Max Total Vertical = -0.82, Span/Deflection = 439: (Limit= 120. ) Max Horizontal Drift= 0.15, Eave Height/Drift= 806. (Limit= 60. ) P-DELTA CHECK: -------------- ---------Design Load---------- Load P,Axial Moment Deflect Stability_Coeff Id k f-k in Cd Calc Limit ---- ------ ------- ------- ---- ----- ----- Left Column: 23 1.08 0.46 0.060 4.00 0.003 0.100 Right Column: 24 1.08 -0.46 -0.060 4.00 0.003 0.100 ] 0 Rigid Frame Clearances 12/ 2/03 11:55am VERTICAL CLEARANCE: ------------------ Left Col 8107-05" (X= 2110-0911, Y= 8 '07-05") Right Col 8107-05" (X= 27101-0711, Y= 8'07-0511) Midspan 10104-07" (X= 15100-0011, Y= 10'04-07") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 24102-14" (X1= 2110-0911, X2= 27' 01-07") w- cr 14310 Rigid Frame Design Warnings 12/ 2/03 11• a'nr No Warnings �C &A ' a 4w .-Ell 14310 Design Warning Summary 12/ 2/03 11:55am DESIGN CONTROL ------------------------------------------------------------ LEFT ENDWALL ------------------------------------------------------------ No Warnings FRONT SIDEWALL ------------------------------------------------------------ No Warnings RIGHT ENDWALL ------------------------------------------------------------ . . No Warnings BACK SIDEWALL ------------------------------------------------------------ No Warnings l -------------------------------------------------------- No Warnings COMPONENT ------------------------------------------------------------ No Warnings . . . PARTITION WALL ------------------------------------------------------------ . . No Warnings SOLDIER DESIGN ------------------------------------------------------------ No Warnings RIGID FRAME #1------------------------------------------------------------ '```'�°,, vy'r No Warnings RIGID FRAME #2 -------------------------------------------------------- No Warnings f3 . 4 29-� Engineering Design Checklist Revised 11/03/2003 Page l'of 4 Purpose The purpose of this checklist is to provide the Designer(s)with a summary of various design items in need of verification under the listed conditions.The Designer shall use this checklist to ensure that the design adequately addresses all such items. F.O. tuber: 14310 C.O. Number: Engineer's Initials: ESN (if applicable) El'Building Input Check deflection requirements based on other building Standard Special materials. If roof insulation is greater than 6"thick,ask Purchasing to, provide thickness above purlins for proper sizing of the SSR /A ❑ Complete clip. Dur' input of a building use the appropriate accessories. ❑N/A Complete Seismic Calculations Where other building material is used on the walls and is supported by the building,include the contribution of this N/A ❑Complete _ material in the seismic calculations. Seismic Performance/Design Category for r etions page. ❑A ❑B 2-C El D ❑E ❑F ❑ Standing Seam Roof N/A Compare roof loading with allowable load tables. ❑N/A ❑Complete Check the capacity of the roofing system to resist purlin roll. ❑N/A ❑Complete For eave extensions with bracing,verify that bracing is used El N/A Complete and just'to match the roof. Through-Fastened Roof ❑ NIA Verify through fastening requirements for purlin bracing. ❑N/A Complete Compare roof loading with allowable load tables. ❑N/A Co Check the capacity of the roofing system to resist purlin roll. ❑N/A !� Complete For eave extensions with bracing,verify that bracing is used and adjust to match the roof. ®N/A ❑Complete Engineering Design Checklist Revised 11/03/20,03 Page 2 of 4 Fully-Sheeted with R Panel, Reversed Rolled R Panel, or A Panel Verify through fastening requirements for girt bracing. ❑N/A �Comple Check axial capacity of wall panel to support the eave strut. ❑N/A Complete- " ;p6a"r'e wall,panel loading with allowable load tables. ❑N/A Complete Ef Eave Struts Design eave struts for axial loading. ❑N/A 216omplete Design eave struts for axial plus bending when no support is N/A present from the wall panel. ❑Complete Change eaye struts to 13 gage when in bays greater than or /A AI ❑Complete equ 25 feet and the wall is open to remain open. E:T Framed Openings - If windows and/or doors supplied by Corle have been N/A Complete ordered,inform Purchasing when wall has 10"or 12"girts. ' If walk doors,by Corle,have been ordered,inform N/A El complete Purchasing when girt is at an elevation other than T-5". For field-located wall openings,check girts for worst-case opening location(s). ❑N/A ¢�.. ❑Complete For field-located wall openings,if panel shear is used as N/A bracing compare actual panel shear values with allowable calculated values and instruct the drafting department to Adjusted Values: FSW BSW fti adjust the panel shear reactions on the reactions page. LEW REW Avoid jamb-to-eave strut framed openings.If possible run jambs to girt but maintain minimum of 13"from top of �A opening to center of girt and 2'-0"from center of girt to ❑.Complete bottom of eave strut. If jamb-to-eave strut is necessary,check the diaphragm shear capacity of the roof and add blocking;or design a member to /A ❑Complete resist the lateral load. If jamb-to-eave strut is necessary,in Dt_Angle on line 142,adjust blocking size to the correct purlin depth. /A ❑Complete If jamb-to-eave strut is necessary and the eave strut is not �/Asupported by panel,check the door jambs for axial load. ❑Complete n �` a Engineering Design Checklist Revised 11/03/2003 Page 3 of 4 Ef Bracing Check minimum cable angle for roof bracing. N/A ❑_Complete If cable bracing is present in the roof,design clips. N/A ❑Complete If sidewall bracing is present in an end bay with a bearing frame endwall,add the vertical and horizontal reactions from N/A ❑ Complete wind and seismic to the comer column as additional loads. If a bearing frame endwall is braced by an rigid frame,check /A the roof bracing and add additional loads to the rigid frame. ES< ❑Complete If the wall has stacked cable bracing,design strut and clips. �IA ❑Complete If wind columns are required,instruct Drafting to replace the term"AB Vert"with"Vertical per AB"on the reactions page 5NIA ❑Complete and adjust reaction. eneral Verify actual roof dead load.If the actual is greater than the Panel Panel D.L. Purlin D.L. Total D.L. default,make the change in Design Control and all design R26 0.93 + Z.1-1 C, files. R24 1.19 + — — S4-2 L4- 1.20 + _ D.L.Modified ❑D.L.Ade .uate @ 2.25 psf Check webs of members for stiffener requirements at concentrated forces. ❑N/A Complete Check the adequacy of the ECFJ clip based on applied forces. N/A ❑Complete Check endwall comer columns for bending when no support N/A is present from girts and sheeting on one or both walls ❑Complete Maintain a minimum 10"column depth for bypass expandable endwall columns with 8"girts. El N/A ffComplete Check columns with framed openings located nearby for possible elimination of flange braces. N/A ❑ Complete Check load width of components acting as the center support ❑N/A ❑Complete for any two-span condition. Check flange area reduction for bolt holes in tension flanges. ❑ Complete lete p Check light panel capacity and adjust girt spacing if necessary.Deduct light panels from diaphragm length. N/A ❑ Complete If a wall has the columns at different elevations adjust the column elevations in the design and/or detailing files. /A El Complete 12 �� fl Am Engineering Design Checklist LOKLM� 4 Revised 11/03/2003 Page 4 of 4 Rigid Frames ❑ N/A Adjust the rigid frame longitudinal wind coefficients in each /A of the building's rigid frame files. ❑Complete Obtain from MBS®rigid frame file(s)the vertical and RF-1 Frame Line(s): transverse reactions from longitudinal wind case and provide Column H1. orizontal Vertical information to drafting personnel for addition to reactions page.Do not include the bracing forces in these reactions. BSW ! . The correct load case description is"LnWndL."After the FSW , �`� a� Designer has generated and recorded this information,delete Int Col 1 the load combination that has only longitudinal wind and re- Int C execute the design.This is critical in order to avoid distorted uplift values. Completed Re-execution RF-2 Frame Line(s): RF-3 Frame Line(s): Column Horizontal Vertical Column Horizontal ertical a BSW `6, 1Z. BSW FSW �, � '�,�t FSW Int Col 1 �'" Int Col 1 Int C Int Co Completed Re-execution `+ Completed Re-execution �= RF-4 Frame Line(s): RF-5 Frame Line(s): " Column Horizontal ertical Column Horizontal '`-Vertical BSW BSW FSW FSW Int Col 1 Int Col 1 Int Col Int Cp12 ompleted Re-execution 0.Completed Re-execution Check rigid frame base plates for more than four %" ❑N/A Complete diameter anchor bolts. Revise rigid frame flanges to remove any width changes of more than two inches.If not revised check the end-plate ElN/A ®Co' �mplete. design using the width from MBS®. Check adequacy of the haunch web for shear. ❑N/A Complete Check the P-delta analysis by MBS®rigid frame file(s). ❑N/A ompl�ete Verify t -dequacy of the web-to-flange weld. ❑N/A Q omp'C lete Drawings - Check for building liner panel.If liner panel is ordered be N/A sure to make the drawing. ❑ Complete ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT 26 Gauge(Fy=80 KSI) Deflection Limit U120 SPAN TYPE LOAD TYPE SPAN-IN FEET 2.0 2.5 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 LIVE LOAD 137 109 91 75 57 45 _ 36 30 23 18 14 11 SINGLE WIND PRESSURE 182 146 121 100 76 55 40 30 23 18 14 11 WIND SUCTION 361 231 150 94 63 44 32 24 18 14 11 9 LIVE LOAD 114 91 76 65 57 50 43 35 30 25 22 19 2 SPANS WIND PRESSURE 152 121 101 86 76 67 57 47 40 34 29 25 WIND SUCTION 144 115 96 82 72 64 57 47 40 34 28 22 LIVE LOAD 129 103 86 �� 64 57 51 44 37 32 27 3 OR MORE SPANS WIND PRESSURE 173 138 11598 86 76 69 57 43 34 27 WIND SUCTION 163 130 1093 9$r, 81 72 61 46 35 27 22 SINGLE SPAN w/ LIVE LOAD 175 86 49 30 20 14 10 8 6 5 4 3 5"CANTILEVER WIND PRESSURE 175 86 49 30 20 14 10 8 6 5 4 3 AT ONE END WIND SUCTION 142 70 39 25 16 11 8 6 5 4 -3 2 SINGLE SPAN w/ LIVE LOAD 97 93 87 48 28 18 12 9 7 5 4 3 17"CANTILEVER I WIND PRESSURE 130 124 98 48 . 28 18 12 9 7 5 4 3 AT ONE END WIND SUCTION 152 152 79 39 23 15 10 7 5. 4 3 3 A"' "a xH , T�w_�.�7 777. ��_� .,rx�cu.... 777, 13.3 -17.8 ..Wall Panels 09.02 Panel Load Tables 240 Deflection.xls R-Panel 26 gage 80 ksi Printed 12/1/2003 9:25 AM Revised 01/17/2003 Page 1 of 1 r, Purchaser/Customer: Services Unlimited t Project Name: Glens Falls Concrete R FO Number: 14310 Haunch Panel Zone Date: 12/1/2003 Initials: ESN Location: User Input Moment at Haunch, M= -80.0 ft-kips Negative Moment results in outside flange tension Rafter Thrust, P = 14.00 kips Negative Thrust results in tension on the connection Roof Slope,s= 1.000:12 Weld Material, FEXX= 70 ksi Type of Haunch Splice= Perpendicular Yield Strength of Web, Fy,,,= 50 ksi Type of Rafter: Built-Up Welded-Plate Yield Strength of Stiffener, F,, = 55 ksi HRMS Designation: W8X10 Vres Vc e, Web Depth @ Connection, h= 19.00" 64 nd. Type of Column: Built-Up Welded-Plate e3 HRMS Designation: ,-� WS}1f3.x Vv 'rJ Web Depth Cam? Stiffener,do= 26.00" ac Web Thickness,t,,,c= 9-gage Outside Flange Size= 1/4"x 5" Cap Plate Size= 1/4"x 5" Analysis Web Shear Check Panel Width at Top of Column, a = 24.507" Panel Width at Column O.F., ac= 19.066" Panel Zone Shear,V= 43.526 k Column Shear,Vc = 29.923 k C = 0.4286 Cv= 0.4118 Applied shear stress,f = 11.920 ksi Applied shear stress,fv= 10.533 ksi Allowable shear stress, F = 12.683 ksi Allowable shear stress, F = 14.260 ksi Shear Unity Check= 0.94 Shear Unity Check= 0.74 Web O.K. No stiffeners required. Diagonal Stiffeners Diagonal length through haunch, Id= 31.009" Distance from outside face of flange to Excess column shear,Vc = 0.000 k web toe of fillet, k= 0.4375" Excess panel zone shear,V = 0.000 k Required stiffener area,Ast= --- Angle from cap plate to O.F., 01 = 85.24 deg Stiffener length, Ist= "-- Angle from diagonal to O.F., Oz= 56.98 deg Minimum stiffener width,wstmirt = Shear through haunch web,Vres= 0.000 k Actual stiffener width,wst= "-- Angle from resultant to O.F., 03= 0.00 deg Minimum stiffener thickness,tstmin = "-- Angle from resultant to diagonal, 04= 0.00 deg Actual stiffener thickness,tst= -- Shear along diagonal,Vdiag= 0.000 k Stiffener capacity, Pa= -- Summary Stiffener length, Ist= --- Stiffener width,wst= --- Stiffeners not required Stiffener thickness,tst= --- Design is for stiffeners on both sides of web. 14310 Haunch Panel Zone.xls Haunch Diagonal Stiffeners Last Printed 10/20/2004 7:25 AM Revised 02/20/2003 Page 1 of 1 Purlin Roll: Allowable Superimposed Uniform Roof Load Based on Stiffened Clips, Diaphragm Strength, and Diaphragm Stiffness (psf FO Number: 14310 Purchaser/Customer: Services Unlimited Description: Glens Falls Concrete Panel Type 'R Panel 26-gage Stiffened Clip L3x3x1/4 Roof Width,Eave to Peak(Horiz)= 15.00 ft .Number of Purlins=0 Roof Slope=r 1. //12 Span Condition/Frame Location Single End Frame Purlin Section L, : 12x25Z13 Purlin Section LZ:1 12x25Z13 Maximum No.Purlins Per Clip 22 Calculated Effective Panel Length.6 14.80 ft ,5='_Lookup .Purlin,l d= 12,.00' Purlin t b= 2.5625" Purlin 1 t 0 092 . Clip Mom Cap(Tens) 12.46 in kips Diaphragm Properties Values: Wgt of Clips/Slope 16.37 lb s :Values: Purlin 2�d= 12.00", 4 Purlin 2 b- 2.5625" Purlin,2 t= 0.092" Clip Mom Cap(Comps) 9.99 in-kips S.,= 68.85 plf Purlin Groupings: 1 group(s)of 6 Number of Angle Clips= 1 G'=17,740.00 Ibs/iin Lt L2 25.5 26.0 26.5 27.0 27.5 28.0 28.5 29.0 29.5 30.0 30.5 31.0 31.5 32.0 32.5 33.0 33.5 34.0 34.5 35.0 35.5 36.0 36.5 37.0 37.5 38.0 38.5 39.0 39.5 40.0 25.0 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 169.4 25.5 166.1 166.1 166.1 166.1 166.1' 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1 166.1' 166.1 166.1 166.1 166.1 166.1 26.0 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 162.9 26.5 159.8' 159.8' 159.8 159.8, 159.8 159.8 159.8 159:8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 •159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 159.8 27.0 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 .156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 156.8 27.5 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 154.0 28.0 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 151.2 28.5 148.6 148.6 148.6 148.6 148.6 148.6 .148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 .148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 148.6 29.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 146.0 -29.5a -143.5--143.5 143.5,�143.6 143.5 143:5 143.5 143;5 143.5 143.5 143.5 143.5 '143.5 143.5 143.5 ,143.5, 143.5 �143.5. 143.5 '143.5= 143.5 143.6 '143.5' 143.5 143.5 143.5 143.5 143.5 143.5 1'43.5 143.5 30.0 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 141.1 30.5 138.8 138.E 138.8 138.8 138.8 138.8, 138.8 138:8 138.8 138.8 138.8 '138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8' 138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8 138.8 31.0 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 136.6 31.5 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 134.4 32.0 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 132.3 32.5 130.3 130.3 130.3 130.3 130.3 136.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 :130.3 130.3 130.3 130.3 130.3 130.3 130.3 130.3 136.3 130.3 130.3 130.3 130.3 33.0 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 120.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 128.3 .128.3 128.3 128.3 128.3 128.3 33.5 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 126.4 34.0 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 124.5 34.5 1223 122.7 :122.7 -122J, 122.7 1221.7 122.7 122,7 122.7 122:7 122.7 122.7 122.7 ,122.7 122.7 122.7 122.7 -122.7 122.7''122.7 122.1 122.7 122.7 122.7 1227 122 7 122.7 122.7 122.7 122.7 122.7 35.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 121.0 35.5 119.3: 119.3 119.3 119.3 119.3 119.3 114.3' 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 119.3 1193 119.3 119.3 119.3 119.3 119.3 36.0 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 117.6 36.5 '116.0 116.0. 116.0 116.0 116;0 116.0, ,116.0 116.0 116.0 116.0 116;0 116.0 116.0 116.0 116.0 '-'116.0 116.0 116.0 '116.0 116.0 116.0 116.01 116.0 116.0 116.0 116.0 116.0 116.0 116.0 1-16.0 116.0 37.0 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 114.4 37.5 112.9 112.9 112.9 112.9 112.9 112.9 112.9 112.9 112.9 112.0 112.9 112.9 112.9 112.9 -112.9 '112.9 112.9 °112.9 112.9 112.9 112.9 112.9 112.9 112.9 112 9 112.9 112.9 112.9 112.9 112.9 112.9 38.0 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 111.4 38.5 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 110.0 [39.0 108.W08.6 08.6 108.6 108.6 108.6 108.6 108.6 108.6 108.6 108.6 108.E 108.6 108.6 108.6 106.6 .108.6 108.6 108.6 108.6 108.6 106.6 108.6 108.6 108.6 108.6 108.6 108.6 108.6 108.6 108.6 39.5 107. 07.2 107.2' 107.2 1072 107.2 107.2 107.2' 107.2 107.2 107.2 107.2 107.2 ]OT2 107.2 107.2 107.2' 167.2 107.2 1072 107.2 107.2 107;2 1072 107.2 107.2 107.2 107.2 107.2 107.2 40.0 105. 05.9 105.9 105.9 105.9 105.9 105.9 105.91105.9 105.9 105.9 105.9 105.9 1105.9 1105.9 1105.9 105.9 105.9 105.9 105.9 105.9 105.9 105.9 .105.9 105.9 105.9 105.9 105.9 105.9 105.9 14310 Purlin Roll Restraint-Stiffened Clips:xls All Conditions,D3.2.1 Printed 10/20/2004 7:27 AM Revised 12/31/02 Sheet 1 of 1 114 Rosemont Lane CALCULA IONS Sheet Of Imler,PA 16655 Phone(814)276-9611 FO Number 16 initials Fax(814)276-3307 Quote/Number Date: 7 Builder/Purchaser: j-1 Lj M i 7-r-,2 _T 77 L ......... T_ -4- M41-- FO T 7 _LL- H C I-A------ L 4-J ................ r .... ...... ................ z7 -------------- T IA ... ........ Ca ............ T Revised August 5,2002